Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Home
My WebLink
About
Permit D19-0029 - U-HAUL OF DUWAMISH - STRUCTURAL UPGRADE, ADDITION / EXTENSION OF CONCRETE SHEARWALLS ON LEVELS 1-6
U-HAUL OF DUWAMISH 2925 S 112TH ST BLDG 11 14 Apn: 0923049155 FINALED 02/24/2021 D19-0029 Parcel No: Address: �`^�»x m���~nn�v*x^U *~�~� «�o Tukwila Department of Community Development 63UO5outhcenterBoulevard, Suite #1OO Tukwila, Washington 901O8 Phone:ZO6-431'3670 Inspection Request L|ne�206-438'935O Web site: h1tp://wvmw.Tw&wi|aVVA.mox 0923049155 Project Name: U-HAUL OF DUWAMISH DEVELOPMENT PERMIT Permit Number: DI9'0029 Issue Date: 10/16/2019 Permit Expires On: 4/13/2020 Owner: Address: Contact Person: Name: Address* Contractor: Address: License No: Lender: Name: Address: DOE|NGCOMPANY THE POBOX 3707N1/[20-OOPROPERTY TAX DEPT'SEATTL['WA, 9O1Z4 29255ll2TH5T,TVKVVU\WA, 98168 ''~ ''' Phone: (253)266-5049 Phone; Expiration Date; DESCRIPTION OF WORK: STRUCTURAL UPGRADE TO EXISTING STRUCTURE, ADDITION/EXTEN51ON OF CONCRETE SHEARWALLS ON LEVELS Project Valuation: $2,000000l0 Type ofFire Protection: Sprinklers: YES Fire Alarm: YES Type ofConstruction: 118 Electrical Service Provided by: 0mW|LA Fees Collected: $25,857.59 Occupancy per IBC: S-1 Water District: TUKVV|LA Current Codes adopted bythe City of Tukwila: International Building Code Edition: International Residential Code Edition: International Mechanical Code Edition: Uniform Plumbing Code Edition: International Fuel Gas Code: 2015 2015 2015 2015 2015 National Electrical Code: WACities Electrical Code: VVAC296'4GB: Code: ublic Works Activities: [urb[ut/Auces$Sidewa|k: Fire Loop Hydrant: Flood Control Zone: Hau|ing/OvenizeLuad: Land Altering: Landscape Irrigation: Sanitary Side Sewer: Sewer Main Extension: Storm Drainage: Street Use: Water Main Extension: Water Meter: Volumes: Cut: O Fill: O Number: O No Permit Center Authorized Signature: Da 0. I hearby certify that I have read and examined this permit and know the same to be true and -correct, All provisions uflaw and ordinances governing this work will becomplied with, whether specified herein ornot. The granting of this permit does not presume to give authority toviolate orcancel the provisions ofany other state orlocal laws regulating construction orthe performance nfwork. |amauthorized tosign and obtain this development permit and agree totAconditionsattached tothis permit, Date: \0l \L( |1 Print Name: This permit shall become null and void ifthe work isnot commenced within 18Udays for the date ufissuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. PERMIT CONDITIONS: 1: ***BUILDING PERMIT CONDITIONS' 2: Work shall be installed in accordance with the approved construction documents, and any changes made during construction that are not in accordance with the approved construction documEnts shall be resubmitted for approval. 3: All permits, inspection record card and approved construction documents shall bekept atthe site ofwork 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, Tab|e17O53. 5: The special inspections for steel elements nfbuildings and structures shall berequired. All welding shall be done byoWashington Association ofBuilding Official Certified welder. G: The special inspection of bolts to be installed in concrete prior to and during placement of concrete. 7: When special inspection is required, either the owner or the registered design professional in responsible charge, shall employ a special inspection agency and notify the Building Official of the appointment prior to the first building inspection. The special inspector shall furnish inspection reports to the Building Official in atimely manner. 8: A final report documenting required special inspections and correction of any discrepancies noted in the inspections shall besubmitted tuthe Building Official. The final inspection report shall beprepared bythe approved special inspection agency and shall be submitted to the Building Official prior to and as a condition of final inspection approval. 9: Subgrade preparation including drainage, excavation, compaction, and fill requirements shall conform strictly with the recommendations given inthe soils report. Special inspection isrequired. 10: All construction shall bedone inconformance with the Washington State Building Code and the Washington State Energy Code. 11: Notify the City ofTukwila Building Division prior tuplacing any concrete. This procedure isinaddition to any requirements for special inspection. 12: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 13: Remove all demolition rubble and loose miscellaneous material from lot or parcel of ground, properly cap the sanitary sewer connections, and properly fill or otherwise protect all basements, cellars, septic tanks, wells, and other excavations. Final inspection approval will be determined by the building inspector based onsatisfactory completion ofthis requirement. 14: All plumbing and gas piping work shall be inspected and approved under a separate permit issued by the City ufTukwila Building Department (Z06'43l'3670). 15: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center. 16: Preparation before concrete placement: Water shall beremoved from place ofdeposit before concrete is placed unless atromieis tobeused orunless otherwise permitted bythe building official. All debris and ice shall beremoved from spaces tobeoccupied byconcrete. 17: VALIDITY OFPERMIT: 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 otherordinances of the City of Tukwila. Permits presuming tugive authority toviolate orcancel the provisions ufthe code orother ordinances ofthe City ofTukwila shall not bevalid. The issuance ofapermit based onconstruction documents and other data shall not prevent the Building Official from requiring the correction of errors in the construction documents and other data. 18: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (206/431'3670). PERMIT INSPECTIONS REQUIRED Permit Inspection Line: (206)438-9350 1700 BU|LD|NGF|NAL~* 0301 CONCRETE SLAB 0409 FRAMING 4037 5|-CJ\SF|N-PLACE 4000 S|'CONCR[TEC0N5[ 4036 S|-DR|VENDEEP FOUND 4046 S|-EPDXY/EXP0ONC 4028 S|'RE|NFSTEEL'YVELD 4035 5|'SOILS 4025 S|'STEELCVNST 4026 3|'STRU[TSTEEL 4004 S|'VVtLD|NG •1 CITY OF TUKWILA Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http://www.TukwilaWA.gov Building Permit No. Project No. Date Application Accepted. r Z Date Application Expires: (For office use on 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: 2925 S. 1 l2th Street Tenant Name: U-Haul of Duwamish King Co Assessor's Tax No.: 092304915504 Suite Number: FIoor: PROPERTY OWNER Name: AMERCO REAL ESTATE CO Address: 2727 N Central Ave City: Phoenix State: AZ Zip: 85004 CONTACT PERSON — person receiving all project communication Name: Brian Gerke Address: Z 1 L,S S 1 1 S a City: 'rk L w, 14 State: k4✓/}- Zip'ci Srl bs. Phone: Fax. i 5 — )". 1-1 Email: h r...,,,, _ ct c/14 et,u iia.,.l . cut , GENERAL CONTRACTOR INFORMATION` Company Name: Address: City: State: Zip: Phone: Fax: Contr Reg No.: Exp Date: Tukwila Business License No.: New Tenant: Ut.. Yes ❑..No ARCHITECT OF RECORD' Company Name: Architect Name: Address: City: State: Zip: Phone: Fax: Email: ENGINEER OF RECORD Company Name: Chandler P. Nangia, P.E. Engineer Name: Chandler P. Nangia Address: 7423 Hollow Ridge Dr. City: Houston State: TX Zip: 77095 Phone: (281) 859-1421 Fax: Email: LENDER/BOND ISSUED (required for projects $5,000"or greater per RCW 19.27.095). Name: Address: City: State: Zip: H:'Applications\Forms-Appticatioas On Lincl201 1 Applications Permit Application Revised - 8-9-1 I.docx Revised: August 2011 bh Page 1 of 4 BUILDING PERMIT INFORMATION - 206-431-3670 Valuation of Project (contractor's bid price): $ , ON 000 Existing Building Valuation: S Describe the scope of work (please provide detailed information): STRUCTURAL UPGRADE TO EXISTING STRUCTURE, ADDITION/EXTENSION OF CONCRETE SHEARWALLS ON LEVELS 1-6. Will there be new rack storage? D 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 l'Floor 39,490 0 0 0 II-B S-1 rd Floor 39,490 0 0 0 II-B S-1 3' Floor 39,490 0 0 0 II-B S-1 Floors —4- thru 6 39,490 0 0 0 II-B S-1 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 fi): Floor area of principal dwelling: Floor area of accessory dwelling: *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: Compact: Handicap: Will there be a change in use? Yes No If "yes", explain: OFFICE USE TO STORAGE USE FIRE PROTECTION/HAZARDOUS MATERIALS: [Z] Sprinklers [1] Automatic Fire Alarm El None .......Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? 0 Yes VI No ''yes', attach list of materials and storage locations on a separate 8-1/2" x l" 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. HAApplicationfforms-Applications On Line \ 201 I Applications\ Permit Application Revised - 8-9-I I .docx Reid: August 2011 bh Page 2 of 4 PUBLIC WORKS PERMIT INFORMATION _ 206-433-0179 Scope of Work (please provide detailed information): Call before you Dig: 811. Please refer to Public Works Bulletin #1 for fees and estimate shee Water District ❑ ...Tukwila ❑...Water District #125 ❑ ...Water Availability Provided Sewer District ❑ ...Tukwila ❑ ...Sewer Use Certificate ❑...Valley View ❑...Sewer Availability Provided ❑ .. Highline 0 ,. Renton ❑ .. Renton ❑ .. Seattle Septic System: ❑ On -site Septic System — For on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. Submitted with Application (mark boxes which apply): ❑ ...Civil Plans (Maximum Paper Size — 22" x 34") ❑ ...Technical Information Report (Storm Drainage) 0 ...Bond ❑ .. Insurance ❑ .. Easement(s) Proposed Activities (mark boxes that apply): ❑ ...Right-of-way Use - Nonprofit for less than 72 hours ❑ ...Right-of-way Use - No Disturbance ❑ ...Construction/Excavation/Fill - Right-of-way ❑ Non Right-of-way 0 ❑ ...Total Cut ❑ ...Total Fill cubic yards cubic yards 0 ...Sanitary Side Sewer 0 ...Cap or Remove Utilities 0 ...Frontage Improvements ❑ ...Traffic Control ❑ ...Backflow Prevention - Fire Protection Irrigation Domestic Water ❑ .. Geotechnical Report ❑ .. Maintenance Agreement(s) ❑ ...Traffic Impact Analysis ❑ ...Hold Harmless — (SAO) 0 ...Hold. Harmless — (ROW) ❑ .. Right-of-way Use - Profit for less than 72 hours ❑ .. Right-of-way Use — Potential Disturbance ❑ .. Work in Flood Zone ❑ .. Storm Drainage ❑ .. Abandon Septic Tank ❑ .. Curb Cut ❑ .. Pavement Cut ❑ .. Looped Fire Line 15 ❑ .. Grease Interceptor ❑ .. Channelization ❑ .. Trench Excavation ❑ .. Utility Undergrounding ❑ ...Permanent Water Meter Size... WO # ❑ ...Temporary Water Meter Size .. WO # ❑ ...Water Only Meter Size WO # ❑.,.Deduct Water Meter Size ❑ ...Sewer Main Extension Public ❑ Private ❑ ❑ ...Water Main Extension Public ❑ Private 0 FINANCE INFORMATION Fire Line Size at Property Line Number of Public Fire Hydrant(s) 0 ...Water 0 ...Sewer 0 ...Sewage Treatment Monthly Service Billing to: Name: Day Telephone: Mailing Address: City State Zip Water Meter Refund/Billing: Name: Mailing Address: Day Telephone: City State Zip H:\Applications\Forms-Applications On Line\2011 Applications\Permit Application Revised - 8-9-11.docx Revised: August 2011 bh Page 3 of 4 PERMIT APPLICATION NOTES Value of Construction - In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the Permit Center to comply with current fee schedules. Expiration of Plan Review - Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. The Building Official may grant one or more extensions of time for additional periods not exceeding 90 days each. The extension shall be requested in writing and justifiable cause demonstrated. Section 105.3.2 International Building Code (current edition). I HEREBY CERTIFY THAT 1 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 OWNE OR Signature: Date: I Z- z-t Print Name: (,--cA/Ve Mailing Address: , AGENT: Day Telephone: Z. C 9— )4,6, 01-1 City L4A- State Zip HAApplicationsWorins-Applications On Line \201 1 Applications\ Permit Application Revised - 8-9-11.doot Revised: August 2011 bh Page 4 of 4 Cash Register Receipt City of 'Tukwila DESCRIPTIONS , ''---_ -',.;;,--., PermitTRAK ' , -, -4,- , -T ACCOUNT QUANTITY PAID ...: f!' ,."L''-'-'.7.7-i'SiTii6.2i''''''' . 43,1" ,,, ,I, A, liV .,...' " D19-0029 Addressi,2925,51.12TM ST BLDG 117 4 , T1: 09230121 , , ..,T.,- ,., 7,146.21 DEVELOPMENT $16,476. 0 STRUCTURAL CONSULTANT R000.345.830.01.00 0.00 $3,048.98 PERMIT FEE R000.322.100.00.00 0.00 $13,402.12 WASHINGTON STATE SURCHARGE B640.237.114 0.00 $25.00 TECHNOLOGY FEE $670.11 TECHNOLOGY FEE TOTAL FEES PAID BY RECEIPT: R18825 R000.322.900.04.00 , , 0.00 $670.11 $17,146.21 Date Paid: Wednesday, October 16, 2019 Paid By: U-HAUL Pay Method: CHECK 101269977 Printed: Wednesday, October 16, 2019 9:32 AM 1 of 1 CRWSYSTEMS Cash Register Receipt City of Tukwila DESCRIPTIONS ACCOUNT QUANTITY PAID PermitTRAK $1,211.38 D19-0029 Address: 2925 S 112TH ST BLDG 1 - 4 Apn: 0923049155 1,211.38 DEVELOPMENT $1,211.38 PLAN CHECK FEE R000.345.830.00.00 0.00 $1,211.38 TOTAL FEES PAID BY RECEIPT: R16579 $1,211.38 Date Paid: Tuesday, January 22, 2019 Paid By: UHAUL INTERNATIONAL,INC Pay Method: CHECK D701-24333 Printed: Tuesday, January 22, 2019 10:36 AM 1 of 1 SYSTEMS Cash Register Receipt City of Tukwila DESCRIPTIONS QUANTITY I PAID PermitTRAK $2,500.00 D19-0029 Address: 2925 5 112TH ST BLDG 11-14 Apn: 0923049155 $2,500.00 DEVELOPMENT PLAN CHECK FEE 2,500.00 R000.345.830.00,00 0,00 $2,500.00 TOTAL FEES PAID BY RECEIPT: R16578 $2,500.00 Date Paid: Tuesday, January 22, 2019 Paid By: UHAUL INTERNATIONAL, INC Pay Method: CHECK D701-24332 Printed: Tuesday, January 22, 2019 10:35 AM 1 of 1 SYSTEMS Cash Register Receipt City of Tukwila DESCRIPTIONS I ACCOUNT j QUANTITY PAID PermitTRAK $2,500.00 D19-0029 Address: 2925 S 112TH ST BLDG 11-14 Apn: 09230491 2 500.00 DEVELOPMENT PLAN CHECK FEE R000.345.830.00.00 0.00 $2,500.00 $2,500.00 TOTAL FEES PAID BY RECEIPT: R16577 $2,500.00 Date Paid: Tuesday, January 22, 2019 Paid By: UHAUL INTERNATIONAL, INC Pay Method: CHECK D701-24331 Printed: Tuesday, January 22, 2019 10:35 AM 1 of 1 c Y TEMS Cash Register Receipt City of Tukwila Receipt Number DESCRIPTIONS ACCOUNT QUANTITY I PAID PermitTRAK $2,500.00, D19-0029 Address: 2925 S 112TH ST BLDG 11-14 Apn: 0923049155 $2,500.00 DEVELOPMENT PLAN CHECK FEE $2,500.00 R000.345.830.00.00 0.00 $2,500.00 TOTAL FEES PAID BY RECEIPT: R16576 $2,500.00 Date Paid: Tuesday, January 22, 2019 Paid By: UHAUL INTERNATIONAL,INC Pay Method: CHECK D701-24330 Printed: Tuesday, January 22, 2019 10:34 AM 1 of 1 SYSTEMS Permit Number: D19-0029 Applied: 1/22/2019 Issued: 10/16/2019 Status: FINALED Parent Permit: Parent Project: Details: Approved: 10/15/2019 Finaled: 2/24/2021 Description: U-HAUL OF DUWAMISH Site Address: 2925 S 112TH ST BLDG 11-14 City, State Zip Code:TUKWILA, WA 98168 Applicant: U-HAUL OF DUWAMISH Owner: BOEING COMPANY THE Contractor: AFFIDAVIT - BRIAN GERKE STRUCTURAL UPGRADE TO EXISTING STRUCTURE. ADDITION/EXTENSION OF CONCRETE SHEARWALLS ON LEVELS 1-6. INSPECTIONS SCHEDULED DATE COMPLETED DATE TYPE INSPECTOR RESULT REMARKS CONCRETE SLAB Bill Centen Notes: FRAMING Bill Centen Notes: SI-CAST-IN-PLACE Bill Centen Notes: SI-DRIVEN DEEP FOUND Bill Centen Notes: SI-EPDXY_EXP CONC Bill Centen Notes: SI-REINF STEEL - WELD Bill Centen Notes: SI-SOILS Bill Centen Notes: SI-STRUCT STEEL Bill Centen I Notes: Printed: Wednesday, 06 October, 2021 1 of 3 SUPERION SI-WELDING Bill Centen Notes: SI-STEEL CONST Bill Centen Notes: SI-CONCRETE CONST Lee Sipe APPROVED Notes: SI-REBAR REINF Lee Sipe APPROVED Notes: 4/6/2020 AM 4/6/2020 SI-STEEL CONST Lee Sipe NOT APPROVED #1 Notes: Not able to complete inspection due to Governor's order SHSH. 4/13/2020 AM 4/14/2020 SI-STEEL CONST Lee Sipe PARTIAL APPROVAL #1 Notes: Contingent upon City approved plans & special inspection report. N.W. wing, garage level grade beams and columns steel reinforcing. 4/22/2020 AM 4/22/2020 SI-STEEL CONST Lee Sipe PARTIAL APPROVAL 435016 Notes: Steel reinforcing grid L-R/17-18 garage level 1. S.I. approved. 5/1/2020 AM 5/1/2020 SI-CONCRETE CONST Lee Sipe PARTIAL APPROVAL 473714 Notes: P/A Approved level 1 shear reinforcing Grid L - R.5/ 17.5 - 18.5 5/12/2020 5/13/2020 SI-CONCRETE CONST Lee Sipe PARTIAL APPROVAL L2 shearwall reinforcing Notes: P/A L2 shear wall reinforcing SW1, SW2, SW3, SW4, SW5, S.I. report 401330 5/12/2020 AM 5/12/2020 SI-CONCRETE CONST Lee Sipe NOT APPROVED 4598 Notes: No contact info. and no one on site.. Printed: Wednesday, 06 October, 2021 2 of 3 SUPER ON Permit Inspections City of Tukwila 5/18/2020 AM 5/18/2020 SI-CONCRETE CONST Lee Sipe PARTIAL APPROVAL 85143 Notes: P/A Approved: L3 - SW1, SW2, SW3, SW4, SW5, SW6. w/ Si. report. 5/27/2020 AM 5/27/2020 SI-CONCRETE CONST Darrin Graham PARTIAL APPROVAL 235660 Notes: LEVEL 4 SHEAR WALLS 1 THROUGH 5 LEVEL 4 SHEAR WALLS 1 THROUGH 5 6/9/2020 AM 6/9/2020 SI-CONCRETE CONST Lee Sipe APPROVED 82934 Notes: Approved all seismic reinforcing for this phase. L5 Grid L-M, N9, 0.9-Q, R1/17.4-18.4 8/18/2020 AM 8/18/2020 SI-STEEL CONST Lee Sipe PARTIAL APPROVAL 193707 Notes: P/A LG 3-9/A-B.5 foundation walls. CONTINGENT ON SPECIAL INSPECTION. 9/2/2020 AM 9/2/2020 SI-STEEL CONST Lee Sipe PARTIAL APPROVAL 273430 Notes: P/A Li S.I. steel reinforcing. 2/24/2021 AM 2/24/2021 BUILDING FINAL** Lee Sipe APPROVED 253-266-5049 Notes: Printed: Wednesday, 06 October, 2021 3 of 3 r4 SUPERION City of Tukwila Building Division Building Permit Number: Special Inspector Oualification Form Each special inspector malting inspections for any inspecting/testing agency shall complete this form and enclose a work experience resume for the past five (5) years. Inspector Information: Name: Address: City, State, Zip: Office Phone: Inspection Classification: Current ICC and/or WABO Num : Expiration Date: Project Name: Project Address: Cell Phone: STATEMENT OF UNDERSTANDING hereby affirm that 1 have been employed by: A e cy/Finn) 7V7 " (Address) To perform special inspection at above stated project and that I am aware that in performing this inspection, I am acting as an agent for the City of Tukwila and I am responsible to the building official. I am aware that my duties include compliance with the approved plan(s), specifications, the I.B.C. and recognized construction practices, which do not conflict with any of the aforementioned documents. I will submit written reports to the building official as required. Signat 719Y- 0/' ge2S42)1aa 41(Ase—LEA4k.. ler: Date: RECEIVED CITY OF TUKWILA JAN 2 2 2$19 PERMIT CENTER City of Tukwila Building Division Building Permit Number: Special Inspection and Testing Schedule Testing/Inspection Age c /Spe 7cto : 49/95 KQe-Ao. #/4126. Project Name: eileovVI jp, ffi d.) Project Address: 1/2. 14.1,r, t/e42,3,f REINFORCED CONCRETE, GUNITE, GROUT & MORTAR: Concrete Gunite. Grout Mortar Aggregate Tests Reinforcing Tests Mix Designs Rernf�ring1PIacements Batch Plant Inspection Inspect Placing Cast Sa ples Pick-up Samples Compression Tests PRECAST / PRESTRESSED CONCRETE: Concrete Gunite Grout Mortar Aggregate Tests Reinforcing Tests Tendon Tests Mix Designs Reinforcing Placements Insert Placement Concrete Batching Concrete Placement Installation Inspection Cast Sainples Pick-up Samples Compression Tests 8 City of Tukwila Building Division STRUCTURAL STEEL / WELDING: Sample & Test .(list specific members below) Shop Material Identification Welding Inspection [ 1 Shop [ ] Field Ultrasonic Inspection [ ] Shop [ ] Field High -Strength Bolting Inspection [ ] Shop [ ] Field [ ] A325 [ ] A490 [ ] N [ ] X [ ] F Metal Deck Welding Inspection Reinforcing Steel Welding Metal Stud Welding Inspection Concrete Insert Welding Inspection MASONRY: Special Inspection Stresses Used Preliminary Acceptance Tents (Masonry Units, Wall Prisms) Subsequent Tests (Mortar, Grout, Field wall Prisms) Placement Inspection of Units List all other additional of required ins Building Permit Number: FIREPROOFING: Placement Inspections Density Tests Thickness Tests Inspection Botching. SULATING CONCRETE; Sample & Test Placement Inspections Unit Weights MATERIAL Acceptance Tests Placement Inspections Field Density STRUCTURAL WOOD: Shear Wall Nailing Inspection Inspection of Glu-lam Fab. Inspection of Truss Joist Fab. Sample and Test Components ctions, conditions, tests, or special inspections here: Form completed.by: Telephone No: Title: Date: 9 Washington Association .of Building Officials Special Inspection Agency Certificate of Registration Otto Rosenau & Associates, Inc Seattle, Washington The premise of the Washington Association of Building Officials (WABO) special inspection registration program is that the "special inspector" referred to in the State Building Code is a quality control organization with management and supervisory personnel, special inspectors and laboratory technicians, and the appropriate equipment and facilities to conduct special inspection and material testing in accordance with those standards stipulated in the State Building Code. Types of Work RC REINFORCED CONCRETE PC PRESTRESSED CONCRETE SC SHOTCRETE SM STRUCTURAL MASONRY SSB STRUCTURAL STEEL AND BOLTING SW STRUCTURAL WELDING FP SPRAY -APPLIED FIRE -RESISTIVE MATERIALS LW LATERAL WOOD CF COLD -FORMED STEEL FRAMING PA PROPRIETARY ANCHORS FS FIRE-RESISTANT PENETRATIONS AND JOINTS The agency name on this Certificate of Registration has, as prescribed in the State Building Code, demonstrated competence to the satisfaction of the building official specifying the services of . a WABO registered special inspector, by qualifying for registration as an agency, as prescribed in the WABO Agency and Inspector performance Qualification Standard No. 1701 for the particular type(s) of work listed above. April 1, 2021 EXPIRATION DATE EXECUTIVE DIRECTOR NNE Otto Rosenau & Associates, Incorporated Geotechnical Engineering, Construction Inspection & Materials Testing WALTER HANSEN Project Manager Erkrraiieni: United States Army: Military Intellige -ice School Sheldon Jackson College: Geology City University: Marketing Seattle Central College: Concrete Technology City of Seattle DCLU (DCI): Shotcrete Seminar; Masonry Seminar NW Council of Engineering Laboratories: Reinforced Concrete Seminar: Reinforced Masonry Seminar Shotcrete Seminar; Proprietary Anchors inspection Portland Cement Association. Supplementary Cementing Materials (SCMS) for Use in Concrete (Seattle) Campbell Pacific Nuclear: Basic Pacific Operation Course: Radiation Safety Officer Course; Advanced Nuclear Gauge Operation and Maintenance Course CellifiC0i10/7S Regi,SiG:thon5: Washington Association of Building Officials: Special Inspector: Reirrbrced Concrete, Shotcrete, Structural Masonry, Proprietary Anchors Campbell Pacific Nuclear: Radiation Safety Officer, Radiation Safety and Use of Nuclear Gauge Troxler Electronic Laboratories: Hazmat Certification Years Employed by Firm: 22 Years (started ORA 1996) Years of Experience: 50 Years (started industry 1968) Summary: Walter Hansen first joined ORA in 1996 as project manager and is responsible for marketing, supervision of inspection personnel, and managing projects. He is experienced in all disciplines of testing and inspections from earthwork to structural items. He has 50 years of experience and was once a superintendent before becoming a special inspector in 1984 and subsequently a project manager. He has firsthand knowledge and experience in major construction projects having been a contractor and an inspector, and thus is realistic in his approach to all projects. His insight and ability to work with various project teams as well as the local building jurisdiction have been instrumental in resolving many challenges ranging from technical and financial issues to communication problems and personnel conflicts on complex projects, and ensuring that the projects were completed within budget and on time. Project Experience: Bellevue College Continuing Education Building — Bellevue, WA • Campus Water System Improvements Phase II Pump House — Shoreline, WA City of Enumclaw Wastewater Treatment Facility — Enumclaw, WA City of Tukwila 2012 Overlay Program — Tukwila, WA East "D" Street Grade Separation and East "L" Street Bridge Replacement — Tacoma, WA John L. O'Brien Building Renovation — Olympia, WA Lake Line and Pump Station No. 4 — Mercer Island, WA • Sammamish Library — Sammamish, WA Seattle Police Department (SPD) North Precinct — Seattle, WA o Sound Transit Lakewood Commuter Rail CMC — Lakewood, WA South Kirkland Park & Ride — Kirkland, WA University of Washington Tacoma Phase 3 — Tacoma, WA VA Nursing Home/CLC/Dietetics Kitchen — American Lake, WA • View Royal Reservoir, Pump Station, and Treatment Facility — Bonney Lake/Buckley, WA Water Pump Station 2 Replacement — Renton, WA Washington Association of Building Officials PO Box 7310 Olympia WA 98507-7310 Visit our web page at: www.wabo.org Phone: 360-628-8669 Fax: 360-918-8021 Toll Free: 888-664-9515 E-mail: wabo@wabo.org REGISTERED SPECIAL INSPECTION TESTING & INSPECTION AGENCY Otto Rosenau & Associates, Inc, 6747 M. L. KING WAY S SEATTLE WA 98118 Seattle Was ing on Phone: 206-725-4600 Fax: 206-723-2221 Agency Type of Work: RC REINFORCED CONCRETE Reinforced Concrete/Prestressed Concrete Compression Testing Machine Rated Capacity' HIGH PC PRESTRESSED CONCRETE SC SHOTCRETE SM STRUCTURAL MASONRY SSB STRUCTURAL STEEL AND BOLTING SW STRUCTURAL WELDING FP SPRAY -APPLIED FIRE -RESISTIVE MATERIALS LW LATERAL WOOD CF COLD -FORMED STEEL FRAMING PA PROPRIETARY ANCHORS FS FIRE-RESISTANT PENETRATIONS AND JOINTS National Accreditation or Inspection Certification: WABO Registration Expires: Key Personnel Certificates of Registration Expires: Technical Director: Anthony.G. Coyne Scott H. Hoobler Supervising Lab Technician: Andy Duong Special Inspection Field Isaac Ruoff Supervisor: Christopher Pratt Mike Sorantino Brian Robertson Stephen M. Ramos • .61APR 2019- EGBQMW EE L1V GE Ea RC PC SC SM SSB SW FP LW CF PA FS RC PC SC SM LW CF PA SSB SW CF RC PC SC SM SSB SW FP LW CF PA SSB SW FP LW CF ** Denotes Registration is NOT current Report date: 3/09/2018 4aKd Swcue ou acre, 9 «4t a acctaoni y 4 &dorm l S. 43 'euiaed Bode 4 20444 c , l e te4ey eatiliel (lox Oft RetiOUla & 4440 614, �%NG. date ette Q 4the tam, kto Beef &meleee ad as &a c¢ feed4ied to fzetplot fpop: 4 4€ ei ifteexal 4e taieed (Ix State 4va eac a�4eee104dart'rifr e, 2004. Given under the hand and seal of the Executive Director Thi,19th Day of April 2004 No. 1826 City of Tukwila Allan Ekberg, Mayor Department of Community Development - Jack Pace, Director Structural Design and Inspection Information RECEIVED CITY OF TUKWILA JAN 2 2 2019 PERMIT CENTER *Complete the Special Inspection and testing Schedule on pages 7 - 9. Note: The Special Inspector Qualification Form on page 7 must be completed for each Special Inspector for your project. **Please note that permit(s) will not be issued until the Structural Design and Inspection Information is completed. All appropriate forms must be completed and wet signed before City of Tukwila Building Division staff can approve them. Tukwila City Hall • 6200 Southcenter Boulevard • Tukwila, WA 98188 • 206-433-1800 • Website: TukwilaWA.gov bici- &Jig City of Tukwila Building Division Building Permit Number Structural Design and Inspection Information The following information packet was compiled to assist the designer, contractor, and owner to better understand the code requirements related to the structural design and inspection of non -conventional construction. The designer should use this booklet during the submittal process to organize the inspection team and develop a schedule to assist the contractor/builder. Index Structural Observation Agreement Special Inspection and Testing Agreement Special Inspector Qualification Form Special Inspection and Testing Schedule Appendix A Special Inspection Foi Ills Schedules and Agreements Appendix B Required Special Inspections 2 City of Tukwila Building Division Building Permit Number: Structural Observation Agreement The owner shall employ 040 (la cAew , Design Professional of Record, who agrees to provide services as described below for the project located at Zeal" liA.A3- si ‘, ‘04- 4CrilAr for permit number Structural observation is defined as the visual observation of the structural system beginning at the foundation stage and continuing through the framing stage. This includes, but is not limited to, the elements and connections at significant stages. A written statement by the Design Professional of Record shall be submitted to the building official prior to each inspection required under Section 110 of the International Building Code (I.B.C.) and the Tukwila Building Division (Building Division). The statement shall indicate that each completed stage is in general conformance with the structural requirements of the building code and the approved plan(s) and specifications. Structural observation does not include or waive the responsibility for the inspections required by Chapter 1 of the I.B.C., the Building Division, or for special inspection as required by Chapter 17 of the I.B.C. Engineers Signature and Seal Date Date City of Tukwila Building Division Building Permit Number: Special Inspection and Testing Agreement Project Name: V-A.-1Aa1 MV i ' wtic . at 10v%✓AI"' Project Address: Tit S V. Tile- v a ` , Fib.lr BEFORE A PERMIT CAN BE ISSUED: The owner, engineer, or architect of record acting as the owner's agent, shall complete two (2) copies of this agreement, the Special Inspections Qualification Form and the attached Structural Tests and Inspections Schedule, including the required acknowledgments. A pre -construction conference with the parties involved may be required to review the special inspection requirements and procedures. APPROVAL OF SPECIAL INSPECTORS: Each special inspector shall be approved by the Building Division, prior to performing any duties. Each special inspector shall complete the enclosed Special Inspector Qualification Form and submit his/her qualification to the Building Division and is subject to a personal interview for pre -qualification. Special inspectors shall display approved identification as stipulated by the Building Division, when performing the function of a special inspector. Special inspection and testing shall meet the minimum requirements of I.B.C. Section 1704.2.1. The following conditions are also applicable: A. Duties and Responsibilities of the Project Owner: 1. Funding: The project owner, the engineer, or architect of record, acting as the owner's agent is responsible for funding special inspection services (See I.B.C., Section 1704.2) 2. Employment: The project owner/agent hereby, agrees that he/she shall not terminate his/her contract for special inspection services; with the below named firm until he/she has obtained the services of another inspection firm and submitted a new Special Inspection Agreement Form for approval and accepted by the building official. B. Contractor Responsibilities: 1. Notify the Special Inspector: The contractor is responsible for notifying the special inspector or agency regarding individual inspections for items listed on the attached schedule and as noted on the Building Division approved (stamped) plan(s). Adequate notice shall be provided so that the special inspector has time to become familiar with the project. 2. Provide Access to Approved Plan(s): The contractor is responsible for providing the special inspector access to the approved (stamped) plan(s) as the job -site. 3. Retain Special Inspection Records: The contractor is also responsible for retaining at the job - site all special inspection records submitted by the special inspector and providing these records for review by the Building Division's approved (stamped) plan(s) for additional inspections or testing requirements that may be noted. 4. Samples: Only the special inspection agency or materials engineering laboratory shall be permitted to take laboratory samples and transport them to the facility. 4 City of Tukwila Building Division Building Permit Number. C. Duties and Responsibilities of the Special Inspector: L Observe Work: The special inspector shall observe the work for conformance with the Building Division approved (stamped) design drawings and specifications and applicable workmanship provisions of the I.B.C. 2. Report Nonconforming Items: The special inspector shall bring nonconforming items to the immediate attention of the contractor and note all such items in the daily report. If any item is not resolved in a timely manner or is about to be incorporated in the work, the special inspector shall immediately notify the building official by telephone or in person, notify the engineer or architect, and post a discrepancy notice. 3 Furnish Daily Reports: On request each special inspector shall complete and sign both the Special Inspection Record and the Daily Report Form for each day's inspections to remain at the job -site with the contractor for review by the Building Division's inspector. 4. Furnish Weekly Reports: The special inspector or inspection agency shall furnish weekly reports of tests and inspections directly to the building official, project engineer, architect, and other as designated. These reports must include the following: a. Description of daily inspections and tests made with applicable locations; b. Listing of all nonconforming items; c. Report on how nonconforming items were resolved or unresolved as applicable; and d. Itemized changes authorized by the architect, engineer, and building department if not included in the confoiniance items. 5. Furnish Final Report: The special inspector or inspection agency shall submittal a final report the building official stating that all items requiring special inspection and testing were fulfilled and reported and, to the best of his/her knowledge, in conformance with the approved (stamped) design drawings, specifications, approved change orders and the applicable workmanship provisions of the I.B.C. Items not in conformance, unresolved items or any discrepancies in inspection coverage (i.e. missed inspections, periodic inspections when continuous was required, etc.) should be specifically itemized in this report. D. Building Division Responsibilities: 1. Approved Special Inspectors/Inspections: The building official shall approve all special inspectors and special inspection requirements. 2. Monitor Special Inspectors/Inspection: Work requiring special inspection and the performance of special inspectors, shall by monitored by the Building Division's inspector. His/her approval must be obtained prior to placement of concrete or other similar activities in addition to that of the special inspector. 3 Issue Certificate of Occupancy: The building official will only issue a certificate of occupancy after all special inspection reports and the final report have been submitted and approved. 5 City of Tukwila Building Division Building Permit Number: ACKNOWLEDGMENTS I have read and agree to comply with the terms and conditions of this agreement. Owner: (reAte_ Date: Contractor: Date: Special Inspector/Inspection Agency: Date: Project Engineer/Architect: Date: ACCEPTED FOR THE BUILDING DEPARTMENT By: Date: 6 City of Tukwila Building Division Building Permit Number: Special Inspector Qualification Form Each special inspector making inspections for any inspecting/testing agency shall complete this form and enclose a work experience resume for the past five (5) years. Inspector Information: Name: Address: City, State, Zip: Office Phone: Cell Phone: Inspection Classification: Current ICC and/or WABO Number(s): Expiration Date: Project Name: Project Address: STATEMENT OF UNDERSTANDING hereby affirm that I have been employed by: (Agency/Firm) (Address) To perform special inspection at above stated project and that I am aware that in performing this inspection, I am acting as an agent for the City of Tukwila and I am responsible to the building official. I am aware that my duties include compliance with the approved plan(s), specifications, the I.B.C. and recognized construction practices, which do not conflict with any of the aforementioned documents. I will submit written reports to the building official as required. Signature: Date: 7 City of Tukwila Building Division Building Permit Number: Special Inspection and Testing Schedule Testing/Inspection Agency/Special Inspector: Project Name: Project Address: REINFORCED CONCRETE, GUNITE, GROUT & MORTAR: Concrete Gunite Grout Mortar Aggregate Tests Reinforcing Tests Mix Designs Reinforcing Placements Batch Plant Inspection Inspect Placing Cast Samples Pick-up Samples Compression Tests PRECAST / PRESTRESSED CONCRETE: Concrete Gunite Grout Mortar Aggregate Tests Reinforcing Tests Tendon Tests Mix Designs Reinforcing Placements Insert Placement Concrete Batching Concrete Placement Installation Inspection Cast Samples Pick-up Samples Compression Tests 8 City of Tukwila Building Division STRUCTURAL STEEL / WELDING: Sample & Test (list specific members below) Shop Material Identification Welding Inspection [ ] Shop [ ] Field Ultrasonic Inspection [ ] Shop [] Field High -Strength Bolting Inspection [ ] Shop [ ] Field []A325 [ ] A490 [ IN [ ]X [ ]F Metal Deck Welding Inspection Reinforcing Steel Welding Metal Stud Welding Inspection Concrete Insert Welding Inspection MASONRY: Special Inspection Stresses Used Preliminary Acceptance Tents (Masonry Units, Wall Prisms) Subsequent Tests (Mortar, Grout, Field wall Prisms) Placement Inspection of Units Building Permit Number: FIREPROOFING: Placement Inspections Density Tests Thickness Tests Inspection Batching INSULATING CONCRETE: Sample & Test Placement Inspections Unit Weights FILL MATERIAL Acceptance Tests Placement Inspections Field Density STRUCTURAL WOOD: Shear Wall Nailing Inspection Inspection of G1u-lam Fab. Inspection of Truss Joist Fab. Sample and Test Components List all other additional of required inspections, conditions, tests, or special inspections here: Form completed by: Telephone No: Title: Date: City of Tukwila Building Division Building Permit Number: APPENDIX A Special Inspection Forms, Schedules, and Agreements Special Inspectors Daily Report Special Inspection Weekly Report Discrepancy Notice Final Special Inspection Report 10 City of Tukwila Building Division Building Permit Number: Special Inspection and Daily Report Project Name: Project Address: Inspection Type(s)/Coverage: [ 1 Continuous [ ] Periodic Time Beginning Inspection: Time Ending Inspection: Describe Inspections Made, Including Locations: List Test Made: List Items Requiring Correction, Corrections of Previously Listed Items and Previously Listed Uncorrected Items: List Changes to Approved Plan(s) Authorized by the Building Official and Architect or Engineer: Comments: To the best of my knowledge, the work I inspected was in accordance with the Building Division approved design drawings, specifications, and applicable workmanship provisions of the I.B.C. except as noted above. Signed: Date: Print Full Name: T.D. Number: (This report to remain at job -site with the contractor for review by the Building Division's inspector upon request.) 11 City of Tukwila Building Division Building Permit Number: Special Inspection Weekly Report Project Name: Project Address: Inspection Type(s)/Coverage: [ 1 Continuous I ] Periodic Describe Inspections Made, Including Locations: List Test Made: Total Inspection Time Each Day: Date Hours List Items Requiring Correction, Corrections of Previously Listed Items and Previously Listed Uncorrected Items: List Changes to Approved Plan(s) Authorized by the Building Official and Architect or Engineer: Comments: To the best of my knowledge, the work I inspected was in accordance with the Budding Division approved design drawings, specifications, and applicable workmanship provisions of the I.B.C. except as noted above. Signed: Date: Print Full Name: I.D. Number: cc: Building Division Engineer/Architect (This form to be distributed weekly when required by the Building division and/or engineer/architect.) 12 City of Tukwila Building Division Building Permit Number: Discrepancy Notice Project Name: Project Address: Area Inspected: Type of Inspection: Special Inspector: Laboratory: Notice Delivered to: [ ] Contractor Date/Time: [ ] Engineer/Architect Date/Time: [ ] Building Division Date/Time: Make the following corrections and secure inspection approval prior to proceeding with this phase of the work: Contractor's Response: [ ] Repair or Replace in Accordance with Approved (stamped) Plan(s) and Specifications [ 1 Modification Evaluation Signed: Date: COMPLETED AND APPROVED CONTRACTOR: DATE: INSPECTOR: DATE: DO NOT REMOVE THIS NOTICE Contact the City of Tukwila Building Division inspector upon issuance/posting at 206-431-3670 Post Adjacent to Building Permit Inspection Record Card FINAL SPECIAL INSPECTION REPORT 13 City of Tukwila Building Division Building Permit Number: To: City of Tukwila Department of Community Development Building Division 6300 Southcenter Blvd, Ste 100 Tukwila, WA 98188 206-431-3670 Attention: Jerry E. Hight, Building Official Re: Final Project Report Project Name: Project Address: To Whom It May Concern: This is to certify that I performed special inspection on the following portions of the work at the above address, which required continuous inspection and which I was employed to inspect: Based upon my personal observation and written reports of this work, it is my judgment that the inspected work was performed, to the beset of my knowledge, in accordance with the approved (stamped) plan(s), specifications, and the applicable workmanship provisions of the International Building Code. Special Inspector's Signature: Print Full Name: Date: Registered Professional Signature*: *(Affix professional wet seal) cc: Client/Owner Architect/Engineer 14 FILE September 24, 2019 ES-6827.01 AMERCO Real Estate Co./U-Haul 2727 North Central Avenue, Suite 5N Phoenix, Arizona 85004 Attention: Ms. Sabrina Perez Earth Solutions NW LLC Geotechnical Engineering, Construction Observation/Testing and Environmental Services 11 REVIEVVED FOR CODE COMPLIANCE APPROVED OCT 10 2019 City of Tukwila BUILDING DIVISION Subject: Response to Comments Proposed Structural Upgrade 2925 South 112th Street Tukwila, Washington Reference: Reid Middleton Review Memo, dated September 20, 2019 Earth Solutions NW, LLC Geotechnical Engineering Study ES-6827, dated August 23, 2019 Pangolin Structural Structural Plans, dated August 29, 2019 Dear Ms. Perez: ECEIVE OCT 04 201 )q (leo_ REID MIDDLETON, INC. As requested, Earth Solutions NW, LLC (ESNW) has prepared this letter addressing the referenced structural review memo provided by Reid Middleton. The comments pertinent to the geotechnical aspects of the project are provided below followed by our responses. Geotechnical 1. —A letter from the geotechnical engineer of record should be provided indicating that the final plans for the foundation design of the building have been reviewed and that the plans are consistent with the recommendations of the geotechnical report. See IBC Section 1604.4 and page 2 of the geotechnical report. ESNW Response — ESNW reviewed the referenced structural plans with respect to geotechnical design items. The referenced plans incorporate geotechnical recommendations provided for the proposed project. 15365 N.E. 90th Street, Suite 100 • Redmond, WA 98052 • (425) 449-4704 • FAX (425) 449-4711 AMERCO Real Estate Co./U-Haul Int'I September 24, 2019 ES-6827.01 Page 2 Structural 1. — Page 6 of the geotechnical report states that the existing building is located approximately 200 feet from the Duwamish River and likely to have significant lateral spreading. The potential flood area should also be verified at the proposed building, and the additional mitigation should be considered. The design criteria for the flood loading should be provided in the Structural Notes on Sheets S1.0 through S1.2. See IEBC Section 403.2 and IBC Sections 1603.1.7 and 1612.1 through 1612.5. ESNW Response — Based on review of available mapping, the building is not located within a mapped flood plain. Should you require additional information, or have questions, please call. Sincerely, EARTH SOLUTIONS NW, LLC Henry T. Wright, P.E. Senior Project Manager Kyle R. Campbell, P.E. Principal Engineer Earth Solutions NW, LLC S TR UCTUR September 24, 2019 Mr. Jerry Hight, Building Official City of Tukwila, Department of Community Deve opme 6300 Southcenter Boulevard, Suite 100 Tukwila, WA 98188 RE: U-Haul of Duwamish (D19-0029) — Second Submittal, 1440 E Missouri Ave Suite C195 Phoenix, AZ 85014 p.602.888.0336 www,pangolinstr.com Dear Mr. Hight, We have received and reviewed the comments from Reid Middleton on behalf of the City of Tukwila for the above referenced project, dated September 20, 2019. Responses to the comments are below. Comment 7 (Geotechnkal): A letter from the geotechnical engineer of record should be provided indicating that the final plans for the foundation design of the building have been reviewed and that the plans are consistent with the recommendations of the geotechnical report. See IBC Section 1604.4 and page 2 of the geotechnical report. Response: Geotechnical engineer of record letter included in this resubmittal, attached. Comment 1 General: Page 6 of the geotechnical report states that the existing building is located approximately 200 feet from the Duwamish River and likely to have significant lateral spreading The potential flood area should also be verified at the proposed building and the additional mitigation should be considered. The design criteria for the flood loading should be provided in the Structural Notes on Sheets 510 through S1.2. See IEBC Section 403.2 and IBC Sections 1603.17 and 16721 through 1612.5 Response: The geotechnical engineer as validated that the subject project site is not within a flood plain and supplemental letter is included in this resubmittal, attached. Comment 2.. The foundation plan on Sheet 52.0 and the details on Sheet 54,1 indicate several existing pile cap upgrade details. However, structural calculations for the design of the foundation upgra s-7049-fiet-appe.w.to_be provided. Structural data substantiating the pile cap upgrades should be provided for 57eVitieZi3;:&217 CODE COMPLIANCE Response: Supplemental calculations have been added and included in this rj4utirirTa9YAPme A Supplement. OCT 1 0 2019 City of Tukwila BUILDING DIVISION Comment 3: Volume A of the structural calculations appears to provide the finite element modeling of the existing post -tensioned (PT) slab. However, it is unclear whether the F'T slab analysis 1:5 performed by replicating the number of PT tendons, tendon node heights, and mild reinforcements to match the as-builts of the- ex/sting budding. Verification for the PT slab modeling should be provided. See IBC Section 1071 and IEBC 8074. Response: Yes. Existing slabs were modeled by replicating the existing concrete- strength, reinforcing, and post -tensioning drapes, forces, and strengths as interpreted from the existing drawings. Comment 4: Structural calculations Volume A page 23 states that the expected strength of concrete "would exceed 5,000 psi': The expected concrete strength appears to be used to calculate the tensile stress capacity of the PT slab. Verification should be provided that the compressive strength of the existing PT deck is 5,000 psi See IBS Section 1071 and 19041 Response: Drawings have been revised to show support enlargement/slab reinforcement at all locations where tensile stress in the slab is 400 psi or greater, assuming concrete strength of 4,000 psi. See updated drawings sheets S2.1-S2.5. See Supplemental Calculations for revised slab tensile stress checks. Comment 5: Structural calculations Volume A page 30 indicates that the punching shear demand -capacity ratio for the column at Grids M/19 is greater than 5 percent. However, Sheet 52.1 does not appear to include the drop cap strengthening at the column location. Documentation substantiating the design of drop cap retrofit should be provided for review See IBC 107.1 and 1604.1. Response: In the originally analyzed condition (existing slab with storage loading), punching shear was determined to be been overstressed at column M/19 on Level 1. However, after the concrete wall along grid 18 (just plan north of 18) between grids L and M is was added, the punching shear demand/capacity ratio at M/19 column was reduced to 0.89. Refer to page 45 of original Calculation Package for the punching shear checks of the "retrofit" condition of Level 1. Comment 6: Structural calculations Volume A pages 46 and 86 indicate several "Type I" PT slab deficiencies at columns on Grids R/8 and 54/18. However, Sheets 52.1 through 52.4 do not appear to provide strengthening measures at the column support locations. Verification should be provided that the retrofit design for the existing PT slab is adequate. See IBC Section 7604.1. Response: In the originally analyzed condition (existing slab with storage loading), punching shear was determined to be been overstressed at column R/18 and S.4/18 on all levels. However, after the wall along grid R (just plan east of R) between grids 17.5 and 18.2 is was added into the slab analysis, the punching shear demand/capacity ratio at R/18 and S.4/18 column locations were reduced to approximately 0.80. Refer to page 45, 84, 117 of original Calculation Package for the punching shear checks of the "retrofit" conditions of elevated slabs. Comment 7: Structural calculations Volume A page 118 indicates several "Type 1' and "Type 3" PT slab deficiencies. However, Sheet 525 does not appear to provide strengthening measures at the column support locations. For PANGOLIN STRUCTURAL LLC 1440 E Missouri Ave, Suite C195, Phoenix, AZ 85014 Page 2 of 4 example, concrete columns at Grids K/79, R/78, near 18/54, S/15 Verification should be provided that the retrofit design for the existing PT slab /5 adequate. See IBC Section 1604.1 Response: On Level 5 at grid K/19, the slab was noted as having a punching shear deficiency on the summary sheet on page 118 but was actually sufficient per punching shear analysis - see Volume A Supplemental Calculations. Deficiencies noted at level 5 along grid 18 at L, M, N, 0, P, Q, R, S were eliminated by the addition of concrete shear walls in that area. Support enlargement at grid S-15 was omitted from the drawing sheet and has been added, see revised sheet S-2.5. Comment 8: Structural calculations Volume A indicates demand -capacity rations (OCR) for the existing cornet columns on page 149. The following comments should be addressed: a. The output does not appear to provide DCRs for all the columns. All columns OCR should be provided for review. b. Several columns at Level 7 appear to have DCRs greater than 7.05 However, Sheet 52.1 does not appear to call out the columns to be strengthened - for example, columns at Grids K/18, L/16, and N through R/15. c. Several columns at Level 2 appear to have OCRs greater than 1.05. However, Sheet 52.2 does not appear to call out the columns to be strengthened - for example, columns at Grids K/18, L/16 and R/15. d The OCR check for concrete columns at Level 4 and 5 is not provided for review. Additional structural data substantiating the analysis and strengthening of the existing concrete column should be provided. See IBC Section 1604.1. Response: a. Demand/Capacity Ratios for all columns were provided on pages Structural Calculations, Volume A pages 151-170, with detailed output provided for selected representative columns on pages 171-226. b. Level 1 columns where referred to in calculations are those columns between Ground and Level 1. Required strengthening of columns of "Level 1 columns" are noted on S2.0, Foundation Plan with keynotes 100 and 101. c. Level 2 columns where referred to in calculations are those columns between Level 1 and Level 2. Required strengthening of "Level 2 columns" are noted on S2.1, 1" Floor Framing Plan with keynote 100. d. Demand/Capacity Ratios for all columns were provided on pages Structural Calculations, Volume A pages 151-170, with detailed output provided for selected representative columns on pages 171-226. Comment 9.• The analysis of the existing and the design of new concrete shear walls appear to be provided on Volume 8 of the structural calculations. The following comments should be addressed: a. The design calculations for the concrete shear walls is unclear about whether the design meets the requirements of AC1 318-14 Chapter 78.10. Documentation should be provided substantiating the design of the concrete walls is adequate. b. The min/mum horizontal reinforcement checks on the concrete wall calculations appear to be based on ACI 318-11. Concrete wall design should be revised with the latest ACI 318-14 adopted by the city of Tukwila, or information should be submitted verifying that the change does not affect the design. PANGOLIN STRUCTURAL LLC 1440 E Missouri Ave, Suite C195, Phoenix, AZ 85014 Page 3 of 4 a. The design checks in accordance with Chapter 18]0 of the A[| are included in the supplemental calculations package (Volume BSupp|empnt). b. Thesupp|ementa|ca|cu|ations(Vo|unneBSupp|ement)dahfvthehorizonta|nein6orcementchecksperAC| 318'14 but this does not affect the design. Best Regards, PANGOLIN STRUCTURAL, LL[ Crystal Blanton, P.E. Partner/Principal PANGOLIN STRUCTURAL LLC ,4oVcMissouri Ave,Suite [l95,Phoenix, AZ85014 Page 4vf4 AMERCO. cli REAL ESTATE COMPANY M aim. FACILITIES & CONSTRUCTION DEPARTMENT AMERCO REAL ESTATE COMPANY • 2727 N. CENTRAL AVE. • PHOENIX, AZ 85004 • PHONE: (602) 263-6502 DATE: 8/30/2019 TO: CITY OF TUKWILA (ATTN: MR. JERRY HIGHT, mar DEPARTMENT OF COMMUNITY DEVELOPMENT 6300 SOUTHCENTER BOULEVARD, STE 100 TUKWILA, WA 98188 EVIEWE FICIAL) OCT 0 1 2019 LI!) REID MIDDLETON, INC. FROM: AMERCO REAL ESTATE COMPANY/PANGOLIN STRUCTURAL RE: Plan Review Comments for U-Haul of Duwamish (#701072 (STRUCJ) at 2925 S 112th St, Tukwila, WA 98168 (Application No. D19-0029/File No. 262019.005/00301) Plan Review 1 (Plan Check Comments dated February 27, 2019) #: Geotechnical Review Comments and Responses Comment # Plan Review Comment Response Geotechnical special inspections and tests should See Sheet 51.1 for required special inspections for be performed for this project. See IBC Sections driven deep foundations. 1704.2.3, 1704.3.1, 1705.6. A table of required inspections provided in the Structural General la Notes on Sheet 50.2 in the section titled Schedule of Special Inspections appears to be incomplete. This section should be revised by additional additional inspections and indicating the txtent of each inspection (e.g., continuous, periodici) for driven deep foundations. See IBC Sections 1705.7. Page 1 of 7 REVIEWED FOR CODE COMPLIANCE APPROVED OCT 10 2019 City of Tukwila BUILDING DIVISION SEP 0 5 2019 2-co2akc\ 0.30 2._ REID MIDDLETON, INC. 701072(STRUC)_COMMENT RESPONSE R1 AIVIERCO. REAL ESTATE COMPANY FACILITIES & CONSTRUCTION DEPARTMENT AMERCO REAL ESTATE COMPANY • 2727 N. CENTRAL AVE. • PHOENIX, AZ 85004 • PHONE: (602) 263-6502 DATE: 8/30/2019 TO: CITY OF TUKWILA (ATTN: MR. JERRY HIGHT, BUILDING OFFICIAL) DEPARTMENT OF COMMUNITY DEVELOPMENT 6300 SOUTHCENTER BOULEVARD, STE 100 TUKWILA, WA 98188 FROM: AMERCO REAL ESTATE COMPANY/PANGOLIN STRUCTURAL RE: Plan Review Comments for U-Haul of Duwamish (#701072 ISTRUCD at 2925 5 112th St, Tukwila, WA 98168 (Application No. D19-0029/File No. 262019.005/00301) Plan Review 1 (Plan Check Comments dated February 27, 2019) #: Structural Review Comments and Responses Comment # I Plan Review Comment Response Page 2 of 7 701072(STRUC)_COMMENT RESPONSE R1 Structural Review Comments and Responses Comnnnmnt# Plan Review Comment Response 1 Structural special inspections and tests should be performed for this project. See |BC Sections 17U4.2.3,17O43,17O4.Sand 17OS.1.Atable of required inspections isprovided inthe Structural General Notes onSheet SO.2inthe section titled 'Schedules )fSpecial Inspections. The special inspection should berevised with the latest 2O15 IBC adopted bvthe City ofTukwila. See IBC Sections 107.1. The section of special inspections should be revised to include following: Foundation: a.Construction ofdriven deep foundation: continuous. See also IBC Section '� Connections: a. 17057 Post Installed Installation ofconcrete expansion, adhesive, and screw anchors, where applicable: inaccordance with qualifying report ofevaluation service (e.g,|C[' ES).Seea|so|BCSectimn17OS.1.1.b.4dhesive installation ofconcrete reinforcement, where applicable: continuous. See also IBC Section 17US.1.l;Concrete: a>|nsta||ationofsteel anchor bolts/rods inconcrete: continuous. See also IBC Sections 17OS.3and 17DS.12.b.3hotcrete placement atconcrete construction, where applicable: cont. See Sheet Sl.1for Special Inspection Matrices for ' deep driven foundations, concrete, and steel. � J Structural tests: Tests bvqualified special inspectors should beconducted. The following ioa summary: a.Testing ofconcrete, including auger' cast concrete piling for specified compressive strength, fc;air content; and slump, See |8C Section l7QS.]and 19O3.1and AO31BSection 26.12. See Sheet S1.lfor required testing ofconcrete. 3 Structural deferred submittals. Portions ofthe structural design have been deferred bythe structural engineer for submittal twthe City of Tukwila until after issuance vfthe initial building perrn|t.The applicant should recognize that the City ofTukwila may require the issuance of additional permits. See IBC Section 1O7.3.4.1.The following should beadded tothe structural notes onSheet SO.1:a.Design drawings for FRP Reinforcing. b. Design drawings for alternate pile system design (e.g, Detai|2U4). - 'See Sheet S1.Ofor required deferred submittals. � Page 3 of 7 701072 K8GNTRESP3N6ER1 , Structural Review Comments and Responses Comnrneot# Plan Review Comment Response 4 Floor live load design data |nthe structural notes, Sheet SD.Ol,should berevised bvspecifying the concentrated design loads and for each uniform design load whether itisreducible (or nonredudb|e).See IBC Sections 16O3.1.1and 1GO7.10.1and Table 16O7.l. See Design Criteria section ofSheet S1.0for floor loading. � The snow load design data inthe section ofthe structural notes on Sheet SO.1should be revised byalso specifying the ground snow load, Pg;flat- roof snow|oad,Pf,snovvexposurefactor,[e; thermal factor, Ct; snow importance factor, Is; drift surcharge |oads(s[P6 and width ofsnow drift(d,w.See IBC Section 1603.1.3. See Design Criteria section ofSheet S1.0for snow load parameters. � 6 The earthquake load design data inthe section of the structural notes ondesign loads, Sheet3O.1, should berevised bvalso specifying the seismic |mpodencefocto�category; mapped maximum spectral response accelerations, 3sand S1;and analysis procedure used. See |BCSection 16O3.1.S. See Design Criteria section ofSheet S1.Ofor seismic load parameters. 7 '318'14mdopted General structural notes nnSheets SO.1and SO.2 and structural design calculations are based on outdated IO12IBC and AC|3l8'11.The design should berevised with the latest 2U1SIBC and AC|. bvthe City ofTukwila, or information should besubmitted verifying that the change does not affect the design. See IBC Sec1ions1O7.1. See Design Criteria section ofSheet S1.Ofor Building Code used, Design and calculations utilize 2O1SIBC and AC|31Q'l4. ! 8 Based mnthe portion ofas-built general notes included inthe structural calculations, the existing building appears tnhave achange ofoccupancy. The work for achange nfoccupancy should comply with |E8CSection SOGand Chapter 1O. The compliance method selected for the project should bespecified inthe General Notes Sheet S0.1.See |E8[Sections ZDJ,SO6,and 1O07. See Design Criteria section ofSheet 51.Dfor compliance method used. Also see Elevated Slab Calculations and Lateral Analysis for analysis of the Change ofOccupancy and Compliance with the 2O1S|EB[. Page 4 of 7 Structural Review Comments and Responses Cmmmnnent# Plan Review Comment Response 9 Deferred submittals onSheet SO.1and foundation notes onSheet S1.Oappear toindicate aFRP system is to be utilized on the building. However, Ahelocation and members that will bereceiving FRPreinforcement are unclear. The following comments should beresolved: a.Locations and the members that will bereceiving FRP reinforcements should be indicated on the drawings; b.Performance and load requirements for the design ofthe FRPsystems should 6e provided. Structural drawings should be revised to specify the required design criteria. Sec IBC 6ection16O3.1. See 3lO(Foundation Plan) for identification of those columns requiring FRP reinforcing/strengthening and indicated design loads. Also note that two existing shear walls require FRPstrengthening isrequired attwo shear walls untwo levels (S2.1and Level 4,52.4). ` 10 Structural calculations for the grade beams on pages 92thru161appear toindicate that the grade beams are designed with asingle layer of top and bottom reinforcements. However, the grade beams schedule onSheet S1.Oand details on 5heeiSD2.1 indicate multiple layers for reinforcements on the beams. Structural calculations substantiating the grade beams should beprovided toindicate the design grade beams are adequate. See IBC 5ection18O9.1. The referenced grade beams and calculations have been removed from the project. ^ 11 | The Adapt outputs and as'buiksfor floor framing plans provided for the existing post -tensioned (PT)concrete slab analysis were not readable for review. Calculations substantiating theana|ysis of the existing PTslab should beprovided for review. See |B[Section 16O4.1. . The referenced calculations have been removed from the project. See Elevated Slab Calculations for analysis ofexisting post -tensioned concrete slabs. 12 ?ages l6Sand Z11indicate that several existing | concrete columns are required tobe strengthened for new loading condition. However, the column strengthening design and details for those columns donot appear tobe provided. Structural calculations and drawings for the column upgrades should beprovided for review. See IBC Sections 1D7.land 1GU4.1. See S2.D/FoundadonP|an\for ident�icadonof ' ` ' those columns requiring FRP lreinfnrcinQ/strengthen|ngand the required design capacity.Also see Existing Column Calculation for checks ofexisting columns. Page 5 of 7 Structural Review Comments and Responses ~ ^ Comment# Plan Review Comment Response 13 Lateral: The portion ofas-built general notes included on page 2ofthe structural calculations appears toindicate that the lateral force resisting systems (BRS) of the existing building are " concrete shear walls ottovveo" ' and "moment frame columns atparking and plaza orea".The building was designed and constructed |n accordance with the requirements ofthe Uniform Building Codes (UBC),1985edition. The following comments should beaddressed: See below: 13a Comment 1SaThe structural general notes on Sheet SO. 1appear toindicate that the supplementary LFR5mfthe building isevaluated and designed with the response modification factor, Rof6for building frames with special reinforced concrete walls. Clarification should be provided for the portion of the existing building with the moment frames and concrete shear walls. Lateral analysis calculations have been revised in their entirety. Note that the moment frame areas ofthe existing are the parking and plaza areas, which are not part ofthis project and separated bvanexpansion joint tothe buildings being renovated for storage. The buildings included in this analysis are two identical concrete shear walls buildings (R=6). 13b Comment 13b.Continuing the comment immediately above, substantiating documentation should beprovided to demonstrate that the existing concrete shear walls design and reinforcement details comply with the requirements ofAC| 318-14Sect|on 18.10. See Lateral Analysis Calculations for checks of existing concrete shear walls for the requirements ofSpecial Reinforced Concrete Shear Walls. 13c Page 217ufthe structural calculations indicates that the additional concrete shear walls are provided tomeet the LFRSofthe existing building tothe requirements ofthe current building codes. However, the structural calculations provided for the lateral analysis ofthe building appear to include the existing concrete shear walls asthe LFRSofthe building along with the added concrete shear walls. Clarification for the design ufthe LFRSofthe building should beprovided. See IBC Sections 16D4.1and 1G13.1,and AO31O-14Section 1Q.1U. Lateral analysis calculations have been revised in their entirety. The lateral force resisting system for the building isSpecial Reinforced Concrete Shear Walls. The new and existing concrete shear walls are designed for the requirements ofA[| 31Q-14Section 1A.1U. Page 6 of 7 ^ » Structural Review Comments and Responses Commmwnt# Plan Review Comment Response 14 Several existing concrete columns appear tobc connected toadded concrete shear walls per Sheet S1.Oand Detail 212onSheet SDZ.1.The non'|atera|-fomeresisting elements that are participating in an LFR3ane required to be specially detailed for deformation compatibility. Structural calculations substantiating the deformation compatibility should be provided for review. See IBC Section 107.1and 1G13.1and AC| 318'14Sect|on 18.14.3. Structural drawings and calculations have been revised. The new concrete shear walls are no longer connected tothe concrete columns. Deformation compatibility ofexisting columns is addressed inthe gravity calculations (Volume A). lS Structural analysis for the existing concrete diaphragm should beprovided 1mdocument that the existing diaphragms meet the diaphragm loading requirements ofthe 2O15IBC. See IBC Sections 16O4.1and 161I1 and AC|318-14Section 18.lJ. See Diaphragm Design calculations for checks uf existing concrete diaphragms. PANGOLIN STRUCTURAL August 29, 2019 Mr. Jerry Hight, Building Official City of Tukwila, Department of Community Development 6300 Southcenter Boulevard, Suite 100 Tukwila, WA 98188 RE: U-Haul of Duwamish (D19-0029), Dear Mr. Hight, We have received and reviewed the comments from Reid Middleton on behalf of the City of Tukwila for the above referenced project, dated February 27, 2019. Please note that the originally submitted structural drawings and calculations prepared by Landa and Associates Consulting Structural Engineers and sealed by Chander Nangia, PE are replaced in their entirety by the structural drawings and calculations prepared by Pangolin Structural, LLC and submitted with this response. Although the drawings and calculations have been completely revised and replaced, we have provided responses to the comments on the original drawings and calculations below. 1440 E Missouri Ave Suite C195 Phoenix, AZ 85014 p.602.888.0335 www.panyyolinstr.com EC �1 Sal' 0 5 201 2 foic19 .00S. o002 REID MIDDLETON, INC. Comment 1 (Geotechnical): Geotechnical special inspections and tests should be performed for this project. See IBC Sections 1704.2.3, 1704.3.1, 1705.6. A table of required inspections is provided in the Structural General Notes on Sheet 50.2 in the section titled Schedule of Special Inspections appears to be incomplete. This section should be revised by adding additional inspections and indicating the extent of each inspection (e.g., continuous, periodic) for driven deep foundations. See IBC Sections 17057 Response: See Sheet S1.1 for required special inspections for driven deep foundations. Comment 1 General: Structural special inspections and tests should be performed for this project. See IBC Sections 1704.2.3 1704.3, 1704.5 and 1705.1. A table of required inspections is provided in the Structural General Notes on Sheet 50.2 in the section titled Schedules of Special Inspections The special inspection should be revised with the latest 2015 IBC adopted by the CIO, of Tukwila. See IBC Sections 107.1. The section of special inspections should be revised to include following. Foundation: a. Construction of driven deep foundation: continuous. See also IBC Section 17057. Post Installed Connections: a. Installation of concrete expansion, adhesive, and screw anchors, where applicable: in report of evaluation serv/ce (e.g., ICC-ES). See also IBC Section 1705.11 b. Adhesive installation of concrete reinforcement where applicable: continuous. See al Concrete: REVIEWED FOR APPROVED o IBC Section 1705.1.1. OCT 10 2019 City of Tukwila BUILDING DIVISION a. Installation of steel anchor bolts/rods in concrete: continuous. See also IBC Sections 17053 and 1705.12. b. Shotcrete placement at concrete construction, where applicable: continuous. See also IBC Section 1705.3. Response: See Sheet S1.1 for Special Inspection Matrices for deep driven foundations, concrete, and steel. Comment 2.. Structural tests: Tests by qualified special inspectors should be conducted The following IC a summary. a. Testing of concrete, including auger -cast concrete piling for specified compressive strength, f'c; air content, and slump. See IBC Section 1705.3 and 1903.1 and ACI 318 Section 26.12. Response: See Sheet S1.1 for required testing of concrete. Comment 3: Structural deferred submittals. Portions of the structural design have been deferred by the structural engineer for submittal to the City of Tukwila until after issuance of the initial building permit The applicant should recognize that the City of Tukwila may require the issuance of additional permits. See IBC Section W73.4.1. The following should be added to the structural notes on Sheet 50.1.. a. Design drawings for FRP Reinforcing. b. Design drawings for alternate pile system design (e.g., Detail 204) Response: See Sheet S1.0 for required deferred submittals. Comment 4: Floor live load design data in the structural notes, Sheet 50.01, should be revised by specifying the concentrated design loads and for each uniform design load whether it 15 reducible (or nonreducible). See IBC Sections 1603.1.1 and 1607101 and Table 16071 Response: See Design Criteria section of Sheet S1.0 for floor loading. Comment 5: The snow load design data in the section of the structural notes on Sheet 50.1 should be revised by also specifying the ground snow load, Pg; flat -roof snow load, Pf snow exposure factor, Ce,. thermal factor, Ct,. snow importance factor, Is,. drift surcharge loads(s), Pc/ and width of snow drift(s), w. See IBC Section 1603.7.3. Response: See Design Criteria section of Sheet S1.0 for snow load parameters. Comment 6: The earthquake load design data in the section of the structural notes on design loads, Sheet 50,Z should be revised by also specifying the seismic importance factor, le occupancy category. mapped maximum spectral response accelerations, Ss and SZ. and analysis procedure used. See IBC Section 1603.1.5 Response: See Design Criteria section of Sheet S1.0 for seismic load parameters. Comment 7 General structural notes on Sheets 50.1 and 50.2 and structural design calculations are based on outdated 2012 IBC and ACI 318-11. The design should be revised with the latest 2015 IBC and AC/ 318-14 adopted by the Ory of Tukwila, or information should be submitted verifying that the change does not affect the design. See IBC Sections 1071. PANGOLIN STRUCTURAL LLC 1440 E Missouri Ave, Suite C195, Phoenix, AZ 85014 Page 2 of 5 Response: See Design Criteria section of Sheet 51.0 for Building Code used. Design and calculations utilize 2015 IBC and ACI 318-14. Comment 8: Based on the portion of as -built general notes included in the structural calculations, the existing building appears to have a change of occupancy. The work for a change of occupancy should comply with IEBC Section 506 and Chapter 10. The compliance method selected for the project should be specified in the General Notes Sheet Sal. See IEBC Sections 202, 506, and 7007 Response: See Design Criteria section of Sheet S1.0 for compliance method used. Also see Elevated Slab Calculations and Lateral Analysis for analysis of the Change of Occupancy and Compliance with the 2015 IEBC. Comment 9.. Deferred submittals on Sheet 50.1 and foundation notes on Sheet 51.0 appear to indicate a FRP system is to be utilized on the building. However, the location and members that will be receiving FRP reinforcement are unclear. The following comments should be resolved.. a. Locations and the members that will be receiving FRP reinforcements should be indkatecl on the drawings. b. Performance and load requirements for the design of the FRP systems should be provided. Structural drawings should be revised to specify the required design criteria Sec IBC Section 1603.1. Response: See 52.0 (Foundation Plan) for identification of those columns requiring FRP reinforcing/strengthening and indicated design loads. Also note that two existing shear walls require FRP strengthening is required at two shear walls on two levels (S2.1 and Level 4, 52.4) Comment la Structural calculations for the grade beams on pages 92 thru 761 appear to indicate that the grade beams are designed with a single layer of top and bottom reinforcements. However, the grade beams schedule on Sheet 510 and details on Sheet 5D2.1 indicate multiple layers for reinforcements on the beams. Structural calculations substantiating the grade beams should be provided to indicate the design grade beams are adequate. See IBC Section 1809.7 Response: The referenced grade beams and calculations have been removed from the project. Comment 71: The Adapt outputs and as-bullts for floor framing plans provideo' for the existing post -tensioned (F'7) concrete slab analysis were not readable for review Calculations substantiating the analysis of the existing PT slab should be provided for review See IBC Section 1604.1. Response: The referenced calculations have been removed from the project. See Elevated Slab Calculations for analysis of existing post -tensioned concrete slabs. Comment 12.. Pages 165 and 271 indicate that several existing concrete columns are required to be strengthened for new loading condition. However, the column strengthening design and details for those columns do not appear to be provided. Structural calculations and drawings for the column upgrades should be provided for review See IBC Sections 707.1 and 1604.1. PANGOLIN STRUCTURAL LLC 1440 E Missouri Ave, Suite C195, Phoenix, AZ 85014 Page 3 of 5 Response: See S2.0 (Foundation Plan) for identification of those columns requiring FRP reinforcing/strengthening and the required design capacity. Also see Existing Column Calculation for checks of existing columns. Comment 13: Lateral: The portion of as -built general notes included on page 2 of the structural calculations appears to indicate that the lateral force resisting systems (LFRS) of the existing building are "concrete shear walls at towers and 'moment frame columns at parking and plaza area' The building was designed and constructed in accordance with the requirements of the Uniform Building Codes (UBC), 1985 edition. The following comments should be addressed Comment 13a. The structural general notes on Sheet SO 1 appear to indicate that the supplementary LFRS of the building is evaluated and designed with the response modification factor, R of 6 for building frames with special reinforced concrete walls. Clarification should be provided for the portion of the existing building with the moment frames and concrete shear walls. Response: Lateral analysis calculations have been revised in their entirety. Note that the moment frame areas of the existing are the parking and plaza areas, which are not part of this project and separated by an expansion joint to the buildings being renovated for storage. The buildings included in this analysis are two identical concrete shear walls buildings (R=6). Comment 13b. Continuing the comment immediately above, substantiating documentation should be provided to demonstrate that the existing concrete shear walls design and reinforcement details comply with the requirements of AC/ 318-14 Section 18.10. Response: See Lateral Analysis Calculations for checks of existing concrete shear walls for the requirements of Special Reinforced Concrete Shear Walls. Comment 13c. Page 217 of the structural calculations indicates that the additional concrete shear walls are provided to meet the LFRS of the existing building to the requirements of the current building codes. However, the structural calculations provided for the lateral analysis of the building appear to include the existing concrete shear walls as the LFRS of the building along with the added concrete shear walls. Clarification for the design of the LFRS of the building should be provided. See IBC Sections 1604.1 and 1613.1, and ACI 318-14 Section 18.10. Response: Lateral analysis calculations have been revised in their entirety. The lateral force resisting system for the building is Special Reinforced Concrete Shear Walls. The new and existing concrete shear walls are designed for the requirements of ACI 318-14 Section 18.10. Comment 14: Several existing concrete columns appear to be connected to added concrete shear walls per Sheet 51.0 and Detail 212 on Sheet SD2.1. The non -lateral -force resisting elements that are participating in an LFRS are required to be specially detailed for deformation compatibility. Structural calculations substantiating the deformation compatibility should be provided for review. See IBC Section 707.7 and 1613.1 and ACI318-14 Section 78.14.3. Response: Structural drawings and calculations have been revised. The new concrete shear walls are no longer connected to the concrete columns. Deformation compatibility of existing columns is addressed in the gravity calculations (Volume A). PANGOLIN STRUCTURAL LLC 1440 E Missouri Ave, Suite C195, Phoenix, AZ 85014 Page 4 of 5 Comment 15. Structural analysis for the existing concrete diaphragm should be provided to document that the existing diaphragms meet the diaphragm loading requirements of the 2015 IBC See IBC Sections 1604.1 and 1613.1 and ACI 318-14 Section le 2 Response: See Diaphragm Design calculations for checks of existing concrete diaphragms. Best Regards, PANGOLIN STRUCTURAL, LLC Crystal Blanton, P.E. Partner/Principal cblanton@pangolirrstr.com PANGOLIN STRUCTURAL LLC 1440 E Missouri Ave, Suite C195, Phoenix, AZ 85014 Page 5 of 5 FILE COD[: r LNCE-1 A Fv1)0 OCT 1 0 70v:i City OtTukwa BUILD -0.1-7 Earth Solutions NWLic 1805 - 136TH PLACE N.E., SUITE 201 BELLEVUE, WA 98005 PHONE (425) 284-3300 OR (425) 449-4704 FAX (425) 449-4711 E f PREPARED FOR AMERCO REAL ESTATE CO./U-HAUL INT'L August 23, 2019 Henry T. Wright, P.E. Senior Project Manager Kyle R. Campbell, P.E. Principal Engineer GEOTECHNICAL ENGINEERING STUDY PROPOSED STRUCTURAL UPGRADE 2925 SOUTH 112TH STREET TUKWILA, WASHINGTON ES-6827 Earth Solutions NW, LLC 1805 — 136th Place Northeast, Suite 201 Bellevue, Washington 98005 Phone: 425-449-4704 I Fax: 425-449-4711 www.earthsolutionsnw.com REVIEWED FOR CODE COMPLIANCE APPROVED OCT 1 0 2019 City of Tukwila Br ILDING DIVISION • Earth Solutions NWLit August 23, 2019 Earth Solutions NW LLC ES-6827 AMERCO Real Estate Co./U-Haul 2727 North Central Avenue, Suite 5N Phoenix, Arizona 85004 Attention: Ms. Sabrina Perez Dear Ms. Perez: Geotechnical Engineering, Construction Observation/Testing and Environmental Services Earth Solutions NW, LLC (ESNW) is pleased to present this report titled "Geotechnical Engineering Study, Proposed Structural Upgrade, 2925 South 112th Street, Tukwila, Washington". The purpose of this study is to provide geotechnical analyses and recommendations for the proposed structural upgrade of the existing building,. The site soils consist of about 60 to 80 feet of loose alluvial deposits underlain by very dense sand and gravel. Groundwater was encountered at about 13 to 16 feet below the existing ground surface at the test locations. The existing building consists of two six -story post -tensioned concrete towers with a two-story plaza connecting the two towers. The existing structure was designed and constructed as an office building and will be repurposed for use as a self -storage facility. Based on the referenced structural plans, the building is supported on 12-inch steel pipe piles advanced at least six feet into the bearing soil. The proposed structural loads and current seismic design requirements will be higher than originally designed for. The structural upgrade will include evaluating existing structural capacities with respect to new loads and current seismic design requirements, constructing new shear walls, and installing additional deep foundations. New foundation elements will be installed and constructed within the existing garage level which is at grade along the west side of the building. Pertinent geotechnical analyses and recommendations are provided in this study. We appreciate the opportunity to be of service to you on this project. If you have questions regarding the content of this geotechnical engineering study, please call. Sincerely, EARTH SOLUTIONS NW, LLC Henry T. Wright, P.E. Senior Project Manager 15365 N.E. 90th Street:, Suite 100 • Redmond, WA 98052 • (425) 449-4704 • FAX (425) 449-4711 Table of Contents ES-6827 PAGE INTRODUCTION 1 General 1 Project Description 2 SITE CONDITIONS 2 Surface 2 Subsurface 3 Native Soil 3 3 Groundwater 3 Geologic Setting ... DISCUSSION AND RECOMMENDATIONS 4 General 4 Existing Pile Design Analysis 4 New Pipe Pile Recommendations 5 Axial Load Capacity 5 Seismic Considerations 5 NearbyFaults5 Liquefaction6 Lateral Spread. .. . .. ...... ..... ......_. ...... ......._....... ...... 6 LIMITATIONS 6 Additional Services 6 Earth Solutions NW, LLC GRAPHICS Plate 1 Plate 2 APPENDICES Table of Contents Cont'd ES-6827 Vicinity Map Boring Location Plan Appendix A Subsurface Exploration Boring Logs CPT Data Appendix B Laboratory Test Results Appendix C Seismic Hazard Analysis Results Liquefaction Analysis Earth Solutions NW, LLC GEOTECHNICAL ENGINEERING STUDY PROPOSED STRUCTURAL UPGRADE 2925 SOUTH 112TH STREET TUKWILA, WASHINGTON ES-6827 INTRODUCTION General This geotechnical engineering study (study) was prepared for the proposed structural upgrade of the building located at 2925 South 112th Street, in Tukwila, Washington. The purpose of this study was to develop geotechnical recommendations for the proposed project. The scope of services for completing this study included the following: • Borings and cone penetrometer tests (CPTs) for the purposes of characterizing site soil and groundwater conditions as well as to evaluate on -site shear wave velocities; • Laboratory testing of soil samples collected at the boring locations; • Engineering analyses, and; • Preparation of this report. The following documents and maps were reviewed as part of our report preparation: • Preliminary Geotechnical Engineering Study, E-1257-1, prepared by Earth Consultants, Inc. (ECI), dated November 4, 1986; • Building Permit Plan Review — First Submittal, prepared by Reid Middleton, dated February 27, 2019; • Duwamish Office Park Structural Plans, prepared by Curtis Beattie & Associates, dated January 13, 1988; • The Geologic Map of Seattle, compiled by Kathy Goetz Troost, et al.; Liquefaction Susceptibility, Map 11-5, provided by King County Flood Control District, dated May 2010, and; • Evaluation of Liquefaction Hazards in Washington State, prepared by Steven L. Kramer, provided by Washington State Department of Transportation, dated December 2008. Earth Solutions NW, LLC AMERCO Real Estate Co./U-Haul Int'I August 23, 2019 Project Description ES-6827 Page 2 The existing building consists of two six -story post -tensioned concrete towers with a two-story plaza connecting the two towers. The existing structure was designed and constructed as an office building and will be repurposed for use as a self -storage facility. Based on the referenced structural plans, the building is supported on 12-inch steel pipe piles advanced at least six feet into the bearing soil. The proposed structural loads and current seismic design requirements will be higher than originally designed for. The structural upgrade will include evaluating existing structural capacities with respect to new loads and current seismic design requirements, constructing new shear walls, and installing additional deep foundations. New foundation elements will be installed and constructed within the existing garage level which is at grade along the west side of the building. Based on the structural design information provided to us, the facility design live load will be increased from 100 pounds per square foot (psf) to 125 psf, and column loads will be increased to an anticipated maximum load of about 1,400 kips. We did not observe and have not been notified of any structural or settlennent-related issues to the existing building; if such issues are present, ESNW should be notified and reevaluate the recommendations within this report. If the above design assumptions are incorrect or change, ESNW should be contacted to review the recommendations provided in this report. ESNW should review final designs to confirm that our geotechnical recommendations been incorporated into the plans. SITE CONDITIONS Surface The subject site is at 2925 South 112th Street in Tukwila, Washington. The subject property consists of one tax parcel (King County parcel number 0923049155) covering approximately 12.6 acres. The site is triangular -shaped and bordered to the north by South 112th Street, the east by Pacific Highway South, and the west-southwest by the Duwamish River. The site topography consists of two relatively level parking areas; the upper parking area on the east side is at -grade with the main entrance of the office building, and the lower parking area on the west side is at -grade with the lower garage level of the building. The Duwamish River bank along the west side of the site is approximately 15 to 20 feet in height. Earth Solutions NW, LLC AMERCO Real Estate Co./U-Haul August 23, 2019 Subsurface ES-6827 Page 3 Two borings and two CPTs were advanced near the west side of the building, on July 22, 2019, using machines and operators retained by ESNW; eight borings were completed at the subject site as part of the referenced preliminary geotechnical engineering study prepared by ECI. The maximum exploration depth completed by ESNW was 79 feet below the existing ground surface (bgs). The borings were completed to obtain samples, assess and classify site soils, and to characterize groundwater conditions. The CPTs were completed to further evaluate soil strength and seismic shear wave velocities. The approximate locations of the borings and CPTs are depicted on Plate 2 (Subsurface Exploration Plan). Please refer to the boring and CPT logs provided in Appendix A for a more detailed description of subsurface conditions. Representative soil samples collected at the boring locations were analyzed in general accordance with Unified Soil Classification System (USCS) and United States Department of Agriculture methods and procedures. Native Soil Native soil consists of approximately 60 to 80 feet of loose alluvial sand and silt (USCS: SP, SP- SM, SM, ML) underlain by very dense sand and gravel (USCS: SP, SM, GM). The upper alluvial soils are somewhat layered, however, it appears cleaner sand is present between about 10 to 40 feet with fine-grained soils below. Geologic Setting The referenced geologic map indicates the site is underlain by alluvium deposits (Qal). Alluvium consist of interbedded silt, sand, gravel, and cobbles deposited by streams and running water. The soil conditions encountered at the site consist of loose alluvium to a depth of about 60 to 80 feet. Groundwater During our subsurface exploration (July 2019), groundwater was encountered at depths of roughly 13 to 16 feet bgs. It should be noted that groundwater elevations fluctuate depending on many factors, including precipitation duration and intensity, the time of year, and soil conditions. In general, groundwater flow rates and elevations are higher during the winter, spring, and early summer months. Earth Solutions NW, LLC AMERCO Real Estate Co./U-Haul August 23, 2019 DISCUSSION AND RECOMMENDATIONS General ES-6827 Page 4 The building project consists of two six -story post -tensioned concrete towers with a two-story plaza connecting the two towers. The existing structure was designed and constructed as an office building and will be repurposed for use as a self -storage facility. Based on the referenced structural plans, the building is supported on 12-inch steel pipe piles advanced at least six feet into the bearing soil. The proposed structural loads and current seismic design requirements will be higher than originally designed for. The structural upgrade will include evaluating existing structural capacities with respect to new loads and current seismic design requirements, constructing new shear walls, and installing additional deep foundations. New foundation elements will be installed and constructed within the existing garage level which is at grade along the west side of the building. The site soils consist of about 60 to 80 feet of loose alluvial deposits underlain by very dense sand and gravel. We understand support for the building is derived from the very dense sand and gravel at depth; new foundation support will also need to be advanced into the very dense sand and gravel. Groundwater was encountered at about 13 to 16 feet below the existing ground surface at the test locations. Seismic hazard analysis, evaluation of capacity of existing piles, and recommendations for new deep foundations are provided in this report. This study has been prepared for the exclusive use of AMERCO Real Estate Co./U-Haul Int'I and their representatives. No warranty, expressed or implied, is made. This study has been prepared in a manner consistent with the level of care and skill ordinarRy exercised by other members of the profession currently practicing under similar conditions in this area. Existing Pile Design Analysis Based on the referenced structural plans, the existing building is supported on 12-inch steel pipe piles filled with concrete. The structural plans and referenced ECI report call for the piles to be advanced at least six feet into the very dense sand and gravel at depths of 60 to 80 feet. We did not observe and have not been notified of any structural or settlement -related issues to the existing building; if such issues are present, ESNW should be notified to reevaluate the recommendations within this report. As part of our study, we completed CPTs which provided additional soil strength data for the underlying soils. Based on the additional data and information provided regarding the existing piles, in our opinion the existing piles can be designed for an axial load capacity of 290 kips, which includes a safety factor of 2.0. The load capacity can be increased by one-third for seismic and wind load conditions. The load capacity does not include the weight of the piles. Installation of a sacrificial 12-inch steel pipe pile outside the building footprint can be considered to allow for load testing. Earth Solutions NW, LLC AMERCO Real Estate Co./U-Haul Int'I August 23, 2019 New Pipe Pile Recommendations ES-6827 Page 5 Due to the limited access and clearance height within the garage level of the existing building, we recommend installing four -inch or six-inch diameter schedule 40 pipe piles where new or additional foundation support is needed. The piles should be filled with concrete and consist of galvanized steel. The piles should be driven to refusal within the very dense sand and gravel anticipated at depths of about 60 to 80 feet. Minimal excavation may be necessary to complete pile installations within the existing building; pile installation and preparation should be coordinated with the owner, pile contractor, geotechnical engineer, and structural engineer. Axial Load Capacity Provided the pipe piles are driven to refusal within the dense sand and gravel at depths of about 60 to 80 feet, the allowable axial load capacities listed below can be used for design: Pile Diameter Load Capacity* Refusal Criteria (seconds/inch) Hydraulic Hammer Minimum Clearance Height** 4-inch 40 kips 4 2,000 lbs. 10 feet 6-inch 80 kips 6 3,000 lbs. 12 feet * Assumes a factor -of -safety of at least 2.0 and does not include weight of the piles ** Approximate, pile contractor should be consulted to verify With structural loading as expected, total settlement in the range of one inch is anticipated, with differential settlement of approximately three quarters of an inch. The majority of the settlements should occur during construction, as dead loads are applied. An ESNW representative should observe and document the pipe pile installation to confirm the refusal criteria during the pile driving operation. A minimum of two piles should be load tested to 200 percent of design load; due to limited clearance height, sacrificial piles outside the building footprint may be necessary to complete the load testing. Potential buckling of the pipe piles should be analyzed by the structural engineer. Seismic Considerations The 2015 IBC recognizes ASCE for seismic site class definitions. If the project will be permitted under the 2015 IBC, in accordance with Table 20.3-1 of ASCE, Minimum Design Loads for Buildings and Other Structures, Site Class E, should be used for design. Nearby Faults The subject site is located approximately one mile south of the Seattle fault zone. The Seattle fault zone is a shallow east -west thrust fault with an anticipated maximum magnitude earthquake of 7.2. A magnitude 7.2 earthquake along the Seattle fault zone was assumed for the following seismic hazard analyses. Earth Solutions NW, LLC AMERCO Real Estate Co./U-Haul August 23, 2019 Liquefaction ES-6827 Page 6 The referenced liquefaction susceptibility map indicates the site is moderately to highly susceptible to liquefaction. Based on the results of our analysis, the site is highly susceptible to liquefaction. Liquefaction and liquefaction -induced settlement would not occur uniformly and may result in settlements of about 12 inches in pavement and other areas not supported by deep foundations. Provided the building is supported as described on the referenced structural plans and as recommended in this report, liquefaction -induced settlements should not exceed the anticipated settlements stated above. The liquefaction analysis results using the LiquefyPro analysis software are provided in Appendix C. Lateral Spread The subject site is bordered to the west by the Duwamish River with a free face river bank height of approximately 20 feet above water level and a channel depth of less than 50 feet. The river bank condition in conjunction with the potentially liquefiable soils underlying the site creates a potential for lateral spread displacement from a large earthquake event. Lateral spread occurs when soil strata liquefy and displace downslope. Lateral spread deformation can range from several inches to many feet. Based on our analysis, the subject presents a high susceptibility to lateral spread should the site experience widespread liquefaction during a large earthquake event. Should this occur, it would likely result in significant damage to the site, such as deformed site grades, damage to utility lines, broken asphalt, et cetera. The building is located approximately 200 feet from the river and is supported on a deep foundation system advanced to non -liquefiable soils. Should lateral spread occur at the subject site, depending on the severity, the building may experience some damage. Mitigating potential effects of lateral spread would likely require significant structural support along the river bank edge of the site and may not be practical as a preemptive measure for an event that may never occur. ESNW can provide additional analysis and recommendations for such mitigation if requested. LIMITATIONS The recommendations and conclusions provided in this study are professional opinions consistent with the level of care and skill that is typical of other members in the profession currently practicing under similar conditions in this area, A warranty is neither expressed nor implied. Variations in the soil and groundwater conditions observed at the test locations may exist and may not become evident until construction. ESNW should reevaluate the conclusions provided in this study if variations are encountered. Additional Services ESNW should have an opportunity to review the final design with respect to the geotechnical recommendations provided in this report. ESNW should also be retained to provide testing and consultation services during construction. Earth Solutions NW, LLC _14.5 TRENT 0 DONOVAN ..,"RE;4470 )uu " NC HENDERS N T 5 DIRE TOR 92ND PL 3.b 95111 T S " ral. 11111111imearrfrziernm"."—r. tir—"W""orgn—le Reference: King County, Washington Map 625 By The Thomas Guide Rand McNally 32nd Edition NORTH NOTE: This plate may contain areas of color. ESNW cannot be responsible for any subsequent misinterpretation of the information resulting from black & white reproductions of this plate. SEUM OF Earth Solution NWuc h Solutions NWiic Geotechnical Engineering, Construction -rvation/Testing and Environmental Services Vicinity Map U-Haul Tukwila Tukwila, Washington Drwn. MRS Date 08/21/2019 Proj. No. 6827 Checked HTW Date Aug. 2019 Plate 1 B-1 I L _ _ LEGEND Approximate Location of ESNW Boring, Proj. No. ES-6827, July 2019 Approximate Location of In Situ Engineering CPT, Proj. No. ES-6827 July 2019 Subject Site Existing Building NOTE: The graphics shown on this plate are not intended for design purposes or precise scale measurements, but only to illustrate the approximate test locations relative to the approximate locations of existing and / or proposed site features. The information illustrated is largely based on data provided by the client at the time of our study. ESNW cannot be responsible for subsequent design changes or interpretation of the data by others, NOTE: This plate may contain areas of color. ESNW cannot be responsible for any subsequent misinterpretation of the information resulting from black & white reproductions of this plate. NORTH 0 100 200 1=200' IIMEdMI---J111111.cale in Feet Earth Solutions NW u.c, •I I I , C tu ti :vat/on/Testing and Environmental Services Boring Location Plan U-Haul Tukwila Tukwila, Washington Drwn. MRS Date 08/20/2019 Proj. No. 6827 Checked HTW Date Aug. 2019 Plate 2 Appendix A Subsurface Exploration Boring Logs CPT Data ES-6827 Subsurface conditions at the subject site were explored on July 22, 2019 by advancing two borings and two CPTs using machines and operators retained by ESNW. The approximate locations of the borings and CPTs are illustrated on Plate 2 of this study. The boring and CPT logs are provided in this Appendix. The maximum exploration depth completed by ESNW was approximately 79 feet bgs. The final logs represent the interpretations of the field logs and the results of laboratory analyses. The stratification lines on the logs represent the approximate boundaries between soil types. In actuality, the transitions may be more gradual. Earth Solutions NW, LLC Earth Solutions NW LLC SOIL CLASSIFICATION CHART MAJOR DIVISIONS SYMBOLS TYPICAL _ DESCRIPTIONS GRAPH LETTER COARSE GRAINED SOILS MORE THAN 50% OF MATERIAL IS LARGER THAN NO. 200 SIEVE SIZE GRAVEL AND GRAVELLY SOILS MORE THAN 50% OF COARSE FRACTION RETAINED ON NO. 4 SIEVE CLEAN GRAVELS (LITTLE OR NO FINES) .4-11•-w • • •.4. 61 • GW WELL -GRADED GRAVELS, GRAVEL - SAND MIXTURES, LITTLE OR NO FINES oOo GP POORLY -GRADED GRAVELS, GRAVEL - SAND MIXTURES, LITTLE OR NO FINES GRAVELS WITH FINES (APPRECIABLE AMOUNT OF FINES) • - 0 o 0 •Gm SILTY GRAVELS, GRAVEL - SAND - SILT MIXTURES i GC CLAYEY GRAVELS, GRAVEL - SAND - CLAY MIXTURES SAND AND SANDY SOILS MORE THAN 50% OF COARSE FRACTION PASSING ON NO, 4 SIEVE CLEAN SANDS (LITTLE OR NO FINES) SIN WELL -GRADED SANDS, GRAVELLY SANDS, LITTLE OR NO FINES SP POORLY -GRADED SANDS, GRAVELLY SAND, LITTLE OR NO FINES SANDS WITH FINES (APPRECIABLE AMOUNT OF FINES) . .a SILTY SILTY SANDS, SAND - SILT MIXTURES SC CLAYEY SANDS, MIXTURES SAND - CLAY FINE GRAINED SOILS MORE THAN 50% OF MATERIAL IS SMALLER THAN NO. 200 SIEVE SIZE SILTS AND LIQUID LIMIT LESS THAN 50 CLAYS ML INORGANIC SILTS AND VERY FINE aZ7°CKFt7,SI CZCEskf0RSILTY SILTS WITH SLIGHT PLASTICITY / CL INORGANIC CLAYS OF LOW TO MEDIUM PLASTICITY, GRAVELLY CLAYS, SANDY CLAYS, SILTY CLAYS, LEAN CLAYS OL ORGANIC SILTS AND ORGANIC SILTY CLAYS OF LOW PLASTICITY SILTS LIQUID LIMIT AND GREATER THAN 50 CLAYS 1 MH 11 11 INORGANIC SILTS, MICACEOUS OR DIATOMACEOUS FINE SAND OR SILTY SOILS CH INORGANIC CLAYS OF HIGH PLASTICIrTY OH ORGANIC CLAYS OF MEDIUM TO HIGH PLASTICITY, ORGANIC SILTS HIGHLY ORGANIC SOILS L •E . .. .. .. PT PEAT, HUMUS, SWAMP SOILS WITH HIGH ORGANIC CONTENTS DUAL SYMBOLS are used to indicate borderline soil classifications. The discussion in the text of this report is necessary for a proper understanding of the nature of the material presented in the attached logs. E.! 0 'ea 2 5 o_ c‘c co 0 a Earth Solutions NW 1805 - 136th Place N.E., Suite 201 Bellevue, Washington 98005 Telephone: 425-449-4704 Fax: 425-449-4711 PROJECT NUMBER ES-6827 BORING NUMBER B-1 PAGE 1 OF 2 PROJECT NAME U-Haul Tukwila DATE STARTED 7/22/19 COMPLETED 7/22/19 DRILLING CONTRACTOR Boretecl, Inc. DRILLING METHOD HSA LOGGED BY AZS CHECKED BY HTW NOTES Surface Conditions: asphalt (2") GROUND ELEVATION GROUND WATER LEVELS: AT TIME OF DRILLING 16.0 ft AT END OF DRILLING --- AFTER DRILLING -- HOLE SIZE 1- fl a 0 RECOVERY % TESTS o cc MATERIAL DESCRIPTION 5 10 X SS 50 2-2-2 (4) MC = 6.80% Fines = 20.00% 15 SS 50 (2) MC = 33.30% SS 100 2-2-2 (4) MC = 27.90% SM SP- SM 14.5 Brown silty SAND, very loose, moist [USDA Classification: slightly gravelly loamy SAND] -becomes wet Black poorly graded SAND with silt, very loose, wet to saturated -groundwater table uJ z w 0 20 Owe C'4 0 0 z w Earth Solutions NW 1805 - 136th Place N.E., Suite 201 Bellevue, Washington 98005 Telephone: 425-449-4704 Fax: 425-449-4711 BORING NUMBER B-1 PAGE 2 OF 2 PROJECT NUMBER ES-6827 PROJECT NAME U-Haul Tukwila w a_ >- >- i 1— uJ rt F— D I— — Lu ea w 0 Z --1 0_ 4.-•_ CL...1 Lir-- 0 2 z 0 0 z < w to CC 20 100 TESTS 2-4-3 MC 20.80% (7) Fines = 7.60% MC = 24.50% SP- SM 1 0 o cc .5 MATERIAL DESCRIPTION Black poorly graded SAND with silt, very loose, wet to saturated (continued) -becomes loose [USDA Classification: slightly gravelly SAND] -becomes medium dense Boring terminated at 31.5 feet below existing grade. Groundwater table encountered at 16.0 feet during drilling. Boring backfilled with bentonite. Bottom of hole at 31.5 feet. o_ 0 Earth Solutions NW 1805 - 136th Place N.E., Suite 201 Bellevue, Washington 98005 Telephone: 425-449-4704 Fax: 425-449-4711 PROJECT NUMBER ES-6827 BORING NUMBER B-2 PAGE 1 OF 3 PROJECT NAME U-Haul Tukwila DATE STARTED 7/22/19 COMPLETED 7/22/19 DRILLING CONTRACTOR Boretecl, Inc. DRILLING METHOD HSA LOGGED BY AZS CHECKED BY HTW NOTES Surface Conditions: 20 TESTS MC = 23.30% MC = 34.80% Fines = 57,60°/0 4.0 8.5 GROUND ELEVATION GROUND WATER LEVELS: -SZ AT TIME OF DRILLING 13.0 ft AT END OF DRILLING AFTER DRILLING --- HOLE SIZE MATERIAL DESCRIPTION Brown silty SAND, very loose, moist to wet Brown sandy SILT, very loose, wet [USDA Classification: LOAM] -groundwater table Black silty SAND, loose, saturated Black poorly graded SAND, loose, saturated Earth Solution Wu+ Earth Solutions NW 1805 - 136th Place N.E., Suite 201 Bellevue, Washington 98005 Telephone: 425-449-4704 Fax: 425-449-4711 PROJECT NUMBER ES-6827 PROJECT NAME U-Haul Tukwila BORING NUMBER B-2 PAGE 2 OF 3 1- a_ w 20 c*) >- 8 LJJ 0 Z < CO 0 > U Z TESTS I( a_ < cc MATERIAL DESCRIPTION 25 00 2-4-5 (9) MC = 20.40% 0 SS 67 2-3-2 (5) MC = 19.30% SS 5 00 3-3-3 (6) MC = 24.80(Yo Fines = 4.00°/0 40 SS 0 2-1-2 (3) MC = 26.40% SP 3 .5 Black poorly graded SAND, loose, saturated (continued) [USDA Classification: slightly gravelly SAND] S M SS 00 2-1-2 (3) MC = 26.80% Black silty SAND, very ose, satitrated (15 z - 0_ Earth Solutions NW 1805 - 136th Place N.E., Suite 201 Bellevue, Washington 98005 Telephone: 425-449-4704 Fax: 425-449-4711 PROJECT NUMBER ES-6827 PROJECT NAME U-Haui Tukwila BORING NUMBER B-2 PAGE 3 OF 3 1— H 0 Z _1 < CO > Z TESTS 0 < cc 0 MATERIAL DESCRIPTION 45 SS 50 100 2-3-2 (5) MC = 28.40% SS 100 0-0-0 (0) MC = 54.50°/0 LL = 30 PL = 24 Fines = 98.00% Black silty SAND, very loose, saturated (continued) .0 51.5 Gray SILT, very loose, saturated Boring terminated at 51.5 feet below existing grade. Groundwater table encountered at 13.0 feet during drilling. Boring backfilled with bentonite. Bottom of hole at 51.5 feet. CPT-01 Seismic OPERATOR:Okba CUSTOMER: Earth Solutions NVVLLC LOCATION: Tukwila JOB NUMBER: ES-B27 CPT CONTRACTOR: |nSitu Engineering CONE ID: ODG1424 Tip COR (tsf) 00 5 10 15 20 Depth 25 (ft) 30 35 40 45 50 CPT-01 CPT CONTRACTOR: In Situ Engineering CUSTOMER: Earth Solutions NW LLC LOCATION: Tukwila JOB NUMBER: ES-6827 TEST DATE: 7/22/2019 8:40:54 AM Sleeve Stress (tsf) 00 3 _ 7 n T - -r TOTAL DEPTH: 47.900 ft 111 sensitive fine grained F.Ratio (%) 0 0 4 silty clay to clay 2 organic material 5 clayey silt to silty clay 3 clay w 6 sandy silt to clayey silt *SBT/SPT CORRELATION: UBC-1983 OPERATOR: Okbay CONE ID: DDG1424 PREDRILL : N/A BACKFILL: Bentonite Chips SURFACE PATCH: Cold Patch Pore Pressure (psi) 4 -10 SBT FR (RC 1983) 60 0 7 silty sand to sandy silt 8 sand to silty sand 9 sand SPT (blows/ft) 12 0 45 I 10 gravelly sand to sand 11 very stiff fine grained (*) 12 sand to clayey sand (*) PRESSURE (PSI) 55 50 45 40 35 30 CPT-01 CPT CONTRACTOR: In Situ Engineering CUSTOMER: Earth Solutions NW Lt.0 LOCATION: Tukwila JOB NUMBER: ES-6827 TEST DATE: 7/22/2019 8:40:54 AM OPERATOR: Okbay CONE ID: DDG1424 PREDRILL : N/A BACKFILL: Bentonite Grout SURFACE PATCH: Cold Patch 25- 201 L_ DISSIPATION: 8 min 0 TIME: (SECONDS) DEPTH (ft) 45.768 100 1000 Depth 3.94ft Ref* Depth 10,33ft Ref 3.94ft Depth 16.90ft Ref 10.33ft Depth 23.29ft Ref 16.90ft Depth 29,69ft Ref 23,29ft Depth 36.09ft Ref 29.69ft Depth 42.49ft Ref 36.09ft Depth 45.77ft Ref 42.49ft Depth 47.57ft Ref 45.77ft E, HOLE NUMBER: CPT-01 11 1 0 20 40 60 80 Tirve (mS) 100 120 Hammer to RoC String Distance (ft): 2.79 • = Not Determined JOB NUMBER: ES-6827 140 160 Arrival 10.23mS Velocity* Arrival 24.49mS Velocity 412.41NS Arrival 38.28mS Velocity 465.66fUS Arrival 50.50mS Velocity 518.20fUS Arrival 61.75mS Velocity 565.55fUS Arrival 72.85mS Velocity 574.64fUS Arrival 85.46mS Velocity 505,81ft/S Arrival 92.22mS Velocity 484.55WS Arrival 95.70mS Velocity 518.14fUS 0 20 40 60 80 Tirve (mS) 100 120 Hammer to RoC String Distance (ft): 2.79 • = Not Determined JOB NUMBER: ES-6827 140 160 Arrival 10.23mS Velocity* Arrival 24.49mS Velocity 412.41NS Arrival 38.28mS Velocity 465.66fUS Arrival 50.50mS Velocity 518.20fUS Arrival 61.75mS Velocity 565.55fUS Arrival 72.85mS Velocity 574.64fUS Arrival 85.46mS Velocity 505,81ft/S Arrival 92.22mS Velocity 484.55WS Arrival 95.70mS Velocity 518.14fUS OPERATOR:Okbay CUSTOMER: Earth Solutions NVVLLC LOCATION: Tukwila JOB NUMBER: EG-G827 CPT CONTRACTOR: |nSitu Engineering CONE ID: DDG1424 10 20 30 Depth 40 (ft) 50 60 70 80 Tip COR (tst) - L J I- + CPT-02 CPT CONTRACTOR: In Situ Engineering CUSTOMER: Earth Solutions NW LLC LOCATION: Tukwila JOB NUMBER: ES-6827 TEST DATE: 7/22/2019 10:16:16 AM Sleeve Stress F.Ratio (tsf) (%) 400 2 0 0 _ L J TOTAL DEPTH: 79.068 ft OPERATOR: Okbay CONE ID: DDG1424 PREDRILL : N/A BACKFILL: Bentonite Chips SURFACE PATCH: Cold Patch Pore Pressure (psi) 3 -20 1 • 1 sensitive fine grained ® 4 silty clay to clay iM 2 organic material MI 5 clayey silt to silty clay 3 clay t 6 sandy silt to clayey silt *SBT/SPT CORRELATION: UBC-1983 J SBT FR (RC 1983) 20 0 IiiT T _ , _ 1- J 7 silty sand to sandy silt 8 sand to silty sand 9 sand SPT (blows/ft) 2 0 _ - L_ 10 gravelly sand to sand 11 very stiff fine grained (*) 12 sand to clayey sand (*) PRESSURE (PSI) 11 10 9 81 CPT 02 CPT CONTRACTOR: In Situ Engineering CUSTOMER: Earth Solutions NW LLC LOCATION: Tukwila JOB NUMBER: ES-6827 TEST DATE: 7/22/2019 8:40:54 AM DISSIPATION: 20 min 10 100 TIME: (SECONDS) OPERATOR: Olabay CONE ID: DDG1424 PREDRILL : N/A BACKFILL: Bentonite Grout SURFACE PATCH: Cold Patch 1 1 I L DEPTH (ft) 29.528 000 10000 Depth 3.77ft Ref* Depth 10.33ft Ref 3.77ft Depth 16.73ft Ref 10.33ft Depth 23l3ft Ref 16.73ft Depth 29.53ft Ref 23.13ft Depth 35.93ft Ref 29.53ft Depth 42.49ft Ref 35.93ft Depth 4888ft Ref 42.49ft Depth 55.28ft Ref 48.88ft Depth 61.68ft Ref 55.28ft Depth 68.08ft Ref 61.68ft Depth 74.4 Ref 68.08ft Depth 79.07ft Ref 74.48ft HOLE NUMBER: CPT-02 50 100 150 200 250 Time (mS) Hammer to Rod String Distance (ft): 2.79 • = Not Determined JOB NUMBER: ES-6827 Arrival 10.98mS Velocity* Arrival 23.79mS Velocity 469.30ft/S Arrival 39.80mS Velocity 390.82ft/S Arrival 51.72mS Velocity 531.70ft/S Arrival 63.82mS Velocity 525.37ft/S Arrival 77.50mS Velocity 466.27ft/S Arrival 90.62mS Velocity 498.70ft/S Arrival 103.51mS Velocity 495.41ft/S Arrival 115.42mS Velocity 536.25fUS Arrival 127.26mS Velocity 539.95ft/S Arrival 138.43mS Velocity 572.16fUS Arrival 149.95mS Velocity 554.80ft/S Arrival 157.29mS Velocity 625.08ft/S Appendix B Laboratory Test Results ES-6827 Earth Solutions NW, LLC E , 0) z Earth Solutions NW Lirth 1805 - 136th Place N.E., Suite 201 GRAIN SIZE DISTRIBUTION S4)i,u1"15 Bellevue, Washington 98005 1011114 Telephone: 425-449-4704 Fax: 425-449-4711 PROJECT NUMBER ES-6827 PROJECT NAME U-Haul Tukwila U.S. SIEVE OPENING IN NCHES I 6 4 3 2 1.5 1 3/4 1/23/8 3 g 6 8 U.S. SIEVE NUMBERS i 14 • 20 I HYDROMETER 0 40 50 60 100 140 200 100 I I 95 90 1,1 85 I 80 75 70 1 65 60 55 50 z 7. 1— 45 z w cco 40 a. 35 30 25 1.4 20 15 ., 10 5 0 100 10 1 0 1 GRAIN SIZE IN MILLIMETERS 0.01 0.001 GRAVELSAND SILT OR CLAY COBBLES coarse fine coarse medium fine Specimen Identification Classification Cc Cu • B-01 5.00ft. USDA: Brown Slightly Gravelly Loamy Sand. USCS: SM. B-01 20.00ft. USDA: Black Slightly Gravelly Sand. USCS: SP-SM. 1.35 2.99 • B-02 10.00ft. USDA: Brown Loam. USCS: Sandy ML. B-02 30.00ft. USDA: Black Slightly Gravelly Sand. USCS: SP. 0.86 2.11 Specimen Identification 0100 D60 030 010 LL PL PI %Silt %Clay • B-01 5.0ft. 4.75 0.271 0.155 20.0 m B-01 20.0ft. 4.75 0.421 0.2 4 0.141 7.6 • B-02 10.0ft. 1.18 0.081 57.6 * B-02 30.0 . 4.75 0.543 0.347 0.257 4.0 C e Earth Solutions NW ATTERBERG LIMITS' RESULTS Edi. 1805 - 136th Place N.E., Suite 201 Sulutx) a Bellevue, Washington 98005 Vriv i t . Telephone: 425-449-4704 Fax: 425-449-4711 PROJECT NUMBER ES-6827 PROJECT NAME U-Haul Tukwila — ,_ r, 60 50 CL CH P L A 40 S T I C T 30 Y I 20 D E X 10 CL-ML • ML MH 0 0 20 40 60 80 100 LIQUID LIMIT Specimen Identification LL PL PI Fines Classification • - f 30 24 6 98.0 Black SILT, ML 1) Appendix C Seismic Hazard Analysis Results Liquefaction Analysis ES-6827 Earth Solutions NW, LLC LIQUEFACTION ANALYSIS U-Haul Tukwila Hole No.=CPT-2 Water Depth=13 ft Surface Elev.=18 Shear Stress Ratio (ft)0 0 — 8 - F 0 0 CRR CSR fsl— Shaded Zone has Liquefaction Potential — 105 Factor of Safety Settlement 1 0 1 5 0 (in.) 50 -F 1rri —TT VT n S = 11.81 in. turated Unsaturat. — Magnitude=7.2 Acceleration=0.634g Soil Description oose silty sand Loose sandy sit Loose silty sand Loose poorly graded sand Loose silty sand/sandy si Loose silt Very Dense and/gravel CivilTech Corporation ES-6827 Plate A-1 EMAIL ONLY Report Distribution ES-6827 AMERCO Real Estate Co./U-Haul 2727 North Central Avenue, Suite 5N Phoenix, Arizona 85004 Attention: Ms. Sabrina Perez Earth Solutions NW, LLC Page 1 PANGOLI 40‘40 STRUCTURAL vlkowt FILE STRUCTURAL CALCULATIONS REVIEWED FOR CODE COMPLIANCE APPROVED OCT 1 0 2019 City of Tukwila BUILDING DIVISION Supplemental Calculatio U Haul of Duwamish 2925 S. 112th St Tukwila, WA 19-060 8/29/2019 Rev 1 - Review Comments - 9/24/2019 1440 E Missouri Ave Suite C195 Phoenix, AZ 85014 p.602.888.0336 www.pangolinstr.com P A Pi' CA N Bookmark Summary Page 2 EVolume A Supplement Page 3 Slab Evaluation and Retrofit Page 4 r Gravity Pile Cap Page 15 Volume B Supplement Page 18 ACI 318-14 18.10 Checks Page 19 E 9/24/2019 Page 3 PANGOLIN STRUCTURAL STRUCTURAL CALCULATIONS Supplemental Calculations - Volume A U Haul of Duwamish 2925 S. 112th St Tukwila, WA 19-060 8/29/2019 Rev 1 - Review Comments - 9/24/2019 1440 E Missouri Ave Suite C195 Phoenix, AZ 85014 p.602.888.0336 www,pangolinstr.com PANGOLIN STRUCTURAL Project Name U Haul of Duwamish Subject Elevated Slab Evaluation and Retrofit Level 1 Existing Slab Retrofit Summary TYPE 1: Punching shear deficiency. Strengthened by support enlargement TYPE 1: Punching shear deficiency. Strengthened addition of concrete shear walls , TYPE 2 and TYPE 3 negative moment capacity and top stress deficiencies at supports. Strengthened by support enlargement Y -,(-Y- TYPE 3 TOP STRESS DEFICIENCIES AT SUPPORTS. STRENGTHEN BY SUPPORT ENLARGEMENT Sheet No. ___ Page 4 Project No. 19-060 Date Computed By TYPE 2 and TYPE 3 stre and moment capacity deficiencies at supports along grid 18. Strengthened by addition of concrete shear walls in this area PE 3 top stress deficiencies at supports. Strengthened by support enlargement (c) Changes from original calculations are clouded in blue TYPE 1: Punching shear deficiency. Strengthened addition of concrete shear wall along grid R Q,01/0" ..111T I I I I I I I i I I I I -t- TYPE 1: Punching shear deficiency. Strengthened by support enlargement Service Design: Top Stress Plan U•Haul of Duwamish • Level Lcpt • 8/25/20 Service Design; User lines; User Notes; User Dimensions; Latitude Span Designs; Longitude Span Designs; Latitude DS Designs; Longitude DS Designs; Dra Import: User Lines; User Notes; User Dimensions; Ele Wall Elements Below; Well Elements Above; Wall Element Outline Only; Column Elements Below; Column Elements Above; Slab Elements; Slab Element Outline Only; Sca Ser m ;340 7eeign • Section Analysis Plot (Gross Section Top Concrete Stress)(Context Max Demand)� 9 293 220 •81k63.83.8.106 I 8) 83 01 10 a 6 6, •17716.8 Jrs •31. •E46.4 , 9.17p 37nJ •26.5.2.19.856.2 . , 2.66.1 .100 49.5.5;55.5 232 227 246 -0.3Ed0;-38,5 3I5 1 •9•SB.Si .112 •58 d7 51.751.5.2434,E .l dW•44.1 .2419.63 o5 r�nn\ 992 84.3.78 8 91,3 .103 •79S 5•T150 J08 'T°159 lag•1tl;.l:143 •158 46 .11658.J .123 1D 4 263 •11.101. m / 36 lte 356 32:r1 Tensile Stress Limit per ACI for 2-way PT slabs = 6 sgrt(f c) = 379psi for 4000psi concrete Allow for 5% stress increase = 379*1,05 = 398psi -Circled strips where positive number exceeds 398psi - negative numbers are compression (ok) Max allowable compressive stress = 0,6fc = 2400psi (OK) Consider: For 4000 psi 28-day strength concrete, expected final strength would exceed 5000psi. Considering 500i ' ' ct• t s' y e I'i i I' to 2 For 1-way 4000 psi slabs, tensile stress limit would be 7.5 sgrt(fc) = 474 psi 163' 400 Add reinforcing where may tensile stress is 400 psi or greater (5% overstress for 4000 psi concrete) Ul Service Design: StressPlanlan U-Haul of Duwamish - Level 1_Retrofitcpt - 8125/20 Service Design: Top Stress Plan Service Design: Latitude Span Designs; Longitude Span Designs; User Notes; User Lines; User Dimensions; Dr moot User Notes; User Lines; User Dimensions; Ele Wall Elements Above; Well Elements Below; Wall Element Outline Only; Column Elements Above; Column Sc 340 Se eelgn • Section Analysis Plot: )Gross Section Top Concrete Strese))Context: Max Demand) 311 250 1D N m Io 0 5.7a7 •150 •1`2.9 11e u 87.6 65. ; . 252 6 61�'1«•256 53.5 L 7 .20739.6 ..81,.2 use enlarged supports her lop stress between column and new shear wall (OK) nta elow; Slab Elements; Slob Element Outline Only; .2 236 253 7188348 7[575 254 23e 21216 4,123A-276 4 -3'412 3 •11.5.26.6 289 20.7 •2.1:14.2.19. .4;•31.3132-40.7 41.145 •125.57.2 •1 85 279 224 23 7 �b1 191 319 272 408 , 1 203 349 49.44E43,5 121.54.1 •113 rv' "48 .191 •136.142 •164 •122 •145 •50,1.31-40.5 •72,6 44.4 144.128--150 retrofit conditon 299 —107 960.4 401 71'�II.306 ti"., .1 0 n t 4II l 17.5 1E1 286 320 6616 26' 414 41172 ry F11.1!•1.149 .192 8 57.6 .219 0 371N. 96 111.11.104-119 24 use enlarged supports here "32352 312 276 G 317 36:. .37 -106 •92.1.61.9 8l•93,2 0 V 8.39.4.132 •81.7.l. 1.2 ��1.�,.2T9--.11-140 — .247 •11.11.11-112.167 Tensile Stress Limit per ACI for 2-way PT slabs = 6 sgrt(f c) = 379psi for 4000psi concrete Allow for 5% stress increase = 379*1,05 = 398psi -Circled strips where positive number exceeds 398psi - negative numbers are compression (ok) Max allowable compressive stress = 0,6fc = 2400psi (OK) Consider: For4000 psi 28-day strength concrete, expected final strength would exceed 5000psi. Considering 5f l06si o cr- e, en ile st ss li tt oud b '4ssi For 1-way 4000 psi slabs, tensile stress limit would be 7,5 sgrt(fc) = 474 psi Add reinforcing where may tensile stress is 400 psi or e i' e ' e • ' . • • e• • • • greater (5% overstress for 4000 psi concrete) N use enlarged supports here ;(not modeled) Service Design: Top Stress Plan PANGOLIN STRUCTURAL Sheet No. Page 7 Project No. 19-060 U Haul of Duwamish Date Project Name Subject Elevated Slab Evaluation and Retrofit Computed By Level 2 Existing Slab Retrofit Summary TYPE 1: Punching shear deficiency. Strengthened by support enlargement TYPE 1: Punching shear deficiency. Strengthened addition of concrete shear wall along grid R TYPE 2 and TYPE 3 stre and moment capacity deficiencies at supports along grid 18. Strengthened by addition of concrete shear walls in this area r • = 4--• - -d *t. o• -,, — t I , --7'.— II} '-'•-- 7-4-, • • - • IA 3:' i 1 i n n t tt TYPE 2 and TYPE 3 negative moment capacity and top stress deficiencies at supports. Strengthened by support enlargement TYPE 3 TOP STRESS DEFICIENCIES AT SUPPORTS. STRENGTHEN BY SUPPORT ENLARGEMENT TYPE 3 top stress deficiencies at supports, Strengthened by support enlargement U-Haul of Duwamish • Level 2.cpt • 8/5/2C Service Design: Top Stress Plan Service Design: User Lines; User Notes; User Dimensions; Latitude Span Designs; Longitude Span Designs; Latitude DS Designs; Longitude OS Designs; Draw mport: User Lines; User Notes; User Dimensions; Elem Wall Elements Below; Wall Elements Above; Wall Element Outline Only; Column Elements Below; Column Elements Above; Sett Elements; Slab Element Outline Only; Scal 340 Sere esign • Sedlon Analysis Plot: (Gross Section Top Concrete Stress)(Context: Max Demand) 15 261 171 113 122 130 124 CO m ro 0. 31.7 •192 22.1 .63, 4.1457,6 .116.11.2 •114 i •16945.0 •116 yr 119.60 1 •6r6.74.S 42.4 •951.7.74 70.4 Tensile Stress Limit per ACI for 2-way PT slabs = 6 sgrt(fc) = 379psi for 4000psi concrete Allow for 5% stress increase = 379*1.05 = 398psi -Circled strips where positive number exceeds 398psi • negative numbers are compression (ok) Max allowable compressive stress = 0.6fc = 2400psi (OK) Consider: For 4000 psi 28-day strength concrete, expected final strength would exceed 5000psi. Considering 500 For 1-way 4000 psi slabs, tensile stress limit would be 7.5 sgrt(f c) = 474 psi Add reinforcing where may tensile stress is 400 psi or y greater (5% overstress for 4000 psi concrete) EN lig Si Serviceesign op Stress Plan U-Haul of Duuvamish - Level 2_Retrofit.cpt - 8/23/2( Service Design: Top Stress Plan ServICODUigtUUUMSi 494 Notts; Uur Dintensiwutt Latitude Span Delltwit L9rw9udo Spin Dislonst LetIN Dalww: Leopule CtS 1Wilpnit Drew vett Utast 1.1104 Roles; Our Dimensbnit Elam Elintonts 89low Wall Efronent4 Abovw EleMill DAM 00191 Column OSMAN Below Column Elitionts Abort Slab &mato', 18abE3.4 Stale 0 RIM 1901.9.0911an AnItycli 99% (Gm SecthrT0f Comet, Wriult(C991111; Mu tonal 02 82 0) 30 D. 1;387 •142 ,21:10tt- —49 441 400 _.33.4 47,8 1; .231 .8 24 I 469 8 5-7 .4111 ^DO " 416 4,1 342 Ato 1,42 een exsting columncurnn and new all, u ngi ering judgment oaccepl 424psi retrofit conditon ovde support enlargementhe ot modeled) 49941? 044st 4 .1 -411 .433 .14/14.13.143 .136 412 AEU' .7342.1 42.1 4 ,ids 4011 .1,11 40.66T7.-1 .1 L 1 424 • • 1 , 410 1 -104 1 0, 74 i'' 0. :, 0 11,7 P 1 (.2,11 1134 119 c..1::125 323 130 / 7' / I \ 1 , .110 t1353 .113 19. ma .113-3 • 728,3 , ,5 • 4 'it 416 415 .116147 470 "7 0 0 provide support enlargement here (not modeled) 4.30 -Circ ed strips where positive number exceeds 398psi - negative numbers are compression (ok) Max allowable compressive stress = 0,6fc 2400psi (OK) Consider: For 4000 psi 28-day strength concrete, expected final strength would exceed 5000psi, Considering 5000psi concrete, tensile stress limit would be 424psi For 1-way 4000 psi slabs, tensile stress limit would be 7.5 sqrt(fc). 474 psi rei forcing where may tensile stress is 400 psi or greater (5% overstress for 4000 psi concrete) All locations acceptable in final retrofitted condition LI Li Li Si Si ria Service Design: Top Str ss Plan PANGOLIN STRUCTURAL Project Name U Haul of Duwamish Subject Elevated Slab Evaluation and Retrofit Level 3 Existing Slab Retrofit Summary TYPE 1: Punching shear deficiency. Strengthened by support enlargement TYPE 2 and TYPE 3 negative moment capacity and top stress deficiencies at supports. Strengthened by support enlargement Sheet No. Page 10 Project No. 19-060 Date Computed By TYPE 2 and TYPE 3 stress and moment capacity deficiencies at supports along grid 18. Strengthened by addition of concrete shear walls in this area TYPE 3 TOP STRESS DEFICIENCIES AT SUPPORTS_ STRENGTHEN BY SUPPORT ENLARGEMENT TYPE 3 top stress deficiencies at supports. Strengthened by support enlargement Level 3 retrofit is designed by comparison to level 2 1: TYPE 1: Punching shear deficiency. Strengthened addition of concrete shear wall along grid R PANGOLIN STRUCTURAL Project Name U Haul of Duwamish Subject Elevated Slab Evaluation and Retrofit Sheet No. Pay. 11 Project No. 19-060 Date Computed By Level 4 Existing Slab Retrofit Summary TYPE 1: Punching shear deficiency. Strengthened by support enlargement -c3 TYPE 2 and TYPE 3 stress and moment capacity deficiencies at supports along grid 18. Strengthened by addition of concrete shear walls in this area TYPE 2 and TYPE 3 negative moment capacity and top stress deficiencies at supports. Strengthened by support enlargement TYPE 3 TOP STRESS DEFICIENCIES AT SUPPORTS. STRENGTHEN BY SUPPORT ENLARGEMENT TYPE 1: Punching shear deficiency. Strengthened addition of concrete shear wall along grid R TYPE 1: Punching shear deficiency. Strengthened by support enlargement Service Design: Top Stress Plan Haul of Duwamish - Level 4,cpt - 8/25/20 Service Design: USE Lines; User Notes; User Dimensions; Latitude Span Designs; Longitude Span Designs; Latitude D5 Designs; Longitude DS Designs; Ora Import UserUnes; User Notes; User Dimensions; Be Wall Elements Below; Wall Elements Above; Wall Element Outline Only, Column Elements Below; Column Elements Above; Slab Elements; Slab Element Outline Only; Seal :340 Sery eslgn • Section Analysis Plot: (Gross Section Top Concrete Stress )(Contest Mao Demand) 264 170 107 116 125 118 124 •260.113' •2'166 i 4216 ' 7 41. .782 It .35. •353 -17 0 ( a •98 419.20.3 .112 ( 4e20.8 41.6 .349•3 381 c164 208 2 6, •3.31.36.1; n N 271 3M 376 3 179 .2`47paa . .124 44.55.8 .07 4.9 •52.3.111233,8 45.9.0.636.16.T -• .28.8 .78. -Circled strips where positive number exceeds 398psi - negative numbers are compression (ok) Max allowable compressive stress = 0.6fc = 2400psi (OK) 7 Si SI Si Service Design: op Stress an U-Haul of Duwamish - Level 4_Retrofitcpt - 8/25/2C Service Design: Top Stress Plan Service Design: User Lines; User Notes; User Dimensions; Latitude Span Designs; Longitude Span Designs; latitude DS Designs; Longitude DS Designs: Draw Import: User Lines; User Notes; User Dallensloos: Elem Wet Elements BelOw; Wall Elements Above; Wall Element Outline Only; Column Elements Below; Column ElementaAbove; Slab Elements; Slob Element Outane Only; Scal :340 Sere eign • Section Analysis Plot: (Gross Sedlon Top Concrete Slressi(Contat Mao Demand) 222 150 ,140 144 32 6 .98 '21 •84.5 t.. .73,5 45,8 .2 458 t,9 i -679 .703 20,4 52 8 14,4 141 .407 .851 0 0 :h. -32,4 , erl(. 42,11,- 408 ,252 0 -2es.14.58,x10 ,19 .851-14.1 1 6 41 0 55 1 186 161 CO co 0 55 01 01 0 04 I 7 26 Pi 9,6-3,68.99,9 246 g o '204 5 9, oir ''7295 377 370 o , I I , .7i.7 '7 .102 retrofit conditon 129 110161 1-t4 66.9 / 342 S,,„-- / A,'-^ 1 19.4 20,5 m '\T" .103 , - CI, 27 i •167.4 .412 ..4gs 0 0.74.64-12.10. 05 4 61.6 6.8 .2.92 -2C!61,01; 4 4 s 396 O V , I .67.70.7 -39.2-33.1 459 .315 .3.:177/ .7 06030 .102 .110 --: 4;46,2 .1 [o. 45,06,6 .83. IN 290 .25,5 use enlarged supports here (not modeled) -Circled strips where positive number exceeds 398psi - negative numbers are compression (ok) Max allowable compressive stress = 0.6fc = 2400psi (OK) *AII locations acceptable in retrofitted condition Lol 61 LI Li Li LI Li ILI Li lid Service Desi n: op Str s an PANGOLIN STRUCTURAL Project Name U Haul of Duwamish Subject Elevated Slab Evaluation and Retrofit Y.Y. OK - SEE PUNCHING SHEAR CHECK OUTPUT ON ORIGINAL CALCULATION PACKAGE, Vol A p. 134 Level 5 Existing Slab Retrofit Summary TYPE 2 and TYPE 3 negative moment capacity and top stress deficiencies at supports. Strengthened by support enlargement Sheet No. p,gr 1a Project No. 19-060 Date Computed By TYPE 2 and TYPE 3 stress and moment capacity deficiencies at supports along grid 18. Strengthened by addition of concrete shear walls in this area Y Y TYPE 3 TOP STRESS DEFICIENCIES AT SUPPORTS. STRENGTHEN BY SUPPORT ENLARGEMENT TYPE 3 top stress deficiencies at supports. Strengthened by support enlargement *See output for level 5 existing condition to identify deficient areas. Check of retrofitted condition is by comparison to Levels 2 and 4 TYPE 1: Punching shear deficiency. Strengthened addition of concrete shear wall along grid R TYPE 1: Punching shear deficiency. Strengthened by support enlargement PAVGOLIN STRUCTURAL Project Name UHaul Tukwila, WA Subject Gravity Pile Cap Sheet No. pagP 15 Project No. 19-060 Date Sept 2019 Computed By CB THE FOLLOWING SPREADSHEET/CHART SHOWS THE EXISTING PILE CAPACITIES PER THE LATEST GEOTECHNICAL RECOMMENDATIONS. THESE CAPACITIES ARE COMPARED TO THE NEW/UPDATED LOADS FOR STORAGE. FOUNDATIONS LABELED 'NO' INDICATE WHICH FOUNDATIONS HAVE EXCEEDED THEIR EXISTING CAPACITIES. THESE FOUNDATIONS WILL BE SUPPLEMENTED WITH NEW 4" DIAMETER PILES AND PILE CAPS TO MATCH EXISTING. C Vol A, Page 242 e B e 0 0 Q e e e note: provided in original calc and added here for reference Page 16 Service Service Level Load Tributary Existing # existing pile Column Level Dead Live Roof Live Level Load Combination 2 slab weight Pier Cap Weight TL piles capacity OK? kip kip kip kip D+L D+0.75Lr+0.75L Approx (k) Approx (k) (k) Number of additional 4" piles required 1 1st 262.1 187.2 4.8 449 406 2 7.1 458 2 580 YES 2 1st 304.9 217.2 9.0 522 475 2 11.0 535 3 870 YES 3 1st 310.2 221.0 9.0 531 483 2 11.0 544 3 870 YES - 4 1st 354.2 263.1 10.5 617 559 2 11.0 630 3 870 YES - 5 1st 336.1 245.6 9.9 582 528 2 11.0 595 3 870 YES - 6 1st 311.4 222.5 9.0 534 485 2 11.0 547 3 870 YES - 7 1st 295.9 208.7 8.4 505 459 2 11.0 518 3 870 YES 8 1st 257.0 173.4 7.0 430 392 2 11.0 443 3 870 YES - 9 1st 233.7 153.2 6.2 387 353 2 11.0 400 3 870 YES 10 1st 267.5 184.7 7.4 452 412 2 11.0 465 3 870 YES 11 1st 269.2 184.5 7.3 454 413 2 11.0 467 3 870 YES - 12 1st 588.2 504.9 20.0 1093 982 2 15.3 1110 4 1160 YES 13 1st 653.4 563.3 23.5 1217 1094 2 26.3 1245 5 1450 YES 14 1st 323.4 235.1 9.7 558 507 2 11.0 571 3 870 YES 15 1st 171.1 146.2 0.1 317 281 2 3.0 322 1 290 NO "' 0.8 16 1st 483.3 433.9 10.2 917 816 2 26.3 946 5 1450 YES 17 See lateral calculations 18 See lateral calculations 19 1st 561.7 477.4 19.6 1039 934 2 26.3 1067 5 1450 YES 20 See lateral calculations 21 See lateral calculations 22 See lateral calculations 23 1st 465.4 415.1 9.6 880 784 2 15.3 898 4 1160 YES 24 1st 171.0 157.8 0.0 329 289 2 7.1 338 2 580 YES 25 1st 25.2 22.3 0.0 47 42 2 3.0 52 1 290 YES 26 1st 12.9 10.8 0.0 24 21 2 3.0 29 1 290 YES - 27 1st 17.6 13.9 0.0 31 28 2 3.0 37 1 290 YES - 28 1st 18.3 12.5 0.0 31 28 2 3.0 36 1 290 YES - 29 1st 130.0 113.1 0.0 243 215 2 3.0 248 1 290 YES 30 1st 131.8 119.0 0.0 251 221 2 3.0 256 1 290 YES 31 1st 151.9 138.6 0.0 290 256 2 7.1 300 2 580 YES - 32 1st 139.2 123.8 0.0 263 232 2 3.0 268 1 290 YES 33 1st 18.7 13.1 0.0 32 29 2 3.0 37 1 290 YES 34 1st 19.7 14.1 0.0 34 30 2 3.0 39 1 290 YES 35 1st 136.5 120.5 0.0 257 227 2 3.0 262 1 290 YES 37 1st 636.4 546.3 23.0 1183 1063 2 26.3 1211 5 1450 YES - 38 1st 25.1 19.4 0.0 45 40 2 3.0 50 1 290 YES 39 1st 157.8 141.7 0.0 299 264 2 3.0 304 1 290 NO, . 0.4 40 1st 162.9 147.7 0.0 311 274 2 7.1 320 2 580 YES - 41 1st 28.2 22.6 0.0 51 45 2 3.0 56 1 290 YES 42 1st 160.8 145.5 0.1 306 270 2 7.1 315 2 580 YES 43 1st 161.2 146.0 0.1 307 271 2 7.1 316 2 580 YES 44 lst 159.6 144.5 0.0 304 268 2 7.1 313 2 580 YES 45 1st 27.3 21.7 0.0 49 44 2 3.0 54 1 290 YES 46 1st 28.0 22.4 0.0 50 45 2 3.0 55 1 290 YES - 47 1st 27.7 22.1 0.0 50 44 2 3.0 55 1 290 YES - 48 1st 455.4 406.7 9.2 862 767 2 15.3 879 4 1160 YES 49 1st 496.1 447.3 10.1 943 839 2 15.3 961 4 1160 YES - 50 1st 499.9 450.4 10.2 950 845 2 15.3 968 4 1160 YES - 51 1st 500.7 451.1 10.2 952 847 2 15.3 969 4 1160 YES 52 1st 490.3 441.2 9.9 932 829 2 15.3 949 4 1160 YES - 53 See lateral calculations 54 See lateral calculations 55 See lateral calculations 56 1st 496.3 447.3 10.0 944 839 2 15.3 961 4 1160 YES 57 1st 174.4 159.0 0.1 333 294 2 3.0 339 1 290 NO 1.2 58 1st 31.8 25.7 0.0 58 51 2 3.0 63 1 290 YES 59 1st 480.9 431.2 10.1 912 812 2 11.0 925 3 870 NO 1.4 60 1st 262.9 188.2 4.8 451 408 2 7.1 460 2 580 YES 61 See lateral calculations 65 1st 495.0 420.0 17.6 915 823 2 26.3 943 5 1450 YES - 66 1st 615.3 528.7 23.0 1144 1029 2 15.3 1161 4 1160 NO 0.0 67 See lateral calculations '------1_ / 68 See lateral calculations 69 1st 601.0 515.4 23.2 1116 1005 2 26.3 1145 5 1450 YES 70 See lateral calculations 71 1st 493.9 415.4 17.7 909 819 2 15.3 927 4 1160 YES 72 1st 161.0 135.4 0.1 296 263 2 3.0 301 1 290 NO 0.3 73 1st 395.5 343.8 7.8 739 659 2 15.3 756 4 1160 YES 74 1st 406.5 353.4 8.1 760 678 2 11.0 773 3 870 YES Existing foundation OK *Provide a minimum of (2) additional piles at all deficient foundations Max deficiency = 925-870 = 55k service level, approx 83k strength level If transferred through shear friction alone: Using 12 #5 bars, capacity = 0.75*0.6*60*0.31*12 = 100k (OK) PANGOLIN, STRUCTURAL Project Name LIHaul Tukwila, WA Subject Gravity Pile Cap 103 Sheet No. Pagp 17 Project No. 19-060 Date Sept 2019 Computed By CB 4-0 STEEL PILE BELOW PILE CAP EXTENSION PILE CAP EXTENSION TO MATCH DEPTH OF EXISTING PILE CAP EXISTING STEEL PILE 40 STEEL PILE BELOW EXISTING PILE CAP PLAN VIEW - PILE CAP EXTENRION AT EXISTING PILE CAP r- c\J ECTION 55 AT 12" O.C. TOP AND BOTTOM WITH STANDARD 90° HOOK ON END - DRILL AND EPDXY INTO EXISTING PILE CAP (2) 05 CONTINUOUS TOP AND BOTTOM - PROVIDE CORNER BARS AND LAP AT CORNER INTENTIONALLY ROUGHENED SUFACE CO STEEL PILE EXISTING PILE CAP EXISTING STEEL PILE 1 19-060 NOT TO SCALE **Per geotechnical recommendations, a new 4" diameter pile has a capacity of 40 kips. Determine number of new piles required to support additional loads (per next chart/spreadsheet). If 55 kips (83 kips ultimate) load needs transferred, figure out the bending moment required to resist loading Moment arm = 26" 83 kips/2 piers x 2.167 ft = 90 k-ft = Mu pile cap = 3.-0" wide x 27" deep (d = 17.7") Required reinforcing: R = Mu / phi bdA2 = 90 k-ft (12"/ft) / 0.9(36)(17.7)A2 = 106 psi rho = 0.002 (with fc = 4000 psi) As req'd = .002 x 36 x 17.7 = 1.27 inA2 / 0.31 inA2 = (4) #5 bars minimum Page 18 PANGOLIN STRUCTURAL STRUCTURAL CALCULATIONS Supplemental Calculations - VOLUME B U Haul of Duwamish 2925 S. 112th St Tukwila, WA 19-060 8/29/2019 Rev 1 - Review Comments - 9/24/2019 1440 E Missouri Ave Suite C195 Phoenix, AZ 85014 p.602.888.0336 www.pangolinstr.com PANGOLIN STRUCTUR AL Project Name U-Haul Tukwila, WA Subject Shear wall 1 and 4 (E) SHEAR WALL 1 AND 4 ROOF -Fcl Oave, t let " s - Sheet No. Page 19 Project No. 19-060 Date 7/2019 Computed By cb OPP. A41:7 el CNA:2 rkb I t 12° tz4s •As4- 2 4TH 4,1M. Coqao Fel t tzII ras4-2 3RD cL. cAcwo Fst t. 18" 26 5 5 4 z 07(200FI to le'" Z44C14 Cs ler 4 - .cooaoPI 30" PA•RisiNG , 6 ci v Z *7@b4e.w. 17-8" wall 1 6'-10" wall'4 , 7" we.(4_ w. 2 6 411 Iz. YERS JS4 -2 2' 4 30" THICK ' VEPT, it.4 5 LAYERS SFE SET. FO DISTRIE5j7IONI PANGOLIN STRUCTURAL Project Name U-Haul Tukwila, WA Subject Shear wall 1 and 4 4tTib N/ (5) x,rtoitr wAy (v* lies, Lyric, e (21) °14 /•c--461 elH. 2, 1Z e so4:1 C1(.1111 TI 4q/(1)15 C-R0077- TIEM 5,1AI. 0 4 Fog- 12.UHF. (..1117) . • C•Tl ON If) 54 . I'-o ( C.R0,-)07 ov h,-Ioe.,T d (2 ) TV, l.41-161 wlky C'4 114 (TYR ) t._ orb ±z)k ,Nc...1Nky 11-4T 1 I --1-10N %. •Io 2,2P wALL I 4 N-0 ew 3-0 V) e,kKh Ae,ove, ettok,.' ,IrkT e (21. t 4 —11 Sheet No. Page 20 PrcNect No. 19-060 Date 7/2019 Computed By cb WI( AkFt4,, CTI ON -7 0 1,40•( Nkr C.* AE5ow, PANGOLIN � /� �T � � �~ �� |�J K � K � U � U N 5TRUCTURAL Project Name U-HaulTukwila, WA Subject Shear wall 1 and 4 8haetNV. Page 21 Project No. 19-060 Date 7/2019 Computed By cb Special Concrete Shear Wall provisions check AC|318-14Section 18.10 1810.2 Reinforcement ' rho tand rho /atleast O.UO2S-per wall spreadsheet, all existing shear wall transverse and longitudinal reinforcing exceeds O.0025'OK! ' existing wall reinforcing spacing does not exceed 18^'OK! - 18.1O.22-otleast two curtains ofreinforcement -all existing walls have two curtains ofreinforcement ' 181U.4Shear Sbength -181O.4.3|fhw/Lwdoes NOT exceed 2.O.reinforcement ratio rho | shall beat least rho Per wall spreadsheet, levels 4and 5donot meet this criteria. That said, the required transverse area of steel required (to supplement Vc.shear concrete strength) kavery minimal. Byengineering judgement, since this is an existing wall, if ONLY enough transverse reinforcing was provided to resist loads applied, the current longitudinal steel would beequal tothe transverse required. Additional transverse reinforcing provided in the wall does not increase the stiffness of the wall or the loads the wall will see. As such, existing 4thand 5thlevels meet the criteria 'OK! 181O.SBoundary Elements ofspecial structural walls '18.1O.G.2-walls with hw/Lw>2.O ' per wall spreadsheet, this applies to1at,2nd.3rdlevel. If > |w 600(1.5mu/hw) . boundary element isrequired noboundary elements are required for these levels ' 18.1O.S.3-walls with hw/bw«2.O'per wall spreadsheet, this applies bo4th. 5th. roof levels. If extreme fiber stress exceeds 0.2 f c, special boundary element is required Per wall spreadsheet, noboundary elements are required for these levels 18jOf�5where boundary elements are not required - if longitudinal reinforcing exceeds 400/fy, boundary transverse reinforcing must satisfy 187.2(a)through (e)ond 1810.8.4(a) Per wall sprmodaheet, all longitudinal reinforcing at all levels exceeds this limit and therefore, 187-2 and PANGOLIN STRUCTURAL Project Name U-Haul Tukwila, WA Subject Shear wall 1 and 4 Special Concrete Shear Wall provisions check ACI 318-14 Section 18.10 (cont'd) 18.7.5.2 Transverse reinforcement 18.7.5.2 Transverse reinforcement shall be in accordance with (a) through (f): (a) Transverse reinforcement shall comprise either single or overlapping spirals, circular hoops, or rectilinear hoops with or without crossties. (b) Bends of rectilinear hoops and crossties shall engage peripheral longitudinal reinforcing bars. (c) Crossties of the same or smaller bar size as the hoops shall be permitted, subject to the limitation of 25.7.2.2. Consecutive crossties shall be alternated end for end along the longitudinal reinforcement and around the perimeter of the cross section. (d) Where rectilinear hoops or crossties are used, they shall provide lateral support to longitudinal reinforcement in accordance with 25.7.2.2 and 25.7.2.3. (e) Reinforcement shall be arranged such that the spacing hr of longitudinal bars laterally supported by the corner of a crosstie or hoop leg shall not exceed 14 in, around the perimeter of the column. (f) Where P„> 0.3A gf,' orf,' > 10,000 psi in columns with rectilinear hoops, every longitudinal bar or bundle of bars around the perimeter of the column core shall have lateral support provided by the corner of a hoop or by a seismic hook, and the value of h, shall not exceed 8 in. P„ shall be the largest value in compression consistent with factored load combinations including E. Sheet No. Page 22 Project No. 19-060 Date 7/2019 Computed By cb •ok! ok! all ties and hoops are same - ok! ok! 25.7.2.2 Diameter of tie bar shall be at least (a) or (b): (a) No. 3 enclosing No. 10 or smaller longitudinal bars (b) No. 4 enclosing No. 11 or larger longitudinal bars or bundled longitudinal bars 25.7.2.3 Rectilinear ties shall be arranged to satisfy (a) and (b): (a) Every corner and alternate longitudinal bar shall have lateral support provided by the corner of a tie with an included angle of not more than 135 degrees (b) No unsupported bar shall be farther than 6 in. clear on each side along the tie from a laterally supported bar ri PANGOLIN. Shear wall acceptance PM in rs PI tiMI rs 19-060 UHaul Tukwila, WA CB anton PSingleton June 2019 SHEAR WALL 1 & 4 EXISTING SHEAR WALL REINFORCING AND CAPACITIES ACI 318-14 references 11.6,2 11.6,2 longitudinal reinforcing hw / bar As x 2 spacing Level hw (ft) Lw (ft) tw (in) Lw fc size (in2) (in) prov'd pt transverse reinforcing MIN bar As x 2 spacing p size (in2) (ft) prov'd req'd Acv Vu (in2) Roof 12,5 20.83 12 0.60 4000 5th 12.5 20.83 12 1.20 4000 4th 12.5 20.83 12 1.80 6000 3rd 12.5 20,83 18 2.40 6000 2nd 15.0 20,83 18 3.12 6000 1st 11.0 30 24 2.53 6000 0.6 ACI 318-14, 21,2,4,1 a 3.0 ACI 318-14,18,10.4.1 fy 60000 ksi 5 5 5 7 7 7 0,62 0.62 0.62 1.2 1.2 1.2 18 18 18 14 12 12 0.0029 0,0029 0.0029 0.0071 0.0083 0.0083 0.0029 0.0037 0.0042 0.0027 0.0007 0.0024 0,62 0,62 0.62 1.2 1,2 1.2 18 12 7 14 12 12 0.0029 0.0043 0.0074 0.0071 0,0083 0.0083 QD-1N<70t C 0.00WU 0.000000 0,000002 0,000002 0,000002 0.000003 0.000001 165 357 469 594 765 818 2999.5 2999.5 2999.5 4499,3 4499,3 8640.0 PA\GOJ\ STRUCTURAL PS PS Shear wall acceptance 19-060 UFaul Tukwila, WA CBlanton PSingleton June 2019 18.10,4.1 18.10,4.1 11,5.4.5 11,6.2 11,5.4.8 18.10.6.3 max max simple Acv#sgrt(fc) a Vn (kips) phi Vn Vc (k) O.5phi Vc req'd Boundary Elements Actual stress Boundary (from RAM Element Pier size Vs d = 0.81w 0.2f'c Elements) Req'd? (in"2) bar size 189,7 3,0 1085,7 651,422 304 91 -29 199,968 800 360 NO 576 9 189.7 3,0 1344.0 806,397 304 91 291 199.968 800 660 NO 576 9 232.3 2.2 1839,51103.71 372 112 410 199.968 1200 780 NO 576 11 3485 2.0 2625.3 1575.17 558 167 432 199,968 1200 840 see attached 1080 11 348.5 2,0 2946.7 1768 558 167 717 199.968 1200 1310 see attached 1080 14 669,3 2,0 5658.5 3395.1 1071 321 293 288 1200 870 see attached 1080 14 0 PA\GOL1\ STRUCTURA As (end) no of bars As 6 6 12 12 16 24,96 26 4056 28 63 24 54 400/fy. = 0,00667 transverse reinforcing req'd per 18,7.5.2 0.0104 YES 0.0208 YES 0.0433 YES 0.0376 YES 0.0583 YES 0.0500 YES at Eli lit PSI 1211 191 Shear wall acceptance 19-060 (haul Tukwila, WA CBlanton PSingleton June 2019 SHEARWALI Sth /th 1rd 2nd 1st 1 8, 4 4000 12 4000 12 6000 12 6000 18 6000 18 6000 24 hw(R( min Lw p 0.0025 24" 24" (V} 45 @ 18" (8(85 @ 18"" IVIOS @ 18" (H( @12" 18" H(45@7" (V) p7 @ 14" In) 47@14" ry I�q7@12) Hlel@12" 12.5 p 0.0029 21.83 0.0029 12.5 p 0.0029 21.83 p 0.0029 12.5 p 0.0029 21.83 0,0177 12.5 p 0.0107 21.83 0.0107 15 p 0.0125 21.83 0.0125 (VI47 @ 8" (V(47 @ 8" 11 p 32 p 0.005 0.0063 0.005 36' 36" A From RAM Elements wall B From RAM Frame Stara Displacements no'Y delna au / delta an / kirk load c{in.j deee deltaao hw hw(eNj cdesign boondary"emeetreq`d7 c 10.111w cJ2 wall wall4 134 165 kips 600(1.5delta w / hw( 15,97 0.577 2.885 0.019233 0,019233 15.13 seeakgched 9.226 8.485 159 191 kips 357 18.1 0.512 2,56 0.017067 0,017067 17.05 seeattarhed -8.096 9.05 106 112 kips 469 1473 0,408 2.04 10136 0.0136 21.40 see attached -11.466 7.365 ND 120 125 kips 594 2131 0309 1,545 0.0103 0.0103 28.26 ND -4.826 10.685 186 171 kips 765 24.0a 0.206 1.03 0.005112 0,005122 50.87 ND 1.246 12.475 114 53 kips 634 38.93 0078 0.39 0.002955 0.005 85.33 M1'D 053 19.465 Bentleys urrent Date: 9/23/2019 2:42 PM Units system: English 'le name: P:\19-060 UHaul Tukwila WA102 Calculations\B Structural Analysis Programs\RAM Elements\SW1NSW1 1st.c d r Stresses - sy Analysis result Page 27 40- 24: Stresses Shells [Kip/in21 0.64 0.54 NEI 0.44 0.34 0.24 0.14 0.04 -0.06 -0.16 -0.26 -0.36 - -0.46 im -0.56 MI -0.66 -0.87 entLeys current Date: 9/23/2019 2:47 PM Units system: English ile name: P:\19-060 UHaul Tukwila WA\02 Calculations\B Structural Analysis Programs\RAM Elements\SW1\SW Analysis result Stresses - sy t Stresses Shells [10p/in21 imm 1.16 17.11 0.99 I= 0,83 0,66 0,50 0.33 0.17 4.911E-03 -0.16 -0.32 -0.49 • -0,65 im -0.82 -0.98 Immu -1.31 y Bentley* Current Date: 9/23/2019 2:48 PM Page 29 Units system: English —le name: P:119-060 UHaul Tukwila WA\02 Calculations\B Structural Analysis Programs\RAM Elements\SW1 \SW1 3rcl.cwd\ Analysis result Stresses - sy t 5 Stresses Shells (10p/in2) am. 0.63 0.53 0.43 0.33 0.23 0.14 0.04 -0.06 -0.16 -0.26 -0.35 ili -0.45 = 0.55 MI -0,65 mil-0.75 -0.84 y entley• current Date: 9/23/2019 2:50 PM Units system: English 'le name: P:119-060 UHaul Tukwila WA\02 Calculations\B Structural Analysis Programs\RAM Elements\SW1 \SW1 4th.gwd\ Analysis result tresses - sy 24 20 10 5 Stresses Shells [Kip/in2] 0.80 0.70 0.59 0.49 0.38 0.28 0.17 0.07 -0.04 -0.15 -0.25 -0.36 -0.46 MI-0,57 mm -0.67 -0.78 Benttew Current Date: 9/23/2019 2:52 PM Units system: English 'le name: P:\19-060 UHaul Tukwila WA\02 Calculations\B Structural Analysis Programs\RAM Elements\SW1\SW1 5th.cwd\ Analysis result Stresses - sy Page 31 21 12 Stresses Shells [Kip/in2] 0.97 0.87 N oilm▪ •• 0.77 0.56 0.45 0.35 0.24 0.14 0.03 limg -0.18 = -0.28 1".." -0.39 = -0.49 -0.60 Y a current Date: 9/23/2019 2:53 PM Units system: English file name: P:\19-060 UHaul Tukwila WA\02_Calculations\B Structural Analysis Programs\RAM Elements\SW1\SW1 roof.cwd\ Analysis result Stresses - sy Page 32 6 3- 0- 6 9 12 15 12 21 t 1 1 1 1 I I 1 1 1 1 1 t 131223126 Stresses Shells [Kip/in2] 0.98 VA ® 0.89 0.80 0.72 0.63 0.54 0,45 0.36 0.28 0.19 0.10 0.01 • -0.08 -0.16 immi 0.25 -0.34 PANGOLIN STRUCTURAL Project Name U-Haul Tukwila, WA Subject Shear wall 2 and 3 Sheet No. Page 33 Project No. 19-060 Date 7/2019 Computed By cb (E) SHEAR WALL 2 AND 3 ?Zoo l'G.7-4oac., Flo') t tclo v T pg*1 t .12" 4rH =Coopoo t.teR foffev !sr uocv Fv-,1 tzz4" PAgelING 2 .8 ft 4P-A 32-0" 4- , .HANIC) 74 epv. 0414 v (354 ZG4 V OPIZ,4 VER __LAY -.-ER 30 THICK FOR .0 6TRI ION PANGOLIN STRUCTUR Project Name U-Haul Tukwila, WA Subject Shear wall 2 and 3 #4 rJ@ 9 4o11 12'11 / *40:3EA 6 6 #4 J L 9� N4 e9 12 F I I(EXTENO O" E-AR6 LO INTO WALL 6ELOW) u r1 2'- 6 TYP SEE ELEVATION FOR REINF. FACE O.' WALL6 b6LOW (TY6.) - 5EE ELEVATION FOR REINF EXTEND VERT E HORIZ.TC FUL, LEN6TH OF WALL Sheet No. Page 34 Project No. 19-060 Date 7/2019 Computed By cb hEE WALL ELE-VATION' PO!. IzFaNp. CrT1' ) Af5T —+-t_--- STI W/(1)35 GRG�iti TIC - SYM. A. 5411 a 6IM. 9*11 Q' C18)1 11 �AR� 11/2 GLg __- -.- T z=o 0 N I(2)'"7 (-OGi(h- Tie. - OI t•G1 !0N Ca (o)'t14 e7AR ' ` 3- 0 (30)311 13,4kK @4JIM. 11/2 GLS 3 *5 T;E4' wi(4) se, NA( 4 (2) 4'5 cRoA),epr* LONG{ Way @ 4 1 _v N/(4) ag oRmhllh h6Ge1 NAT (2),° Geo/t- -; La.4t1 NAT G 4 9'-L 7 -L 1,1/(66)-5 c2066T6.6 h!'o6T NAY 2 (2)•5 6 o-?W- i',o-'1-r LONWII' AAY @ 4 COLUMN OUT-1E AE,OVE 1 hEGTION PANGOLIN � V �� �� |�J K x K � U � U N STRWCTU R A[ Project Name U-HaulTukwi|a WA Subject Shear wall 2 and 3 NOTE: Nearly identical to 8VV 1 and 4seen previous sheets Special Concrete Shear Wall provisions check AC| 31044Section 18.10 Sheet No. Page 35 Date 7/2019 Computed By cb 18.10.2 Reinforcement -rhotandrho|at least O.0025-per wall spreadsheet,all existing shear wall transverse and longitudinal reinforcing exceeds O.0025-OK! -emiaUngww|| nainhnnjng spacing does not exceed 18^-OK! - 18.1O.2.2-mtleast two curtains nfreinforcement ' all existing walls have two curtains ofreinforcement ' OK] '18.1O�.3If hw/Lw does NOT exceed 2D.reinforcement ratio rho |shall be at least rho Per wall spreadsheet, levels 4and 5do not meet this criteria. That said, the required transverse area of steel required (to supplement Vc, shear concrete strength) is very minimal. Byengineering judgement, since this is an existing wall, if ONLY enough transverse reinforcing was provided to resist loads applied, the current longitudinal steel would beequal bothe transverse required. Additional transverse reinforcing provided in the wall does not increase the stiffness of the wall or the loads the wall wil see. As such, existing 4thand 5thlevels meet the criteria -OK! 181U.SBoundary Elements ofspecial structural walls -18.1O.8.2-walls with hwYLw>2.0 - per wall spreadsheet, this applies h»1mt.2nd.3ndlevel. |fc> |vv 600(1.5mu/hw) . boundary element ksrequired noboundary elements are required for these levels - 18.1O.G.3-walls with hw/Lw<2.U-per wall spreadsheet, this applies ho4th. 5th. roof levels. If extreme fiber stress exceeds 0.2 f c, special boundary element is required Per wall spreadsheet, noboundary elements are required for these levels 1810.G.5where boundary elements are not required - if longitudinal reinforcing exceeds 400/fy, boundary transverse reinforcing must satisfy 18I2(o)through Per wall spreadsheet, all longitudinal reinforcing at all levels exceeds this limit and therefore, 18.7.2 and 181Q.8.4(a)must besatisfied. PANGOLIN STRUCTURAL Project Name U-Haul Tukwila, WA Subject Shear wall 2 and 3 Special Concrete Shear Wall provisions check ACI 318-14 Section 18.10 (cont'd) 18.7.5.2 Transverse reinforcement 18.7.5.2 Transverse reinforcement shall be in accordance with (a) through (f): (a) Transverse reinforcement shall comprise either single or overlapping spirals, circular hoops, or rectilinear hoops with or without crossties. (b) Bends of rectilinear hoops and crossties shall engage peripheral longitudinal reinforcing bars. (c) Crossties of the same or smaller bar size as the hoops shall be permitted, subject to the limitation of 25.7.2.2. Consecutive crossties shall be alternated end for end along the longitudinal reinforcement and around the perimeter of the cross section. (d) Where rectilinear hoops or crossties are used, they shall provide lateral support to longitudinal reinforcement in accordance with 25.7.2.2 and 25.7.2.3. (e) Reinforcement shall be arranged such that the spacing Ix, of longitudinal bars laterally supported by the corner of a crosstie or hoop leg shall not exceed 14 in. around the perimeter of the column. (f) Where P„> 0.3Arfir orf' >10,000 psi in columns with rectilinear hoops, every longitudinal bar or bundle of bars around the perimeter of the column core shall have lateral support provided by the corner of a hoop or by a seismic hook, and the value of h„ shall not exceed 8 in. P„ shall be the largest value in compression consistent with factored load combinations including E. Sheet No. Page 36 Project No, 19-060 Date 7/2019 Computed By cb ok! -ok! all ties and hoops are same size - ok! ok! 25.7.2.2 Diameter of tic bar shall be at least (a) or (b): (a) No. 3 enclosing No. 10 or smaller longitudinal bars (b) No. 4 enclosing No. 11 or larger longitudinal bars or bundled longitudinal bars 25.7.2.3 Rectilinear ties shall be arranged to satisfy (a) and (b): (a) Every corner and alternate longitudinal bar shall have lateral support provided by the corner of a tie with an included angle of not more than 135 degrees (b) No unsupported bar shall be farther than 6 in, clear on each side along the tie from a laterally supported bar esi PA \ GOLI STRUCTURA 11 til roi ravi Shear wall acceptance 19-060 UHaul Tukwila, WA CBlanton PSingleton June 2019 SHEAR WALL 2 & 3 - EXISTING SHEAR WALL REINFORCING AND CAPACITIES ACI 318-14 references 11.6,2 11.6.2 longitudinal reinforcing prov'd MIN hw bar As x 2 spacing transverse reinforcing prov'd Req'd bar As x 2 spacing Level hw (ft) Lw (ft) tw (in) Lw f'c size (In2) (in) pt p size (ifl2) (ft) pe Acv Vu (ln2) Roof 5th 4th 3rd 2nd 1st a fy 12.5 20.83 12 0.60 4000 5 0,62 18 0.0029 0.0029 5 0.62 18 0.0029 0.000001 255 2399,6 12.5 20.83 12 1.20 4000 5 0.62 18 0.0029 0,0037 5 0.62 12 0.0043 0.000003 400 2399.6 12.5 20,83 12 1,80 6000 5 0.62 18 0.0029 0.0042 5 0,62 7 0,0074 0,000003 489 2399.6 12.5 20.83 18 2.40 6000 7 1.2 14 0.0071 0.0027 7 1.2 14 0.0071 0,000002 583 3599.4 15,0 20.83 18 3.12 6000 7 1,2 12 0,0083 0.0007 7 1.2 12 0.0083 0.000003 669 3599.4 11,0 30 24 2,53 6000 7 1.2 12 0,0083 0.0024 7 1.2 12 0,0083 0.000000 747 6912.0 0.6 ACI 318-14, 21,2,4.1 3.0 ACI 318-14, 18.10.4.1 60000 ksi evrimeiris PASTRUCTURAL Mirir1rPiriri ei Shear wal acceptance 19-060 UHaul Tukwila, WA CB anton PSingleton June 2019 18,10,4,1 11.5.4.5 11.6,2 11.5.4.8 18,10.6.3 max max simple req'd Boundary Elements Actual stress Boundary (from RAM Element Pier size Acy*sqrt(fic) a Vn (kips) phi Vn Vc (k) 0.5phi Vc Vs d 0.8Lw 0.2f c Elements) Req'd? (41'2) bar size 151.8 3.0 868 6 521.137 304 91 121 199,968 800 440 NO 576 11 151.8 3.0 1075.2 645.118 304 91 363 199.968 800 770 NO 576 11 185.9 2.2 1620.3 972.184 372 112 443 199.968 1200 960 NO 576 11 278.8 2.0 2379.0 1427.42 558 167 414 199,968 1200 1120 see attached 1080 11 278.8 2.0 2636.1 1581.69 558 167 557 199,968 1200 1380 see attached 1080 14 535.4 2,0 5062.2 3037.32 1071 321 174 288 1200 840 see attached 1080 11 PA Fuc)T1u* As (end) South Wall no of bars As p riririri Pr. rri 19-060 UHau Shear wall acceptance As (end) North wall transverse reinforcing req'd per Pier size 18.7.5.2 (in^2) bar size no of bars As p transverse reinforcing req'd per 18,7.5.2 5 7.8 0,0135 YES 684 8 10 7,9 0,0115 YES 9 14,04 0.0244 YES 684 8 10 7,9 0.0115 YES 18 28,08 0,0488 YES 684 8 10 7,9 0.0115 YES 30 46.8 0,0433 YES 1296 11 16 24,96 0,0193 YES 30 67,5 0,0625 YES 1296 11 30 46,8 0.0361 YES 26 40.56 0,0376 YES 2256 11 12 18,72 0.0083 YES 400/fy = 0 00667 Tukwila, WA CBlanton PSingleton June 2019 twi in 141 rir ri SHEABWALL 163 Boot Rh 42A 3rd End 4000 psi 121n 4000 psi 121n 6000 psi 6000 psi 181n 6400 psi 18 in 6000 pal 24 in 24" 24" NI4s@18" IHIBS@ 18' IVI 4S @ 18" HI dS@5" IVI45 @ IB' IHlus@5" NI150a" INI47@8' E9 NI84@6" INI41@e" h%VB) min Sahmk Lead IA ifs) p 0.0025 wain walla 1SS 137 kips 12,5 p 0.0029 11.83 p 0.0019 11.5 p 0.0319 21.83 p 0.0329 11.5 p 0.0029 11.83 p 0.0103 12.5 p 011043 2183 p 0.0083 15 p 00061 21.83 p 00083 47 @ 8" 11 p 0.0065670 32 p 0.005 p 0.009405 p 0,005 IVI tli@7.S" lei*@7, IVI IHI 35' 36' 049 151 kips 69 85 kips 94 86 kips 86 84 kips 78 59 kips Boundary reinforcing rano kips delta lu/ delbtu/ tlin.i' Sin d31i delta. Se hwlelp c design boundary element req'd7 c@Elliw a=beau colt col wU A4rlpq"0.5 tun 60011.5dellaw/ hwl 16.37 0.577 2.885 0.019133 0.019133 1513 see attached -9516 8.185 11,86 0,0194 0.0135 19361 No YES YES 18.04 0.512 1.55 0.017067 0.017057 1705 see smashed 1.156 9,02 14,50 0,0194 0.0144 198.81 N0 YES YES 14,71 0.408 1.04 00139 0.0136 11.40 see attached 11.486 7.355 16.05 0.0410 0.0488 143.50 N0 YES YES 21.37 0.309 1.545 0.0103 0.0103 28.26 40 -4.816 10.685 21.19 00664 00433 365,24 YES YES 14.96 0.106 1,03 0.0057210.10572E 50.87 960 -1136 11,48 38.15 0.0429 0.0507 365,14 YES YES 0078 0.39 0.002955 0005 85,33 40 1.6 20 64.00 00090 00607 0.0376 713.87 YES YES YES Current Date: 9/23/2019 2:57 PM Units system: English le name: P:119-060 UHaul Tukwila WA\02_Calculations\B Structural Analysis Programs\RAM Elements\SW2\SW2 ist.cwd\ Analysis result $tresses - sy Page 41 ,1 Stresses Shells [Kip/In2] 0.91 0.79 0.68 0.56 0.44 0.33 0.21 0.09 -0.02 -0.14 -0.26 -0.37 -0.49 -0.61 EN. -0.72 1"." -0.84 enttey Current Date: 9/23/2019 2:58 PM Units system: English ile name: P:\19-060 UHaul Tukwila WA\02 Calculations\B Structural Analysis Programs\RAM Elements\SW2\SW2 2nd.cwd\ Analysis result Stresses - sy Page 42 Stresses Shells [Kip/in2] 1.31 -mom 1.13 0.95 0.77 0.59 0.41 0.23 0.05 -0.13 -0.31 -0.49 -0.66 Nig -0.84 - -1.02 1.20 ammil -1.39 er keg: Current Date: 9/23/2019 2:59 PM Units system: English fIle name: P:\19-060 UHaul Tukwila WA\02 Calculations\B Structural Analysis Programs\RAM Elements\SW2\SW2 3rd.cwd\ Stresses - sy Analysis result 15 Page 43 Stresses Shells [Kip/in2] 1.12 0.97 0.83 0.68 0.54 0.39 0.25 0.10 -0.05 -0.19 -0.34 -0.48 -0.63 0.77 - 0.92 -1.07 tleg Current Date: 9/23/2019 3:01 PM Units system: English Aile name: P:\19-060 UHaul Tukwila WA\02_Calculations\B Structural Analysis Programs\RAM Elements\SW2\SW2 4th.cwd\ Stresses - sy Analysis result 20 10 17 Page 44 Stresses Shells [Kip/in2] 0.86 EMI0.74 0.62 0.50 0.38 0.25 0.13 0.01 -0.11 -0.23 -0.35 -0.47 • 0.60 ai 00..8724 - -0.96 Bentley. arrant Date: 9/23/2019 3:01 PM Units system: English He name: P:\19-060 UHaul Tukwila WA\02_Calculations\B Structural Analysis Programs\RAM Elements\SW2\SW2 5th.cwd\ Stresses - sy Analysis result IS Page 45 Stresses Shells [Kip/in2] 1.63 1.47 1.31 1.15 "0.99 0.83 0.67 0.51 0.35 0.19 0.03 -0.13 -0.29 NEE - -0.45 -0.61 ® -0.77 Y n ley Current Date: 9/23/2019 3:03 PM Units system: English le name: P:\19-060 UHauI Tukwila WA\02 Calculations\B Structural Analysis Programs\RAM Elements\SW2\SW2 roof.cwd\ Stresses - sy Analysis result 3 6 Page 46 Stresses Shells [Kip/in2] 1.63 1.49 1.35 1.21 1.08 0.94 0,80 0.66 0.52 0.39 0.25 0.11 -0.03 -0.17 -0.30 -0.44 PANGOLIN STRUCTURAL U-Haul Tukwila, WA Project Name Subject Shear wall 5, 6, 7, 8 (E) SHEAR WALL 5, 6, 7, 8 - "op 4000 G405 t 44c-4-4r • 489ao f6,o e, v 4TH C8:20,67 t t 18 I v A&4-411— .1 IGOe .14*"7 13644= Ga41-1 5 LAYERS C•64-4r 11'- " A MD 30'-0" p A E;e1fri. C.96100 t 24" 07eitA .61 ce ,zolsve-o Sheet No. Page 47 Project No. 19-060 Date 7/2019 Computed By cb 1 0 14 0 ANL I 20'-0" f —2.68 C-0 CS4 itiPb tt'li7 H. 4-7@ 12. v, .07 e 12. H L-osTt.A0,) e4 -+ 51, 5 el* e • e64-A LI 1 'AS SHOWN, L.I LJ RAM WALL 5;6,7, 8 C)OPR MAP _4AVvALL 7c, v, wtqe.g4 144217.5_: FZ TYF'ICA - 54-4 F it'qyv-4.FAR y AR LAR L.Ap4TV 4;4-4. 54-4 PANGOLIN STRUCTURAL Project Name U-Haul Tukwila, WA Subject Shear wall 5, 6, 7, 8 Sheet No. Page 48 Project No. 19-060 Date 7/2019 Computed By cb 04 V4441", SlA11 4.4AC,040, APJ v"0e MORiZ. e vEa 4 7' EA FACV 2-S SECTION A *4 VE141- ,-1A-rCit SPAC.1146.11.4 At7J - 0* 5 a 12. OrtOVERT e.s 9* 7 4AFACIS SE C-Tionsi - e't0 vewr. P:14Att:,' SEOT 101,-1 c tru *ri=veter *G• e 4 ke • v - o• 01/4 'SECT OKi *10 VERT. (s 60F27.4,4 Ir. 0 ll veRr 'a=2 4 ,c,e41-10=217., SEC -Mors! E 111 =SEE 2v. FOIS RON* 44 e z SEC-TIOki F SEE EL.EV 4CW SZENS% es't • SEC-TiOk; G a/4"• V- 0' 6ES212. ram FreiN / *, vErcr Ash = 0.09sbcfc/fy / = 0.09 x 12 x 33 x 6/60 = 2.38 inA2 > 1.55 sEc,-Flow k Ash = 0.09 x 4 x 27 x 6/60 = 0.972 >1.24 PANGOLIN � D � �~ ��� |�� K � K � 8 � U N STQUCTURAL Project Name U-HmulTukwila, WA Subject Shear wall S Sheet No. Page 49 Project No. 19-060 Date 7/2019 Computed By cb Special Concrete Shear Wall provisions check 18.10.2 Reinforcement - rho t and rho I at least 0.0025 - per wall spreadsheet, all existing shear wall transverse and longitudinal reinforcing exceeds O.0025'OK! - existing wall reinforcing spacing does not exceed 18^'OK! ' 18.10.2.2 - at least two curtains of reinforcement - all existing walls have two curtains of reinforcement ' 1Ei1O.4Shear Strength ' 18.10.4.8 |fhv/Lwdoes NOT exceed 2.0. reinforcement ratio rho |nhaU be at least rho Per wall spreadsheet, all levels meet this criteria 181O.6Boundary Elements ofspecial structural walls - 18.10.G.2-walls with hw/Lw >2.O -perwoUaproadeheat DOES NOT APPLY. |fo> |w 600(1.5mu/hw) . boundary element isrequired noboundary elements are required for these levels '18.1O.G.3-walls with hw/Lw<2D'ALL WALL LEVELS If extreme fiber stress exceeds 0.2 fc, special boundary element is required Per wall spreadsheet, noboundary elements are required for these levels 18.10.G.5where boundary elements are not required - if longitudinal reinforcing exceeds 400/fy, boundary transverse reinforcing must satisfy 18I2(o)through (e) and 181O.G.4(a) Per wall spreadsheet, all longitudinal reinforcing at all levels exceeds this limit and therefore, 18.7.2 and 18.10.G4(m)must Le satisfied. PANGOLIN STRUCTURAL Project Name U-Haul Tukwila, WA Subject Shear wall 2 and 3 Sheet No. Page 50 Project No. 19-060 Date 7/2019 Computed By cb Special Concrete Shear Wall provisions check ACI 318-14 Section 18.10 (cont'd) 18.7.5.2 Transverse reinforcement 18.7.5.2 Transverse reinforcement shall be in accordance with (a) through (f): (a) Transverse reinforcement shall comprise either single or overlapping spirals, circular hoops, or rectilinear hoops with or without crossties. (b) Bends of rectilinear hoops and crossties shall engage peripheral longitudinal reinforcing bars. (c) Crossties of the same or smaller bar size as the hoops shall be permitted, subject to the limitation of 25.7.2.2. Consecutive crossties shall be alternated end for end along the longitudinal reinforcement arid around the perimeter of the cross section. (d) Where rectilinear hoops or crossties are used, they shall provide lateral support to longitudinal reinforcement in accordance with 25.7.2.2 and 25.7.2.3. (e) Reinforcement shall be arranged such that the spacing h, of longitudinal bars laterally supported by the corner of a crosstie or hoop leg shall not exceed 14 in. around the perimeter of the column. (f) Where P.> 0.3Agf,' or > 10,000 psi in columns with rectilinear hoops, every longitudinal bar or bundle of bars around the perimeter of the column core shall have lateral support provided by the comer of a hoop or by a seismic hook, and the value of hr shall not exceed 8 in. P„ shall be the largest value in compression consistent with factored load combinations including E. ok! ok! all ties and hoops are same - ok! okl 25.7.2.2 Diameter of tic bar shall be at least (a) or (b): (a) No. 3 enclosing No. 10 or smaller longitudinal bars (b) No. 4 enclosing No. 11 or larger longitudinal bars or bundled longitudinal bars 25.7.2.3 Rectilinear ties shall be arranged to satisfy (a) and (b): (a) Every comer and alternate longitudinal bar shall have lateral support provided by the corner of a tie with an included angle of not more than 135 degrees (b) No unsupported bar shall be farther than 6 in. clear on each side along the tie from a laterally supported bar ri Pi IN PA\ GUN STRUCTURA PS FS PM PS PM CR MI MI PM 111 ri Shear wall acceptance SHEAR WALL 5, 6, 7, 8 EXISTING SHEAR WALL REINFORCING AND CAPACITIES ACI 318-14 references 11.6.2 longitudinal reinforcing prov'd MIN hw / bar As x 2 spacing Level hw (ft) Lw (ft) tw (in, Lw f'c size (in2)* (in) Roof 12.5 91.25 12 5th 12,5 91.25 12 4th 12.5 91.25 12 3rd 12,5 91.25 18 2nd 15.0 91.25 18 1st 11.0 91.25 24 0 0.6 ACI 318-14, 21.2.4.1 a 3,0 ACI318-14, 18.104,1 fy 60000 ksi 0,14 0.27 0.41 0.55 0.71 0,83 m (D •••< 0) 0. 0) 0 3 11.6,2 transverse reinforcing prov'd Req'd bar As x 2 spacing p size (in2)* (in) p 19-060 UHaul Tukwila, WA Blanton PSingleton June 2019 Acv Vu (in2) 4000 5 0.62 18 0,0029 0.0029 5 0.62 18 0.0029 0.000000 901 10512,0 4000 5 0.62 18 0,0029 0,0029 5 0.62 18 0.0029 0.000003 1808 10512,0 6000 5 0.62 14 0,0037 0.0037 5 0.62 14 0.0037 0.000004 2592 10512,0 6000 5 0.62 12 0,0029 0.0029 5 0.62 12 0,0029 0,000003 3204 15768.0 6000 7 1.2 12 0,0056 0.0033 5 0.62 10 0.0034 0.000004 3460 15768.0 6000 7 1,8 12 0.0063 0.0056 7 1.8 12 0.0063 0.000002 3611 21024,0 o N a) 5 cen En) MIMI PI MI PA '''iWAJ.I1\ MI PI rtil PI MI ra PS ri Shear wall acceptance 19-060 UHaul Tukwila, WA CBlanton PSingleton June 2019 18.10.4.1 11.5.4,5 11,6,2 11.5.4.8 18,10,6.3 AcOsqrt(fc) max max simple req'd Boundary Elements Actual stress Boundary (from RAM Element Vn (kips) phi Vn Vc(k) 0.5phi Vc Vs d = 0.8lw 0.2fc Elements) Req'd? south end bar size 664,8 3,0 3804.9 2283 1330 399 172 876 800 770 NO 576 8 664,8 3,0 3804.9 2283 1330 399 1684 876 800 760 NO 576 8 814.3 2,2 4770.4 2862 1629 489 2691 876 1200 930 NO 576 8 1221,4 2,0 6379,8 3828 2443 733 2897 876 1200 940 NO 1080 8 1221,4 2.0 6922,9 4154 2443 733 3324 876 1200 940 NO 1080 10 1628,5 2.0 12769,5 7662 3257 977 2761 876 1200 950 NO 1080 11 rill POI FA PA\ GOL! N STRUCTURA As (end) transverse reinforcing req'd per no of bars As p 18.7.5.2 16 12.64 0.0219 YES 16 12.64 0.0219 YES 16 12.64 0,0219 YES 16 12.64 0.0117 YES 30 38.1 0,0353 YES 16 24.96 0.0231 YES 400/fy: 0.00667 Shear wal acceptance rl 19-060 UHaul Tukwila, WA CBlanton PSingleton June 2019 Page 54 s 4 A Wad vett mitt mit a1(511 Me it Senttey.: Current Date: 9/23/2019 3:06 PM Units system: English Mile name: P:\19-060 UHaul Tukwila WA\02 Calculations1B Structural Analysis Programs\RAM Elements\SW5\SW5 lst.cwc11 Analysis result tresses - sy Page 55 f, 70 eo so 30 20 f a Lenoth 01 Stresses Shells [Kip/in.2] 1.89 1.70 min 1.51 1.32 1.13 0.94 0.75 0.56 0.37 0.18 -4.350E-03 .0.19 Ewe -0.38 awl. El -0.76 -0.95 Current Date: 9/23/2019 3:07 PM Units system: English ile name: P:\19-060 UHaul Tukwila WA\02_Calculations\B Structural Analysis Programs\RAM Elements\SW5\SW5_2nd.cwd\ Analysis result tresses - sy Page 56 01 Stresses Shells [Kip/In2] 1.89 =1.70 al 1.51 1.32 1.13 0.94 0.76 0.57 0.38 0.19 2.044E-03 on -0.19 -0.37 11 -0.56 -0.75 -0.94 entteu Current Date: 9/23/2019 3:08 PM Units system: English le name: P:\19-060 UHaul Tukwila WA\02 Calculations\B Structural Anal sis Pro•rams\RAM Elements\SW5\SW5 3rd.cwd\ Page 57 Analysis result t0 20 30 <0 90 90 ]0 90 90 100 Length (3] Stresses Shells [Kip/In2] 1.89 - 1.70 1.51 ti1.32 1.13 0.94 0.76 0.57 0.38 0.19 4.074E-03 -0.18 0.37 -0.56 Elm 0.75 -0.94 Bentley* Current Date: 9/23/2019 3:09 PM Units system: English file name: P:\19-060 UHaul Tukwila WA\02 Calculations\B Structural Analysis Programs\RAM Elements\SW5\SW5 4th.cwd\ Analysis result tresses - sy Page 58 40- 30 — 20 — 10— o— 10 20 30 40 00 e0 70 80 90 100 Length (01 Stresses Shells [Kip/In2] mom 1.88 1.70 ▪ 1.51 1.32 1.13 0.95 0.76 0.57 0.38 0.20 9.969E-03 -0.18 -0.36 -0.55 0.74 - -0.93 Current Date: 9/23/2019 3:11 PM Units system: English '"ile name: P:119-060 UHaul Tukwila WA\02_Calculations\B Structural Analysis Programs\RAM Elements\SW5\SW5 5th.cwd\ Stresses - sy Analysis result Page 59 0 10 20 30 40 50 60 70 80 90 100 Length [tt] 30- 20- 10 — o Stresses Shells [Klp/in2] 1.89 111 1,70 Now 1.51 1.33 1.14 0.95 0.76 0.58 0.39 0.20 0.02 -0.17 -0.36 -0.54 am -0.73 -0.92 :Benne Current Date: 9/23/2019 3:21 PM Units system: English ?]le name: P:\19-060 UHaul Tukwila WA\02_Calculations\B Structural Analysis Programs\RAM Elements\SW5\SW5 roof.cwd\ tresses - sy i Page 60 Analysis result Stresses Shells [Kip/in2] I 1.91 1.75 1.59 1.26 1.10 0.94 0.77 0.61 0.45 0.29 0.12 -0.04 -0.20 -0.36 -0.53 0 10 20 30 40 50 60 70 60 90 Length [ft] Service Design: Top Stress Plan U-Haul of Duwamish - Level 5,cpt - 8/25/2C Service Design: User Lines; User Notes; User Dimensions; Latitude Span Designs; Longitude Span Designs; Latitude DS Designs; Longitude DS Designs; Drawing Import: User Lines; User Notes; User Dimensions; Element: Wall Elements Below; Wall Elements Above; Wall Element Outline Only; Column Elements Below; Column Elements Above; Slab Elements; Slab Element Outline Only; Scale .1:340 Service Design • Sedlon Analysts Plot (Gross Section Top Concrete Stressi(Conted: Max Demsndi 316 261 168 10911 S 127 120 126 iwr. a5.5-205 35.1 •61 r.22 67.4 44 181 25.1l'60.B-924 • ^ .128'18. 127' 403 -9o.S •114.121 401 psit •117 `'a .110 check 90 01.1 .113 8 24.8 etrofit plan no of here by compariso to -52.2 •2140.8 •298.3C� 4.43 •246 •319 .1 90 OK in retrofit by comparison to other floors a 11.61.3.85.1 �ir •80.346 5!.60,9 -Circled strips where positive number exceeds 398psi - negative numbers are compression (ok) Max allowable compressive stress = 0.6f c = 2400psi (OK) Consider: For 4000 psi 28-day strength concrete, expected final strength would exceed 5000psi, Consider' For 1-way 4000 psi slabs, tensile stress limit would be 7.5 sgrt(fc) = 474 psi 401 psi (OK) •281 .A.d reinforcing where may tensile stress is 400 psi or greater (5% overstress for 4000 psi concrete) 112 WA Li Service nesian: Tnn Stress Plan • IOW Vol B, Page 1 Yid p PANGOLIN; STRUCTURAL, STRUCTURAL CALCULATIONS Volume B U Haul of Duwamish 2925 S. 112th St Tukwila, WA pEVI FEW E-1\ OCT 0 7 2019 I RED MIDDLETON, INC. REVIEWED FOR CODE COMPLIANCE APPROVED OCT 10 2019 City of Tukwila BUILDING DIVISION 19-060 8/29/2019 1440 E Missouri Ave Suite C195 Phoenix, AZ 85014 p.602.888.0336 www.pangoknstr.com 5t1-' 0 5 2019 REID MIDDLETON, INC. PANGOLIN STRUCTURAL Structural Calculations Volume B Table of Contents Vol B, Page 2 Lateral Analysis Description Existing Shear Wall Info Shear wall layout Criteria Mass and Exposure Building Story Shears Frame/Wall Story Shears Shear Wall Design Shear wall 1 and 4 Shear wall 2 and 3 Shear wall 5, 6, 7, 8 Shear wall 20 and 21 Shear wall 30, 31, 32, 33 Lateral Foundations Diaphragm Checks 8/29/2019 1 PANGOI I STRUCTURAL Project Name U-Haul Tukwila, WA Sheet No. Vol B, 1:19 3 Project No. 19-060 Date 7/2019 Subject Computed By cb Lateral analysis - approach and summary The existing lateral system is concrete shear walls. Due to the change in occupancy from office (designed for 100 psf LL) to self storage (designed for 125 psf LL), per the IBC, a portion of the self storage live loads are required to be considered in the seismic mass. As such, this will increase the lateral loads by more than 10% and therefore a seismic upgrade is required. Utilizing the IBC 2015 seismic loads and the site soil information from the updated/new geotechnical report, the existing structure was evaluated and deemed inadequate. As such, additional shear walls were added to accommodate the updated/larger seismic forces. A modal analysis was performed (in RAM Structural software) to review and design the upgrade of the lateral system. Existing shear wall reinforcing was checked (Chapter 18 of the ACI 318-14) for the parameters required for Special Reinforced Concrete Shear Walls. Vol B, Page 4 pp ASCE. AMERICAN SOCIETY OF CML ENGINEERS Address: 2925 S 112th St Seattle, Washington 98168 ASCE 7 Hazards Report Standard: ASCE/SEI 7-10 Elevation: 12.24 ft (NAVD 88) Risk Category: II Latitude: 47.502952 Soil Class: E - Soft Clay Soil Longitude: -122.295042 830,410: „Seattle F.Vrrconly-Pin, , tareis tar'. 1 .11,nr 'Bellevue - 1,44:,4014 oar. es* San 1 Renton ) • , TUI .1 . . KefIt •, gE 2,2,4 :,,CovIreplan https://asce7hazardtool.online/ Page 1 of 3 Wed Aug 14 2019 • Vol B, Page 5 NMI ASCE AMERICAN SOCIETY OF CML ENGINEERS Seismic Site Soil Class: Results: Ss : F, SMS SM1 Seismic Design Category Data Accessed: Date Source: E - Soft Clay Soil 1.52 0.572 0.9 2.4 1.368 1.372 MCER Response Spectrum 2(g) vs i4 ls) Sa S DS : S D1 : T L : PGA: PG: m Fp le 1.0 0.9 0_8 0.7 0.6 05 0.4 0 3 0.2 0.1 0 0.912 0.915 6 0.634 0.571 0.9 1 Design Response Spectrum 2 3 sa (g) vs T(s) 4 5 Wed Aug 14 2019 USGS Seismic Design Maps based on ASCE/SEI 7-10, incorporating Supplement 1 and errata of March 31, 2013, and ASCE/SEI 7-10 Table 1.5-2. Additional data for site -specific ground motion procedures in accordance with ASCE/SEI 7-10 Ch. 21 are available from USGS. 7 https://asce7hazardtool.online/ Page 2 of 3 Wed Aug 14 2019 Vol B, Page 6 z tot 6.1 ASCE AMERICAN SOCIETY OF CIVIL ENGINEERS The ASCE 7 Hazard Tool is provided for your convenience, for informational purposes only, and is provided "as is" and without warranties of any kind. The location data included herein has been obtained from information developed, produced, and maintained by third party providers; or has been extrapolated from maps incorporated in the ASCE 7 standard. While ASCE has made every effort to use data obtained from reliable sources or methodologies, ASCE does not make any representations or warranties as to the accuracy, completeness, reliability, currency, or quality of any data provided herein. Any third -party links provided by this Tool should not be construed as an endorsement, affiliation, relationship, or sponsorship of such third -party content by or from ASCE. ASCE does not intend, nor should anyone interpret, the results provided by this Tool to replace the sound judgment of a competent professional, having knowledge and experience in the appropriate field(s) of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the contents of this Tool or the ASCE 7 standard. In using this Tool, you expressly assume all risks associated with your use. Under no circumstances shall ASCE or its officers, directors, employees, members, affiliates, or agents be liable to you or any other person for any direct, indirect, special, incidental, or consequential damages arising from or related to your use of, or reliance on, the Tool or any information obtained therein, To the fullest extent permitted by law, you agree to release and hold harmless ASCE from any arid all liability of any nature arising out of or resulting from any use of data provided by the ASCE 7 Hazard Tool. https://asce7hazardtoolonline/ Page 3 of 3 Wed Aug 14 2019 taBase: 19-060_Existing Bldg_IBC_MOD6.4 DYN_FDNs 08/28/2019 14:17:39 Vol B, Page 7 r 1 e - a la 4 I Project Name U-Haul Tukwila, WA Date 7/2019 N PANGOLIN Sheet No. Voi R, Par 8 STRUCTURAL Project No. 19-060 Subject Computed By cb SHEAR WALL LAYOUT 1- NORTH (E) WA L 8 WALL 3_1 (E) WALL 1 i i i i 1 I I P4 eAMFrameaoalyaio.arAn'I ,taaaae' I9-060_Ezioting aIdg_IBC_MOo6'4_DI0_Fnma 08/28/2019 14:22:45 Vol B, Page 9 � � � Criteria, Mass and Exposure Data Vol B, Page 10 r MMScWrsISym RAM Frame 16.01.00.20 FAIBentley. DataBase: 19-060_Existing Bldg_IBC_MOD6.4_DYN_FDNs 08/27/19 10:20:32 CRITERIA: Rigid End Zones: Ignore Effects Member Force Output: At Centerline ofJoint P-Delta: Yes Scale Factor: 1.00 Ground Level: FDN Mesh Criteria : Max. Distance Between Nodes on Mesh Line (ft) : 4.00 Merge Node Tolerance (in) : 0.0100 Geometry Tolerance (in) : 0.0050 Walls Out -of -plane Stiffness Not Included in Analysis. Sign considered for Dynamic Load Case Results. Rigid Links Included at Fixed Beam -to -Wall Locations Eigenvalue Analysis : Eigen Vectors (Subspace Iteration) DIAPHRAGM DATA: Story Diaph # Diaph Type PentRoof 1 Rigid Roof 1 Semirigid 5th 1 Semirigid 4th 1 Semirigid 3rd 1 Semirigid 2nd 1 Semirigid 1st 1 Semirigid Disconnect Internal Nodes of Beams: Yes Disconnect Nodes outside Slab Boundary: Yes Semirigid Diaphragm Parameters: Use Slab Edges for Exterior Boundary Calculate Diaphragm Mass Hard Node Density Factor: 1.00 STORY MASS DATA: Includes Self Mass of: Beams Columns (Half mass of columns above and below Walls (Half mass of walls above and below) Slabs/Deck Calculated Values: Story Diaph # Weight Mass MMI Xm Ym EccX EccY kips k-s2/ft ft-k-s2 ft ft ft ft PentRoof 1 46.52 1.44 1810 142.95 76.84 5.81 1.14 Roof 1 4177.29 129.73 796033 158.67 87.19 13.42 5.93 5th 1 5646.51 175.36 1174986 158.16 85.99 13.73 6.22 4th 1 6016.01 186.83 1322527 155.75 •83.26 14.02 6.52 3rd 1 6521.27 202.52 1470593 153.43 80.87 14.38 6.82 Criteria, Mass and Exposure Data Vol B, Page 11 RAM Structural System RAM Frame 16.01.00.20 Page 2/4 jleentlev DataBase: 19-060_Existing Bldg_IBC_MOD6.4_DYN_FDNs 08/27/19 10:20:32 Story 2nd 1st FDN Diaph # Weight Mass MMI Xm Ym EccX EccY 1 7309.05 226.99 1721511 149.03 77.91 14.91 7.40 None 2.54 0.08 3 0.60 77.89 1 7688.11 238.76 1796636 149.88 76.57 14.96 7.43 None 8.33 0.26 65 2.64 70.04 None 2022.04 62.80 249736 153.42 90.77 Story Diaph # Combine PentRoof 1 None Roof 1 None 5th 1 None 4th 1 None 3rd 1 None 2nd 1 None None 1-2nd 1st 1 None None 1-1st FDN None None Combined/Merged Values: Story Diaph # Weight Mass MMI Xm Ym EccX EccY kips k-s2/ft ft-k-s2 ft ft ft ft PentRoof 1 46.5 1.44 1810 142.95 76.84 5.81 1.14 Roof 1 4177.3 129.73 796033 158.67 87.19 13.42 5.93 5th 1 5646.5 175.36 1174986 158.16 85.99 13.73 6.22 4th 1 6016.0 186.83 1322527 155.75 83.26 14.02 6.52 3rd 1 6521.3 202.52 1470593 153.43 80.87 14.38 6.82 2nd 1 7311.6 227.07 1723249 148.98 77.91 14.91 7.40 1st 1 7696.4 239.02 1802315 149.72 76.56 14.96 7.43 Some mass has been detected on one or more stories that is not associated with any diaphragms. It will be ignored in Analysis unless it is combined with one or more diaphragms. See the Loads - Masses command. Distributed Mass Values for Pseudo -Flexible or Meshed Diaphragms: Story Diaph # Total Weight Total Mass kips k-s2/ft Roof 1 4183.39 129.919 5th 1 5660.15 175.781 4th 1 6029.65 187.256 3rd 1 6534.92 202.948 2nd 1 7324.63 227.473 1st 1 7702.64 239.212 WIND EXPOSURE DATA: Calculated Values: Story Diaph # Building Extents (ft) Expose Parapet u • Criteria, Mass and Exposure Data RAM Structural System RAM Frame 16.01.00.20 Bentley DataBase: 19-060_Existing Bldg_IBC_MOD6.4_DYN_FDNs Vol B, Page 12 Page 3/4 08/27/19 10:20:32 PentRoof Roof 5th 4th 3rd 2nd 1st Min X Max X Min Y Max Y ft 1 87.25 203.50 65.42 88.25 Full 0.00 1 30.00 298.50 29.00 147.50 Full 0.00 1 24.00 298.50 23.00 147.50 Full 0.00 1 18.00 298.50 17.00 147.50 Full 0.00 1 10.96 298.50 11.00 147.50 Full 0.00 1 0.20 298.50 -0.59 147.50 Full 0.00 1 -0.63 298.50 -1.100 147.50 Full 0.00 STORY GRAVITY LOADS DATA: Includes Weight of: Beams Columns Walls Slabs/Deck Live Load Reduction (Calculated) Reducible : 60.00 % Storage : 20.00 % Roof : 40.00 % Calculated Values: Story Diaph # Dead Xc Yc Live Xc Yc kips ft ft kips ft ft PentRoof 1 49.13 141.51 76.84 0.00 0.00 0.00 Roof 1 4541.85 158.98 88.21 142.79 145.37 76.83 5th 1 4441.57 158.07 86.41 2968.69 147.49 76.95 4th 1 4709.96 155.83 83.84 3209.43 147.49 76.95 3rd 1 5339.93 153.08 81.56 3405.34 147.49 76.95 2nd 1 5926.63 149.47 79.08 3696.95 147.49 76.95 None 2.54 0.60 77.89 0.00 0.00 0.00 1st 1 6214.15 150.42 77.45 3797.78 149.13 77.06 None 8.33 2.64 70.04 0.00 0.00 0.00 FDN None 1166.92 153.12 92.72 0.00 0.00 0.00 Story Diaph # Roof Xc 1 Yc Combine kips ft ft PentRoof 1 39.81 145.38 76.84 None Roof 1 405.33 160.64 87.63 None 5th 1 0.00 0.00 0.00 None 4th 1 0.00 0.00 0.00 None 3rd 1 0.00 0.00 10.00 None 2nd 1 0.00 0.00 0.00 None None 0.00 0.00 0.00 1-2nd 1st 1 0.00 0.00 0.00 None None 0.00 0.00 0.00 1-Ist FDN None 0.00 0.00 0.00 None Criteria, Mass and Exposure Data RAM Structural Sysiem RAM Frame 16.01.00.20 Vol B, Page 13 Page 4/4 'fa BentleyDataBase: 19-060_Existing Bldg_lBC_MOD6.4 DYN_FDNs 08/27/19 10:20:32 User Specified Values: Story Diaph # Dead Xc Yc Live Xc Yc kips ft ft kips ft ft PentRoof 1 49.13 141.51 76.84 0.00 0.00 0.00 Roof 1 4541.85 158.98 88.21 142.79 145.37 76.83 5th 1 4441.57 158.07 86.41 2968.69 147.49 76.95 4th 1 4709.96 155.83 83.84 3209.43 147.49 76.95 3rd 1 5339.93 153.08 81.56 3405.34 147.49 76.95 2nd 1 5929.17 149.40 79.08 3696.95 147.49 76.95 1st 1 6222.48 150.22 177.44 3797.78 149.13 77.06 Story Diaph # Roof Xc Yc kips ft ft PentRoof 1 39.8 145.38 76.84 Roof 1 405.3 160.64 87.63 5th 1 0.0 0.00 0.00 4th 1 0.0 0.00 0.00 3rd 1 0.0 0.00 0.00 2nd 1 0.0 0.00 0.00 1st 1 0.0 0.00 10.00 Some Gravity Load has been detected on one or more stories that is not associated with any diaphragms. It will be ignored in Notional Loads unless it is combined with one or more diaphragrns. See the Loads - Gravity for Notional command. • Loads and Applied Forces RAM Structural System RAM Frame 16.01.00.20 Bentley. DataBase: 19-060_Existing Bldg_IBC_MOD6.4_DYN_FDNs Vol B, Page 14 08/09/19 15:05:12 LOAD CASE: Seismic Seismic ASCE 7-10 Equivalent Lateral Force Site Class: E Importance Factor: 1.00 Ss: 1.519 g Fa: 0.900 Fv: 2.400 SDs: 0.911 g Seismic Design Category: D Provisions for: Force Ground Level: FDN Sl: 0.571 g SDI: 0.914 g Dir Eccent R Ta Equation Building Period-T X + And - 6.0 Std,Ct=0.020,x=0.75 Calculated Y + And - 6.0 Std,Ct=0.020,x=0.75 Calculated TL: 6.00 s Dir Ta Cu T T-used Cs Cs(max) Cs(min) Cs -used Eq12.8-2 Eq12.8-3 Eq12.8-5 X 0.589 1.400 0.431 0.431 0.152 0.353 0.040 0.152 1.000 Dir Ta Cu T T-used Cs Cs(max) Cs(min) Cs -used Eq12.8-2 Eq12.8-3 Eq12.8-5 Y 0.589 1.400 0.615 0.615 0.152 0.248 0.040 0.152 1.057 Total Building Weight (kips) = 37484.34 APPLIED DIAPHRAGM FORCES Type: EQ_ASCE710_X_+E_F Level Diaph.# Ht Fx Fy X Y MI ft kips kips ft ft *am PentRoof 1 91.00 15.90 0.00 142.95 77.98 Roof 1 76.00 1194.34 0.00 158.72 93.16 !IP 5th 1 63.50 1349.83 0.00 158.24 92.29 4th 1 51.00 1154.90 0.00 155.83 89.86 in 3rd 1 38.50 944.91 0.00 153.50 87.77 2nd 1 26.00 715.43 0.00 149.06 85.40 1st 1 11.00 318.55 0.00 149.79 84.06 Applied Loads for Pseudo -Flexible or Semirigid Diaphragms: Story Diaph # Sum Fx Sum Fy kips kips Roof 1 1194.343 0.000 5th 1 1349.826 0.000 4th 1 1154.902 0.000 3rd 1 944.912 0.000 2nd 1 715.432 0.000 1st 1 318.555 0,000 5677.97 0.00 Loads and Applied Forces Vol B, Page 15 RAM Structural System RAM Frame 16.01.00.20 Page 2/6 7411Bentley. DataBase: 19-060 Existing Bldg IBC MOD6.4_DYN_FDNs 08/09/19 15:05:12 APPLIED STORY FORCES Type: EQ_ASCE710_X_+E_F Level Ht Fx Fy ft kips kips PentRoof 91.00 15.90 0.00 Roof 76.00 1194.34 0.00 5th 63.50 1349.83 0.00 4th 51.00 1154.90 0.00 3rd 38.50 944.91 0.00 2nd 26.00 715.43 0.00 1st 11.00 318.55 0.00 5693.87 0.00 APPLIED DIAPHRAGM FORCES Type: EQ_ASCE710_X_-E_F Level Diaph.# Ht Fx ft kips PentRoof 1 91.00 15.90 Roof 1 76.00 1194.34 5th 1 63.50 1349.83 4th 1 51.00 1154.90 3rd 1 38.50 944.91 2nd 1 26.00 715.43 1st 1 11.00 318.55 Fy X Y kips ft ft 0.00 142.95 75.69 0.00 158.72 81.31 0.00 158.24 79.84 0.00 155.83 76.81 0.00 153.50 74.12 0.00 149.06 70.59 0.00 149.79 69.21 Applied Loads for Pseudo -Flexible or Semirigid Diaphragms: Story Diaph # Sum Fx Sum Fy kips kips Roof 1 1194.343 0.000 5th 1 1349.826 0.000 4th 1 1154.902 0.000 3rd 1 944.912 0.000 2nd 1 715.432 0.000 1st 1 318.555 0.000 5677.97 0.00 APPLIED STORY FORCES Type: EQ_ASCE710_X_-E_F Level Ht Fx Fy ft kips kips PentRoof 91.00 15.90 0.00 Roof 76.00 1194.34 0.00 Loads a nck.pliiJF RAM Structural System RAM Frame 16.01.00.20 FAlBentley. DataBase: 19-060_Existing B1dg_IBC_MOD6.4_DYN_FDNs Vol B, Page 16 Page 3/6 08/09/19 15:05:12 5th 63.50 1349.83 0.00 4th 51.00 1154.90 0.00 3rd 38.50 944.91 0.00 2nd 26.00 715.43 0.00 1st 11.00 318.55 0.00 5693.87 0.00 APPLIED DIAPHRAGM FORCES Type: EQ ASCE710 Y +E_F Level Diaph.# Ht Fx Fy X Y ft kips kips ft ft PentRoof 1 91.00 0.00 16.51 148.77 76.84 Roof 1 76.00 0.00 1227.14 172.15 87.24 5th 1 63.50 0.00 1372.66 171.96 86.07 4th 1 51.00 0.00 1159.75 169.85 83.34 3rd 1 38.50 0.00 933.69 167.88 80.95 2nd 1 26.00 0.00 691.19 163.97 77.99 1st 1 11.00 0.00 292.93 164.75 76.64 Applied Loads for Pseudo -Flexible or Semirigid Diaphragms: Story Diaph # Sum Fx Sum Fy kips kips Roof 1 0.000 1227.137 5th 1 0.000 1372.658 4th 1 0.000 1159.754 3rd 1 0.000 933.692 2nd 1 0.000 691.187 1st 1 0.000 292.935 0.00 5677.36 MO • APPLIED STORY FORCES J Type: EQ_ASCE710 Y +E F Level Ht Fx Fy • ft kips kips J PentRoof 91.00 0.00 16.51 Roof 76.00 0.00 1227.14 II! 5th 63.50 0.00 1372.66 .• 4th 51.00 0.00 1159.75 3rd 38.50 0.00 933.69 PI 2nd 26.00 0.00 691.19 Nod 1St 11.00 0.00 292.93 ino Loads and Applied Forces FIAIN Structural SyStem RAM Frame 16.01.00.20 Vol B, Page 17 Page 4/6 Bentley• DataBase: 19-060_Existing Bldg_IBC_MOD6.4_DYN_FDNs 08/09/19 15:05:12 0.00 5693.87 APPLIED DIAPHRAGM FORCES Type: EQ_ASCE710_Y_-E_F Level Diaph.# Ht Fx Fy X Y ft kips kips ft ft PentRoof 1 91.00 0.00 16.51 137.14 76.84 Roof 1 76.00 0.00 1227.14 145.30 87.24 5th 1 63.50 0.00 1372.66 144.51 86.07 4th 1 51.00 0.00 1159.75 141.80 83.34 3rd 1 38.50 0.00 933.69 139.12 80.95 2nd 1 26.00 0.00 691.19 134.14 77.99 1st 1 11.00 0.00 292.93 134.84 76.64 Applied Loads for Pseudo -Flexible or Semirigid Diaphragms: Story Diaph # Sum Fx Sum Fy kips kips. Roof 1 0.000 1227.137 5th 1 0.000 1372.658 4th 1 0.000 1159.754 3rd 1 0.000 933.692 2nd 1 0.000 691.187 1st 1 0.000 292.935 0.00 5677.36 APPLIED STORY FORCES Type: EQ_ASCE710 Y -E F Level Ht Fx Fy ft kips kips PentRoof 91.00 0.00 16.51 Roof 76.00 0.00 1227.14 5th 63.50 0.00 1372.66 4th 51.00 0.00 1159.75 3rd 38.50 0.00 933.69 2nd 26.00 0.00 691.19 1st 11.00 0.00 292.93 0.00 5693.87 Loads and Applied Forces Vol B, Page 18 RAM Structural sworn RAM Frame 16.01.00.20 Page 5/6 Bentley• DataBase: 19-060_Existing Bldg_IBC MOD6.4_DYN FDNs 08/09/19 15:05:12 LOAD CASE: Modal Responsc Dynamic Response Spectra for ASCE 7-10 Damping Ratio: 0.05 Scale Factors (X-Dir): 0.1890 (Y-Dir): 0.2520 Site Class: E Ss: 1.519 g Si: 0.571 g Fa: 0.900 Fv: 2.400 SDS: 0.911 g SDI: 0.914 g Ts: 1.002 To: 0.200 TL: 6.000 Modal Combination Technique: CQC Ground Level: FDN Dir Eccent X Y + And - DIRECTION Type: Dyn_ASCE710_CQC_X_+E X-Axis Type: Dyn ASCE710 CQC X -E X-Axis Type: Dyn_ASCE710 CQC_Y +E Y-Axis Type: Dyn_ASCE710_CQC_Y_-E Y-Axis GENERATED RESPONSE SPECTRA CURVE Period Spectral Acceleration 0.0000 (To) 0.3646 g 0.2005 (To) 0.9114 g 1.0024 (Ts) 0.9114 g 1.0024 < T < 6.0000 (TL) Sa= 0.914 g/T T > 6.0000 Sa = 5.482 g / (T*T) IOW iimll Loads and ApDlied Forces RAM Structural System RAM. Frame 16.01.00.20 Vol B, Page 19 Page 6/6 LtrilEientley• DataBase: 19-060_Existing .Bldg_1.BC_MOD6.4_DYN_FDNs 08/09/19 15:05:12 LOAD MULTIPLIERS FOR ECCENTRIC LOADING ON SEMIRIGID DIAPHRAGM:SEISMIC AND RESPONSE SPECTRA LOAD CASES Story : Roof Diaph. #: 1 Loading Direction Top Region Bottom Region Left Region Right Region +X 1.21 0.78 --- --- -X 0.79 1.22 --- +Y --- -- 0.78 1.22 - Y --- 1.22 0.78 Story : 5th Diaph. #: 1 Loading Direction Top Region Bottom Region Left Region Right Region +X 1.20 0.78 --- --- -X 0.80 1.22 --- --- +Y ___ ___ 0.78 1.22 - Y --- --- 1.22 0.78 Story : 4th Diaph. #: 1 Loading Direction Top Region Bottom Region I Left Region Right Region +X 1.20 0.78 --- --- - X 0.80 1.22 --- +Y --- 0.78 1.22 -Y --- --- 1.22 0.78 Story : 3rd Diaph. #: 1 Loading Direction Top Region Bottom Region Left Region Right Region +X 1.20 0.78 --- --- -X 0.80 1.22 ' --- --- +Y --- --- 0.78 1.22 -Y --- --- 1.22 0.78 Story : 2nd Diaph. #: 1 Loading Direction Top Region Bottom Region Left Region Right Region +X 1.21 0.77 --- --- -X 0.79 1.23 --- --- +Y --- --- 0.78 1.23 -Y --- --- 1.22 0.77 Story : 1st Diaph. #: 1 Loading Direction Top Region Bottom Region Left Region Right Region +X 1.21 0.77 --- --- -X 0.79 1.23 --- --- +Y -__ -_ 0.78 1.23 -Y 1.23 0.77 PI Building Story Shears Vol B, Page 20 RAM Structural System RAM Frame 16.01.00.20 %leenttey• DataBase: 19-060_Existing Bldg_IBC_MOD6.4_DYN _FDNs 08/09/19 15:05:12 CRITERIA: Rigid End Zones: Ignore Effects Member Force Output: At Centerline ofJoint P-Delta: Yes Scale Factor: 1.00 Ground Level: FDN Mesh Criteria : Max. Distance Between Nodes on Mesh Line (ft) : 4.00 Merge Node Tolerance (in) : 0.0100 Geometry Tolerance (in) : 0.0050 Walls Out -of -plane Stiffness Not Included in Analysis. Sign considered for Dynamic Load Case Results. Rigid Links Included at Fixed Beam -to -Wall Locations Eigenvalue Analysis : Eigen Vectors (Subspace Iteration) Load Case: El Seismic EQ_ASCE710__X_+E_F Level Diaph. # Shear-X Shear-Y kips kips PentRoof 1 15.93 -0.09 PentRoof None 0.00 0.10 Roof 1 1210.27 0.00 5th 1 2560.10 0.00 4th 1 3715.00 0.00 3rd 1 4659.91 0.00 2nd 1 5375.34 0.00 1st 1 5693.90 0.00 FDN None 5693.91 0.01 Summary - Total Story Shears Level Shear-X Change-X Shear-Y Change-Y kips kips kips kips PentRoof 15.93 15.93 0.00 0.00 Roof 1210.27 1194.34 0.00 -0.00 5th 2560.10 1349.83 0.00 -0.00 4th 3715.00 1154.90 0.00 -0.00 3rd 4659.91 944.91 0.00 -0.00 2nd 5375.34 715.43 0 00 0.00 1st 5693.90 318.55 0 00 -0.00 FDN 5693.91 0.01 0 01 0.01 Load Case: E2 Seismic EQ_ASCE7lO_X_-E_F Level Diaph. # Shear-X Shear-Y kips kips PentRoof 1 15.93 -0.05 PentRoof None -0.00 0.05 Roof 1 1210.28 -0.00 Building Story Shears Vol B, Page 21 RAM strum.' sygem RAM Frame 16.01.00.20 Page 2/5 FilBentleg DataBase: 19-060_Existing Bldg_IBC_MOD6.4_DYN_FDNs 08/09/19 15:05:12 5th 4th 3rd 2nd 1st FDN 1 2560.10 -0.00 1 3715.00 -0.00 1 4659.91 -0.00 1 5375.35 -0.00 1 5693.90 -0.00 None 5693.91 0.00 Summary - Total Story Shears Level Shear-X Change-X Shear-Y Change-Y kips kips kips kips PentRoof 15.93 15.93 -0.00 -0.00 Roof 1210.28 1194.34 -0.00 -0.00 5th 2560.10 1349.83 -0.00 -0.00 4th 3715.00 1154.90 -0.00 -0.00 3rd 4659.91 944.91 -0.00 0.00 2nd 5375.35 715.43 -0.00 0.00 1st 5693.90 318.55 -0.00 -0.00 FDN 5693.91 0.01 0.00 0.01 Load Case: E3 Seismic EQ_ASCE710_Y_+E_F Level Diaph. # Shear-X Shear-Y kips kips PentRoof 1 0.00 0.44 PentRoof None 0.00 16.13 Roof 1 0.00 1243.71 5th 1 0.00 2616.37 4th 1 0.00 3776.12 3rd 1 0.00 4709.81 2nd 1 0.00 5401.00 1st 1 0.00 5693.94 FDN None 0.01 5693.94 Summary - Total Story Shears Level Shear-X Change-X Shear-Y Change-Y kips kips kips kips PentRoof 0.00 0.00 16.57 16.57 Roof 0.00 0.00 1243.71 1227.14 5th 0.00 0.00 261637 1372.66 4th 0.00 -0.00 3776.12 1159.75 3rd 0.00 0.00 4709.81 933.69 2nd 0.00 -0.00 5401.00 691.19 1st 0.00 -0.00 5693.94 292.94 FDN 0.01 0.01 5693.94 0.01 Building Story Shears Vol B, Page 22 RAmstrumais,,.. RAM Frame 16.01.00.20 Page 3/5 gileentley• DataBase: 19-060_Existing Bldg_IBC MOD6.4_DYN_FDNs 08/09/19 15:05:12 Load Case: E4 Seismic EQ_ASCE710_Y_-E_F Level Diaph. # Shear-X Shear-Y PentRoof PentRoof Roof 5th 4th 3rd 2nd lst FDN kips kips 1 -0.00 0.32 None 0.00 16.26 1 -0.00 1243.72 1 -0.00 2616.38 1 -0.00 3776.13 1 -0.00 4709.82 1 -0.00 5401.01 1 -0.00 5693.95 None 0.00 5693.95 Summary - Total Story Shears Level Shear-X Change-X Shear-Y Change-Y kips kips kips kips PentRoof -0.00 -0.00 16.58 16.58 Roof -0.00 0.00 1243.72 1227.14 5th -0.00 -0.00 2616.38 1372.66 4th -0.00 -0.00 3776.13 1159.75 3rd -0.00 -0.00 4709.82 933.69 2nd -0.00 -0.00 5401.01 691.19 1st -0.00 -0.00 5693.95 292.94 FDN 0.00 0.01 5693.95 0.01 Load Case: Dynl Modal Response Dyn_ASCE710_CQC_X_+E Level Diaph. # Shear-X Shear-Y kips kips PentRoof 1 12.83 -0.06 PentRoof None 0.00 2.31 Roof 1 976.06 -110.78 Roof None 101.31 0.00 5th 1 2286.85 -135.67 4th 1 3271.49 88.37 3rd 1 4065.70 159.80 2nd 1 4696.27 227.38 1st 1 4990.91 213.22 FDN None 4990.91 213.22 Summary - Total Story Shears Level Shear-X Change-X Shear-Y Change-Y kips kips kips kips PentRoof 12.83 12.83 2.34 2.34 Roof 1077.17 -1064.36 -110.78 108.53 5th 2286.85 -1217.22 -135.67 -44.02 Building Story Shears Vol B, Page 23 RAM Frame 16.01.00.20 Page 4/5 Bentley DataBase: 19-060_Existing Bldg JBC_MOD6.4_DYN_FDNs 08/09/19 15:05:12 4th 3rd 2nd 1st FDN 3271.49 4065.70 4696.27 4990.91 4990.91 -1043.52 -889.54 -753.13 -490.29 0.00 Load Case: Dyn2 Modal Response Dyn_ASCE710_CQC_X_-E Level Diaph. # Shear-X Shear-Y kips kips PentRoof 1 11.82 -0.07 PentRoof None 0.00 2.76 Roof 1 896.87 139.29 Roof None 91.39 0.00 5th 1 2120.13 192.93 4th 1 3083.44 199.93 3rd 1 3881.24 271.21 2nd 1 4533.34 353.93 1st 1 4849.41 373.98 FDN None 4849.41 373.98 88.37 159.80 227.38 213.22 213.22 125.89 -132.49 - 116.29 - 144.06 0.00 Summary - Total Story Shears Level Shear-X Change-X Shear-Y Change-Y kips kips kips kips PentRoof 11.82 11.82 2.79 2.79 Roof 987.26 -975.45 139.29 -136.71 5th 2120.13 -1145.77 192.93 -78.13 4th 3083.44 -998.77 199.93 -136.46 3rd 3881.24 -852.74 271.21 -148.73 2nd 4533.34 -729.15 353.93 -138.91 1st 4849.41 -533.22 373.98 -148.24 FDN 4849.41 -0.00 373.98 -0.00 Load Case: Dyn3 Modal Response Dyn_ASCE710_CQC_Y_+E Level Diaph. # Shear-X Shear-Y kips kips PentRoof 1 3.55 0.69 PentRoof None 0.00 23.17 Roof 1 55.22 1480.05 Roof None 17.64 0.05 5th 1 -101.23 2931.11 4th 1 187.14 3998.77 3rd 1 -242.14 4788.31 2nd 1 265.84 5334.13 1st 1 -317.75 5471.82 FDN None -317.75 5471.82 1 Building Story Shears Vol B, Page 24 "••••.. RAM Structural System RAM Frame 16.01.00.20 Page 5/5 7,11sentieg DataBase: 19-060_Existing Bldg IBC_MOD6.4_DYN_FDNs 08/09/19 15:05:12 Summary - Total Story Shears Level PentRoof Roof 5th 4th 3rd 2nd lst FDN Shear-X Change-X Shear-Y Change-Y kips kips kips kips 3.55 3.55 23.76 23.76 68.26 -65.77 1480.10 -1459.30 - 101.23 71.02 2931.11 -1481.94 187.14 119.58 3998.77 -1223.74 - 242.14 87.81 4788.31 -1072.04 265.84 -238.60 5334.13 -856.46 -317.75 -148.01 5471.82 -418.08 -317.75 -0.00 5471.82 0.00 Load Case: Dyn4 Modal Response Dyn_ASCE710_CQC_Y_-E Level Diaph. # Shear-X Shear-Y kips kips PentRoof 1 -4.64 0.62 PentRoof None 0.00 16.49 Roof 1 -274.32 1308.23 Roof None -45.12 0.04 5th 1 -567.02 2617.41 4th 1 588.54 3580.52 3rd 1 659.10 4263.98 2nd 1 835.62 4715.81 1st 1 897.54 4846.78 FDN None 897.54 4846.78 Summary - Total Story Shears Level Shear-X Change-X Shear-Y Change-Y kips kips kips kips PentRoof -4.64 -4.64 17.06 17.06 Roof -310.73 306.17 1308.28 -1291.56 5th -567.02 273.79 2617.41 -1329.31 4th 588.54 -273.09 3580.52 -1057.68 3rd 659.10 -373.13 4263.98 -886.92 2nd 835.62 -386.72 4715.81 -716.42 1st 897.54 -302.63 4846.78 -390.17 FDN 897.54 -0.00 4846.78 0.00 BASE SHEAR (Dynamic Load Cases) LdC Shear-X Shear-Y Dynl -4990.91 -213.22 Dyn2 -4849.41 -373.98 Dyn3 317.75 -5471.82 Dyn4 -897.54 -4846.78 Frame Story Shears RAM Stiverwal System RAM Frame 16.01.00.20 Bentley• DataBase: 19-060_Existing Bldg_IBC_MOD6.4 DYN_FDNs Vol B, Page 25 08/09/19 15:05:12 CRITERIA: Rigid End Zones: Ignore Effects Member Force Output: At Centerline ofJoint P-Delta: Yes Scale Factor: 1.00 Ground Level: FDN Mesh Criteria : Max. Distance Between Nodes on Mesh Line (ft) : 4.00 Merge Node Tolerance (in) : 0.0100 Geometry Tolerance (in) : 0.0050 Walls Out -of -plane Stiffness Not Included in Analysis. Sign considered for Dynamic Load Case Results. Rigid Links Included at Fixed Beam -to -Wall Locations Eigenvalue Analysis : Eigen Vectors (Subspace Iteration) Frame #1 Load Case: Dynl Modal Response Dyn_ASCE710_ Level Shear-X Change-X kips kips Roof 0.03 0.03 5th 0.03 0.00 4th 0.03 -0.00 3rd 0.08 0.05 2nd 0.05 -0.03 1st 0.50 0.45 Load Case: Dyn2 Modal Response Level Shear-X kips Roof 0.02 5th 0.03 4th 0.03 3rd 0.07 2nd 0.05 1st 0.53 Load Case: Level Roof 5th 4th 3rd 2nd Shear-Y Change-Y kips kips 44.75 44.75 54.17 9.42 -47.52 -101.69 63.42 110.94 -105.30 -168.72 -201.11 -95.81 Dyn_ASCE710_CQC_X_-E Change-X kips 0.02 0.00 0.00 0.05 -0.02 0.48 Dyn3 Modal Response Dyn_ASCE710_ Shear-X Change-X kips kips 0.02 0.02 0.02 0.00 0.02 -0.00 0.05 0.03 0.03 -0.02 Shear-Y Change-Y kips kips -70.29 -70.29 -121.86 -51.58 -151.24 -29.38 -191.65 -40.41 -264.75 -73.10 -358.59 -93.85 CQC_Y_+E Shear-Y Change-Y kips kips 131.24 131.24 300.34 169.11 416.77 116.42 551.04 134.27 728.77 177.73 Frame Story Shears RAM Structural System RAM Frame 16.01.00.20 Asenttey• DataBase: 19-060_Existing Bldg_IBC_MOD6.4 DYN_FDNs Vol B, Page 26 Page 2/13 08/09/19 15:05:12 1st 0.11 Load Case: Dyn4 Modal Response Level Shear-X Roof 5th 4th 3rd 2nd 1st kips 0.02 0.02 0.02 0.05 0.03 0.19 0.09 807.40 CQC_Y_-E Shear-Y kips 133.76 292.53 399.02 519.40 705.36 819.00 Dyn_ASCE710_ Change-X kips 0.02 0.00 -0.00 0.03 -0.02 0.15 BASE SHEAR (Dynamic Load Cases) LdC Shear-X Shear-Y Dynl Dyn2 Dyn3 Dyn4 Frame #2 0.00 0.00 0.00 0.00 Load Case: Dynl Modal Response Level Shear-X Roof 5th 4th 3rd 2nd 1st kips 0.01 0.01 0.01 0.04 0.03 0.39 Load Case: Dyn2 Modal Response Level Shear-X Roof 5th 4th 3rd 2nd 1st kips 0.01 0.01 0.01 0.04 0.03 0.41 0.00 0.00 0.00 0.00 Dyn_ASCE710_ Change-X kips 0.01 0.01 0.00 0.03 -0.01 0.36 78.63 Change-Y kips 133.76 158.77 106.49 120.38 185.97 113.63 CQC_X_+E Shear-Y Change-Y kips kips 53.33 53.33 42.86 -10.47 34.49 -8.37 38.58 4.09 33.68 -4.90 -45.55 -79.24 Dyn_ASCE710_CQC_X_-E Change-X kips 0.01 0.01 0.00 0.03 -0.01 0.38 Shear-Y Change-Y kips kips 61.80 61.80 59.25 -2.55 -59.21 -118.46 -67.58 -8.37 -72.59 -5.00 -93.29 -20.71 Load Case: Dyn3 Modal Response Dyn_ASCE710 CQC_Y_+E Level Shear-X Change-X Shear-Y Change-Y Frame Story Shears RAM Structwel System RAM Frame 16.01.00.20 Vol B, Page 27 Page 3/13 Ffaleentley• DataBase: 19-060_Existing Bldg_IBC_MOD6.4_DYN_FDNs 08/09/19 15:05:12 Roof 5th 4th 3rd 2nd 1st kips kips kips kips 0.01 0.01 254.68 254.68 -0.01 -0.02 399.94 145.26 -0.01 0.00 489.30 89.35 -0.02 -0.01 583.02 93.72 -0.01 0.01 669.16 86.15 -0.09 -0.07 746.78 77.61 Load Case: Dyn4 Modal Response Dyn_ASCE710_CQC_Y_-E Level Shear-X Change-X Shear-Y Change-Y kips kips kips kips Roof -0.01 -0.01 230.33 230.33 5th -0.01 -0.00 349.88 119.55 4th -0.01 0.00 425.05 75.17 3rd -0.04 -0.02 503.22 78.17 2nd -0.02 0.02 574.93 71.72 1st -0.16 -0.14 645.25 70.31 BASE SHEAR (Dynamic Load Cases) LdC Shear-X Shear-Y Dynl 0.00 0.00 Dyn2 0.00 0.00 Dyn3 0.00 0.00 Dyn4 0.00 0.00 Frame #3 Load Case: Dynl Modal Response Dyn_ASCE710_CQC_X_+E Level Shear-X Change-X Shear-Y Change-Y kips kips kips kips Roof 0.00 0.00 -53.89 -53.89 5th 0.01 0.00 -67.17 -13.28 4th 0.01 0.00 -56.99 10.18 3rd 0.03 0.02 -50.01 6.98 2nd 0.03 0.00 -52.47 -2.46 1st 0.39 0.37 -78.90 -26.43 Load Case: Dyn2 Modal Response Dyn_ASCE710_CQC_X_-E Level Shear-X Change-X Shear-Y Change-Y kips kips kips kips Roof 0.00 0.00 -60.56 -60.56 5th 0.01 0.00 -79.62 -19.06 4th 0.01 0.00 -73.16 6.46 11 Frame Story Shears RAM Structural System RAM Frame 16.01.00.20 544Etentley. DataBase: 19-060_Existing BldgiBC_MOD6.4_DYN_FDNs Vol B, Page 28 Page 4/13 08/09/19 15:05:12 3rd 2nd 1st 0.03 0.03 0.41 Load Case: Dyn3 Modal Response Level Shear-X kips Roof 0.00 5th 0.01 4th 0.01 3rd 0.02 2nd 0.01 lst 0.08 Load Case: Dyn4 Modal Response Level Shear-X kips Roof -0.01 5th -0.01 4th -0.01 3rd -0.04 2nd -0.02 1st -0.16 BASE SHEAR (Dynamic Load Cases) LdC Shear-X Dynl Dyn2 Dyn3 Dyn4 Frame #4 0.00 0.00 0.00 0.00 Load Case: Dynl Modal Response Level Shear-X Roof 5th 4th 3rd 2nd 1st kips 0.01 0.01 0.01 0.05 0.04 0.45 0.02 0.00 0.38 -70.11 -76.69 -100.03 Dyn_ASCE710_CQC_Y_+E Change-X kips 0.00 0.00 -0.00 0.01 -0.01 0.07 Dyn_ASCE710_ Change-X kips -0.01 -0.00 -0.00 -0.02 0.01 -0.13 Shear-Y 0.00 0.00 0.00 0.00 Dyn_ASCE710_ Change-X kips 0.01 0.01 0.00 0.03 -0.01 0.41 Shear-Y kips 236.95 388.88 473.61 559.47 643.10 701,80 CQC_Y_-E Shear-Y kips 226.15 360.17 443.52 526.48 600.79 658.55 3.05 -6.58 -23.34 Change-Y kips 236.95 151.93 84.73 85.86 83.63 58.70 Change-Y kips 226.15 134.02 83.35 82.96 74.31 57.76 CQC_X_+E Shear-Y Change-Y kips kips -41.89 -41.89 -43.11 -1.22 41.49 84.60 47.96 6.47 85.07 37.10 174.04 88.97 Frame Story Shears RAM Stnitniral System RAM Frame 16.01.00.20 FA Bentley' DataBase: 19-060_Existing B1dg_lBC_MOD6.4_DYN_FDNs Vol B, Page 29 Page 5/13 08/09/19 15:05:12 Load Case: Dyn2 Modal Response Level Shear-X Roof 5th 4th 3rd 2nd 1st kips 0.01 0.01 0.02 0.05 0.04 0.47 Load Case: Dyn3 Modal Response Level Shear-X kips Roof 0.01 5th 0.01 4th 0.01 3rd 0.04 2nd 0.03 1st 0.11 Load Case: Dyn4 Modal Response Level Shear-X kips Roof 0.03 5th -0.03 4th -0.03 3rd -0.08 2nd 0.05 1st 0.27 BASE SHEAR (Dynamic Load Cases) LdC Dynl Dyn2 Dyn3 Dyn4 Frame #5 Shear-X 0.00 0.00 0.00 0.00 Load Case: Dynl Modal Response Level Shear-X kips Roof 900.57 Dyn_ASCE710_CQC_X_-E Change-X Shear-Y kips 0.01 0.00 0.00 0.03 -0.01 0.43 kips 73.01 121.23 144.87 177.11 232.55 306.97 Dyn_ASCE710_CQC_Y_+E Change-X kips 0.01 -0.00 -0.00 0.02 -0.01 0.09 Chainge-Y kips 73.01 48.22 23.64 32.24 55.45 74.41 Shear-Y Change-Y kips kips 136.38 136.38 265.67 129.29 337.90 72.23 418.45 80.56 526.87 108.42 554.41 27.53 Dyn_ASCE710_CQC_Y_-E Change-X kips 0.03 -0.06 0.00 -0.05 0.13 0.22 Shear-Y 0.00 0.00 0.00 0.00 Dyn_ASCE710_ Change-X kips 900.57 Shear-Y Change-Y kips kips 165.38 165.38 357.59 192.22 469.48 111.89 594.52 125.04 765.73 171.20 818.80 53.07 CQC_X_+E Shear-Y kips -0.01 Change-Y kips -0.01 r Frame Story Shears RAM Structural System RAM Frame 16.01.00.20 t-...jleenttey• DataBase: 19-060_Existing Bldg_IBC_MOD6.4_DYN_FDNs Vol B, Page 30 Page 6/13 08/09/19 15:05:12 5th 4th 3rd 2nd 1st 1807.88 2591.97 3203.99 3460.27 3309.44 Load Case: Dyn2 Modal Response Level Shear-X Roof 5th 4th 3rd 2nd 1st kips 811.94 1653.20 2421.98 3051.07 3359.93 3254.88 Load Case: Dyn3 Modal Response Level Shear-X Roof 5th 4th 3rd 2nd 1st kips 154.45 279.14 401.68 475.06 422.74 338.38 Load Case: Dyn4 Modal Response Level Shear-X kips Roof -411.19 5th -744.22 4th -913.46 3rd -1010.18 2nd -996.33 1st -823.38 BASE SHEAR (Dynamic Load Cases) LdC Shear-X Dyn1 Dyn2 Dyn3 Dyn4 0.00 0.00 0.00 0.00 907.31 784.09 612.02 256.28 -150.83 Dyn_ASCE710 Change-X kips 811.94 841.25 768.78 629.09 308.85 -105.05 Dyn_ASCE710_ Change-X kips 154.45 124.70 122.54 73.38 -52.32 -84.36 -0.01 -0.02 -0.05 -0.03 0.02 CQC_Y_+E Shear-Y kips 0.37 0.43 0.52 1.46 0.66 0.45 Dyn_ASCE710_CQC_Y_-E Change-X kips -411.19 -333.03 -169.25 -96.72 13.85 172.95 Shear-Y 0.00 0.00 0.00 0.00 -0.00 -0.00 -0.03 0.02 0.05 Change-Y kips -0.03 -0.01 -0.01 -0.08 0.07 0.03 Change-Y kips 0.37 0.07 0.08 0.94 -0.79 -0.21 Shear-Y Chauge-Y kips kips 0.32 0.32 0.38 0.06 0.45 0.07 1.26 0.81 0.57 -0.69 0.39 -0.18 _CQC_X_-E Shear-Y kips -0.03 -0.04 -0.04 -0.13 -0.06 -0.03 Frame Story Shears RAMSurISym RAM Frame 16.01.00.20 FAIsenney• DataBase: 19-060 Existing Bldg_IBC_MOD6.4 DYN_FDNs Vol B, Page 31 Page 7/13 08/09/19 15:05:12 Frame #20 Load Case: Dynl Modal Response Level Shear-X Roof 5th 4th 3rd 2nd 1st kips 95.17 240.77 345.63 438.32 623.50 837.58 Load Case: Dyn2 Modal Response Level Shear-X Roof 5th 4th 3rd 2nd 1st kips 102.58 253.77 360.97 446.32 602.74 793.76 Load Case: Dyn3 Modal Response Level Shear-X kips Roof -83.69 5th -105.64 4th -112.39 3rd -117.79 2nd -108.02 1st 101.75 Load Case: Dyn4 Modal Response Level Shear-X kips Roof -120.76 5th 199.88 4th 248.33 3rd 260.39 2nd 240.21 ist 228.08 _CQC_X_+E Shear-Y kips 0.02 0.02 0.02 0.06 0.02 -0.07 Dyn_ASCE710 Change-X kips 95.17 145.59 104.86 92.69 185.18 214.08 Dyn_ASCE710_ Change-X kips 102.58 151.19 107.20 85.35 156.42 191.02 Dyn_ASCE710_ Change-X kips -83.69 -21.95 -6.75 -5.40 9.77 209.77 Dyn_ASCE710_ Change-X kips -120.76 320.64 48.45 12.06 -20.19 -12.13 CQC_Y_+E Shear-Y kips 0.08 0.09 0.11 0.30 0.15 0.19 Change-Y kips 0.02 -0.00 0.00 0.04 -0.04 -0.09 ChlInge-Y kips -0.04 -0.00 -0.01 -0.10 0.08 -0.05 Change-Y kips 0.08 0.01 0.02 0.20 -0.15 0.04 Change-Y kips 0.08 0.01 0.02 0.21 -0.16 0.07 CQC_X_-E Shear-Y kips -0.04 -0.05 -0.05 -0.15 -0.07 -0.12 CQC_Y_-E Shear-Y kips 0.08 0.10 0.12 0.32 0.16 0.23 BASE SHEAR (Dynamic Load Cases) LdC Shear-X Shear-Y WEI Frame Story Shears RAM Struchural System RAM Frame 16.01.00.20 Bentley' DataBase: 19-060_Existing Bldg_IBC_MOD6.4_DYN_FDNs Vol B, Page 32 Page 8/13 08/09/19 15:05:12 Dyn1 Dyn2 Dyn3 Dyn4 Frame #21 0.00 0.00 0.00 0.00 Load Case: Dynl Modal Response Level Shear-X Roof 5th 4th 3rd 2nd 1st kips 93.58 245.44 340.03 428.60 619.56 848.62 Load Case: Dyn2 Modal Response Level Shear-X kips Roof 120.61 5th 272.91 4th 370.45 3rd 448.52 2nd 608.21 1st 815.17 Load Case: Dyn3 Modal Response Level Shear-X kips Roof 125.21 5th 167.63 4th 188.60 3rd 184.97 2nd 134.84 1st -64.35 Load Case: Dyn4 Modal Response Level Shear-X Roof 5th 4th 3rd kips 163.19 250.55 304.04 311.87 0.00 0.00 0.00 0.00 CQC_X_+E Shear-Y Chznge-Y kips kips -0.01 -0.01 -0.01 0.00 -0.01 -0.00 -0.04 -0.02 -0.02 0.02 -0.02 -0.00 Dyn_ASCE710_ Change-X kips 93.58 151.86 94.59 88.57 190.96 229.06 Dyn_ASCE710_CQC_X_-E Change-X kips 120.61 152.30 97.54 78.07 159.68 206.96 Dyn_ASCE710_ Change-X kips 125.21 42.43 20.96 -3.62 -50.14 -199.19 Shear-Y kips 0.02 0.02 0.03 0.07 0.03 0.04 CQC_Y_+E Shear-Y kips 0.06 0.06 0.08 0.21 0.10 0.12 Dyn_ASCE710_CQC_Y_-E Change-X kips 163.19 87.35 53.49 7.83 Change-Y kips 0.02 0.00 0.00 0.04 -0.04 0.01 Change-Y kips 0.06 0.01 0.01 0.13 -0.11 0.02 Shear-Y Chaage-Y kips kips 0.07 0.07 0.07 0.01 0.09 0.01 0.24 0.16 MN Frame Story Shears RAM Structural System RAM. Frame 16.01.00.20 *Bentley' DataBase: 19-060_Existing Bldg_IBC_MOD6.4_D FDNs Vol B, Page 33 Page 9/13 08/09/19 15:05:12 2nd 1st 245.24 168.10 -66.63 -77.14 BASE SHEAR (Dynamic Load Cases) LdC Shear-X Shear-Y Dyn 1 Dyn2 Dyn3 Dyn4 Frame #30 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.12 0.15 Load Case: Dynl Modal Response Dyn_ASCE710_CQC_X_+E Level Shear-X Change-X kips kips Roof 0.03 0.03 5th 0.03 0.01 4th 0.04 0.01 3rd 0.12 0.08 2nd 0.08 -0.05 1st 0.61 0.54 -0.13 0.03 Shear-Y Change-Y kips kips -43.47 -43.47 -53.20 -9.73 -57.73 -4.53 -93.43 -35.70 -146.65 -53.22 -237.42 -90.76 Load Case: Dyn2 Modal Response Dyn_ASCE710_CQC_X_-E Level Shear-X Change-X kips kips Roof 0.03 0.03 5th 0.03 0.01 4th 0.04 0.01 3rd 0.12 0.08 2nd 0.07 -0.05 1st 0.60 0.52 Load Case: Dyn3 Modal Response Dyn_ASCE710_ Level Shear-X Change-X kips kips Roof -0.04 -0.04 5th -0.04 -0.00 4th -0.05 -0.01 3rd -0.13 -0.08 2nd -0.06 0.08 1st -0.06 -0.00 Shear-Y Change-Y kips kips -86.09 -86.09 -164.19 -78.11 -231.12 -66.93 -279.28 -48.17 -320.12 -40.84 -386.12 -66.00 CQC_Y_+E Shear-Y Chaage-Y kips kips 234.12 234.12 491.43 257.31 716.51 225.08 861.53 145.02 899.98 38.45 877.04 -22.94 Frame Story Shears RAM Structural System RAM Frame 1.6.01.00.20 Vol B, Page 34 Page 10/13 Bentley• DataBase: 19-060_Existing Bldg_IBC_MOD6.4_DYN_FDNs 08/09/19 15:05:12 Load Case: Dyn4 Modal Response Dyn_ASCE710_CQC_Y_-E Shear-X Change-X Shear-Y Change-Y kips kips kips kips - 0.03 -0.03 222.35 222.35 - 0.03 0.00 463.12 240.77 - 0.04 -0.00 667.85 204.73 -0.11 -0.07 795.13 127.28 -0.04 0.06 852.92 57.79 - 0.08 -0.04 865.70 12.78 Level Roof 5th 4th 3rd 2nd 1st BASE SHEAR (Dynamic Load Cases) LdC Shear-X Shear-Y Dynl 0.00 0.00 Dyn2 0.00 0.00 Dyn3 0.00 0.00 Dyn4 0.00 0.00 Frame #31 Load Case: Dynl Modal Response Dyn_ASCE710_CQC_X_+E Level Shear-X Change-X Shear-Y Change-Y kips kips kips kips Roof 0.02 0.02 -15.24 -15.24 5th 0.02 0.00 -18.63 -3.39 4th 0.03 0.01 -17.26 1.37 3rd 0.08 0.05 -37.02 -19.76 2nd 0.05 -0.03 -45.28 -8.27 1st 0.53 0.48 -38.19 7.10 Load Case: Dyn2 Modal Response Dyn_ASCE710_CQC_X_-E Level Shear-X Change-X Shear-Y Change-Y kips kips kips kips Roof 0.02 0.02 -24.06 -24.06 5th 0.02 0.00 -47.06 -23.00 4th 0.03 0.01 -66.41 -19.35 3rd 0.08 0.05 -87.00 -20.59 2nd 0.05 -0.03 -98.43 -11.43 1st 0.51 0.46 -95.33 3.10 Load Case: Dyn3 Modal Response Dyn_ASCE710_CQC_Y__+E Level Shear-X Change-X Shear-Y Change-Y kips kips kips kips Roof 0.05 0.05 155.19 155.19 Frame Story Shears namst.cturaiswem RAM Frame 16.01.00.20 Weentley• DataBase: 19-060_Existing BldgiBC_MOD6.4_DYN_FDNs Vol B, Page 35 Page 11/13 08/09/19 15:05:12 5th 4th 3rd 2nd ist 0.05 0.06 0.16 0.07 0.16 Load Case: Dyn4 Modal Response Level Shear-X Roof 5th 4th 3rd 2nd 1st kips 0.04 0.04 0.05 0.15 0.06 0.20 - 0.00 0.01 0.11 - 0.10 0.09 372.06 560.78 673.30 718.57 696.74 Dyn_ASCE710_CQC_Y_-E Change-X kips 0.04 - 0.00 0.01 0.10 -0.08 0.14 BASE SHEAR (Dynamic Load Cases) LdC Shear-X Shear-Y Dynl Dyn2 Dyn3 Dyn4 Frame #32 0.00 0.00 0.00 0.00 Load Case: Dyn1 Modal Response Level Shear-X kips Roof 0.01 5th 0.02 4th 0.03 3rd 0.08 2nd 0.06 1st 0.50 Load Case: Dyn2 Modal Response Level Shear-X kips Roof 0.01 5th 0.02 4th 0.03 3rd 0.08 2nd 0.05 0.00 0.00 0.00 0.00 216.88 188.72 112.52 45.27 -21.83 Shear-Y Change-Y kips kips 131.52 131.52 323.81 192.29 482.54 /58.72 573.33 90.79 610.11 36.78 593.20 -16.90 CQC_X_+E Shear-Y kips 41.02 39.69 30.73 28.19 39.11 56.98 Dyn_ASCE710_ Change-X kips 0.01 0.01 0.01 0.06 -0.03 0.44 Dyn_ASCE710_CQC_X_-E Change-X kips 0.01 0.01 0.01 0.06 - 0.03 Change-Y kips 41.02 -1.33 -8.96 -2.54 10.92 17.86 Shear-Y Change-Y kips kips 38.34 38.34 36.76 -1.58 33.51 -3.25 38.94 5.44 51.12 12.17 r Frame Story Shears RAM StTuctural System RAM Frame 16.01.00.20 %1Bentley. DataBase: 19-060_Existing Bldg_IBC_MOD6.4_DYN_FDNs Vol B, Page 36 Page 12/13 08/09/19 15:05:12 1st 0.48 Load Case: Dyn3 Modal Response Level Shear-X Roof 5th 4th 3rd 2nd 1st kips 0.04 0.04 0.05 0.13 0.06 0.11 Load Case: Dyn4 Modal Response Level Shear-X kips Roof 0.03 5th 0.04 4th 0.04 3rd 0.12 2nd 0.05 1st 0.16 Ind a PI Frame #33 BASE SHEAR (Dynamic Load Cases) LdC Shear-X Dynl Dyn2 Dyn3 Dyn4 Load Case: Dynl Level Roof 5th 4th 3rd 2nd 1st 0.00 0.00 0.00 0.00 Modal Response Shear-X kips 0.02 0.02 0.03 0.09 0.06 0.50 0.43 64.10 Dyn_ASCE710_CQC_Y_+E Change-X kips 0.04 0.00 0.01 0.08 -0.08 0.05 12.99 Shear-Y Change-Y kips kips 194.82 194.82 406.80 211.98 581.91 175.11 674.64 92.73 689.61 14.97 671.42 -18.19 Dyn_ASCE710_CQC_Y_-E Change-X kips 0.03 0.00 0.01 0.08 -0.07 0.11 Shear-Y 0.00 0.00 0.00 0.00 Dyn_ASCE710_ Change-X kips 0.02 0.00 0.01 0.06 -0.03 0.44 Shear-Y Change-Y kips kips 177.67 177.67 376.24 198.57 540.81 164.57 626.31 85.50 638.27 11.96 623.15 -15.11 CQC_X_+E Shear-Y Charige-Y kips kips -58.99 -58.99 -70.27 -11.28 70.11 140.38 71.25 1.14 113.69 42.44 197.95 84.26 Load Case: Dyn2 Modal Response Level Shear-X Dyn_ASCE710_ Change-X CQC_X_-E Shear-Y Change-Y owl • Frame Story Shears RAM Structural SyMem RAM Frame 16.01.00.20 t_4113entlev DataBase: 19-060 Existing Bldg_IBC MOD6.4_DYN_FDNs Vol B, Page 37 Page 13/13 08/09/19 15:05:12 Roof 5th 4th 3rd 2nd 1st kips 0.03 0.03 0.04 0.11 0.06 0.49 Load Case: Dyn3 Modal Response Level Shear-X kips Roof -0.04 5th -0.04 4th -0.04 3rd -0.12 2nd -0.05 1st -0.05 Load Case: Dyn4 Modal Response Level Shear-X tar kips Roof -0.06 5th -0.06 4th -0.07 3rd -0.19 2nd -0.07 1st -0.08 low PP BASE SHEAR (Dynamic Load Cases) LdC Shear-X Dynl Dyn2 Dyn3 Dyn4 0.00 0.00 0.00 0.00 kips 0.03 0.00 0.01 0.07 -0.05 0.43 Dyn_ASCE710 Change-X kips - 0.04 0.00 -0.00 -0.07 0.07 -0.00 Dyn_ASCE710_ Change-X kips - 0.06 0.00 -0.01 -0.12 0.11 - 0.00 Shear-Y 0.00 0.00 0.00 0.00 kips -103.19 188.00 245.35 278.38 303.69 359.34 kips -103.19 291.19 57.35 33.03 25.31 55.65 Change-Y kips 188.72 204.85 154.15 85.76 21.29 -5.56 Chamge-Y kips 234.33 299.67 239.56 145.26 51.69 4.83 _CQC_Y_+E Shear-Y kips 188.72 393.57 547.72 633.48 654.77 649.21 CQC_Y_-E Shear-Y kips 234.33 534.00 773.57 918.83 970.51 975.34 11 ^ !l 1w 4 Id � � � � PANGOLIN STRUCTURAL Project Name UHaul ofDuwamish Subject Lateral Analysis Find scale factor for Modal Response Spectrum Anokmka From RAM Frame Equivalent Lateral Force Procedure: Vx=O152°37.484k=5G98k Project No. 19-060 Date 8/2019 Computed By For Modal Response SpectrumAnalysis Procedure: Initial Scale hmctor= 183 = 1/6 = 0.167 *This results inbase shear much less than ELF procedure Increase Scale factor to be 85% of base shear calculated using ELF Procedure per 12.9.4.1: Vxm==58Q8h°O.85=4B43h Required number ofmodes for 8U%mass participation: 23 Current Scale Factor X=U18S.VxDynamio= 4991h,4849h *See RAM Frame output Story Displacements RAM Frame 16.01.00.20 RAM Structural System DataBase: 19-060_Existing Bldg_IBC_MOD6.4_DYN_FDNs eAleentley. Building Code: IBC Vol B, Page 39 08/24/19 13:17:43 CRITERIA: Rigid End Zones: Ignore Effects Member Force Output: At Centerline of Joint P-Delta: Yes Scale Factor: 1.00 Ground Level: FDN Mesh Criteria : Max. Distance Between Nodes on Mesh Line (ft) : 4.00 Merge Node Tolerance (in) : 0.0100 Geometry Tolerance (in) : 0.0050 Walls Out -of -plane Stiffness Not Included in Analysis. Sign considered for Dynamic Load Case Results. Rigid Links Included at Fixed Beam -to -Wall Locations Eigenvalue Analysis : Eigen Vectors (Subspace Iteration) LOAD CASE DEFINITIONS: E5 E6 E7 E8 Drift EQ Drift EQ Drift EQ Drift EQ EQ_ASCE710_X_+E_Drft EQ_ASCE710_X_-E Drft EQ_ASCE710_Y_+E_Drft EQ_ASCE710 Y -E Drft Story Displacements for Semirigid Diaphragms: Average displacements of nodes located on the semirigid diaphragms are reported. Level: PentRoof, Diaph: 1 Center of Mass (ft): (142.95, 76.84) LdC Disp X in E5 0.61355 E6 0.69546 E7 0.08585 E8 -0.09039 Level: Roof, Diaph: 1 Center of Mass (ft): (158.72, 87.24) LdC Disp X in E5 0.55389 E6 0.57680 E7 0.03166 E8 -0.01665 .577" x 5.5 = 3.17" Level: 5th, Diaph: 1 Center of Mass (ft): (158.24, 86.07) LdC Disp X in Disp Y in 0.01244 -0.09305 1.53018 1.76973 Disp Y in 0.01636 0.02414 1.34185 1.32461 1.34" x 5.5 = 7.37" Disp Y in Theta Z rad 0.00005 0.00054 0.00040 -0.00074 Theta Z rad 0.00000 0.00000 0.00000 0.00000 Theta rad Story Displacements RAM Frame 16.01.00.20 RAM Structural System DataBase: 19-060_Existing Bldg_IBC_MOD6.4_DYN_FDNs MjBenttey Building Code: IBC Vol B, Page 40 Page 2/2 08/24/19 13:17:43 E5 E6 E7 E8 0.47784 0.51191 0.03358 -0.03350 0.01025 0.00791 1.05269 1.05817 0.00000 0.00000 0.00000 0.00000 .51"x5.5=2.8" 1.06"x5.5=5.83" Level: 4th, Diaph: 1 Center of Mass (ft): (155.83, 83.34) LdC Disp X Disp Y Theta Z in in rad E5 0.37795 0.00483 0.00000 E6 0.40848 -0.00515 0.00000 E7 0.02547 0.74958 0.00000 E8 -0.03384 0.77205 0.00000 .41"x5.5=2.3" .77"x5.5=4.23" Level: 3rd, Diaph: 1 Center of Mass (ft): (153.50, 80.95) LdC Disp X Disp Y Theta Z in in rad E5 0.27604 -0.00087 0.00000 E6 0.30874 -0.01782 0.00000 E7 0.02223 0.46050 0.00000 E8-0.04135 0.49781 0.00000 .31"x5.5= 1.7" .50"x5.5=2.75" Level: 2nd, Diaph: 1 Center of Mass (ft): (149.11, 77.99) LdC Disp X Disp Y Theta Z in in rad E5 0.18389 -0.00453 0.00000 E6 0.20560 -0.01675 0.00000 E7 0.01149 0.22847 0.00000 E8 -0.02839 0.25486 0.00000 .205" x 5.5 = 1.1" .25"x5.5=1.375" Level: 1st, Diaph: 1 Center of Mass (ft): (149.95, 76.65) LdC Disp X Disp Y Theta Z in in rad E5 0.07267 -0.00370 0.00000 E6 0.07776 -0.00635 0.00000 E7 0.00128 0.03510 0.00000 E8 -0.00632 0.04048 0.00000 .08"x5.5=0.44" .04"x5.5=0.22" Drift RAM Structural System 16.01.00.20 RAM Structural System DataBase: 19-060_Existing Bldg IBC MOD6 08/09/19 15:56:25 Bentley• Building Code: IBC Steel Code: IBC Vol B, Page 41 CRITERIA: Rigid End Zones: Ignore Effects Member Force Output: At Centerline o Joint P-Delta: Yes Scale Factor: 1.00 Ground Level: FDN LOAD CASE DEFINITIONS: E5 Drift EQ EQ_ASCE710_X_+E_Drft E6 Drift EQ EQ_ASCE710 X -E Dr E7 Drift EQ EQ_ASCE710_Y +ElDrft E8 Drift EQ ' EQ_ASCE710 Y_-E Drft Displacements for semirigid diaphragm are reported based on nodal displacements near to selected point. RESULTS: Location (ft): (32.000, 145.000) Story Pen Roof Elastic drift ratio limit: .020/Cd = .0036 LdC Displacement Story Drift Drift Ratio X Y X Y X Y in in in in E5 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 E6 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 E7 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 E8 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 Roof E5 0.5543 -0.0020 0.0988 0.0344 0.0007 0.0002 E6 0.2571 -0.7116 0.0372 -0.1107 0.0002 0.0007 E7 -0.1810 0.8146 -0.0419 0.1560 0,0003 0.0010 E8 0.4634 2.3897 0.0988 0.4875 0.0007 0.0032 5th 4th 3rd E5 0.4555 -0.0364 0.1057 0.0125 0.0007 0.0001 E6 0.2200 -0.6009 0.0399 -0.1448 0,0003 0.0010 E7 -0.1391 0.6586 -0.0442 0.1722 0.0003 0.0011 E8 0.3646 1.9022 0.1002 0.5227 0.0007 0.0035 E5 0.3499 -0.0489 0.1067 0.0025 0,0007 0.0000 E6 0.1801 -0.4562 0.0450 -0.1473 0.0003 0.0010 E7 -0.0949 0.4864 -0.0385 0.1742 0.0003 0.0012 E8 0.2644 1.3795 0.0955 0.5071 0.0006 0.0034 E5 0.2431 -0.0514 0.0971 -0.0017 0.0006 0.0000 E6 0.1351 -0.3088 0.0462 -0.1261 0.0003 0.0008 E7 -0.0564 0.3122 -0.0291 0.1502 0.0002 0.0010 Drift RAM Structural System 16.01.00.20 DataBase: 19-060_Existing Bldg_IBC_MOD6 frAeentley• Building Code: IBC Vol B, Page 42 Page 2/5 08/09/19 15:56:25 Steel Code: IBC Story 2nd 1 s t FDN LdC Displacement Story Drift Drift Ratio E8 0.1689 0.8724 0.0802 0.4255 0.0005 0.0028 E5 0.1460 -0.0497 0.0991 -0.0237 0.0006 0.0001 E6 0.0889 -0.1827 0.0544 -0.1319 0.0003 0.0007 E7 -0.0274 0.1620 -0.0214 0.1346 0.0001 0.0007 E8 0.0887 0.4469 0.0714 0.3690 0.0004 0.0021 E5 0.0469 -0.0261 0.0469 -0.0261 0.0004 0.0002 E6 0.0345 -0.0508 0.0345 -0.0508 0.0003 0.0004 E7 -0.0060 0.0273 -0.0060 0.0273 0.0000 0.0002 E8 0.0173 0.0779 0.0173 0.0779 0.0001 0.0006 E5 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 E6 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 E7 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 E8 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 Location (ft): (47.000, 45.000) Story LdC Displacement Story Drift Drift Ratio X Y X Y X Y in in in in PentRoof ES 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 E6 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 E7 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 E8 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 IP Roof E5 0.5575 -0.0039 0.0575 0.0283 0.0004 0.0002 E6 0.8221 -0.6292 0.1039 -0.1005 0.0007 0.0007 E7 0.199 i 0.8690 0.0475 0.1711 0.0003 0.0011 I" E8 -0.3760 2.2599 -0.0688 0.4646 0.0005 0.0031 1 MI 5th 4th 3rd E5 0.4999 -0.0322 0.0977 0.0110 0.0007 0.0001 E6 0.7182 -0.5287 0.1559 -0.1276 0.0010 0.0009 E7 0.1516 0.6979 0.0493 0.1851 0.0003 0.0012 E8 -0.3072 1.7953 -0.0781 0.4942 0.0005 0.0033 E5 0.4023 -0.0432 0.1050 0.0018 0.0007 0.0000 E6 0.5624 -0.4011 0.1614 -0.1304 0.0011 0.0009 E7 0.1023 0.5128 0.0434 0.1855 0.0003 0.0012 E8 -0.2291 1.3010 -0.0787 0.4797 0.0005 0.0032 E5 0.2973 -0.0450 0.0927 -0.0031 0.0006 0.0000 E6 0.4010 -0.2707 0.1397 -0.1129 0.0009 0.0008 E7 0.0589 0.3273 0.0337 0.1589 0.0002 0.0011 Drift RAM Structural System 16.01.00.20 RAM Structural System DataBase: 1.9-060_Existing Bldg_IBC_MOD6 t'aleentiey• Building Code: IBC Vol B, Page 43 Page 3/5 08/09/19 15:56:25 Steel Code: IBC Story 2nd 1st FDN LdC Displacement E8 -0.1504 0.8213 E5 E6 E7 E8 E5 E6 E7 E8 E5 E6 E7 E8 0.2045 0.2613 0.0253 -0.0830 0.0842 0.0961 0.0031 -0.0159 0.0000 0.0000 0.0000 0.0000 Location (ft): (211.000, 146.000) Story PentRoof Roof 5th 4th 3rd LdC E5 E6 E7 E8 E5 E6 E7 E8 E5 E6 E7 E8 E5 E6 E7 E8 E5 E6 E7 -0.0418 -0.1578 0.1684 0.4188 - 0.0200 - 0.0406 0.0271 0.0697 0.0000 0.0000 0.0000 0.0000 Displacement X Y in in 0.0000 0.0000 0.0000 0.0000 0.5406 0.2463 -0.2377 0.4097 0.4513 0.2201 -0.1806 0.3250 0.3477 0.1823 -0.1255 0.2336 0.2442 0.1405 -0.0763 0.0000 0.0000 0.0000 0.0000 0.0213 0.2903 1.5417 0.9364 0.0212 0.2317 1.2108 0.7371 0.0200 0.1703 0.8627 0.5253 0.0164 0.1099 0.5338 Story Drift -0.0674 0.4025 0.1203 0.1652 0.0222 -0.0671 0.0842 0.0961 0.0031 -0.0159 0.0000 0.0000 0.0000 0.0000 - 0.0219 -0.1172 0.1413 0.3491. - 0.0200 - 0.0406 0.0271 0.0697 0.0000 0.0000 0.0000 0.0000 Story Drift X Y in in 0.0000 0.0000 0.0000 0.0000 0.0893 0.0262 -0.0571 0.0848 0.1036 0.0378 -0.0551 0.0914 0.1035 0.0418 -0.0492 0.0869 0.0920 0.0414 -0.0393 0.0000 0.0000 0.0000 0.0000 0.0002 0.0586 0.3309 0.1993 0.0011 0.0614 0.3481 0.2117 0.0036 0.0604 0.3289 0.2009 0.0054 0.0522 0.2690 Drift Ratio 0.0004 0.0027 0.0007 0.0009 0.0001 0.0004 0.0006 0.0007 0.0000 0.0001 0.0000 0.0000 0.0000 0.0000 0.0001 0.0007 0.0008 0.0019 0.0002 0.0003 0.0002 0.0005 0.0000 0.0000 0.0000 0.0000 Drift Ratio X Y 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0006 0.0000 0.0002 0.0004 0.0004 0.0022 0.0006 0.0013 ,0.0007 0.0000 0.0003 0.0004 0.0004 0.0023 0.0006 0.0014 0.0007 0.0000 0.0003 0.0004 0.0003 0.0022 0.0006 0.0013 0.0006 0.0000 0.0003 0.0003 0.0003 0.0018 Drift RAM Structural System 16.01.00.20 RAM Structural System DataBase: 19-060_Existing Bldg_IBC_MOD6 rAleentteg Building Code: IBC Vol B, Page 44 Page 4/5 08/09/19 15:56:25 Steel Code: IBC Story 2nd 1st FDN LdC Displacement Story Drift Drift Ratio E8 0.1467 0.3244 0.0711 0.1640 0.0005 0.0011 E5 0.1522 0.0110 0.0986 0.0078 0.0005 0.0000 E6 0.0990 0.0577 0.0565 0.0460 0,0003 0.0003 E7 -0.0371 0.2649 -0.0294 0.2184 0.0002 0,0012 E8 0.0756 0.1604 0.0608 0.1331 0.0003 0.0007 ES 0.0537 0.0032 0.0537 0.0032 0.0004 0.0000 E6 0.0426 0.0117 0.0426 0.0117 0.0003 0.0001 E7 -0.0077 0.0464 -0.0077 0.0464 0.0001 0.0004 E8 0.0148 0.0273 0.0148 0.0273 0.0001 0.0002 E5 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 E6 0.0000 0.0000 0,0000 0.0000 0.0000 0.0000 E7 0.0000 0,0000 0.0000 0.0000 0.0000 0.0000 E8 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 Location (ft): (294.000, 32.000) Story LdC Displacement Story Drift Drift Ratio X Y X Y X Y in in in in PentRoof E5 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 E6 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 E7 0.0000 0.0000 0.0000 0.0000 0,0000 0.0000 E8 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 Roof ES 0.5765 0.0510 0.0632 -0.0169 0.0004 0.0001 E6 0.9156 0.7788 0.1256 0.1334 0.0008 0.0009 E7 0.2967 1.9467 0.0660 0.4185 0.0004 0.0028 E8 -0.4343 0.3351 -0.0864 0.0741 0.0006 0.0005 5th E5 0.5133 0.0679 0.0999 -0.0013 0.0007 0.0000 E6 0.7900 0.6454 0.1745 0.1605 0.0012 0.0011 E7 0.2308 1.5282 0.0725 0.4442 0.0005 0.0030 E8 -0.3479 0.2610 -0.0899 0.0825 0.0006 0.0005 4th E5 0.4134 0.0692 0.1091 0.0086 0.0007 0.0001 E6 0.6154 0.4849 0.1813 0.1625 0.0012 0.0011 E7 0.1582 1.0840 0.0636 0.4155 0.0004 0.0028 E8 -0.2580 0.1786 -0.0913 0.0743 0.0006 0.0005 3rd E5 0.3042 0.0606 0.0991 0.0127 0.0007 0.0001 E6 0.4342 0.3224 0.1595 0.1403 0.0011 0.0009 E7 0.0946 0.6685 0.0495 0.3384 0.0003 0.0023 Drift Vol B, Page 45 RAM Structural System 16.01.00.20 Page 5/5 wunsmreis DataBase: 19-060_Existing Bldg_IBC_MOD6 08/09/19 15:56:25 49enttey. Building Code: IBC Steel Code: IBC Story 2nd 1st FDN LdC Displacement Story Drift Drift Ratio E8 -0.1667 0.1042 -0.0785 0.0581 0.0005 0.0004 E5 0.2051 0.0479 0.1233 0.0276 0.0007 0.0002 E6 0.2747 0.1821 0.1785 0.1377 0.0010 0.0008 E7 0.0451 0.3301 0.0368 0.2750 0.0002 0.0015 E8 -0.0882 0.0462 -0.0731 0.0393 0.0004 0.0002 E5 0.0818 0.0203 0.0818 0.0203 0.0006 0.0002 E6 0.0962 0.0445 0.0962 0.0445 0.0007 0.0003 E7 0.0083 0.0551 0.0083 0.0551 0.0001 0.0004 E8-0.0151 0.0069 -0.0151 0.0069 0.0001 0.0001 E5 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 E6 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 E7 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 E8 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 PANGOLIN STRUCTURAL Project Name U-Haul Tukwila, WA Subject Shear wall 1 and 4 Sheet No. vol B, PaG 46 Project No. 19-060 Date 7/2019 Computed By cb (E) SHEAR WALL 1 AND 4 ROOF TG 2-4j000 ICI t : 11" es*ol v-- �qq_i 5r+t 5IH.2 G='147a7 ljl t=12U 2#9- .A54-2 47H 4•IM• 1 CoOva F161 t�12n IC0#tl +A54-2 3Rd 6v000 Psi t 18 11 26Icti 2ut2 I354-2 +Go (4‘20190 F'5I tz18" 'or Cc,' 031 t : 24" 30" PANZ611.16.- 24or14 C4-2- Ds4- 21.83ft p54- r OPP HANb -18 E,,1J. 6-# v *rG-I2E.w. ae,#14 NOR12'. R�INR. 9 LAYERS eC'" .TS4-2 28.*i4 30" THICK VEF'T, IN 3 LAYERS 5EESECT. FOR DISTRIML17(01. PANGOLIN STRUCTURAL Project Name U-Haul Tukwila, WA Subject Shear wall 1 and 4 Sheet No. Vol B, Pagia A7 Project No. 19-060 Date 7/2019 Computed By cb c6, 41 eSUM.2 •1a '1 e�M;1 �� 11 r 0'5TIEbN/(3)'t5C,a. -eiv / O T WAY e (21 k5 GRo«7 .TI ' LVNCl VJAY ? TAN/(I) T11, .w. 4 F YI.1. ADr. YJ .LL EL�VAT ©Ng t2GNR (TYP) - .t-CTL A 44• • welt 1'jARGJ� (29)#14 PJARh 3.O • oil-o GTION D/ I'-O STIeh N/(3)#5 GzO�iT�6 hwa2.T NAY d (1_2* GRa�ti- TI� LONCcI NAY 4 MR5 t Cie.(.TYP.) Ash = 0.09sbcfc/fy = 0.09 x 4 x 21 x 4/60 = 0.504 inA2 > 0.93 �✓YM. ANT Ash = 0.09sbcfc/fy = 0.09x 4 x 33x 6/60 = 1.19 inA2 > 1.55 = 0.09x 4 x 27x 6/60 = 0.972 inA2 > 1.24 �FLTION C. 3/4.1'-O d, 9 _0 (21 s14 gARb es re", Wl Cg)°D uD7i'rh �irfOz'_ WAY (2)•S c 4E4 toNCA NAY . ( �CT1QN a Ash = 0.09sbcfc/fy =0.09x4x33x6/60 = 1.19 inA2 > 1.55 = 0.09 x 4 x 27 x 6/60 = 0.972 inA2 > 1.24 kSYM, AJNT. I %-0@WALL 4. L.A 3�-V 287�14 6AK6 II 6o?: 1 t Ni( *tto,T NAY e (2) M WAY e s Ash = 0.09sbcfc/fy =0.09x4x33x6/60 = 1.19 inA2 > 1.55 =0.09x4x27x6/60 = 0.972 inA2 > 1.24 Tie (Ash) prov'd: (2) #5 = 0.61 (3) #5 = 0.93 (4) #5 = 1.24 (5) #5 = 1.55 (6) #5 = 1.86 (7) #5 = 2.17 L.OL, ADOJE �5 TFh WI(2) ° ' *GROhb71Fh LO,L't WAY @ �N = Ash = 0.09sbcfc/fy = 0.09 x 4 x 33 x 6/60 = 1.19 inA2 > 1.24 =0.09x4x27x6/60 = 0.972 inA2 > 1.24 p OR RR IP PANGOLIN STRUCTURAL Project Name U-Haul Tukwila, WA Subject Shear wall 2 and 3 (E) SHEAR WALL 2 AND 3 ROOF •FG.Oocc, t to*. Sv H 4oac, Fe-,1 4 T H 4'01 Copao t: le" Z NO ze-Pei2c7a revl ,14• 16T c,oaa Fv.,( 12 ff I PAR6ING DPP 4ANP 21.83ft A 4-3 Sheet No. Vol B, Page 48 Project No. 19-060 Date 7/2019 Computed By cb OPP. Asa, 5411 H ose,sf, 30 011 V 304 14 v 4RG4 Z PF ws, E30" THICK -a bbt.JT PANGOLIN STRUCTURAL Project Name U-Haul Tukwila, WA Subject Shear wall 2 and 3 Sheet No. Vol R Pary. 49 Project No. 19-060 Date 7/2019 Computed By cb Tie (Ash) prov'd: (2) #5 = 0.61 (3) #5 = 0.93 (4) #5 = 1.24 (5) #5 = 1.55 (6) #5 = 1.86 (7) #5 2.17 44 9 o a* fl FADE OF WALL*, e t.o FLA lo*r - o 6 - AAA 6LANAT,P)O FOA ' meoo• arrtwo voor 4 •rfotroz. so outs, !...014,0744 of WALL ,6E,E.. NALL El-E.-W.71046 Og. (TT'F) 5`,"K4, A.F57 NRJ 1-1E.4' • s C-O 9 ''11 BAJ2°, Ash = 0.09sbcfc/fy = 0.09 x 4 x 21 x 4/60 = 0.504 in^2 > 0.93 I P I In_ • N /(eles Gigo*0-fig- (e_ • CTdOk) (oI4 e5AFV-, (30)4 II f3,kfz4, e0211-1. 11/2 co.. 4.5 T /(0) C.-RoW(Ier-o (1) "36-R06671E6 LONC1 NAi 0 Ash = 0.09sbcfc/fy = 0.09 x 4 x 21 x4/60 = 0.504 inA2 > 1.24 o .1 • Ash = 0.09sbcfc/fy = 0.09 x 4 x 33 x 6/60 = 1.18 inA2 > 1.86 ---Ash = 0.09 x 4 x 27 x 6/60 = 0.972 >1.24 'E-GT I ON "HT Ash = 0.09sbcfc/fy :t7er, = 0.09 x 12 x 27 x 6/60 = 2.92 in^2 > 1.55 Ash = 0.09 x 12 x 33 x 6/60 = 3.56 >1.24 •rp4,4... 4/61) 0'RW9 *9900 NAY 4 (s)% TIC", e ',TAO 4/(*)f5 T '42-T ,r ' C)9 o gem L006o, NA)" e 4 C.OLUMN OUT, ADOva Ash = 0.09sbcfc/fy = 0.09 x 4 x 33 x 6/60 i2EF.C.--167-4. = 1.18 in42 > 1.55 Ash = 0.09 x 4 x 27 x 6/60 = 0.972 >1.24 44,1'• I .0 PANGOLIN STRUCTURAL Project Name U-Haul Tukwila, WA Subject Shear wall 5, 6, 7, 8 Sheet No. Vol B, PagP 5a Project No. 19-060 Date 7/2019 Computed By cb (E) SHEAR WALL 5, 6, 7, 8 raF }Gi.4000 r t=12° 4TM I !6B V I. Ire°dv 1G: CGOoo Ph' t t,_ ee ZNO } -' T°0 t : 1 15T 9D10� #y@414 LAYERS G64-44r AuG2 W �71N. 4111 CSI i 30'-0" 1�5@ 1B e..W• AND 20'-0" CS {_5 ilit5ei V ' Ph 1 4 G 000 *co C, H t— —1 3 LAYERS rAR4r1c t954- io H. 7@lyv. 7 e 12. H. L#:1"t-tz6) E54-4 54v$ t el 64 9 L. U U - RAM WALL 5;6,7, 8 =1'- LINE 17 AS SF+OWN, LINE ©DPP. HAND L 5 le v. 1- '� LA7'E✓;1,) U U 1Jora! 6F•E TYPICAL. 6AR LAP DETAIL Sk-r. s4-4 OR LAPS AT VERT. ._ 6DVTJ1,A{Z,Y (3AR6 _ _ _ 1 1 PANGOLIN STRUCTURAL U-Haul Tukwila, WA Project Name Subject Shear wall 5, 6, 7, 8 Sheet No. voiB, Page 51 Project No. 19-060 Date 7/2019 Computed By cb *0 verr, mA-raw erAcwo NASIPJ e664 Vear *A rtie..4 76,5 EA FA ce a' SE GT 10 A 605 v5161". MATC-14 OPAC.1.4G 11-4 3101.1 wAL, 34 5 @.12. ,001Z ES*. 10 VER1'. • 44 e 5 7475A FAC-0' GTI OKI 5 6/4" • SEGTIO Be. • 1. - 'SECTIOKI SECTION E sVIQI F EC-T1OW G AVAr5.X. eo 9 vE SEC-1-10W Ash = 0.09sbcfc/fy = 0.09 x 12 x 33 x 6/60 = 2.38 inA2 > 1.55 1.4 Ash = 0.09 x 4 x 27 x 6/60 = 0.972 >1.24 � �~ ��k |�J K n K � U � � N S T R U C T U R AL Project Name UHaul ofOuwamhsh Subject Lateral Analysis Sheet No. vmB, Pago 52 Project No. 13-O8O Date 8/2019 Computed By Find scale factor for Modal Response 8pectrumAnolvsis From RAM Frame Equivalent Lateral Force Procedure: Vx=D18S^37,477k=6333k For Modal m Analysis Procedure: Initial Scale factor= |0R = 1/6 =O1G7 *This results inbase shear mppoxVx=4BO8k.Vy=3500h Increase Scale factor to be 85% of base shear calculated using ELF Procedure per 12.9.4.1: \x,,,=8333h°O.85=5384k Vy=*=GO34k°0.05=512Bh Current Scale Factor X=0.2OO.VxDynamic=555Sk.5389k *See RAM Frame output 0 PI Frame Story Shears RAM Frame 16.01.00.20 `4Bentley• DataBase: 19-060_Existing Bldg_IBC_MOD6.3_DYN Vol B, Page 53 08/06/19 16:11:55 CRITERIA: Rigid End Zones: Ignore Effects Member Force Output: At Face of Joint P-Delta: Yes Scale Factor: 1.00 Ground Level: Base Mesh Criteria : Max. Distance Between Nodes on Mesh Line (ft) : 4.00 Merge Node Tolerance (in) : 0.0100 Geometry Tolerance (in) : 0.0050 Walls Out -of -plane Stiffness Not Included in Analysis. Sign considered for Dynamic Load Case Results. Rigid Links Included at Fixed Beam -to -Wall Locations Eigenvalue Analysis : Eigen Vectors (Subspace Iteration) Frame #1 Load Case: Dynl Modal Response Dyn_ASCE710_ Level Shear-X Change-X kips kips Roof 0.03 0.03 5th 0.03 0.00 4th 0.03 -0.00 3rd 0.08 0.05 2nd 0.05 -0.03 1st 0.47 0.41 Load Case: Level Roof 5th 4th 3rd 2nd 1st Dyn2 Modal Response Dyn_ASCE710_ Shear-X Change-X kips kips 0.02 0.02 0.03 0.00 0.03 0.00 0.08 0.05 0.05 -0.03 0.50 0.45 Load Case: Dyn3 Modal Response Level Shear-X kips Roof 0.02 5th 0.02 4th 0.02 3rd 0.04 2nd 0.02 CQC_X_-E Shear-Y kips 73.74 110.85 -120.65 -138.19 -196.09 -320.50 Dyn_ASCE710_CQC_Y_+E Change-X kips 0.02 0.00 -0.00 0.03 -0.02 Change-Y kips 54.75 6.64 -112.10 113.32 -177.10 - 1 3 . 8 8 Change-Y kips 73.74 37.11 -231.50 -17.54 -57.91 -124.41 Shear-Y Change-Y kips kips 136.77 136.77 309.39 172.62 419.19 109.80 532.44 113.25 661.04 128.60 CQC_X_+E Shear-Y kips 54.75 61.39 -50.71 62.60 -114.50 -228.38 ier Frame Story Shears RAM Struclwal s,m RAM Frame 16.01.00.20 tjeentley. DataBase: 19-060_Existing Bldg_IBC_MOD6.3_DYN Vol B, Page 54 Page 2/13 08/06/19 16:11:55 1st 0.08 Load Case: Dyn4 Modal Response Level Shear-X Roof 5th 4th 3rd 2nd 1st kips 0.02 0.02 0.02 0.05 0.03 0.17 BASE SHEAR (Dynamic Load Cases) LdC Shear-X Dynl Dyn2 Dyn3 Dyn4 Frame #2 0.47 0.50 0.08 0.17 Load Case: Dynl Modal Response Level Shear-X Roof 5th 4th 3rd 2nd 1st kips 0.01 0.02 0.02 0.05 0.03 0.37 Load Case: Dyn2 Modal Response Level Shear-X Roof 5th 4th 3rd 2nd 1st kips 0.01 0.01 0.02 0.05 0.03 0.39 0.06 734.31 Dyn_ASCE710_CQC_Y_-E Change-X kips 0.02 0.00 -0.00 0.03 -0.02 0.14 Shear-Y -228.38 -320.50 734.31 631.49 73.28 Shear-Y Change-Y kips kips 118.44 118.44 248.03 129.60 321.35 73.32 396.26 74.91 523.26 127.00 631.49 108.23 Dyn_ASCE710_CQC_X_+E Change-X kips 0.01 0.01 0.00 0.03 -0,02 0.34 Dyn_ASCE710 Change-X kips 0.01 0.01 0.00 0.03 -0.01 0.36 Shear-Y Change-Y kips kips 64.66 64.66 53.31 -11.35 44.20 -9.12 49.01 4.82 41.04 -7.97 -47.99 -89.03 _CQC_X_-E Shear-Y kips 72.43 63.71 58.92 64.66 -61.55 -90.88 Change-Y kips 72.43 -8.73 -4.79 5.74 -126.20 -29.33 Load Case: Dyn3 Modal Response Dyn_ASCE710_CQC_Y_+E Level Shear-X Change-X Shear-Y Chatage-Y log u Frame Story Shears RAM Structural System RAM Frame 16.01.00.20 Vol 8, Page 55 Page 3/13 ;11senttey. DataBase: 19-060_Existing Bldg_IBC MOD6.3_DYN 08/06/19 16:11:55 Roof 5th 4th 3rd 2nd 1st kips kips kips kips - 0.00 -0.00 272.98 272.98 -0.01 -0.00 425.90 152.92 - 0.01 0.00 517.43 91.54 -0.02 -0.01 606.52 89.09 - 0.01 0.01 669.22 62.70 -0.07 -0.06 715.75 46.53 Load Case: Dyn4 Modal Response Dyn_ASCE710_CQC_Y_-E Level Shear-X Change-X Shear-Y Change-Y kips kips kips kips Roof -0.01 -0.01 248.05 248.05 5th -0.01 -0.00 371.35 123.30 4th -0.01 0.00 447.68 76.33 3rd -0.03 -0.02 520.86 73.18 2nd -0.02 0.01 571.87 51.01 1st -0.12 -0.11 613.49 41.62 BASE SHEAR (Dynamic Load Cases) LdC Shear-X Shear-Y Dynl 0.37 -47.99 Dyn2 0.39 -90.88 Dyn3 -0.07 715.75 Dyn4 -0.12 613.49 Frame #3 Load Case: Dynl Modal Response Dyn_ASCE710_CQC_X_+E Level Shear-X Change-X Shear-Y Change-Y kips kips kips kips Roof 0.00 0.00 -64.65 -64.65 5th 0.01 0.00 -80.49 -15.85 4th 0.01 0.00 -69.04 11.45 3rd 0.03 0.02 -61.83 7.21 2nd 0.03 0.00 -61.99 -0.16 lst 0.38 0.35 -72.42 -10.43 Load Case: Dyn2 Modal Response Dyn_ASCE710_CQC_X_-E Level Shear-X Change-X Shear-Y Change-Y kips kips kips kips Roof 0.00 0.00 -70.57 -70.57 5th 0.01 0.00 -92.34 -21.77 4th 0.01 0.00 -83.64 8.70 Frame Story Shears Vol B, Page 56 RAM Structural System RAM Frame 16.01.00.20 % Bentley. DataBase: 19-060_Existing Bldg _IBC_MOD6.3_DYN Page 4/13 08/06/19 16:11:55 3rd 0.03 0.02 -78.38 5.26 2nd 0.03 0.00 -82.35 -3.97 1st 0.39 0.36 -89.01 -6.66 Load Case: Dyn3 Modal Response Dyn_ASCE710_CQC_Y_+E Level Shear-X Change-X Shear-Y Change-Y kips kips kips kips Roof 0.00 0.00 253.35 253.35 5th 0.00 0.00 412.63 159.28 4th 0.00 0.00 498.63 86.00 3rd 0.01 0.01 578.19 79.56 2nd 0.01 -0.01 637.62 59.42 1st -0.06 -0.07 671.18 33.56 Load Case: Dyn4 Modal Response Dyn_ASCE710_CQC_Y_-E Level Shear-X Change-X Shear-Y Change-Y kips kips kips kips Roof -0.01 -0.01 250.92 250.92 5th -0.01 -0.00 396.55 1145.62 4th 0.01 0.02 484.69 88.15 3rd 0.03 0.02 564.75 80.05 2nd 0.02 -0.01 617.64 52.90 1st -0.12 -0.14 651.04 33.39 BASE SHEAR (Dynamic Load Cases) LdC Shear-X Shear-Y Dynl 0.38 -72.42 Dyn2 0.39 -89.01 Dyn3 -0.06 671.18 Dyn4 -0.12 651.04 Frame #4 Load Case: Dynl Modal Response Dyn_ASCE710_CQC_X_+E Level Shear-X Change-X Shear-Y Change-Y kips kips kips kips Roof 0.01 0.01 -50.69 -50.69 5th 0.01 0.01 -49.08 1.61 4th 0.02 0.00 -41.47 7.61 3rd 0.05 0.03 -48.00 -6.53 2nd 0.04 -0.01 93.98 141.98 1st 0.39 0.36 205.88 111.89 Frame Story Shears RAM SUucIuraISom RAM Frame 16.01.00.20 ..FAIsentLey• DataBase: 19-060_Existing Bldg IBC_MOD6.3_DYN Vol B, Page 57 Page 5/13 08/06/19 16:11:55 Load Case: Dyn2 Modal Response Level Shear-X Roof 5th 4th 3rd 2nd 1st kips 0.01 0.01 0.01 0.05 0.04 0.42 Load Case: Dyn3 Modal Response Level Shear-X Roof 5th 4th 3rd 2nd 1st kips 0.01 0.01 0.01 0.03 0.02 0.08 Load Case: Dyn4 Modal Response Level Shear-X kips Roof 0.02 5th 0.02 4th 0.02 3rd 0.07 2nd 0.04 1st 0.20 BASE SHEAR (Dynamic Load Cases) LdC Shear-X Dyn l Dyn2 Dyn3 Dyn4 Frame #5 0.39 0.42 0.08 0.20 Load Case: Dynl Modal Response Level Shear-X kips Roof 1025.16 Dyn_ASCE710_CQC_X_-E Change-X kips 0.01 0.00 0.00 0.03 -0.01 0.38 Shear-Y Change-Y kips kips -75.41 -75.41 111.82 187.23 115.47 3.65 129.75 14.28 172.42 42.67 285.40 112.97 Dyn_ASCE710_CQC_Y_+E Change-X kips 0.01 -0.00 -0.00 0.02 -0.01 0.07 Shear-Y Change-Y kips kips 139.16 139.16 264.04 124.88 327.50 63.46 386.63 59.13 466.94 80.31 519.40 52.46 Dyn_ASCE710_CQC_Y_-E Change-X kips 0.02 -0.00 -0.00 0.04 -0.02 0.16 Shear-Y 205.88 285.40 519.40 757.36 Dyn_ASCE710 Change-X kips 1025.16 Shear-Y Change-Y kips kips 169.53 169.53 362.70 193.17 464.09 101.38 562.19 98.10 686.35 124.17 757.36 71.01 _CQC_X_+E Shear-Y kips -0.01 Change-Y kips -0.01 Frame Story Shears 13 RAM sft...isme. RAM Frame 16.01.00.20 P-Aleentley. DataBase: 19-060_Existing Bldg IBC MOD6.3 DYN Vol B, Page 58 Page 6/13 08/06/19 16:11:55 5th 4th 3rd 2nd 1st 2038.19 2885.76 3525.64 3774.81 3629.06 Load Case: Dyn2 Modal Response Level Shear-X kips Roof 912.19 5th 1837.68 4th 2670.94 3rd 3335.02 2nd 3651.47 1st 3559.56 Load Case: Level Roof 5th 4th 3rd 2nd 1st Load Case: Level Roof 5th 4th 3rd 2nd 1st Dyn3 Modal Response Shear-X kips 137.46 237.76 -351.78 - 426.22 -381.23 -322.11 Dyn4 Modal Response Shear-X kips -394.73 - 692.10 792.22 876.75 917.12 806.75 BASE SHEAR (Dynamic Load Cases) LdC Shear-X Dyn 1 Dyn2 Dyn3 Dyn4 3629.06 3559.56 -322.11 806.75 1013.03 847.57 639.88 249.18 -145.75 -0.01 -0.01 -0.05 -0.03 -0.01 Dyn_ASCE710_CQC_X_-E Change-X Shear-Y kips kips 912.19 -0.03 925.49 -0.03 833.26 -0.03 664.08 -0.10 316.45 -0.05 -91.91 -0.03 - 0.00 - 0.00 -0.04 0.02 0.02 Change-Y kips -0.03 -0.00 - 0.00 - 0.07 0.05 0.02 Dyn_ASCE710_CQC_Y_+E Change-X Shear-Y Change-Y kips kips kips 137.46 0.37 0.37 100.30 0.44 0.07 -589.54 0.52 0.08 -74.44 1.44 0.92 44.99 0.62 -0.82 59.12 0.40 -0.22 Dyn_ASCE710_CQC_Y_-E Change-X Shear-Y kips kips -394.73 0.32 -297.37 0.38 1484.32 0.45 84.53 1.25 40.37 0.53 -110.37 0.35 Shear-Y -0.01 -0.03 0.40 0.35 Change-Y kips 0.32 0.06 0.07 0.80 -0.71 - 0.18 PM Frame Story Shears RAM Structural sys. RAM Frame 16.01.00.20 Bentley DataBase: 19-060_Exi sting B1dgiBC_MOD6.3_DYN Vol B, Page 59 Page 7/13 08/06/19 16:11:55 Frame #20 Load Case: Dynl Modal Response Level Shear-X Roof 5th 4th 3rd 2nd 1st kips 116.50 288.92 415.96 530.96 745.83 971.37 Load Case: Dyn2 Modal Response Level Shear-X Roof 5th 4th 3rd 2nd 1st kips 118.29 294.78 421.77 528.82 714.42 916.06 Load Case: Dyn3 Modal Response Level Shear-X Roof 5th 4th 3rd 2nd 1st kips -82.48 -95.33 -87.26 -96.25 -103.73 127.14 Load Case: Dyn4 Modal Response Level Shear-X kips Roof -120.91 5th -179.68 4th -201.98 3rd 210.50 2nd 226.16 1st 256.71 Dyn_ASCE710_CQC_X_+E Change-X kips 116.50 172.42 127.04 115.00 214.87 225.54 Dyn_ASCE710_ Change-X kips 118.29 176.48 126.99 107.05 185.60 201.64 Shear-Y Change-Y kips kips 0.02 0.02 0.02 -0.00 0.02 -0.00 0.06 0.03 0.02 -0.04 -0.08 -0.10 CQC_X_-E Shear-Y kips 0.04 0.04 -0.04 -0.12 -0.05 -0.11 Dyn_ASCE710_CQC_Y_+E Change-X kips - 82.48 - 12.84 8.06 -8,99 -7.48 230.87 Shear-Y kips 0.08 0.09 0.11 0.30 0.15 0.16 _CQC_Y_-E Shear-Y kips 0.06 0.07 0.08 0.23 0.12 0.16 Change-Y kips 0.04 0,00 -0,08 -0.07 0.07 -0.06 Change-Y kips 0.08 0.01 0.02 0.19 -0.15 0.01 Change-Y kips 0.06 0.01 0.01 0.15 -0.12 0.04 Dyn_ASCE710 Change-X kips -120.91 -58.77 -22.30 412.49 15.66 30.55 BASE SHEAR (Dynamic Load Cases) LdC Shear-X Shear-Y Frame Story Shears Vol B, Page 60 RAM Structural sp. RAM Frame 16.01.00.20 FAIBentlev DataBase: 1 9-060Existing Bldg_113C_MOD6.3_DYN Page 8/13 08/06/19 16:11:55 Dynl Dyn2 Dyn3 Dyn4 Frame #21 971.37 916.06 127.14 256.71 Load Case: Dynl Modal Response Level Shear-X kips Roof 113.91 5th 292.23 4th 407.61 3rd 523.63 2nd 748.56 1st 969.41 Load Case: Dyn2 Modal Response Level Shear-X Roof 5th 4th 3rd 2nd lst kips 129.27 306.76 423.74 529.66 727.86 928.65 Load Case: Dyn3 Modal Response Level Shear-X Roof 5th 4th 3rd 2nd 1st kips 123.26 158.34 171.81 164.40 117.57 -66.74 Load Case: Dyn4 Modal Response Level Shear-X kips Roof 120.09 5th 179.44 4th 210.00 3rd 218.91 -0.08 -0.11 0.16 0.16 Dyn_ASCE710_CQC_X_+E Change-X kips 113.91 178.32 115.38 116.01 224.94 220.84 Dyn_ASCE710_ Change-X kips 129.27 177.49 116.98 105.91 198.20 200.79 Dyn_ASCE710_ Change-X kips 123.26 35.08 13.47 -7.41 -46.83 184.30 Shear-Y Change-Y kips kips - 0.01 -0.01 -0.01 0.00 - 0.01 -0.00 -0.03 -0.02 - 0.01 0.02 -0.01 -0.00 Change-Y kips -0.02 -0.00 -0.00 -0.03 0.08 0.00 CQC_Y_+E Shear-Y Change-Y kips kips 0.06 0.06 0.06 0.01 0.08 0.01 0.20 0.13 0.10 -0.11 0.09 -0.01 Dyn_ASCE710_ Change-X kips 120.09 59.34 30.57 8.91 CQC_Y_-E Shear-Y kips 0.07 0.08 0.09 0.25 Change-Y kips 0.07 0.01 0.01 0.16 CQC_X_-E Shear-Y kips -0.02 -0.02 -0.02 - 0.06 0.02 0.02 Frame Story Shears Vol B, Page 61 Wel RAM Structural System RAM Frame 16.01.00.20 "5:AlBent(ey• DataBase: 19-060_Existing Bldg_IBC_MOD6.3_DYN Page 9/13 08/06/19 16:11:55 2nd 1st 190.37 167.56 BASE SHEAR °Dynamic Load Cases) LdC Shear-X Dynl Dyn2 Dyn3 Dyn4 Frame #30 969.41 928.65 -66.74 167.56 -28.54 -22.81 Shear-Y -0.01 0.02 0.09 0.11 0.11 0.11 Load Case: Dyni Modal Response Dyn_ASCE710_CQC_X_+E Level Shear-X Change-X kips kips Roof 0.03 0.03 5th 0.04 0.01 4th 0.05 0.01 3rd 0.14 0.09 2nd 0.08 -0.05 1st 0.56 0.48 Load Case: Dyn2 Modal Response Level Shear-X kips Roof 0.03 5th 0.03 4th 0.04 3rd 0.13 2nd 0.08 I st 0.54 Load Case: Dyn3 Level Roof 5th 4th 3rd 2nd 1st -0.13 -0.01 Shear-Y Change-Y kips kips 52.53 52.53 -55.95 -108.48 -57.11 -1.16 -97.50 -40.39 -173.56 -76.07 -276.45 -102.89 Dyn_ASCE710_CQC_X_-E Change-X kips 0.03 0.01 0.01 0.09 -0.05 0.46 Shear-Y kips -83.40 -137.11 - 177.95 - 216.44 - 282.92 -380.03 Change-Y kips -83.40 -53.72 -40.84 -38.49 -66.47 -97.12 _CQC_Y_+E Shear-Y Change-Y kips kips 246.98 246.98 511.85 264.87 743.55 231.70 911.53 167.98 994.60 83.07 1003.25 8.64 Modal Response Dyn_ASCE710 Shear-X Change-X kips kips -0.04 -0.04 -0.04 -0.00 -0.05 -0.01 -0.14 -0.09 -0.06 0.08 -0.09 -0.03 Frame Story Shears Vol B, Page 62 RAM Structural System RAM Frame 16.01.00.20 Bentley DataBase: 19-060_Existing Bldg 1BC_MOD6.3 DYN Page 10/13 08/06/19 16:11:55 Load Case: Dyn4 Modal Response Level Shear-X Roof 5th 4th 3rd 2nd 1st kips -0.03 - 0.03 - 0.03 -0.10 - 0.04 - 0.08 Dyn_ASCE710_ Change-X kips -0.03 -0.00 -0.00 -0.06 0.06 -0.04 BASE SHEAR (Dynamic Load Cases) LdC Shear-X Shear-Y Dynl Dyn2 Dyn3 Dyn4 Frame #31 0.56 0.54 - 0.09 - 0.08 Load Case: Dynl Modal Response Level Shear-X Roof 5th 4th 3rd 2nd 1st kips 0.02 0.02 0.03 0.08 0.05 0.47 Load Case: Dyn2 Modal Response Level Shear-X kips Roof 0.02 5th 0.03 4th 0.03 3rd 0.09 2nd 0.05 1st 0.45 Load Case: Dyn3 Modal Response Level Shear-X kips Roof 0.05 -276.45 -380.03 1003.25 814.95 CQC_Y_-E Shear-Y kips 202.93 402.97 564.27 678.29 772.52 814.95 Dyn_ASCE710_CQC_X_+E Change-X kips 0.02 0.01 0.01 0.05 -0.03 0.41 C ha nge-Y kips 202.93 200.04 161.31 114.02 94.23 42.43 Shear-Y Change-Y kips kips -17.70 -17.70 -20.28 -2.58 -16.13 4.16 -40.28 -24.16 - 50.00 -9.72 -38.84 11.16 CQC_X_-E Shear-Y kips - 24.71 -41.43 - 51.80 -72.54 -87.30 -81.78 Dyn_ASCE710_ Change-X kips 0.02 0.00 0.01 0.06 -0.03 0.40 Dyn_ASCE710_ Change-X kips 0.05 CQC_Y_+E Shear-Y kips 164.48 Change-Y kips - 24.71 - 16.72 - 10.37 -20.74 -14.76 5.52 Chmage-Y kips 164.48 Frame Story Shears RAM Structural System RAM Frame 16.01.00.20 FiAlBentley. DataBase: 19-060_Existing Bldg_IBC_MOD6.3 DYN Vol 13, Page 63 Page 11/13 08/06/19 16:11:55 5th 4th 3rd 2nd 1st 0.05 0.06 0.17 0.07 0.14 Load Case: Dyn4 Modal Response Level Shear-X Roof 5th 4th 3rd 2nd 1st kips 0.04 0.04 0.05 0.14 0,06 0.18 BASE SHEAR (Dynamic Load Cases) LdC Shear-X Dynl Dyn2 Dyn3 Dyn4 Frame #32 0.47 0.45 0.14 0.18 Load Case: Dynl Modal Response Level Shear-X Roof 5th 4th 3rd 2nd 1st kips 0.02 0.02 0.03 0.09 0.06 0.42 Load Case: Dyn2 Modal Response Level Shear-X Roof 5th 4th 3rd 2nd kips 0.02 0.02 0.03 0.09 0.06 -0.00 0.01 0.11 -0.10 0.07 391.65 591.51 720.95 795.32 779.34 Dyn_ASCE710_CQC_Y_-E Change-X kips 0.04 -0.00 0.01 0.09 -0.08 0.12 Shear-Y - 38.84 - 81.78 779.34 649.82 227.17 199.86 129.43 74.37 -15,98 Shear-Y Change-Y kips kips 137.63 137.63 335.88 198.25 499.34 163.46 599.41 100.07 659.70 60.29 649.82 -9.88 Dyn_ASCE710_CQC_X_+E Change-X kips 0.02 0.01 0.01 0.06 -0.03 0.36 Dyn_ASCE710_ Change-X kips 0.02 0.01 0.01 0.06 -0.03 Shear-Y Change-Y kips kips 46.40 46.40 44.70 -1.70 33.97 -10.73 33.42 -0.55 47.35 13.93 64.35 17.00 CQC_X_-E Shear-Y kips 43.28 40.99 34.13 41.63 58.45 Change-Y kips 43.28 -2.29 -6.86 7.50 16.82 Frame Story Shears mmst,„,„„,,,,„ RAM Frame 16.01.00.20 4flentley* DataBase: 19-060_Existing Bldg_IBC_MOD6.3_DYN Vol 13, Page 64 Page 12/13 08/06/19 16:11:55 1st 0.41 0.35 70.20 11.74 Load Case: Dyn3 Modal Response Dyn_ASCE710_CQC_Y_+E Level Shear-X Change-X Shear-Y Change-Y kips kips kips kips Roof 0.04 0.04 206.54 206.54 5th 0.04 0.00 428.16 221.62 4th 0.05 0.01 612.07 183.91 3rd 0.14 0.09 718.24 106.17 2nd 0.06 -0.08 763.11 44.87 1st 0.12 0.06 744.42 -18.69 Load Case: Dyn4 Modal Response Dyn_ASCE710_CQC_Y_-E Level Shear-X Change-X Shear-Y Change-Y kips kips kips kips Roof 0.04 0.04 193.65 193.65 5th 0.04 0.00 409.82 216.17 4th 0.05 0.01 589.76 179.94 3rd 0.13 0.08 691.60 101.84 2nd 0.06 -0.07 732.19 40.59 1st 0.17 0.11 715.15 -17.04 BASE SHEAR (Dynamic Load Cases) LdC Shear-X Shear-Y Dynl 0.42 64.35 Dyn2 0.41 70.20 Dyn3 0.12, 744.42 Dyn4 0.17 715.15 Frame #33 Load Case: Dynl Modal Response Dyn_ASCE710_CQC_X_+E Level Shear-X Change-X Shear-Y Change-Y kips kips kips kips Roof 0.02 0.02 -70.63 -70.63 5th 0.03 0.01 -79.26 -8.63 4th 0.03 0.01 -69.87 9.39 3rd 0.09 0.06 72.83 142.70 2nd 0.06 -0.03 134.50 61.67 1st 0.44 0.38 225.03 90.54 Load Case: Dyn2 Modal Response Dyn_ASCE710_CQC_X_-E Level Shear-X Change-X Shear-Y Change-Y Mar Frame Story Shears .s„,„,.,,,,, RAM Frame 16.01.00.20 Bentley• DataBase: 19-060_Existing Bldg_IBCMOD6.3_DYN Vol B, Page 65 Page 13/13 08/06/19 16:11:55 Roof 5th 4th 3rd 2nd 1st kips 0.03 0.03 0.04 0,11 0.06 0.43 Load Case: Dyn3 Modal Response Level Shear-X kips Roof -0.04 5th -0.04 4th -0.04 3rd -0.11 2nd -0.04 1st -0.06 Load Case: Dyn4 Modal Response Level Shear-X Roof 5th 4th 3rd 2nd 1st kips - 0.06 - 0.06 -0.06 -0.17 -0.07 -0.08 BASE SHEAR (Dynamic Load Cases) LdC Shear-X Dynl Dyn2 Dyn3 Dyn4 0.44 0.43 - 0.06 - 0.08 kips 0.03 0.00 0.01 0.07 -0.05 0.37 kips -106.55 -175.26 200.50 218.37 258.72 328.02 Dyn_ASCE710_CQC_Y_+E Change-X kips -0.04 0.00 -0.00 -0.07 0.07 -0.01 Dyn_ASCE710_ Change-X kips - 0.06 0.00 - 0.01 - 0.11 0.11 -0.01 Shear-Y 225.03 328.02 683.18 1019.66 Shear-Y kips 193.90 393.95 542.49 634.24 687.03 683.18 kips -106.55 -68.71 375.76 17.87 40.35 69.30 Change-Y kips 193.90 200.04 148.54 91.75 52.79 -3.85 Change-Y kips 241.98 302.52 238.13 159.24 86.78 -8.99 CQC_Y_-E Shear-Y kips 241.98 544.50 782.62 941,86 1028.64 1019.66 an mei r, III ow PANGOLIN � � � �~ ��� |�J K � K � U � K N STRUCTURAL Project Name L-HaulTukwUa WA Subject SHEAR WALL DESIGN SHEAR WALL DESIGN Project No. 19-060 Date 7/2019 Computed By cb Shear walls are designed and reinforcing reviewed in a combination between a spreadsheet (reinforcing checks) and RAM Elements Concrete Wall Analysis. The spreadsheet checks reinforcing ratios and special boundary element requirements. Note that RAM Elements has several incorrect warnings related tominimum vertical reinforcing ratios (checked inthe spreadsheet) and Ash requirements edboundary elements. For the new aheenwaUs(2O. 21.30.31.32.33).column vertical reinforcing may have been increased from the RAM Elements output bo maintain m maximum spacing ofG" between vertical reinforcing bars. For each RAM Elements Wall output, ONLY the bottom -most wall/column olemertisbeing checked inthat output. Due to the |hnbaUone in RAM Elements to design a multi'oboryvvaU with varying concrete II lit J [_=1 11 L,1 II [ :. t 1 11 V1 I11 [ 1 [l t-i LEI [1 SHEARWAII 1 & 4 Sth 3rd 1st BASE hw(A) min Seismic toad lw(ft) p 0.0025 wall wall 24' 24" ` 134 165 kips 4000 12.5 p 0,0029 12 21.83 m p 0,0029 4000 12 6800 12 6000 18 6000 18 6000 24 (V) 4S @ 18" m INNS@18" NI85 @ 18" (NI 45@12" (V)45@18" IH)as@7° M47@14" (H) 47 @ 14" (V) 47 @ 12" (NI47@12" stay deltaxu/ delta au/ c(in.OA de0.° deltaxu hw hwleff) cdesign boundary elementregd7c•(0.18w c/2 Iw 60011.5delta xu / hwl 16.97 0.577 2.885 0.019233 0,019233 15.13 YES -9.226 8,485 159 192 kips 125 p 0.0029 357 18.1 0.512 2.56 0.017067 0.017067 17.05 YES -8.095 9.05 21.83 p 0.0029 ` 106 112 kips 12.5 p 0.0029 469 14.73 0.408 2.04 0.0136 0.0136 21.40 90 11.466 7365 p 00177 120 125 kips 12.5 p 0,0107 M 594 21.37 0.309 1.545 0.0103 0.0103 28.26 90 4.826 10.685 p 00107 186 171 kips 15 p 0.0125 765 24.95 0.206 1.03 0.005122 0.005712 50.67 NO -1.246 12.475 21.83 21.83 21.83 (HIP @8„ (V) k1 @ 8') (Hi 47@8 0.0125 �k. 114 53 kips 11 p 0.063 818 38.93 0.078 0.39 0.002955 0.005 85.33 N0 053 19.465 32 p 0.005 00063 0.005 36" 36" 36" A From RAM Elements wall B From RAM Frame Story Displacements 0 d co a) Vol B, Page 68 A Bentley Microsoft Current Date: 8/28/2019 9:00 AM Units system: English File name: P:\19-060 UHaul Tukwila WA\02_Calculations\B_Structural Analysis Programs\RAM Elements\SW1\SW1_3rd.cwd\ Design Results Concrete Wall GENERAL INFORMATION: Global status : Warnings in design Design code ACI 318-14 Geometrv: Total height 50.00 [ft] Total length 21,80 [ft] Base support type Continuous Wall bottom restraint Fixed Column bottom restraint Fixed Rigidity elements Columns Materials: Material C 6-60 Steel tension strength (Fy) 60 [Kip/in2] Concrete compressive strength (fc) 6 [Kip/in2] Steel elasticity modulus (Es) 29000 (Kip/in2] Concrete modulus of elasticity (E) 4415.2 [Kip/in2] Concrete unit weight 0.149818 [Kip/ft3] Number of stories: 4 Story Story height Wall thickness [ft] [in] 1 12.50 18.00 2 12.50 12.00 3 12.50 12.00 4 12.50 12.00 Columns: Distance Width X Width Z Position Z [ft( [in] [in] 1.50 36.00 30.00 Centered 20.30 36.00 30.00 Centered Load conditions: ID Comb. Category Description DL No DL Dead Load EQ No EQ Seismic SC1 Yes DL DC1 Yes 1.4DL D1 Yes 1,4DL D2 Yes 1.3822DL+EQ D3 Yes 0.7178DL+EQ Pagel Vol B, Page 69 Concentrated toads: Story Condition Direction Magnitude Eccentricity Distance [Kip] [in] [ft] 1 EQ Horizontal 165.00 0.00 0.00 2 EQ Horizontal 192.00 0.00 0.00 3 EQ Horizontal 112.00 0.00 0.00 4 EQ Horizontal 125.00 0.00 0.00 Distributed Toads: Consider self weight DL Story Condition Direction Magnitude Eccentricity [Kip/ft] [ft] 1 DL Vertical 2.09 0.00 2 DL Vertical 2,09 0.00 3 DL Vertical 2,09 0,00 4 DL Vertical 2.09 0.00 SHEAR WALL DESIGN: Status Warnings in design - Minimum ratio, vertical reinforcement area vs. concrete, Table 11.6.1, Section 11.6.2 (Segment 1) ratio checked in spreadsheet at beginning of this section - rho > 0.0025 Page2 Geometry: Segment X Coordinate Y Coordinate Width Height [ft] [ft] [ft] [ft] 1 0.00 0.00 21.80 12.50 2 0.00 12.50 21.80 12.50 3 0.00 25.00 21.80 12.50 4 0.00 37.50 21.80 12.50 Reinforcement: Reinforcement layers 2 Vol B, Page 70 Page3 Vol B, Page 71 tir Vertical reinforcement Segment Bars Spacing [in] 1 2 3 4 19-#7 15-#5 15-#5 15-#5 14.00 18.00 18.00 18.00 Intermediate results for axial -bending Segment Condition 1 D3(Bottom) 2 D3 (Bottom) 3 D3 (Max) 4 D3 (Bottom) Combined axial flexure Segment Condition 1 2 3 4 Horizontal reinforcement Ld Bars Spacing Ld [in] [in] [inj 33.89 19.36 19.36 19.36 c [in] 21.44 14.80 13.14 12.75 11-#7 22-#5 13-#5 9-#5 14.00 7.00 12.00 18.00 d [in] 209.28 209.28 209.28 209.28 Pu Mu 4*Mn [Kip] [Kip*ft] [Kip*ft] D3 (Bottom) D3 (Bottom) D3 (Max) D3 (Bottom) Interaction diagrams, P vs. M: -60000 Axial compression Multi*Mn 246.47 -8414.26 15013.90 159.26-4131.72 6882.15 87.33 -1649.76 6149.97 70.31 -518.09 5976.68 F vs_. M (Segment 1) Y0 0 44.06 25.17 25.17 25.17 0.56 l 1 0.60 0.27 0.09 [�1 LI P as. At (Segment 2) Page4 Vol B, Page 72 Segment Condition Pu $*Pn Pu/4*Pn [Kip] [Kip] 1 D2 (Bottom) 461.17 12427.27 0.04 2 D2 (Bottom) 299.20 8300.49 0.04 3 D2 (Bottom) 191.13 8300.49 0.02 4 D2 (Bottom) 111.10 8300.49 0.01 Axial tension Segment Condition Pu 4*Pn Pu/4*Pn [Kip] [Kip] 1 DC1 (Top) 0.00 1231.20 0.00 2 DC1 (Top) 0.00 502.20 0.00 3 DC1 (Top) 0.00 502.20 0.00 4 DC1 (Top) 0.00 502.20 0.00 Shear [ Segment Condition Vu 4 *Vn Vu/+*Vn [Kip] [Kip] 1 D3 (Max) 585.339 1565.258 0.37 2 D3 (Max) 436.136 1336.871 0.33 3 D3 (Max) 261.904 981.136 0.27 4 D3 (Max) 142.643 815.073 0.18 COLUMN DESIGN: Status Section 25.7.2.3 (Column 1) BPI t0l these items verified/checked separately �- ok! Warnings in design - Ash < Eq 21-4 or 21-5 (Column 1) - sb < sbmin (Column 1) - Every corner and alternate longitudinal bar shall have lateral support proviided by the corner of a tie, - Longitudinal bars shall not be farther than 6 in. clear on each side, Section 25.7.2.3 (Column 3) not a part of this analysis Pages (1) (2) Vol B, Page 73 Geometry: Column Distance Position Z Width X Width Z Height [ft] [in] [in] [ft] 1 1.50 Centered 36.00 30.00 50.00 2 20.30 Centered 36.00 30.00 50.00 Reinforcement: Longitudinal reinforcement Transverse reinforcement Column Bars As Ld Bars Spacing [in2] [in] [in] 1 26-#11 40.56 54.61 #5 4.00 2 28-#11 43.68 54.61 #5 4.00 3 16-#11 24.96 54.61 #5 4.00 4 16-#11 24.96 54.61 #5 4.00 5 12-#9 12.00 43.69 #5 4.00 6 12-#9 12.00 43.69 #5 4.00 7 6-#9 6.00 43.69 #5 4.00 Page6 6-#9 6.00 43.69 #5 4.00 Vol B, Page 74 Combined biaxial flexure Column Condition Pu Mc 4Mn Mc/(4*Mn) [Kip] [Kip*ft] [Kip*ft] 1 D3 390,12 178.02 2270.65 0.08 2 D2 -535.83 189.73 3261.06 0.06 3 D3 264.10 21.34 1412.95 0.02 4 D2 -385.28 48.16 1716.05 0.03 5 D3 134.37 68.13 693.51 0.10 6 D2 -378.05 47.26 1087.39 0.04 7 D3 264.10 21.34 88.66 0.24 8 D2 -378.05 47.26 768.36 0.06 Interaction diagrams, P vs. M: P vs. k( (Column 5) HIM= MEM= 1111110M111 kinmort IKIp9t Axial tension Column Condition 11 17 hi ] P vs. kM (Go mui 7} 111111111M.■ EMI= Till111■•I1 1EC0 ,,0111111111MLII IIIIMENEMI ■■M■■ -12 .EYL� 0 EC40 1X 1i# ..a� -1e Pu *Pn Pu/(4*Pn) [Kip} [Kip] 1 D3 390.12 2190.24 0.18 2 SC1 0.00 2358.72 0.00 3 D3 266.90 1347.84 0.20 4 SC1 0.00 1347.84 0.00 5 D3 264.10 648.00 0.41 6 SC1 0.00 648.00 0.00 7 D3 264.10 324.00 0.82 8 SC1 0.00 324.00 0.00 Axial compression Isl [NMI Iarr, sett I10p�'ei Page7 Vol B, Page 75 r!„ 1 Column Condition Pu 4)*Pn Pu/(4)*Pn) [Kip] [Kip] 1 DC1 -106.78 -4022.07 0.03 2 D2 -535.83 -4111.14 0.13 3 DC1 -92.12 -3576.72 0.03 4 D2 -385.28 -3576.72 0.11 5 DC1 -88.97 -3206.74 0.03 6 D2 -378.05 -3206.74 0.12 7 0C1 -88.97 -3035.45 0.03 8 D2 -378.05 -3035.45 0.12 Shear along X direction fit Column Condition Pos Vu Vc Vs 4*Vn Vu/(4)*Vn) [Kip] [Kip] [Kip] [Kip] 1 D3 At bottom 46.723 42.789 616.641 494.573 0.09 2 02 At bottom 55.839 192.403 616.641 606.783 0.09 3 03 At top 16.401 78.764 462.722 406.114 0.04 4 02 At bottom 5.595 181.658 462.722 483.285 0.01 5 03 At top 16.401 79.099 464.688 407.841 0.04 B 6 D3 At bottom 2.232 167.767 464.688 474.342 0.00 7 D3 At top 16.401 79.099 464.688 407.841 0.04 8 D2 At bottom 1.648 160.417 464.688 468,829 0.00 a Shear along Z direction Column Condition Pos Vu Vc Vs (1)*Vn [Kip] [Kip] [Kip] [Kip] 11 Vu/(4)*Vn) 1 SC1 At top 0.000 151.530 606.119 568.236 0.00 2 SC1 At top 0.000 151.530 606.119 568.236 0.00 3 SC1 At top 0.000 151.530 379.022 397.913 0.00 4 SC1 At top 0.000 151.530 379.022 397,913 0.00 5 SC1 At top 0.000 152.316 380.988 399.978 0.00 6 SC1 At top 0.000 152.316 380.988 399.978 0.00 7 SC1 At top 0.000 152.316 380.988 399.978 0.00 8 SC1 At top 0.000 152.316 380.988 399.978 0.00 Notes: * Pu = Axial load * Pn = Nominal axial load " Mu = Section moment * Mn = Maximum nominal moment * Vu = Design shear force * Vn = Nominal shear force * Id = Embedment length * As = Effective cross sectional area of reinforcement Page8 Vol B. Page 76 Bentley Microsoft Current Date: 8/27/2019 4:27 PM Units system: English File name: P:119-060 UHaul Tukwila WAN02_Calculations\B_Structural Analysis Programs\RAM Elements\SW1SW1_4th.cwd\ Design Results Concrete Wall GENERAL INFORMATION: Global status : Warnings in design Design code ACI 318-14 Geometry: Total height 37.50 [ft] Total length 21.80 [ft] Base support type Continuous Wall bottom restraint Fixed Column bottom restraint Fixed Rigidity elements Columns Materials: Material C 6-60 Steel tension strength (Fy) 60 [Kip/in2] Concrete compressive strength (fc) . . 6 [Kip/in2] Steel elasticity modulus (Es) . . 29000 [Kip/in21 Concrete modulus of elasticity (E) . . 4415.2 [Kip/in2] Concrete unit weight . . 0.149818 [Kip/ft3] Number of stories: 3 Story Story height Wall thickness [ft] [in] 1 12.50 12.00 2 12.50 12.00 3 12.50 12.00 Columns: Distance Width X Width Z [ft] [in] [in] Position Z 1.50 36.00 30.00 Centered 20.30 36.00 30.00 Centered Load conditions: ID Comb. Category Description DL No DL Dead Load EQ No EQ Seismic SC1 Yes DL DC1 Yes 1,4DL D1 Yes 1.4DL D2 Yes 1.3822DL+EQ D3 Yes 0.7178DL+EQ Pagel Vol B, Page 77 am mg Concentrated loads: Story Condition Direction Magnitude Eccentricity Distance [Kip] [in] [ft] 1 EQ Horizontal 112.00 0.00 0.00 2 EQ Horizontal 192.00 0.00 0.00 3 EQ Horizontal 165.00 0.00 0.00 Distributed loads: Consider self weight DL Story Condition Direction Magnitude Eccentricity [Kip/ft] [ft] 1 DL Vertical 2.09 0.00 2 DL Vertical 2.09 0.00 3 DL Vertical 2.09 0.00 SHEAR WALL DESIGN: Status : Warnings in design - Minimum ratio, vertical reinforcement area vs. concrete, Table 11.6.1, Section 11.6.2 (Segment 1) these items verified/checked separately - ok! Page2 Vol B, Page 78 (3) (2) 1) Geometry: Segment X Coordinate Y Coordinate Width Height [ft] [ft] [ft] [ft] 1 0.00 0.00 21.80 12.50 2 0.00 12.50 21.80 12.50 3 0.00 25.00 21.80 12.50 Reinforcement: Reinforcement layers 2 Page3 Vol B, Page 79 Vertical reinforcement Segment Bars Spacing Ld [in] [in] 1 15-#5 18.00 2 15-#5 18.00 3 15-#5 18.00 19.36 19.36 19.36 Horizontal reinforcement Bars Spacing Ld [in] [inI 22-#5 19-#5 9-#5 Intermediate results for axial -bending Segment Condition c [in] 1 D3 (Bottom) 2 D3(Bottom) 3 D3 (Max) Combined axial flexure Segment Condition 1 D3 (Bottom) 2 D3 (Bottom) 3 • D3 (Max) Interaction diagrams, P vs. M: d [in] 14.73 209.28 13.55 209.28 12.50 209.28 7.00 8.00 18.00 Pu Mu 4)*Mn [Kip] [Kip*ft] [Kip*ft] 156.38 -4869.03 6852.89 105.04 -2491.04 6330.17 59.52 -693.25 5866.88 P vs. M (Segarit 1) "MINIM rzr.c [riF•,1 Axial compression Segment Condition 1 D2 (Bottom) 2 D2 (Bottom) 3 D2 (Bottom) aid Pu 4)*Pn [Kip] [Kip] 291.39 8300.49 191.34 8300.49 114.13 8300.49 Pu/4*Pn 0.04 0.02 0.01 25.17 25.17 25.17 0.71 lamet.i 1 0.39 0.12 Ica [Owl bl P vs. M (Segirt 2) N7art [Kl`) Page4 Axial tension Vol B, Page 80 Segment Condition Pu *Pn Pul4*Pn [Kip] [Kip] 1 DC1 (Top) 0.00 502.20 0.00 2 DC1 (Top) 0.00 502.20 0.00 3 DC1 (Top) 0.00 502.20 0.00 Shear Segment Condition Vu*Vn VuI4*Vn [Kip] [Kip] 1 D3 (Max) 2 D3 (Max) 3 D3 (Max) COLUMN DESIGN: Status 455.947 1338.332 0.34 369.819 1225.493 0.30 194.920 814.772 0.24 G.l these items verified/checked separately �- ok! Warnings in design - Ash < Eq 21-4 or 21-5 (Column 1) - Longitudinal bars shall not be farther than 6 in. clear on each side, Section 25.7.2.3 (Column 1) Pages () (2) Vol B, Page 81 Geometry: Column Distance Position Z Width X Width Z Height [ft] [in] [in] [ft] 1 2 1.50 Centered 36.00 30.00 37.50 20.30 Centered 36.00 30.00 37.50 Reinforcement: Longitudinal reinforcement Transverse reinforcement Column Bars As Ld Bars Spacing [in2] [in] [in] 1 16-#11 24.96 54.61 #5 4.00 2 16-#11 24.96 54.61 #5 4.00 3 12-#9 12.00 43.69 #5 4.00 4 12-#9 12.00 43.69 #5 4.00 5 6-#9 6.00 43.69 #5 4.00 6 6-#9 6.00 43.69 #5 4.00 Page6 Vol B, Page 82 Combined biaxial flexure Column Condition Pu [Kip] Mc [Kip*ft] 1 D3 2 D2 3 D3 4 D2 5 D3 6 D2 Interaction diagrams, P vs. M: Axial tension +Mn Mc/(4)*Mn) [Kip*ft] 323.65 182.53 1338.98 0.14 -458.62 193.89 2175.01 0.09 198.60 31.69 610.67 0.05 -287.94 35.99 1002.03 0.04 n 83.56 71.42 334.70 0.21 -287.94 35.99 676.15 0.05 II hl 1'I 1 II I�l P vs. 14 (Cckh w 1) z700 WAIII NMI 1111111111111111 NIEMEN Column Condition 1 2 3 4 5 6 hlorraL [KIP.%) Pu [Kip] SE: 27t0 4*Pn [Kip] P vs. Ifs (Calm 5) MENNEN Pu/(4)*Pn) D3 SC1 D3 SC1 D3 SC1 Axial compression Column Condition 1 2 3 4 5 6 DC1 D2 DC1 D2 DC1 D2 323.65 0.00 198.60 0.00 198.60 0.00 1347.84 1347.84 648.00 648.00 324.00 324.00 0.24 0.00 0.31 0.00 0.61 0.00 Izi [mil Pu it`Pn [Kip] [Kip] -96.97 -3576.72 -458.62 -3576.72 -71.56 -3206.74 -287.94 -3206.74 -71.56 -3035.45 -287.94 -3035.45 Pu/(4*Pn) 0.03 0.13 0.02 0.09 0.02 0.09 h1 I&orrcn[ Page7 Vol B, Page 83 Shear along X direction Column Condition Pos Vu Vc Vs 4*Vn [Kip] [Kip] [Kip] [Kip] Vul(c)*Vn) 1 D3 At bottom 45.778 61.763 462.722 393.364 0.12 2 D2 At bottom 53.976 186.892 462.722 487.210 0.11 3 D3 At top 13.276 97.878 464.688 421.925 0.03 4 D3 At top 2.845 173.019 464.688 478.281 0.01 5 D3 At bottom 20.219 130.860 464.688 446.661 0.05 6 D3 At top 2.845 173.019 464.688 478.281 0.01 t3 14 Shear along Z direction Column Condition Pos Vu Vc Vs 4*Vn Vul(4*Vn) [Kip] [Kip] [Kip] [Kip] 1 SC1 At top 0.000 151.530 379.022 397.913 0.00 2 SC1 At top 0.000 151.530 379.022 397.913 0.00 3 SC1 At top 0.000 152.316 380.988 399.978 0.00 4 SC1 At top 0.000 152.316 380.988 399.978 0.00 5 SC1 At top 0.000 152.316 380.988 399.978 0.00 6 SC1 At top 0.000 152.316 380.988 399.978 0.00 Notes: * Pu = Axial load * Pn = Nominal axial load * Mu = Section moment * Mn = Maximum nominal moment * Vu = Design shear force * Vn = Nominal shear force * Id = Embedment length * As = Effective cross sectional area of reinforcement Page8 Vol B, Page 84 Bentley Microsoft Current Date: 8/27/2019 4:21 PM Units system: English File name: P:\19-060 UHaul Tukwila WA\02_Calculations\B_Structural Analysis Programs\RAM Elements1SW11SW1_5th.cwd1 Design Results Concrete Wall GENERAL INFORMATION: Global status : Warnings in design Design code AO 318-14 Geometry: Total height 25.00 [ft] Total length 21.80 [ft] Base support type Continuous Wall bottom restraint Fixed Column bottom restraint Fixed Rigidity elements Columns Materials: Material C 4-60 Steel tension strength (Fy) 60 [Kiptin2] Concrete compressive strength (fc) 4 [Kip/in2] Steel elasticity modulus (Es) 29000 [Kip/in2] Concrete modulus of elasticity (E) 3605 [Kip/in2] Concrete unit weight : 0.149818 [Kip/ft3] Number of stories: 2 Story Story height Wall thickness [ft] 1 12.50 12.00 2 12.50 12.00 Columns: Distance Width X Width Z [ft] [in] [in] Position Z 1.00 24.00 24.00 Front 20.80 24.00 24.00 Front Load conditions: ID Comb. Category Description DL No DL Dead Load EQ No EQ Seismic SC1 Yes DL DC1 Yes 1.4DL D1 Yes 1.4DL D2 Yes 1.3822DL+EQ D3 Yes 0.71780L+EQ Pagel Concentrated loads: Vol B, Page 85 Story 2 Condition Direction Magnitude Eccentricity Distance [Kip] [in] [ft] Distributed loads: EQ Horizontal 165.00 0.00 0.00 EQ Horizontal 192.00 0.00 0.00 Consider self weight DL Story Condition Direction Magnitude Eccentricity [Kip/ft] [ft] 2 DL Vertical 2.09 0.00 DL Vertical 2.09 0.00 SHEAR WALL DESIGN: Status : Warnings in design - Minimum ratio, vertical reinforcement area vs. concrete, Table 11.6.1, Section 11.6.2 (Segment 1) these items verified/checked separately - ok! Page2 rr mil Geometry: Segment X Coordinate Y Coordinate Width Height 1 2 Reinforcement: [ft] [ft] [ft] [ft] 0.00 0.00 21.80 12.50 0.00 12.50 21.80 12.50 Reinforcement layers 2 Vertical reinforcement Horizontal reinforcement Segment Bars Spacing Ld Bars Spacing Id [in] [in] [in] [in] 1 1545 18.00 23.72 19 #5 8.00 30.83 2 1545 18.00 23.72 945 18,00 30.83 Vol B, Page 86 Page3 Intermediate results for axial -bending Vol B, Page 87 Segment Condition c [in] d [in] 1 D3 (Bottom) 18.10 209.28 2 D3 (Bottom) 16.71 209.28 Combined axial flexure Segment Condition Pu [Kip] Mu [Kip*tt] 4*Mn [Kip*ft] *Mn 1 D3 (Bottom) 120.59 -3508.82 6357.11 0.55 2 D3 (Bottom) 74,31 -961.13 5922.90 0.16 Interaction diagrams, P vs. M: P vs. M (Segmsg'it 1) MEM MEM 11111111 44000 Axial compression Segment Condition 2 0 COD Rixrr 1 p Jp'q Pu 4*Pn [Kip] [Kip] Axial tension Pul4*Pn ICI b!J D2 (Bottom) 221.67 5533.66 D2 (Bottom) 123.56 5533.66 Segment Condition 2 DC1 (Top) DC1 (Top) Shear Pu [Kip] (1)*Pn [Kip] 0.04 0.02 Pule*Pn 0.00 502.20 0.00 502.20 0.00 0.00 P vs. M (Segment 2) Page4 Vol B, Page 88 Segment Condition Vu 4*Vn Vu/O*Vn [Kip] [Kip] 1 03 (Max) 353.328 1140.519 0.31 2 D3 (Bottom) 185.344 728.640 0.25 COLUMN DESIGN: Status : Warnings in design - Ash < Eq 21-4 or 21-5 (Column 1) (1) Geometry: (2) Page5 Vol B, Page 89 ImMI Column Distance [ft] Position Z Width X Width Z [in] [in] Height [ft] 1 1.00 Front 24.00 24.00 25.00 2 20.80 Front 24.00 24.00 25.00 Reinforcement: Longitudinal reinforcement Column Bars As Ld [in2] [in] 1 2 3 4 12-#9 12.00 12-#9 12.00 6- #9 6.00 6-#9 6.00 53.51 53.51 53.51 53.51 Transverse reinforcement Bars Spacing [in] #5 #5 #5 #5 4.00 4.00 4.00 4.00 Combined biaxial flexure Column Condition Pu [Kip] Mc [Kip*ft] 4)Mn [Kip*ft] Mc/(4*Mn) 1 2 3 4 D3 D2 D3 D2 125.89 -165.73 58.66 -70.84 50.64 55.04 40.69 7.79 427.91 543.32 228.04 326.88 0.12 hi 0.10 0.18 0.02 t�l t+l Interaction diagrams, P vs. M: P vs. M (Column 1) E 4 C{� WAIN MINI Ell MEE NM NMI 111111211 (Kira, Axial tension Column Condition Pu [Kip] 4 P ws. M (Column 3) MEM. 1 MIME= 111=111111 3C9 *Pn Pu/(4*Pn) [Kip] 1 2 3 4 D3 SC1 D3 SC1 125.89 0.00 58.66 0.00 648.00 648.00 324.00 324.00 0.19 0.00 0.18 0.00 P�1 Page6 Vol B, Page 90 Axial compression Column Condition Pu 4Y'Pn Pu/(4)*Pn) [Kip] [Kip] 1 DC1 -34,16 -1371.55 0.02 2 D2 -165.73 -1371.55 0.12 3 DC1 -20.17 -1194.96 0.02 4 D2 -70.84 -1194.96 0.06 If I+l [ Shear along X direction Column Condition Pos Vu Vc Vs +*Vn [Kip] [Kip] [Kip] [Kip] Vu*Vn) 1 D3 At top 17.493 51.519 258.783 232.726 0.08 2 D2 At bottom 19.740 74.003 258.783 249.589 0.08 3 D3 At top 17.493 51.519 258.783 232.726 0.08 N 4 D3 At top 2.107 68.136 258.783 245.189 0.01 It Shear along Z direction Column Condition Pos Vu Vc Vs 4*Vn [Kip] [Kip] [Kip] [Kip] Vu/(►*Vn) 1 D3 At top 1.247 51.519 258.783 232.726 0.01 2 D2 At top 1,692 68.674 258.783 245.593 0.01 3 D3 At bottom 1.401 52.274 258.783 233.292 0.01 4 D2 At bottom 1.693 68.183 258.783 245.225 0.01 Notes: * Pu = Axial load • Pn = Nominal axial load * Mu = Section moment • Mn = Maximum nominal moment * Vu = Design shear force Vn = Nominal shear force * Id = Embedment length • As = Effective cross sectional area of reinforcement Page7 Vol B, Page 91 Bentley Microsoft Current Date: 8/27/2019 4:15 PM Units system: English File name: P:\19-060 UHaul Tukwila WA\02_Calculations\B_Structural Analysis Programs\ RAM Elements\SW1\SW1_roof.cwd\ Design Results Concrete Wall GENERAL INFORMATION: Global status : Warnings in design Design code ACI 318-14 Geometry: Total height 12.50 [ft] Total length 21.80 [ft] Base support type Continuous Wall bottom restraint Fixed Column bottom restraint Fixed Rigidity elements Columns Materials: Material C 4-60 Steel tension strength (Fy) 60 [Kip/in2] Concrete compressive strength (fc) 4 [Kip/in21 Steel elasticity modulus (Es) 29000 [Kip/in2] Concrete modulus of elasticity (E) 3605 [Kip/in2] Concrete unit weight : 0.149818 [Kip/ft3] Number of stories: 1 Story Story height Wall thickness [ft] [in] 1 12.50 12.00 Columns: Distance Width X Width Z [ft] [in] [in] Position Z 1.00 24.00 24.00 Front 20.80 24.00 24.00 Front Load conditions: ID Comb. Category Description DL No DL Dead Load EQ No EQ Seismic SC1 Yes DL DC1 Yes 1.4DL D1 Yes 14DL D2 Yes 1.3822DL+EQ D3 Yes 0.7178DL+EQ Pagel Concentrated loads: Vol B, Page 92 Story Condition Direction Magnitude Eccentricity Distance [Kip] [in] [ft] EQ Horizontal 165.00 0.00 0.00 Distributed loads: Consider self weight DL Story Condition Direction Magnitude Eccentricity [Kip/ft] [ft] DL Vertical 2.09 0.00 SHEAR WALL DESIGN: Status Geometry: OK Segment X Coordinate Y Coordinate Width Eft] [ft] [ft] Height [ft] 0.00 0.00 21.80 12.50 Reinforcement: Reinforcement layers 2 Page2 Vol B, Page 93 Vertical reinforcement Horizontal reinforcement Segment Bars Spacing Ld Bars Spacing Ld [in] [in] [in] [in] 1 15-#5 18.00 23.72 9- #5 18.00 30.83 Intermediate results for axial -bending Segment Condition c d [in] [in] 1 D3 (Bottom) 16.97 209.28 Combined axial flexure Segment Condition Pu Mu f*Mn Mu/4*Mn [Kip] [Kip*ft] [Kip*ft] 1 D3 (Bottom) 83.18 -1081.30 6006.17 0.18 I!N Interaction diagrams, P vs. M: P vs. M {Segment t) z a• 0 r4x712e fri 'rt Axial compression 23C+D Segment Condition Pu 4*Pn Pula*Pn [Kip] [Kip] 1 D2 (Bottom) Axial tension Segment Condition 133.83 5533.66 0.02 Pu 4S*Pn Pul4 *Pn [Kip] [Kip] 1 DC1 (Top) 0.00 502.20 0,00 Page3 Shear Vol B, Page 94 leo Segment Condition Vu 4rVn Vu/4)*Vn [Kip] 'Kip] iiii 1 1 D3 (Max) 173.172 729.760 0.24 COLUMN DESIGN: Status : Warnings in design - Ash < Eq 21-4 or 21- (1) Geometry: Column 1 2 these items verified/checked separately - ok! Distance Position Z Width X Width Z Height [ft] [in] [in] [ft] 1.00 Front 24.00 24.00 12.50 20.80 Front 24.00 24.00 12.50 Reinforcement: Longitudinal reinforcement Transverse reinforcement Column Bars As Ld Bars Spacing [in2] [in] [in] 2 6-#9 6.00 53.51 #5 4.00 6-#9 6.00 53.51 #5 4.00 Combined biaxial flexure (2) Page4 Vol B, Page 95 Column Condition Pu Mc (1)Mn Mc/(4)*Mn) [Kip] [Kip*ft] [Kip*ft] 1 D3 49.27 21.58 265.70 0,08 2 D2 -45.06 22.27 314.00 0.07 Interaction diagrams, P vs. M: Axial tension P vs. kf (Come i) MIME MEM EMMEN RIM= Nor:Art chtlp.113 Column Condition Pu 4*Pn [Kip] [Kip] [1 P vs. k( (Column 2) MI IIIIIME IIIIIIIIIMI KIIIIIIIIIIA RIMINI'. Pu/(4*Pn) 1 D3 49.27 324.00 0.15 2 SC1 0.00 324.00 0.00 Axial compression Column Condition Pu 4*Pn Pu/(4*Pn) [Kip] [Kip] 1 DC1 -16.36 -1194.96 0.01 [ J 2 D2 -45.06 -1194.96 0.04 Shear along X direction R I Column Condition Pos Vu Vc Vs 4*Vn [Kip] [Kip] [Kip] [Kin] Mice rz Iwv"Rl Vu/(4)*Vn) 1 D3 At top 26.728 63.227 258.783 241.507 0.11 14 I 2 D2 At bottom 9.071 67.226 258.783 244.507 0.04 a Shear along Z direction Pages Column Condition Pos Vu Vc Vs 4*Vn [Kip] [Kip] [Kip] [Kip] Vol B, Page 96 Vu/(4)*Vn) 2 D3 At top 1.763 63.227 258.783 241.507 0.01 D2 At top 0.525 64.832 258.783 242.711 0.00 Notes: * Pu = Axial load * Pn = Nominal axial load * Mu = Section moment * Mn = Maximum nominal moment * Vu = Design shear force * Vn = Nominal shear force * Id = Embedment length * As = Effective cross sectional area of reinforcement Page6 [ =_l [ 1 [ _I [7 [-1 [ 1 [ 1 n [ :. E_`_ 1 11 [ 1 11 11 t.1 [1 ['=_ [1 11 SNEA6WAIL 2fl Roof Sth Ith 3rd 4000 psi 12 in 4000 psi 716n 6200 psi 12 in WO* 6000 psi 181n 6000 psi 24 in 24" 34" I4145 @ l8" INI 45@la" 19145 @ 18" IHI 45 @ e" (17 45 @ IS' (RI4S@S" (YI 45 @ 8" 0 NI 47 @ 8" 14146@B" {Hi 47@8" hw IRI wlftl p 12.5 p 21,83 12.5 p 21,83 12.5 p 21.83 12,5 p 21.83 15 2133 (57 47 @ 7.5" NI84@7" IN47@8 (HI47@8" Bowidary reinforcing ratio kips delta m( deltas4/ min Seismic goad 2(28]' story ddl. delho hw hw(efq 4design domid4ryeiement req07 010.111w 72 a=New 3e roll 4d2 col An(p4I"05 02025 wall walla Iw 155 237 tips 600115deita mf hw] 0.0029 16.37 0577 1.885 0.019233 0,019233 15.13 YES .9825 8105 12,86 0,0194 07135 148.81 YES YES 0O29 145 152 kips 0.0029 18,04 0.511 1.56 0,017067 0017057 1705 YES -8,155 9.02 14,50 00194 0,0244 198.81 YES YES 01029 68 85 kips 0E029 ' 1471 0.406 2,04 0,0136 0.0138 I1.40 50 -1L486 1.355 16.05 0,0410 0,0488 243.50 YES YES 0.0103 94 86 kips 0,0043 2137 0,309 1.845 00103 0,0103 31.26 NO .4626 10.685 21.19 0.0654 00433 3E514 YES YES 0.0193 86 84 kips 00061 2496 0106 103 0,505722 0005712 5081 NO -1136 11.48 38.15 00429 0,0607 365.14 YES YES 00953 78 59 kips 11 p 0.006667 40 0,078 0.39 0.002955 0A05 85,33 550 1,5 20 64.00 0.0090 0.0607 0.0376 113,87 32 p 0005 YES YES YES p 0.09940S p DOS 35' Vol B, Page 98 enttey Microsoft Current Date: 8/28/2019 2:31 PM Units system: English File name: P:\19-060 UHaul Tukwila WA102_Calculations\B_Structural Analysis Programs\RAM Elements\SW21SW2_1st.cwth Design Results Concrete Wall GENERAL INFORMATION: Global status ; N. G. Design code ACI 318-14 Geometry: Total height 76.00 [ft] Total length 32.00 [ft] Base support type Continuous Wall bottom restraint Fixed Column bottom restraint Fixed Rigidity elements Columns Materials: Material C 6-60 Steel tension strength (Fy) 60 [Kip/in2] Concrete compressive strength (fc) 6 [Kip/in2] Steel elasticity modulus (Es) 29000 [Kip/in2] Concrete modulus of elasticity (E) 4415.2 [Kip/in2] Concrete unit weight : 0.149818 [Kip/ft3] Number of stories: 6 Story Story height Wall thickness [ft] [in] 1 11.00 24.00 2 15.00 18.00 3 12.50 18.00 4 12.50 12.00 5 12.50 12.00 6 12.50 12.00 Columns: Distance Width X Width Z Position Z [ft] [in] [in] 2.00 48.00 24.00 Centered 30.50 36.00 30.00 Centered Load conditions: 1N1 Pagel ID Comb. Category Description Vol B, Page 99 DL No DL Dead Load EQ No EQ Seismic SC1 Yes DL DC1 Yes 1.4DL D1 Yes 1.4DL D2 Yes 1.3822DL+EQ D3 Yes 0.7178DL+EQ Concentrated Toads: Story Condition Direction Magnitude Eccentricity Distance [Kip] [in] [ft] 1 EQ Horizontal 78.00 0.00 0.00 2 EQ Horizontal 86.00 0.00 0.00 3 EQ Horizontal 94.00 0.00 0.00 4 EQ Horizontal 89.00 0.00 0.00 5 EQ Horizontal 152.00 0.00 0.00 6 EQ Horizontal 255.00 0.00 0.00 Distributed loads: Consider self weight DL Story Condition Direction Magnitude Eccentricity [Kip/ft] [ft] 1 DL Vertical 0.70 0.00 2 DL Vertical 0.70 0.00 3 DL Vertical 0.70 0.00 4 DL Vertical 0.70 0.00 5 DL Vertical 0.70 0.00 6 DL Vertical 0.70 0.00 SHEAR WALL DESIGN: Status these items verified/checked separately ok! Warnings in design - Minimum ratio, vertical reinforcement area vs. concrete, Table 11.6.1, Section 11.6.2 (Segment 1) Page2 Geometry: Segment X Coordinate Y Coordinate Width Height [ft] [ft] [ft] [ft] 1 0.00 0.00 32.00 11.00 2 0.00 11.00 32.00 15.00 3 0.00 26.00 32.00 12.50 4 0.00 38.50 32.00 12.50 5 0.00 51.00 32.00 12.50 6 0,00 63.50 32.00 12.50 Reinforcement: Reinforcement layers 2 Vol B, Page 100 Page3 Vol B, Page 101 Vertical reinforcement Segment Bars Spacing Ld [in] [in] 1 2 3 4 5 6 51-#7 2246 22-#6 2445 2445 2245 Horizontal reinforcement Bars Spacing Ld [in] [in] 7.50 18.00 18.00 16.00 16.00 18.00 Intermediate results for axial -bending Segment Condition 1 2 3 4 5 6 D3 (Bottom) D3 (Bottom) D3 (Bottom) D3 (Bottom) D3 (Bottom) D3(Bottom) Combined axial flexure Segment Condition 1 D3(Bottom) 2 D3(Bottom) 3 D3 (Bottom) 4 D3(Bottom) 5 D3(Bottom) 6 D3 (Bottom) 33.89 23.24 23.24 19.36 19.36 19.36 c d [in] [in] 19-#8 10- #6 1145 9-#5 9-#5 945 7.00 18.00 14.00 18.00 18.00 18.00 Interaction diagrams, P vs. M: ii k 40.00 21.33 19.86 22.16 21.14 19.12 307.20 307.20 307.20 307.20 307.20 307.20 Pu Mu t)*Mn [Kip] [Kip*ft] [Kip*ft] 50.35 30.21 25.17 25.17 25.17 25.17 455.82 -24798.99 54925.30 0.45 PSI 365.70 -18515.99 21570.09 0.86 268.96 -12122.55 20121.82 0.60 1>1 I 183.12 -7016.16 15060.74 0.47 137.94 -3695.62 14385.03 0.26 110.63 -1120.39 12979.80 0.09 P vs. 14 {Segmei t 2) 11111111111111111 ormoorm maw= .1 mw.rCrt I!;Wri Cal P vs. 14 (Segm t 3) 12C 11111.111111111 11116WAIN EMMEN -1 - .& X LOCO Q 4 Mbr. ort IKlp") Page4 Axial compression Vol 8, Page 102 Segment Condition Pu 4)*Pn Pu/4*Pn [Kip] [Kip] 1 D1 (Bottom) 874.86 24278.53 0.04 2 D2 (Bottom) 691.10 18279.28 0.04 3 02 (Bottom) 502.97 18279.28 0.03 4 D2 (Bottom) 335.63 12180.95 0.03 5 D2 (Bottom) 235.24 12180.95 0.02 6 D2 (Bottom) 157.48 12184.24 0.01 Axial tension Segment Condition Pu tirPn Pu/4*Pn [Kip] [Kip] 1 DC1 (Top) 0.00 3304.80 0.00 2 DC1 (Top) 0.00 1045.44 0.00 3 DC1 (Top) 0.00 1045.44 0.00 4 DC1 (Top) 0.00 803.52 0.00 5 DC1 (Top) 0.00 803.52 0.00 6 DC1 (Top) 0.00 736.56 0.00 Shear Segment Condition Vu 4)*Vn Vu/$*Vn [Kip] [Kip] 1 D3 (Top) 748.658 4283.210 0.17 2 D3 (Max) 681.548 1789.463 0.38 glIlE= 3 03 (Bottom) 597.364 1712.645 0.35 I 4 D3 (Max) 502.191 1209.575 0.42 5 D3 (Max) 416.344 1203.067 0.35 6 03 (Max) 285.313 1198.940 0.24 COLUMN DESIGN: Status Section 25.7.2.3 (Column 2) these items verified/checked separately - ok! N, G. - Stirrups: adopted spacing < calculated spacing (Column 1) - Ash < Eq 21-4 or 21-5 (Column 1) - Longitudinal bars shall not be farther than 6 in. clear on each side, Sectiorn 25.7.2.3 (Column 1) - sb < sbmin (Column 2) - Every corner and alternate longitudinal bar shall have lateral support provuded by the corner of a tie, y - Mu > phi*Mn (Col mn 7) not a part of this analysis Page5 (11 r<I Vol B, Page 103 Ind Geometry: Column 2 Distance [ft] 2.00 Centered 48.00 24.00 76.00 30.50 Centered 36.00 30.00 76.00 Position Z Width X Width Z Height [in] [in] [ft] Reinforcement: Longitudinal reinforcement Transverse reinforcement Column Bars As Ld Bars Spacing [in2] [in] [in] 1 12-#11 18.72 54.61 #4 6.00 2 42-#11 65.52 54,61 #5 4.00 3 30-#11 46.80 54.61 #4 6.00 4 42-#11 65.52 54.61 #5 4.00 5 16411 24.96 54.61 #4 6.00 6 30-#11 46.80 54.61 #5 4.00 7 10- #8 7.90 38.73 #4 6.00 Page6 Vol B, Page 104 8 18-#11 28.08 54.61 #5 4.00 9 10-#8 7.90 38.73 #4 6.00 10 8-#10 10.16 49.19 #5 4.00 11 10-#8 7.90 38.73 #4 6.00 12 4411 6.24 54,61 #5 4.00 Combined biaxial flexure Column Condition Pu Mc *Mn Mc/(4)*Mn) [Kip] [Kip.ft] [Kip*ft] 1 2 3 4 5 6 7 8 9 10 11 12 D3 D2 D2 D2 D3 D2 D3 D2 D3 D2 D3 D2 Interaction diagrams, P vs. M: 453.83 -614.71 346.78 -550.71 419.67 -548.41 419.67 -548.41 419.67 -548.41 419.67 -548.41 207.78 152.10 47.76 68.84 32.21 68.55 32.21 68.55 32.21 68.55 32.21 68.55 P vs. M (Coumn 7) 14 a Morn;r411,J011 • Axial tension Column Condition Pu 4)*Pn [Kip] [Kip] 1019.89 0.20 4325.70 3786,77 3366.20 1677.11 2756.99 13.68 1951.54 13,68 1147.45 13.68 946.05 0.04 0.01 0.02 0.02 0.02 2.35 0.04 2.35 0.06 2.35 0.07 P vs. IA (Conn 9) cc 111F-ANME MIME= UUI 14C0MIIIIIIMMILI , ENNIO" Wanar NEETIME -Z7CC. KO 27 Pu/(4)*Pn) 1 D3 453.83 1010.88 0.45 2 SC1 0.00 3538.08 0.00 3 03 418.39 2527.20 0.17 4 SC1 0.00 3538.08 0,00 5 D3 419.67 1347.84 0.31 6 SC1 0.00 2527.20 0.00 7 D3 419.67 426.60 0.98 morrent (KIWI Page7 1 Vol B, Page 105 8 SC1 0.00 1516.32 0.00 I I 9 D3 419.67 426.60 0.98 kiii1.-:1 10 SC1 0.00 548.64 0.00 11 D3 419,67 426.60 0.98 12 SC1 0.00 336.96 0.00 i Axial compression Column Condition Pu 4)*Pn Pu/(4)*Pn) [Kip] [Kip] 1 DC1 -115.46 -3589.52 0.03 2 D2 -614.71 -4734.62 0.13 3 DC1 -105.44 -4391.15 0.02 4 02 -550.71 -4734.62 0.12 5 DC1 -102.95 -3767.66 0,03 6 02 -548.41 -4200.21 0.13 7 DC1 -102.95 -3280.63 0.03 8 02 -548.41 -3665.79 0.15 9 DC1 -102.95 -3280.63 0.03 10 02 -548.41 -3154.21 0.17 11 DC1 -102.95 -3280.63 0.03 12 02 -548.41 -3042.30 0.18 Shear along X direction [I DI RI Column Condition Pos Vu Vc Vs Vn Vu/(4)*Vn) [Kip] [Kip] [Kip] [Kip] 1 D3 At bottom 43.212 35.720 271.770 230.617 0.19 2 D2 At bottom 46.937 198.032 616.641 611.005 0.08 3 D3 At bottom 1.444 46.081 271.770 238.389 0.01 4 D3 At bottom 3,529 190.129 462.722 489.638 0.01 5 03 At bottom 4.790 81.271 271.770 264.780 0,02 6 D3 At top 3.529 190.044 462.722 489.574 0.01 7 03 At bottom 3.821 101.943 273.000 281.207 0.01 8 D2 At bottom 4.322 176.355 462.722 479.307 0.01 9 03 At bottom 7.475 126.002 273.000 299.251 0.02 10 03 At top 3.529 190.445 463.698 490.607 0.01 11 03 At bottom 22.751 142.192 273.000 311.394 0.07 11 12 03 At top 3.529 190.044 462.722 489.574 0.01 Shear along Z direction Column Condition Pos Vu Vc Vs 4)*Vn [Kip] [Kip] [Kip] [Kip] Vu/(1*Vn) 1 SC1 At top 0.000 158.352 127.770 214.592 0.00 2 SC1 At top 0.000 151.530 606,119 568.236 0.00 3 SC1 At top 0,000 158.352 127.770 214.592 0.00 4 SC1 At top 0.000 151.530 379.022 397.913 0,00 5 SC1 At top 0.000 158.352 127,770 214.592 0.00 6 SC1 At top 0.000 151.530 379,022 397.913 0.00 7 SC1 At top 0.000 159.877 129.000 216.658 0.00 8 SC1 At top 0.000 151.530 379.022 397.913 0.00 9 SC1 At top 0.000 159.877 129.000 216.658 0.00 10 SC1 At top 0.000 151.920 379,998 398.939 0,00 11 SC1 At top 0.000 159.877 129,000 216.658 0.00 Page8 12 SC1 At top 0.000 151.530 379,022 397.913 0.00 Vol B, Page 106 ------- --------- ------- ------ ----- ------- ----- Notes: Pu = Axial load • Pn = Nominal axial load * Mu = Section moment * Mn = Maximum nominal moment * Vu = Design shear force * Vn = Nominal shear force * Id = Embedment length * As = Effective cross sectional area of reinforcement Page9 Vol B, Page 107 4% Bentley Microsoft Current Date: 8/28/2019 2:20 PM Units system: English File name: P:\19-060 UHaul Tukwila WA\02_Calculations\B_Structural Analysis Programs\RAM Elements\SW2'SW2_2nd.cwd Design Results Concrete Wall GENERAL INFORMATION: Global status : N. G. Design code ACI 318-14 Geometry: Total height 65.00 [ft] Total length 21.80 [ft] Base support type Continuous Wall bottom restraint Fixed Column bottom restraint Fixed Rigidity elements Columns Materials: Material C 6-60 Steel tension strength (Fy) 60 [Kip/in2] Concrete compressive strength (fc) 6 [Kip/in2] Steel elasticity modulus (Es) 29000 [Kip/in2] Concrete modulus of elasticity (E) 4415.2 [Kip/in2] Concrete unit weight : 0.149818 [Kip/ft3] Number of stories: 5 Story Story height Wall thickness [ft] (in] 1 15.00 18.00 2 12.50 18.00 3 12.50 12.00 4 12.50 12.00 5 12.50 12.00 Columns: Distance Width X Width Z [ft] [in] [in] Position Z 1.50 36,00 18.00 Centered 20.30 36.00 30.00 Centered Load conditions: ID Comb. Category Description DL No DL Dead Load EQ No EQ Seismic SC1 Yes DL DC1 Yes 1.4DL Di Yes 1.4DL D2 Yes 1.3822DL+EQ Pagel D3 Yes 0.7178DL+EQ Vol B, Page 108 Concentrated loads: Story Condition Direction Magnitude Eccentricity Distance [Kip] [in] [fq 1 EQ Horizontal 86.00 0.00 0.00 2 EQ Horizontal 94.00 0.00 0.00 3 EQ Horizontal 89.00 0.00 0.00 4 EQ Horizontal 145.00 0.00 0.00 5 EQ Horizontal 255.00 0.00 0.00 Distributed loads: Consider self weight DL Story Condition Direction Magnitude Eccentricity [Kip/ft] [ft] 1 DL Vertical 0.70 0.00 2 DL Vertical 0.70 0.00 3 DL Vertical 0.70 0.00 4 DL Vertical 0.70 0.00 5 DL Vertical 0.70 0.00 SHEAR WALL DESIGN: Status VP provide FRP confinement/strengthening! these items verified/checked separate! N. G - ok! - Insufficient combined axial -flexural resistance, 0Mn < Mu (Segment 1) - Minimum ratio, vertical reinforcement area vs. concrete, Table 11.6.1, Section 11.6.2 (Segment 1) Page2 Iwo • m Geometry: Segment X Coordinate Y Coordinate Width Height Eft] [ft] [ft] [ft] 1 0.00 0.00 21.80 15.00 2 0.00 15.00 21.80 12.50 3 0.00 27.50 21.80 12.50 4 0.00 40.00 21.80 12.50 5 0.00 52.50 21.80 12.50 Reinforcement: Reinforcement layers 2 Vol B, Page 109 Page3 C Vol B, Page 110 Vertical reinforcement Segment Bars Spacing [in] Ld [in] Horizontal reinforcement Bars Spacing Ld [in] [in] 1 33-#6 8.00 23.24 23-#7 8.00 2 33-#5 8.00 19.36 19-#7 8.00 3 15-#5 18.00 19.36 30-#5 5.00 4 15-#5 18.00 19.36 19- #5 8.00 5 15-#5 18.00 19.36 9- #5 18.00 Intermediate results for axial -bending Segment Condition 1 2 3 4 5 D3 (Bottom) D3 (Bottom) D3 (Bottom) D3 (Bottom) D3 (Bottom) Combined axial flexure Segment Condition 1 2 3 4 5 D3 (Bottom) D3 (Bottom) D3 (Bottom) D3 (Bottom) D3 (Bottom) c d [in] [in] 22.11 16.10 10.88 11.25 12.06 209.28 209.28 209.28 209.28 209.28 Pu Mu *Mn [Kip] [Kip*ft] [Kip*ft] -16.86 -17338.34 15695.09 -11.68 -11825.42 11326.35 -11.16 -6844.39 5147.29 4.83-3639.92 5310.12 40.38 -1348.72 5672.03 Interaction diagrams, P vs. M: P vs. M (Sewnent 9) Mu/4*Mn 1.10 1.04 1.33 0.69 0.24 12Lr9 WAIN= MINIM= MN= MEOW= =MIN Axial compression rtancrt lHJp'"1 rr, 4 44.06 44.06 25.17 25.17 25.17 provide FRP confinement/strengthening! I1 I P vs. A{ (Segment 3) IOCIrol rNp•tt9 Page4 Vol B, Page 111 Segment Condition Pu 4:i*Pn Pu/+*Pn [Kip] [Kip] 1 DC1 (Bottom) 456.84 12410.72 0.04 2 DC1 (Bottom) 338.17 12433.48 0.03 3 DC1 (Bottom) 218.93 8300.49 0.03 4 D1 (Bottom) 138.51 8300.49 0.02 5 D2 (Top) 79.27 8300.49 0.01 Axial tension Segment Condition Pu*Pn Put4*Pn [Kip] [Kip] 1 D3 (Max) 20.42 1568.16 0.01 2 D3 (Max) 12.76 1104.84 0.01 3 D3 (Max) 15.06 502.20 0.03 4 DC1 (Top) 0.00 502.20 0.00 I 5 DC1 (Top) 0.00 502.20 0.00 Shear Segment Condition Vu 4*Vn Vu/l*Vn [Kip] [Kip] 1 D3 (Max) 661.521 1970.407 0.34 2 D3 (Bottom) 587.414 2133.077 0.28 3 D3 (Bottom) 483.710 1458.968 0.33 4 D3 (Bottom) 406.137 1212.048 0.34 5 D3 (Max) 270.748 811.804 0.33 COLUMN DESIGN: Status Section 25.7.2.3 (Column 1) I+1 t-ul (I these items verified/checked separately N. G. ok! - Stirrups: adopted spacing < calculated spacing (Column 1) - Ash < Eq 21-4 or 21-5 (Column 1) - sb < sbmin (Column 1) - Every corner and alternate longitudinal bar shall have lateral support provided by the corner of a tie, - Longitudinal bars shall not be farther than 6 in. clear on each side, Section 25.7.2.3 (Column 3) - Mu > phi*Mn (Column 5) \__these elements not in this analysis Pages Vol B, Page 112 r Geometry: Column 2 Distance Position Z Width X Width Z Height [ft] [in] [in] [ft] 1.50 Centered 36.00 18.00 65.00 20.30 Centered 36.00 30.00 65.00 Reinforcement: Longitudinal reinforcement Transverse reinforcement Column Bars As Ld Bars Spacing [in2] [in] [in] 1 30-#11 46.80 54.61 #4 6.00 2 424$11 65.52 54.61 #5 4.00 3 16-#11 24.96 54,61 #4 6.00 4 304$11 46.80 54.61 #5 4.00 5 10-#8 7.90 38.73 #4 6.00 6 18-#11 28.08 54.61 #5 4.00 7 8-#10 10.16 49,19 #4 6.00 Page6 Vol 6, Page 113 • mit 8 8-#11 12.48 54.61 #5 4.00 9 8-#10 10.16 49.19 #4 6.00 10 4-#11 6.24 54.61 #5 4.00 Combined biaxial flexure Column Condition Pu Mc (I)Mn Mc/(41*Mn) [Kip] [KipIt] [Kip*ft] 1 D3 557.67 163.78 2 02 -946.93 267.30 3711.35 3 D3 420.86 30.27 1202.87 4 D2 -736.47 103.11 3125.97 5 D3 420.86 30.27 8.50 6 D2 -736.47 92.06 2129.70 7 03 420.86 30.27 176.55 8 D2 -736.47 92.06 1424.70 9 03 420.86 30.27 176.55 10 D2 -736.47 92.06 1116.49 Interaction diagrams, P vs. M: 12 7 37, 4CG Axial tension Column Condition 2046.04 0.08 0.07 0.03 0.03 3.56 0.04 0.17 0.06 0.17 0.08 hi 14 P ys. M (Column 5) 4 fbccnset (ISIFeff) 1 P M (Cohmvi 7) 1•11111111111111111 MN Mil ,.III21111111M ,cce MINNIIMIEI ENNIE111111 o . MINEIMMIll ic, -IMO MENEM -1 ..x 0 oco 1000 1 4)*Pn Pu/(4*Pn) [Kip] [Kip] 1 03 557.67 2527.20 0.22 2 SC1 0.00 3538.08 0.00 3 D3 420.86 1347.84 0.31 4 SC1 0.00 2527.20 0.00 5 D3 420.86 426.60 0.99 6 SC1 0.00 1516.32 0.00 7 03 420.86 548.64 0.77 8 SC1 0.00 673.92 0.00 9 03 420.86 548.64 0.77 10 SC1 0.00 336.96 0.00 -I Polixrxx (KJ tl Page7 Vol B, Page 114 Axial compression Column Condition Pu 01)n Pu/(4)*Pn) [Kip] [Kip] 1 DC1 -64.05 -3054.54 0.02 2 02 -946.93 -4734.62 0.20 3 DC1 -50.89 -2431.05 0.02 4 D2 -736.47 -4200.21 0.18 5 DC1 -50.89 -1944.03 0.03 6 D2 -736.47 -3665.79 0.20 7 DC1 -50.89 -2008.54 0.03 8 02 -736.47 -3220.44 0.23 9 DC1 -50.89 -2008.54 0.03 10 02 -736.47 -3042.30 0.24 Shear along X direction lot 111 044 Column Condition Pos Vu Vc Vs $*Vn Vu/(4*Vn) [Kip] [Kip] [Kip] [Kip] 1 D3 At bottom 46.581 0.000 133.180 99.885 0.47 2 02 At bottom 72.133 221.743 616.641 628.788 0.11 3 02 At top 7.925 0.000 133.180 99.885 0.08 4 03 At bottom 3.960 199.689 616.641 612.248 0.01 5 02 At top 7.925 0.000 134.000 100.500 0.08 6 02 At bottom 5.973 190.736 616.641 605.532 0,01 7 02 At top 7.925 0.000 133.460 100.095 0.08 8 03 At top 3.832 203.865 462.722 499.940 0.01 I 9 D3 At bottom 12.565 64.571 133.460 148.523 0.08 10 D3 At bottom 4.020 161.641 462.722 468.272 0.01 7:111111111111 11 14 Shear along Z direction Column Condition Pos Vu Vc Vs 4rVn Vu/(4)*Vn) [Kip] [Kip] [Kip] [Kip] 1 SC1 At top 0.000 85.302 122.360 155.746 0.00 2 SC1 At top 0.000 151.530 606.119 568.236 0.00 3 SC1 At top 0.000 85.302 122.360 155.746 0.00 4 SC1 At top 0.000 151.530 606.119 568.236 0.00 5 SC1 At top 0.000 86.445 93.000 134.584 0.00 6 SC1 At top 0.000 151.530 505.362 492.669 0.00 7 SC1 At top 0.000 85.692 92.190 133.412 0.00 8 SC1 At top 0.000 151.530 379.022 397.913 0.00 9 SC1 At top 0.000 85.692 92.190 133.412 0.00 10 SC1 At top 0.000 151.530 379.022 397.913 0.00 Notes: * Pu = Axial load * Pn = Nominal axial load * Mu = Section moment * Mn = Maximum nominal moment * Vu = Design shear force * Vn = Nominal shear force * Id = Embedment length * As = Effective cross sectional area of reinforcement 1 Page8 Vol B, Page 115 Bentley Microsoft Current Date: 8/28/2019 2:12 PM Units system: English File name: P:\19-060 UHaul Tukwila WA\02_Calculations\B_Structural Analysis Programs\RAM Elements\SW2\SW2_3rd.cwd\ Design Results Concrete Wall GENERAL INFORMATION: Global status : N. G. Design code ACI 318-14 Geometry: Total height 50.00 [ft] Total length 21,80 [ft] Base support type Continuous Wall bottom restraint Fixed Column bottom restraint Fixed Rigidity elements Columns Materials: Material C 6-60 Steel tension strength (Fy) 60 [Kip/in2] Concrete compressive strength (fc) 6 [Kip/in2] Steel elasticity modulus (Es) 29000 [Kip/in2] Concrete modulus of elasticity (E) 4415.2 [Kip/in2] Concrete unit weight : 0.149818 [Kip/ft3] Number of stories: 4 Story Story height Wall thickness 1ft] fin] 1 12.50 18.00 2 12.50 12.00 3 12.50 12.00 4 12.50 12.00 Columns: Distance Width X Width Z Position Z [ft] (in] [in] 2.00 48.00 18.00 Centered 20.30 36.00 36.00 Back Load conditions: ID Comb. Category Description DL No DL Dead Load EQ No EQ Seismic SC1 Yes DL DC1 Yes 1.4DL D1 Yes 1.4DL D2 Yes 1.3822DL+EQ D3 Yes 0.7178DL+EQ Pagel Vol B, Page 116 Concentrated loads: Story Condition Direction Magnitude Eccentricity Distance [Kip] [in] [ft] 1 EQ Horizontal 94.00 0.00 0.00 2 EQ Horizontal 89.00 0.00 0.00 3 EQ Horizontal 152.00 0.00 0.00 4 EQ Horizontal 255.00 0.00 0.00 -------- ------ ------_-_-_-_-__-_-_-_-__-_-_-_-_-_-_-_-__-_-_-________ ------- ----- Distributed loads: Consider self weight DL Story Condition Direction Magnitude Eccentricity [Kip/ft] [ft] 1 DL Vertical 0.70 0.00 2 DL Vertical 0.70 0.00 3 DL Vertical 0.70 0.00 4 DL Vertical 0.70 0.00 ----------- ------------------- -------------- -------- ------------ SHEAR WALL DESIGN: Status these items verified/checked separately - ok! N. G. - Minimum ratio, vertical reinforcement area vs. concrete, Table 11.6.1, Section 11.6.2 (Segment 1) - Insufficient combined axial -flexural resistance, 0Mn < Mu (Seg ent 2) these elements not in this analysis Page2 Vol B, Page 117 (4) (3) (2) Owl (1) sod Geometry: Segment X Coordinate Y Coordinate Width Height [ft] [ft] [ft] [ft] 1 0.00 0.00 21.80 12.50 2 0.00 12.50 21.80 12.50 3 0.00 25.00 21.80 12.50 4 0.00 37.50 21.80 12.50 Reinforcement: Reinforcement layers 2 1w Page3 Vol B, Page 118 Vertical reinforcement Segment Bars Spacing Ld [in] [in] 1 2 3 4 33-#5 1545 15-#5 1545 8.00 19.36 18.00 19.36 18.00 19.36 18.00 19.36 Intermediate results for axial -bending Segment Condition 1 D3 (Bottom) 2 3 4 D3 (Bottom) D3 (Bottom) D3 (Bottom) c d [in] [in] 18.13 209.28 13.29 209.28 12.77 209.28 12.46 209.28 Horizontal reinforcement Bars Spacing Ld [in] [in] 1947 8.00 44.06 3045 194#5 9-#5 Combined axial flexure Segment Condition Pu [Kip] Mu [Kip*ft] 5.00 8.00 18.00 25.17 25.17 25.17 4)*Mn Mu/4*Mn [Kip*ft] 1 D3 (Bottom) 2 D3 (Bottom) 3 D3 (Bottom) 4 D3 (Bottom) Interaction diagrams, P vs. M: 125.21 93.56 70.92 57.68 P vs. IA (Segment 1) -11949.61 -7097.83 -3808.13 -1465.17 MIN MN 11/1111111111 1111111111111/1 EMMEN MEM= Ntrrcs-t (J M Axial compression 12629.54 6213.31 5982.87 5848.06 0.95 1.14 0.64 0.25 F vs. 14 (Segment 2) Pdorrrrt Page4 Vol B, Page 119 Segment Condition Pu +*Pn Pu/ti*Pn [Kip] [Kip] 1 DC1 (Bottom) 337.32 12433.48 0.03 2 D1 (Bottom) 219.84 8300.49 0.03 3 D1 (Bottom) 138.47 8300.49 0.02 4 D2 (Top) 89.83 8300.49 0.01 Axial tension Segment Condition Pu 4*Pn Pu/4*Pn [Kip] [Kip] 1 DC1 (Top) 0.00 1104.84 0.00 2 DC1 (Top) 0.00 502.20 0.00 3 DC1 (Top) 0.00 502.20 0.00 4 DC1 (Top) 0.00 502.20 0.00 Shear [ Segment Condition Vu ti*Vn Vu/+*Vn [Kip] [Kip] 1 D3(Top) 588.325 2151.181 0.27 2 D2 (Max) 487.950 1458.968 0.33 3 D3 (Max) 411.663 1221.454 0.34 4 D3 (Max) 280.017 814.312 0.34 COLUMN DESIGN: Status Warnings in design - Stirrups: adopted spacing < calculated spacing (Column 1) Ash < Eq 21-4 or 21-5 (Column 1) - Longitudinal bars shall not be farther than 6 in. clear on each side, Section 25.7.2.3 (Column 1) - sb < sbmin (Column 2) [1 !nit 11E11 these items e./—verified/checked separately ok! Pages (1) (2) Vol B, Page 120 Geometry: Column Distance Position Z Width X Width Z Height [ft] [in] 1 2.00 Centered 48.00 18.00 50.00 2 20.30 Back 36.00 36.00 50.00 Reinforcement: Longitudinal reinforcement Transverse reinforcement Column Bars As Ld Bars Spacing [in2] [in] [in] 1 14-#11 21.84 54.61 #4 9.00 2 30-#11 46.80 54.61 #5 4.00 3 10-#8 7.90 38.73 #4 6.00 4 18-#11 28.08 54.61 #5 4.00 5 10-#8 7.90 38.73 #4 6.00 6 8-#11 12.48 54.61 #5 4.00 7 10-#8 7.90 38.73 #4 6,00 Page6 8 4-#11 6.24 54.61 #5 4.00 Vol B, Page 121 L. p Combined biaxial flexure Column Condition Pu Mc 4:0Mn Mc/(4*Mn) [Kip] [Kip*ft] [Kip*ft] 1 03 440.47 240.57 1292.18 0.19 2 D2 -615.59 306.19 2746.96 0.11 3 D3 365.55 54.15 84.20 0.64 4 D3 -438.66 211.10 2333.27 0.09 5 D3 350.70 49.96 110.21 0.45 6 D3 -424.98 194.43 1432.80 0.14 7 D3 350.70 49.96 110.21 0.45 8 03 -424.98 194.43 1044.91 0.19 Interaction diagrams, P vs. M: Axial tension P vs. id (Cdumn 3) , MIIIIIMMIII _ 11/111111MINE a5c NM NM IIIIIIIIMIll 1, IIIMIMIIII1 .MN ISE' ..MME.MIN 4., _. . 17f Column Condition ISEcfrer. Ii ri Fi.w.c1101 11 ttl ivReln t**1 P vs. Id (Cr*awl 5) -.M IMIIIIIIINI MEM „FA •NA 111=11•1111 IIIMIIIMIll •ERIE EN osium RN , Pu (I)*Pn Pu/(0*Pn) [Kip] [Kip] 1 D3 440.47 1179.36 0.37 2 SC1 0.00 2527.20 0.00 3 03 365.55 426.60 0.86 4 SC1 0.00 1516.32 0.00 5 D3 350.70 426.60 0.82 6 SC1 0.00 673.92 0.00 7 D3 350.70 426.60 0.82 8 SC1 0.00 336.96 0.00 ----- ------ ------------ ----------------- ----------- --- ---- Axial compression FAcr,art (Kirfri rwi Page7 Vole, Page 122 Column Condition Pu 4Pn [Kip] [Kip] Pu/(4)*Pn) 1 DC1 -63.27 -2914.82 0.02 2 D2 -615,59 -4773.04 0.13 3 DC1 -54.32 -2516.86 0.02 4 D2 -475.44-4238.62 0.11 5 DC1 -50.87-2516.86 0.02 6 D2 -460,27 -3793.27 0.12 7 DC1 -50.87 -2516.86 0.02 8 D2 -460.27 -3615.13 0.13 tit FI al Nl Shear along X direction Column Condition Pos Vu Vc Vs 4*Vn Vu/(4*Vn) [Kip] [Kip] [Kip] [Kip] 1 D3 At bottom 47.571 0.000 120.787 90.590 0.53 2 D2 At bottom 55.330 228.928 739.969 726.672 0.08 3 D3 At top 5.490 23.877 182.000 154.408 0.04 4 D3 At bottom 7.066 216.300 616.962 624.946 0.01 1 5 D3 At top 5.490 23,877 182.000 154.408 0.04 Q 6 D3 At bottom 4.872 203.842 462,722 499.923 0,01 7 D3 At bottom 12.980 93.067 182.000 206.300 0.06 11 8 D2 At bottom 5.056 192,798 462,722 491.640 0.01 D Shear along Z direction Column Condition Pos Vu Vc Vs •*Vn Vu/(4*Vn) [Kip] [Kip] [Kip] [Kip] 1 D3 At top 2.316 21.403 81.573 77.232 0.03 2 D3 At top 9.361 215.323 739.969 716.469 0.01 3 D3 At top 2.316 21.690 93,000 86.018 0.03 4 D3 At top 9.361 215.323 616.962 624.214 0.01 5 D3 At top 2.316 21.690 93.000 86.018 0.03 6 D3 At top 9.361 215.323 462,722 508.534 0.02 7 D3 At top 2.316 21.690 93.000 86.018 0.03 8 D3 At top 9.361 215.323 462.722 508.534 0.02 Notes: * Pu = Axial load * Pn = Nominal axial load • Mu = Section moment * Mn = Maximum nominal moment * Vu = Design shear force * Vn = Nominal shear force * Id = Embedment length * As = Effective cross sectional area of reinforcement Page8 Vol B, Page 123 II __tA Bentley Microsoft Current Date: 8/28/2019 2:11 PM Units system: English File name: P:\19-060 UHaul Tukwila WA\02_Calculations\B_Structural Analysis Programs\RAM Elements\SW2\SW2_4th.cwd\ Design Results Concrete Wall GENERAL INFORMATION: Global status : N. G. Design code ACI 318-14 Geometry: Total height 37.50 [ft] Total length 21,80 [ft] Base support type Continuous Wall bottom restraint Fixed Column bottom restraint Fixed Rigidity elements Columns Materials: Material C 6-60 Steel tension strength (Fy) 60 [Kip/in2] Concrete compressive strength (fc) 6 [Kip/in2] Steel elasticity modulus (Es) 29000 [Kiprn2] Concrete modulus of elasticity (E) 4415.2 [Kip/in2] Concrete unit weight 0.149818 [Kip/ft3] Number of stories: Story Story height Wall thickness [ft] [in] 1 12.50 12.00 2 12.50 12.00 3 12.50 12.00 Columns: Distance Width X Width Z [ft] [in] [in] Position Z 1.00 24.00 12.00 Back 20.80 24.00 24.00 Back Load conditions: ID Comb. Category Description DL No DL Dead Load EQ No EQ Seismic SC1 Yes DL DC1 Yes 1.4DL D1 Yes 1.4DL D2 Yes 1,3822DL+EQ D3 Yes 0.7178DL+EQ Pagel Vol B, Page 124 Concentrated loads: Story Condition Direction Magnitude Eccentricity Distance [Kip] [in] [ft] 3 EQ Horizontal 89.00 0.00 0.00 2 EQ Horizontal 152.00 0.00 0.00 1 EQ Horizontal 255.00 0.00 0.00 Distributed loads: Consider self weight DL Story Condition Direction Magnitude Eccentricity [Kip/ft] [ft] 1 DL Vertical 0.70 0.00 2 DL Vertical 0.70 0.00 3 DL Vertical 0.70 0.00 SHEAR WALL DESIGN: Status INN N. G. - Insufficient combined axial -flexural resistance, 0Mn < Mu (Segment 1) - Minimum ratio, vertical reinforcement area vs. concrete, Table 11.6.1, Section 11.6.2 (Segment 1) FRP strengthening /—required! These items verified/checked separately - ok! Page2 Vol B, Page 125 (3) Y.» ----------- 1^ ^ ^ (2) (1) Geometry: Segment X Coordinate Y Coordinate Width Height Eft] [ftl fftl ------------- ----------- -------- ------- ------- ^--- ------ • 1 0.00 0.00 21.80 21.80 12.50 2 0.00 12.50 12.50 3 0.00 25.00 21.80 12.50 PEI Reinforcement: Reinforcement layers 2 Page3 Vol B, Page 126 Vertical reinforcement Segment Bars Spacing Ld [in] [in] Horizontal reinforcement Bars Spacing Ld [in] [in] 1 15-#5 18.00 19.36 30-#5 5.00 25.17 2 15-#5 18.00 19.36 19- #5 8.00 25.1 "7 3 15-#5 18.00 19.36 9- #5 18.00 25.17 Intermediate results for axial -bending Segment Condition c d [in] [in] 1 D3 (Bottom) 12.77 209.28 2 D3 (Bottom) 12.47 209.28 3 D3 (Max) 11.84 209.28 Combined axial flexure Segment Condition 1 2 3 D3 (Bottom) D3 (Bottom) D3 (Max) Pu Mu 4*Mn [Kip] [Kip*ft] [Kip*ft] 71.03 57.84 30.47 Interaction diagrams, P vs. M: P vs. M (sit ij -6264.44 -2438.78 -604.44 5984.04 5849.69 5571.14 1.05 0.42 0.11 Ii 1 FRP Strengthening req'd 111110Mill WANE= MINN M. MEI Axial compression Segment Condition Piccnort (KIWIS) Pu [Kip] I*Pn Pul4*Pn [Kip] 1 DC1 (Bottom) 220.27 2 D1 (Bottom) 146.64 3 D2 (Bottom) 76.90 8300.49 0.03 8300.49 0.02 8300.49 0.01 P vs. t 2} Page4 Axial tension Vol B, Page 127 IP Segment Condition Pu (1)*Pn Pu/4*Pn [Kip]. [Kip] 1 DC1 (Top) 0.00 502.20 0.00 2 DC1 (Top) 0.00 502.20 0.00 3 DC1 (Top) 0.00 502.20 0.00 Shear Segment Condition Vu tirVn Vu *Vn [Kip] [Kip] 1 D2 (Max) 491.187 1458.968 0.34 IN=1 2 D3 (Bottom) 267.826 1219.999 0.22 3 D3 (Bottom) 105.137 812.298 0.13 COLUMN DESIGN: Status lag these items z—verified/checked separately - ok! Warnings in design - Stirrups: adopted spacing < calculated spacing (Column 1) - Ash < Eq 21-4 or 21-5 (Column 1) - sb < sbmin (Column 2) Page5 (2) Vol B, Page 128 Geometry: Column Distance Position Z Width X Width Z Height [ft] [in] [in] [ft1 1 1.00 Back 24.00 12.00 37.50 2 20.80 Back 24.00 24.00 37.50 Reinforcement: Longitudinal reinforcement Transverse reinforcement Column Bars As Ld Bars Spacing [in2] [in] [in] 1 10-#8 7.90 38.73 #4 6.00 2 18-#11 28.08 54.61 #5 4.00 3 10-#8 7.90 38.73 #4 6.00 4 8-#11 12.48 54.61 #5 4.00 5 10-#8 7.90 38.73 #4 6.00 6 4-#11 6.24 54.61 #5 4.00 Page6 Vol B, Page 129 Combined biaxial flexure Column Condition Pu [Kip] Mc [Kip*ft] [Kip*ft] McJ(4)*Mn) 1 2 3 4 5 6 D3 D2 D3 D2 D3 D2 Interaction diagrams, P vs. M: 153.02 -244.50 70.46 -125.15 70.46 -125.15 P s. Ai (Column 1) Tart (KIVA) Axial tension Column Condition Pu [Kip] 39.75 84,28 39.93 21.93 39.93 21.93 4)*Pn [Kip] 225,70 877.58 278.57 640.27 278.57 387.08 Pu/(4)*Pn) 0.18 0.10 0.14 0.03 0.14 0.06 F61. 0 P vs. IA (CoWain 3) 1 D3 153,02 426.60 0.36 2 SC1 0.00 1516.32 0.00 3 D3 70.46 426.60 0.17 4 SC1 0.00 673.92 0.00 5 D3 70.46 426.60 0.17 6 SC1 0.00 336.96 0.00 Axial compression Column Condition Pu [Kip] ott*Pn [Kip] LPL Pu/(4*Pn) 1 2 3 4 5 6 DC1 D2 DC1 D2 DC1 D2 -21.28 -244.50 -14.66 -125.15 -14.66 -125.15 -989.31 -2329.18 -989.31 -1883.83 -989.31 -1705.69 0.02 I 0.10 0.01 0.07 0.01 0.07 Page? Vol B, Page 130 Shear along X direction Column Condition Pos Vu Vc Vs 4*Vn Vu/(4)*Vn) [Kip] [Kip] [Kip] [Kip] 1 D3 At top 22.627 20.411 86.000 79.808 0.28 2 D2 At bottom 27.019 95.417 314.846 307.697 0.09 3 D3 At top 22.627 20.411 86.000 79.808 0.28 4 D3 At top 2.063 86.407 295.322 286.296 0.01 5 D3 At top 22,627 20.411 86,000 79.808 0.28 6 D3 At top 2.063 86.407 295,322 286.296 0,01 Shear along Z direction •1 Column Condition Pos Vu Vc Vs 4*Vn Vu/(4*Vn) [Kip] [Kip] [Kip] [Kip] 1 D2 At bottom 0.193 0.264 57.000 42.948 0.00 2 D2 At bottom 1.908 95.417 314.846 307.697 0.01 3 D3 At bottom 0.081 19.362 57.000 57.271 0.00 4 D2 At top 1.478 87.262 295.322 286.938 0.01 I 5 D3 At top 0.079 18.038 57.000 56.278 0.00 6 D2 At top 1.478 87.262 295.322 286.938 0.01 Notes: * Pu = Axial load * Pn = Nominal axial Toad * Mu = Section moment * Mn = Maximum nominal moment Vu = Design shear force * Vn = Nominal shear force * Id = Embedment length * As = Effective cross sectional area of reinforcement rrr 1 1 Page8 Vol B, Page 131 Bentley Microsoft Current Date: 8/28/2019 2:08 PM Units system: English File name: P:\19-060 UHaul Tukwila WA\02_Calculations\B_Structural Analysis Programs\RAM Elements\SW2\SW2_5th.cwd\ Design Results Concrete Wall GENERAL INFORMATION: Global status : N. G. Design code ACI 318-14 Geometry: Total height 25.00 [ft] Total length 21.80 [ft] Base support type Continuous Wall bottom restraint Fixed Column bottom restraint Fixed Rigidity elements Columns Materials: Material C 4-60 Steel tension strength (Fy) 60 [Kip/in2] Concrete compressive strength (fc) 4 [Kip/in2] Steel elasticity modulus (Es) 29000 [Kip/in2] Concrete modulus of elasticity (E) 3605 [Kip/in2] Concrete unit weight : 0.149818 [Kip/ft3] Number of stories: 2 Story Story height Wall thickness [ft] 1 12.50 12.00 2 12.50 12.00 Columns: Distance Width X Width Z [ft] [in] [in] Position Z 1.00 24.00 12.00 Back 20.80 24.00 24.00 Back Load conditions: ID Comb. Category Description DL No DI Dead Load EQ No EQ Seismic SC1 Yes DL DC1 Yes 1.4DL D1 Yes 1.4DL D2 Yes 1.3822DL+EQ D3 Yes 0.07178DL+EQ MEI Pagel Concentrated loads: Vol B, Page 132 Story Condition Direction Magnitude Eccentricity Distance [Kip] [in] [ft] 2 EQ Horizontal 255.00 0.00 0.00 1 EQ Horizontal 152.00 0.00 0.00 Distributed loads: Consider self weight DL Story Condition Direction Magnitude Eccentricity [Kip/ft] [ft] 1 2 DL Vertical DL Vertical 0.70 0.00 0.70 0.00 SHEAR WALL DESIGN: Status see analysis - less than 2% - OK! N. G. - Insufficient combined axial -flexural resistance, 0Mn < Mu (Segment 1) - Minimum ratio, vertical reinforcement area vs. concrete, Table 11.6.1, Section 11.6.2 (Segment 1) these items verified/checked separately - ok! Page2 irr Geometry: Segment X Coordinate Y Coordinate Width Height [ft] [ft] [ft] [ft] 1 0.00 0.00 21.80 12,50 2 0.00 12.50 21.80 12.50 Reinforcement: NMI Reinforcement layers 2 Vertical reinforcement Horizontal reinforcement Segment Bars Spacing Ld Bars Spacing Ld [in] [in] [in] [in] 1 2 15-#5 18.00 23.72 19-#5 8.00 30.83 15-#5 18.00 23.72 9-#5 18.00 30.83 Vol B, Page 133 Page3 Intermediate results for axial -bending Vol B, Page 134 rut Segment Condition c [in] d [in] 1 D3 (Bottom) 13.73 209.28 2 D3 (Bottom) 14.85 209.28 Combined axial flexure Segment Condition 1 D3 (Bottom) 2 D3 (Bottom) Interaction diagrams, P vs. M: Axial compression Segment Condition Pu [Kip] Mu [Kip*ft] $*Mn MuJ4 *Mn [Kip*ft] -25.00 -5032.91 4945.05 1.02 111 12.38 -1897.37 5321.89 0.36 Pu [Kip] 4)*Pn [Kip] 2 Axial tension D1 (Bottom) D2 (Top) Segment Condition 146.41 82.53 Pul4*Pa 5533.66 0.03 5533.66 0.01 Pu [Kip] Q!*Pn [Kip] Pulo*Pn 1 D3 (Bottom) 2 DC1 (Top) Shear 25.00 0.00 502.20 0.05 502.20 0.00 EMI i F vs. it (Segment 2) tier, rct (KUp` Page4 Vol B, Page 135 Segment Condition Vu 41*Vn VuMrVn [Kip] [Kip] 1 2 D3 (Max) 402.906 1119.727 0.36 D3 (Bottom) 270.409 719.351 0.38 COLUMN DESIGN: Status (1) Geometry: 401 law( Warnings in design - Stirrups: adopted spacing < calculated spacing (Column 1) - Ash < Eq 21-4 or 21-5 (Column 1) (2) Page5 Voi B, Page 136 Column Distance [ftj 1 1.00 2 20.80 Position Z Width X Width Z [in] [in] Height [ft] Back Back 24.00 24.00 Reinforcement: Longitudinal reinforcement Column Bars As Ld [in2] [in) 1 2 3 4 12.00 25.00 24.00 25.00 Transverse reinforcement Bars Spacing [in] 10-#8 7.90 47.43 #4 6.00 8411 12.48 66.88 #5 4.00 10-#8 7.90 47.43 #4 6.00 4411 6.24 66.88 #5 4.00 Combined biaxial flexure Column 1 2 3 4 Condition D3 D2 D3 D2 Pu Mc 4 Mn [Kip] [Kip"ft] [Kip*ft] 130.68 -189.25 68.04 -79.25 32.11 70.01 22.83 15.18 229.68 0.14 539.42 263.61 340.99 Interaction diagrams, P vs. M: P vs. Af (Column 1) tia,ertpua Axial tension Column Condition 1 D3 2 SC1 3 D3 4 SC1 Pu [Kip] 0.13 0.09 61 0.04 D n) baI 111 P vs. Ai (Came 2) 1114111 MOM ME OEM 4 MM.= 4"Pn Pu/(4)•Pn) [Kip] 130.68 0.00 68.04 0.00 426.60 0.31 [1 673.92 0.00 426.60 0.16 ICI 336.96 0.00 1 Rixrart Jp11 Page6 Vol 6, Page 137 Axial compression Column Condition Pu *Pn Pu/(4*Pn) [Kip] [Kip] 1 DC1 -14,05 -741.70 0.02 2 D2-189.25 -1385,68 0.14 3 DC1 -7.74-741.70 0.01 4 D2 -79.25-1202.02 0.07 Shear along X direction lit Column Condition Pos Vu Vc Vs 4*Vn Vu/(4*Vn) [Kip] [Kip] [Kip] [Kip] 1 D3 At bottom 14.403 3.018 86.000 66,763 0.22 2 D2 At bottom 22,514 74.826 257.070 248.922 0.09 3 D3 At top 13.358 17.215 86.000 77.411 0.17 4 D3 At bottom 2.376 67.512 257.070 243.437 0.01 Shear along Z direction II !RI Column Condition Pos Vu Vc Vs 4*Vn Vu/(4*Vn) [Kip] [Kip] [Kip] [Kip] 1 D3 At bottom 0.145 2.667 57.000 44.750 0.00 I 2 D2 At bottom 1.574 74.826 257.070 248.922 0.01 I 3 D2 At bottom 0.081 17.189 57.000 55.642 0.00 4 D2 At top 1.488 68.689 257.070 244.320 0.01 Notes: * Pu = Axial load * Pn = Nominal axial load * Mu = Section moment * Mn = Maximum nominal moment * Vu = Design shear force * Vn = Nominal shear force * Id = Embedment length * As = Effective cross sectional area of reinforcement Page7 Vol B, Page 138 .1Fra Bentley Microsoft Current Date: 8/28/2019 1:59 PM Units system: English File name: P:\19-060 UHaul Tukwila WA\02_Calculations\B_Structural Analysis Programs\ RAM Elements\SW21SW2_roof.cwd\ Design Results Concrete Wall GENERAL INFORMATION: Global status : Warnings in design Design code ACI 318-14 Geometry: Total height 12.50 [ft] Total length 21.80 [ft] Base support type Continuous Wall bottom restraint Fixed Column bottom restraint Fixed Rigidity elements Columns Materials: Material C 4-60 Steel tension strength (Fy) 60 [Kip/in2] Concrete compressive strength (fc) 4 [Kip/in2] Steel elasticity modulus (Es) 29000 [Kip/in2] Concrete modulus of elasticity (E) 3605 [Kip/in2] Concrete unit weight : 0.149818 [Kip/ft3] Number of stories: 1 Story Story height Wall thickness [ft] [in] 1 12.50 12.00 Columns: Distance Width X Width Z [ft] [in] [in] Position Z 1.00 24.00 12.00 Back 20.80 24.00 24.00 Back Load conditions: ID Comb. Category Description DL No DL Dead Load EQ No EQ Seismic SC1 Yes DL DC1 Yes 1.4DL D1 Yes 1.4DL D2 Yes 1.3822DL+EQ D3 Yes 0,7178DL+EQ Pagel Vol B, Page 139 ti rr Concentrated loads: Story Condition Direction Magnitude Eccentricity Distance [Kip] [in] [ft] 1 EQ Horizontal 255.00 0.00 0.00 Distributed Toads: Consider self weight DL Story Condition Direction Magnitude Eccentricity [Kip/ft] [ft] DL Vertical 0.70 0.00 SHEAR WALL DESIGN: Status Geometry: these items verified/checked separately Warnings in design Ok! - Minimum ratio, vertical reinforcement area vs. concre e, Table 11.6.1, Section 11.6.2 (Segment 1) Segment X Coordinate Y Coordinate Width [ft] [ft] [ft] 0.00 0.00 21.80 Reinforcement: Reinforcement layers 2 Height [ft] 12.50 Page2 Vol B, Page 140 Vertical reinforcement Horizontal reinforcement Segment Bars Spacing Ld Bars Spacing Ld [in] [in] [in] [in] 15-#5 18.00 23.72 9-#5 18.00 30.83 Intermediate results for axial -bending Segment Condition c d [in] [in] D3 (Bottom) Combined axial flexure Segment Condition 16.37 209.28 Pu Mu 4 *Mn MuI4 Mn [Kip] [Kip*ft] [Kip*ft] D3 (Bottom) 63.15 Interaction diagrams, P vs. M: P vs. if (Segment 1) M ' rl [Np•tj Axial compression -1870.69 5818.27 0.32 Segment Condition Pu 4*Pn Put4*Pn [Kip] [Kip] Axial tension D2 (Bottom) 97.59 5533.66 0.02 Segment Condition Pu 4*Pn Pul4*Pn [Kip] [Kip] DC1 (Top) 0.00 502.20 0.00 Page3 Shear Vol B, Page 141 Segment Condition Vu 4rVn Vu/4)*Vn [Kipl [Kip] 1 D3 (Max) 264.893 727.180 0.36 COLUMN DESIGN: Status Section 25.7.2.3 (Column 1) (1) Geometry: Column 1 2 these items verified/checked separately Warnings in design ok! - Stirrups: adopted spacing < calculated spacing (Column 1) - Ash < Eq 21-4 or 21-5 (Column 1) - sb < sbmin (Column 1) - Every corner and alternate longitudinal bar shall have lateral support provided by the corner of a tie, (2) Distance Position Z Width X Width Z Height [ft] [in] [in] [ft] 1.00 Back 24.00 12.00 12.50 20.80 Back 24.00 24.00 12.50 Reinforcement: Longitudinal reinforcement Transverse reinforcement Column Bars As Ld Bars Spacing [in2] [in] [in] 1 10-#8 7.90 47.43 #4 6.00 2 4411 6.24 66,88 #5 4.00 Page4 Combined biaxial flexure Vol B, Page 142 • Column Condition Pu Mc 4Mn [Kip] [Kip*ft] [Kip*ft] Mc/(4)*Mn) 1 D3 66.84 15.74 293.20 0.05 H 2 D2 -56.33 33.17 339.97 0.10 14 Interaction diagrams, P vs. M: P vs. IA (Column t) 4 hicfrairt t p.;t Axial tension Column Condition P vs. AR (Ccl+gnri 2) III MEM 4 Pu 4*Pn Pu/(4)*Pn) [Kip] [Kip] 1 D3 66.84 426.60 0.16 2 SC1 0.00 336.96 0.00 Axial compression Column Condition Pu 4*Pn [Kip] [Kip] 1 DC1 -6.82-741.70 0.01 2 D2 -56.33 -1202.02 0.05 Shear along X direction Column Condition Pos 1 D3 2 D2 Vu [Kip] At top 39.526 At bottom 13.186 IN 1 Pu/(4*Pn) 6 Vc Vs 4*Vn [Kip] [Kip] [Kip] 30.100 86.000 67.410 257.070 mato Vu/(t)*Vn) 87,075 0.45 243.360 0.05 Shear along Z direction • Y�r Pages Vol B, Page 143 Column Condition Pos Vu Vc Vs •*Vn Vu/(4*Vn) [Kip] [Kip] [Kip] [Kip] 1 D2 At bottom 0.025 16.101 57.000 54.826 0.00 2 D2 At bottom 0.811 67.410 257.070 243.360 0.00 Notes: • Pu = Axial load • Pn = Nominal axial load * Mu = Section moment * Mn = Maximum nominal moment * Vu = Design shear force Vn = Nominal shear force Id = Embedment length * As = Effective cross sectional area of reinforcement Page6 Vol B, Page 144 i t 4 4 eB Se) BP 191 99 (9) fia lel Bat91) ea 19i) eV 191) 0La (8) S mat2l a (B) eB{9c) air Nil 08)91) ma(e) 0)0(0) UN 1e1 Vol B, Page 145 Bentley. Current Date: 8/28/2019 10:46 AM Units system: English File name: P:119-060 UHaul Tukwila WA102_Calculations\B_Structural Analysis Programs\RAM Elements\SW5\SW5_1st.cwcA Design Results Concrete Wall GENERAL INFORMATION: Global status : N. G. Design code Geometry: Total height Total length Base support type Wall bottom restraint Column bottom restraint Rigidity elements Materials: Material Steel tension strength (Fy) Concrete compressive strength (fc) Steel elasticity modulus (Es) Concrete modulus of elasticity (E) Concrete unit weight Number of stories: 6 Story Story height Ift] 2 3 4 5 6 Ooeninos: Reference 11,00 15.00 12,50 12.50 12.50 12.50 ACI 318-14 76.00 [ft] 92.00 [ft] Continuous Fixed Fixed Columns C 6-60 60 [Kip/in2] 6 [Kip/in2] 29000 [Kip/in2] 4415.2 [Kip/in2] 0.149818 [Kip/ft3] Wall thickness [in] 24.00 18.00 18.00 12.00 12.00 12.00 X Coordinate Y Coordinate Width Height [ft] [ft] [ft] [ft] Lower left 11.50 0.00 27.00 9.50 Lower left 11.50 11.50 6.00 7.25 Columns: Distance Width X [ft] [in] 1,00 24.00 10.50 24.00 91.00 24.00 Width Z [in] Position Z 24,00 Centered 24.00 Centered 24.00 Centered Load conditions: Pagel Vol B, Page 146 ID Comb. Category Description DL No DL Dead Load EQ No EQ Seismic SC1 Yes DL DC1 Yes 1.4DL D1 Yes 1.4DL D2 Yes 1.3822DL+EQ D3 Yes 0.7178DL+EQ Concentrated loads: Story Condition Direction Magnitude Eccentricity Distance [Kip] [in] [ft] 1 EQ Horizontal 151.00 0.00 0.00 2 EQ Horizontal 256.00 0.00 0.00 3 EQ Horizontal 612.00 0.00 0.00 4 EQ Horizontal 784.00 0.00 0.00 5 EQ Horizontal 907.00 0.00 0.00 6 EQ Horizontal 901.00 0.00 0.00 Distributed loads: Consider self weight DL Story Condition Direction Magnitude Eccentricity [Kip/ft] [ft] 1 DL Vertical 3.70 0.00 2 DL Vertical 3.70 0.00 3 DL Vertical 3.70 0.00 4 DL Vertical 3.70 0.00 5 DL Vertical 3.70 0.00 6 DL Vertical 3.70 0.00 SHEAR WALL DESIGN: Status these items verified/checked separately - ok! N. G. - Hoops required, Section 11.7.4.1, 18.10.6.5 (S gment 1) - Minimum ratio, vertical reinforcement area vs. concrete, Table 11.6.1, Section 11.6.2 (Segment 3) - Excessive spacing for shear reinforcement bars, Section 11.7.2.1 or 11.7.3.1 (Se ment 9) - Insufficient shear strength (Segment 19) these elements not in this analysis Page2 Vol B, Page 147 Pi! ran flat. sLsh 01. CZ, teZ ign ------ ------ - - -1 --------- tst Geometry: Segment X Coordinate Y Coordinate Width Height Eft] [ft] [ft] [ft] 1 0.00 0.00 10.50 9.50 2 10.50 0.00 1.00 9.50 3 38.50 0.00 53.50 9.50 4 0.00 9.50 10.50 1.50 5 10.50 9,50 81.50 1.50 6 0.00 11.00 10.50 0.50 7 10.50 11.00 81,50 0.50 8 0.00 11.50 10.50 7.25 9 10.50 11.50 1.00 7.25 10 17.50 11.50 74.50 7.25 11 0.00 18.75 10.50 7.25 12 10.50 18.75 81.50 7.25 13 0.00 26.00 10.50 12.50 14 10.50 26.00 81.50 12.50 15 0.00 38.50 10.50 12.50 16 10.50 38.50 81.50 12.50 17 0.00 51.00 10.50 12.50 18 10.50 51.00 81.50 12.50 19 0.00 63.50 10.50 12.50 20 10.50 63.50 81.50 12.50 Reinforcement: Reinforcement layers 2 Vertical reinforcement Horizontal reinforcement Segment Bars Spacing Ld Bars Spacing Ld [in] [in] [in] [in] 1 21-#10 6.00 49,19 28-#7 4.00 44.06 2 2-#8 9.50 38.73 12-#8 10,00 50.35 3 80-#7 8.00 33.89 14-#7 8.00 44.06 4 21-#10 6.00 49.19 4-#7 4.00 44.06 5 2-#8 9.50 38.73 2-#5 10.00 25.17 Page3 Vol B, Page 148 1.! 7-#5 10.00 38.73 245 10.00 25.17 25-#5 10.00 38.73 2-#5 10.00 25.17 80-#7 8,00 38.73 2-#5 10.00 25.17 6 16-#10 8.00 49.19 1-#7 4.00 44.06 7 2418 9.50 38.73 145 10.00 25.17 548 14.00 38.73 1-#5 10.00 25.17 25-#5 10.00 38.73 1-#5 10.00 25.17 54417 12.00 38.73 145 10.00 25.17 8 16-#10 8.00 49.19 22-#7 4.00 44.06 9 248 9,50 38.73 9-#8 10.00 50.35 10 2545 10.00 33.89 945 10.00 25.17 544/7 12.00 33.89 9415 10.00 25.17 11 16-#10 8.00 49.19 22-#7 4.00 44.06 12 2418 9.50 38,73 9-#5 10.00 25.17 7-#5 10.00 38,73 9-#5 10.00 25.17 254/5 10.00 38.73 9415 10.00 25.17 544/7 12.00 38.73 9-#5 10.00 25.17 13 18-#7 7.00 33.89 13-#6 12.00 30.21 14 146 18.00 23.24 1345 12.00 25.17 645 12.00 23.24 13-#5 12.00 25.17 21-#5 12.00 23,24 13-#5 12,00 25.17 54-#5 12.00 23.24 13415 12.00 25.17 15 21-#5 6.00 19.36 11-#6 14.00 30.21 16 145 16.00 19.36 1145 14.00 25.17 545 14.00 19.36 1145 14.00 25.17 18415 14.00 19.36 11-#5 14.00 25.17 464/5 14.00 19.36 11-#5 14.00 25.17 17 21-#5 6.00 19.36 9-#6 18.00 30.21 18 145 16.00 19.36 9-#5 18.00 25.17 445 18.00 19.36 945 18.00 25.17 1445 18.00 19.36 9-#5 18.00 25.17 36-#5 18,00 19.36 9-#5 18.00 25.17 19 21-#5 6.00 19.36 9-#6 18.00 30.21 20 1-#5 18.00 19.36 9-#5 18.00 25.17 445 18.00 19.36 9-#5 18.00 25.17 1445 18.00 19.36 945 18.00 25.17 3645 18.00 19.36 945 18.00 25.17 Intermediate results for axial -bending Segment Condition [in] [in] 1 D3 (Bottom) 15.71 100.80 2 D3 (Max) 1.87 9.60 3 D3 (Bottom) 92.69 513.60 4 D3 (Bottom) 17.40 100.80 5 D3 (Max) 108.42 782.40 6 D1 (Top) 35.10 100.80 7 D3 (Bottom) 111,55 782.40 8 DC1 (Max) 35.00 100.80 9 D3 (Bottom) 0.97 9.60 10 D2 (Bottom) 132.53 715.20 11 D2 (Bottom) 21.06 100.80 12 D3 (Bottom) 110.97 782.40 13 D3 (Max) 10.51 100.80 14 D3 (Bottom) 76.89 782.40 15 D3 (Max) 11.71 100.80 16 D3 (Bottom) 88.15 782.40 17 D3 (Max) 14.59 100.80 18 D3 (Bottom) 65.09 782.40 19 D3 (Max) 17.50 100.80 20 D3 (Max) 54,16 782.40 ------- ---------- --------------- ----- -------- Combined axial flexure Page4 Vol B, Page 149 r Segment Condition Pu [Kip] 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 D3 (Bottom) D3 (Max) D3 (Bottom) D3 (Bottom) D3 (Max) D1 (Top) D3 (Bottom) DC1 (Max) D3 (Bottom) D2 (Bottom) 02 (Bottom) 03 (Bottom) D3 (Max) D3 (Bottom) D3 (Max) D3 (Bottom) D3 (Max) 03 (Bottom) D3 (Max) D3 (Max) -1098.41 62.19 3445.93 -908.66 3091.84 769.19 2761,82 761.05 -63.01 4416.48 -395.10 2723.96 -375.07 2296.99 -128.35 1574.38 11,07 1013.94 151,98 536.31 Interaction diagrams, P vs. M: P ws. IA (Segment i 9) %OD - NamCrt (Purt'l Axial compression Mu 4o*Mn Mu/4)*Mn [Kip*ft] [Kip*ft] -1920.24 -8.97 - 42318.36 -1175.67 -93581.22 -315.56 -83244.91 -319.07 -5.01 -64561.11 -150.25 -59849.34 -378.36 - 45537.02 -293.44 -26423.98 -413.81 -10804.65 -965,05 2285.49 8282.72 0.23 99.22 203186.00 9049.77 391377.60 11629.04 291848.90 11607.24 46.97 301640.80 8019.66 290591.70 3852.94 192266.20 2780.85 147924.00 3377.85 109718.90 3964.79 92791.70 0.09 0.21 0.13 0.24 0.03 1.1 11 0.29 iou 0.03 0.11 0.21 0.02 0.21 0.10 0.24 0.11 0.18 0.12 0.10 0.24 1..1 0.02 1,1 101 1 1.4 Segment Condition Pu 4*Pn PuMrPn (kip] [Kip] 1 D1 (Bottom) 2 0C1 (Max) 3 02 (Max) 4 D1 (Bottom) 5 D2 (Top) 6 DC1 (Bottom) 7 D2 (Top) 8 DC1 (Bottom) 9 DC1 (Max) 10 D2 (Bottom) 11 01 (Bottom) 12 D2 (Max) 13 D1 (Bottom) 14 D2 (Bottom) 15 01 (Bottom) 16 02 (Bottom) 17 DC1 (Bottom) 18 D2 (Max) 958.72 135.36 5047.30 849.24 5422.14 770.81 4242.19 769.14 86.14 4416.48 593.52 4089.50 456,60 3395.18 247.69 2389.14 141.82 1564.21 7878.19 755.40 40607.42 7878.19 61932.16 5906.96 46443.52 5906.96 564.45 42463.03 5906.96 46452.96 5957.45 46550.29 3975.29 31008.78 3975.29 31033.44 0.12 0.18 0.12 0.11 0.09 0.13 0.09 0.13 0.15 0.10 0.10 0.09 0.08 0.07 0.06 0.08 0.04 0.05 P vs. IA (Swv“...11 7) 0 licertourPrap."4 1.4 Page5 Vol B, Page 150 19 D2 (Top) 403.42 3975.29 0.10 20 02 (Max) 810.15 31033.44 0.03 Axial tension Segment Condition Pu 4*Pn PuttirPn [Kip] [Kip] 1 D3 (Bottom) 1098.41 2880.36 0.38 ;Am; 2 03 (Top) 82.13 170.64 0.48 3 DC1 (Top) 0.00 5184.00 0.00 4 03 (Bottom) 908.66 2880.36 0.32 5 DC1 (Top) 0.00 6426.00 0.00 I 6 03 (Bottom) 913.95 2194.56 0.42 kr.; 7 DC1 (Top) 0.00 4933.44 0.00 8 D3 (Bottom) 912,72 2194,56 0.42 9 03 (Top) 96.48 170.64 0.57 10 DC1 (Top) 0.00 4336.20 0.00 11 D3 (Bottom) 676.77 2194.56 0.31 12 DC1 (Top) 0.00 4741.20 0.00 13 D3 (Bottom) 626.66 1166.40 0,54 14 DC1 (Top) 0.00 2759.40 0.00 15 D3 (Bottom) 360,17 703.08 0.51 16 DC1 (Top) 0.00 2343.60 0.00 17 D3 (Bottom) 210.25 703.08 0,30 18 DC1 (Top) 0.00 1841.40 0.00 19 D3 (Bottom) 103.66 703.08 0.15 20 DC1 (Top) 0.00 1841.40 0.00 Shear Segment Condition ROT* I 1-W9 Vu +*Vn Vu/4*Vn [Kip] [Kip] 1 D3 (Max) 643.576 1405.428 0.46 11E= 2 D3 (Top) 38.197 100.108 0.38 R= 3 03 (Max) 2967.072 5080.335 0.58 MIR= 4 03 (Top) 501.874 1124.343 0,45 MEE 1 5 03 (Max) 3769.143 4997.260 0.75 6 03 (Top) 499.679 843.257 0,59 7 03 (Max) 3210.509 4237.479 0.76 8 D3 (Max) 247.145 1054.071 0.23 9 03 (Top) 33.632 86.913 0.39 10 D3 (Max) 3221.801 3939.112 0.82 11 03 (Max) 152.428 1054.071 0.14 12 03 (Max) 3337.250 4237.796 0.79 13 03 (Top) 345.210 620.018 0.56 14 03 (Max) 3197.294 3889.616 0,82 15 D3 (Top) 307.865 485.773 0.63 16 03 (Bottom) 2658.578 2876.256 0.92 17 03 (Top) 253.057 436.538 0,58 18 D3 (Max) 2038.425 2531.754 0.81 19 D3 (Top) 564,253 510.890 1.10 20 D3 (Max) 1250.200 2474.495 0.51 COLUMN DESIGN: Status &owl NE= mrso-401 Imam( ; E=D hOmilwasi1 10 Irmi. I 1 11=1 these items verified/checked separately Warnings in design - okl - Ash < Eq 21-4 or 21-5 (Co n 1) - Stirrups: adopted spacing < calculated spacing (Column 3) Page6 Geometry: Column Distance Position Z Width X Width Z Height [ft] [in] [in] [ft] 1 1.00 Centered 24.00 24.00 76.00 2 10.50 Centered 24.00 24.00 76.00 3 91.00 Centered 24.00 24.00 76.00 Reinforcement: Column Longitudinal reinforcement Transverse reinforcement Bars As Ld Bars Spacing [in2] [in] [in] 1 8-#11 12.48 54.61 2 8411 12.48 54.61 3 849 8.00 43.69 4 8-#10 10.16 49.19 5 8-#10 10.16 49.19 6 849 8.00 43.69 7 8-#10 10.16 49.19 8 8-#10 10.16 49.19 9 8-#9 8.00 43.69 10 16-#8 12.64 38.73 11 16-#8 12.64 38.73 12 8-#8 6.32 38.73 13 16-#8 12.64 38.73 14 16-#8 12.64 38.73 15 848 6.32 38.73 16 16-#8 12.64 38.73 17 16-#8 12.64 38.73 18 8-#8 6.32 38.73 RtttrntttlIttAARAA Combined biaxial flexure 4.00 4.00 12.00 4.00 4.00 12.00 9.00 9.00 12.00 9.00 9.00 12.00 9.00 9.00 12.00 9.00 9.00 12.00 Vol B, Page 151 Page7 Vol B, Page 152 Column Condition Pu [Kip] Mc [Kip*ft] (1)Mn Mc/(4)*Mn) [Kirft] 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 D3 D3 D2 DC1 D3 D2 D3 D3 D2 D3 D3 D2 D3 D3 D2 D3 D3 D2 390.31 -30.47 -435.64 -159.77 187.28 -343.65 180.49 187.92 -342.42 165.49 97.41 -342.42 128.00 187.92 -342.42 162.45 187.92 -342.42 74.91 78.71 55.87 17.57 36.63 37.80 37.08 21.98 37.67 106.08 28.77 37.67 161.02 21.98 37.67 187.23 21.98 37.67 244.66 569.84 676.47 572.81 307.56 622.16 315.55 309.55 621.35 437.33 490.82 555.77 466.79 419.71 555.77 439.72 419.71 555.77 0.31 0.14 0.08 0.03 0.12 r 0.06 Ni 0.12 1.1 0.07 0.06 0.24 0.06 II 0.07 0.34 0.05 11 0.07 11 0.43 WIC= 0.05 0.07 1st 13 0 1 11 Interaction diagrams, P vs. M: P vs. M pakara 3) Axial tension Column Condition Pu [Kip] 4:i*Pn [Kip] P vs. U (Con te,) -600 -360 0 360 600 900 Pu/(4*Pn) 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 D3 D3 SC1 D3 D3 SC1 D3 D3 SC1 D3 D3 SC1 D3 D3 SC1 D3 D3 SC1 390.31 56.14 0.00 235.20 215.93 0.00 235.84 187.92 0.00 235.84 187.92 0.00 235.84 187.92 0.00 235.84 187.92 0.00 673.92 673.92 432.00 548.64 548.64 432.00 548.64 548.64 432.00 682.56 682.56 341.28 682.56 682.56 341.28 682.56 682.56 341.28 0.58 1=1 0.08 0.00 0.43 0.39 0.00 0.43 0.34 0.00 0.35 0.28 Lvii I 0.00 0.35 0.28 I 0.00 0.35 af3= 0.28 0.00 = MI1 1461 Page8 IR Axial compression Vol a.Page 153 Column Condition Pu �*Pn 1 DC1 494.89 -1083.83 0.10 2 DC1 '173.58 '1883.83 0.09 3 DQ 435.64 4755.94 0.25 4 DC1 -15377 -1817.60 0.09 s DC1 '212.22 -1817.60 0.12 6 co -343.65 -1755.94 0.20 r DC1 '158.53 '1817a0 0.09 8 0C1 -210.98 181780 K12 9 D2 342.4 1755.94 0.20 10 oCI '158.53 '1888.40 0.08 11 DC1 '210.90 4888.40 0.11 12 ou -342.42 -1707.98 0.20 13 DC1 458.53 -1888.40 0.08 14 DC1 '210.98 '1888/0 0.11 15 oz -342.42 -1707.98 020 18 DC1 '158.53 '1888.40 0.00 17 DC1 -210.98 -1888.40 0.11 Shear along Xmrectmn n u wrl w H w m 1*1 n n u m ' Column u*nmuov po* vu vc vv Vvn wu/(O*vn) 1 D3 At bottom 14.253 0.000 312.987 234J40 0.06 u 2 D3 At bottom 16.682 80.316 312.887 294.877 0.08 " � 3 D2 At bottom 12.290 109.840 84.308 130,611 0.08 m / O D3 At bottom 5.617 100.489 6*.308 123.5e8 0.05 o / 7 oo At bottom 15.729 29.65* 85.460 86.336 0.18 10 D3 At bottom 41107 34D05 86,000 90.004 nAV m--uI 11 o3 At bottom 14.335 52.9086.000 104.176 0.14 12 D3 At top 5.617 100J45 04.500 123.93* 0.05 o / 13 on At bottom 64.465 44.412 86.000 97.809 0.66 16 on At bottom 80.020 34.847 86.000 90.636 0.88 17 on At top 9.876 27.778 81000 05.334 0.12 m / w » w n Shear along Zdirection Column Condition Pos vu vo xw Vvn vuV�*Vn) [Kip] [Kip] [Kip] [Kip] 1 SO1 At top 0.00 78.247 312.987 293.425 0.00 / / u 8C1 At top 0.000 78.2*7 312.887 283.425 0.00 / / 3 SC1 At top 0.000 79.700 84.308 100.000 0.00 / / * GC1 At top 0.000 78.507 314.028 294.401 0.00 5 8CI At top 0.000 78.507 314.028 294401 0.00 / | s SC1 At top 0.000 79700 64.308 108.008 noV / | 7 GC1 At top 0.000 78.436 85.460 1e3.672 0.00 ' / o GC1 At top 0.000 79.436 85.480 123.672 0.00 / / 9 GC1 At top 0.000 79J00 64.308 108.006 0.00 ' -1 10 Sc1 At top 0.000 79.938 88.000 12*454 CLnV / | 11 8c1 At top 0,000 79.938 80.000 124454 0.00 | | 12 8C1 At top oonO 79.838 04.500 108.328 0.00 13 GC1 At top 0.000 79.938 86.000 124.454 uoo 14 SC1 At top 0.000 royoo 86.000 124.454 oOo / / Vol B, Page 154 15 SC1 At top 0.000 79.938 64.500 108.329 0.00 16 SC1 At top 0.000 79.938 86.000 124.454 0.00 17 SC1 At top 0.000 79.938 86.000 124.454 0.00 18 SC1 At top 0.000 79.938 64.500 108.329 0.00 1 Notes: * Pu = Axial load * Pn = Nominal axial load * Mu = Section moment * Mn = Maximum nominal moment * Vu = Design shear force * Vn = Nominal shear force * Id = Embedment length * As = Effective cross sectional area of reinforcement Page10 Vol B, Page 155 Bentley - Current Date: 8/28/2019 11:11 AM Units system: English File name: P:119-060 UHaul Tukwila WA102_Calculations\B_Structural Analysis Programs\RAM Elements\SW5\SW5_2nd.cwd\ Design Results Concrete Wall GENERAL INFORMATION: Global status : N. G. Design code ACI 318-14 Geometry: Total height . 65.00 [ft] Total length 92.00 [ft] Base support type Continuous Wail bottom restraint Fixed Column bottom restraint Fixed Rigidity elements Columns Materials: Material C 6-60 Steel tension strength (Fy) 60 [Kip/in2] Concrete compressive strength (fc) 6 [Kip/in2] Steel elasticity modulus (Es) 29000 [Kip/in2] Concrete modulus of elasticity (E) 4415.2 [Kip/in2] Concrete unit weight 0.149818 [Kip/ft3] Number of stories: 5 Story Story height Wall thickness [ft] [in] 1 15.00 18.00 2 12.50 18.00 3 12.50 12.00 4 12.50 12.00 5 12.50 12.00 Openings: Reference X Coordinate Y Coordinate Width Height [ft] (ft] [ft] [ftj Lower left 11.50 0.00 6.00 7.25 Columns: Distance Width X Width Z [ft] [in] [in] Position Z 1.00 24.00 24.00 Centered 10.50 24.00 24.00 Centered 91.00 24.00 24.00 Centered Load conditions: Pagel ID Comb. Category Description Vol B, Page 156 kir PI DL No DL Dead Load EQ No EQ Seismic SC1 Yes DL DC1 Yes 1.4DL Di Yes 1.4DL D2 Yes 1.3822DL+EQ D3 Yes 0.7178DL+EQ Concentrated loads: Story Condition Direction Magnitude Eccentricity Distance [Kip] [in] [ft] 1 EQ Horizontal 256.00 0.00 0.00 2 EQ Horizontal 612.00 0.00 0.00 3 EQ Horizontal 784.00 0.00 0.00 4 EQ Horizontal 907.00 0.00 0.00 5 EQ Horizontal 901.00 0.00 0.00 Distributed loads: Consider self weight DL Story Condition Direction Magnitude Eccentricity [Kip/ft] [ft] 1 DL Vertical 3.70 0.00 2 DL Vertical 3.70 0.00 3 DL Vertical 3.70 0.00 4 DL Vertical 3.70 0.00 5 DL Vertical 3.70 0.00 SHEAR WALL DESIGN: Status these items verified/checked separately - ok! N. G. - Hoops required, Section 11.7.4.1, 18.10.6.5 (Segment 1) - Excessive spacing for shear reinforcement bars, Section 11.7.2.1 or 11.7.3.1 (Segment 2) - Minimum ratio, vertical reinforcement area vs. concrete, Table 11.6.1, Section 11.6.2 (Segment 3) - Insufficient shear strength (Segment 12) these elements not in this analysis Page2 Vol B, Page 157 uu (121 tat SI. It (101 flit (SA (01 MSS II SS (ASS Geometry: Segment X Coordinate Y Coordinate Width Height [ft] [ft] [ft] 1 0.00 0.00 10.50 7.25 2 10.50 0.00 1.00 7.25 3 17.50 0.00 74.50 7.25 4 0.00 7.25 10.50 7.75 5 10.50 7.25 81.50 7.75 6 0.00 15.00 10.50 12.50 7 10.50 15.00 81.50 12.50 8 0.00 27.50 10.50 12.50 9 10.50 27.50 81.50 12.50 10 0.00 40.00 10.50 12.50 11 10.50 40,00 81.50 12,50 12 0.00 52,50 10.50 12.50 13 10.50 52.50 81.50 12.50 Reinforcement: Reinforcement layers 2 Vertical reinforcement Horizontal reinforcement Segment Bars Spacing Ld Bars Spacing Ld [in] [in] [in] [in] 1 16-#10 8.00 49.19 22-#7 4.00 44.06 2 2-#8 9.50 38.73 948 10.00 50.35 3 9045 10.00 19.36 9-#5 10.00 25.17 4 16410 6.00 49.19 2347 4.00 44.06 5 2-#8 9.50 38.73 1045 10.00 25.17 745 10.00 38.73 10-#5 10.00 25.17 9045 10.00 38.73 1045 10.00 25.17 6 1847 7.00 33,89 13-#6 12.00 30.21 7 146 18.00 23.24 13-#5 12.00 25.17 645 12.00 23.24 1345 12.00 25.17 7545 12.00 23.24 1345 12.00 25.17 8 21-#5 6.00 19,36 11-#6 14.00 30.21 9 146 16.00 23.24 1145 14.00 25.17 545 14.00 23.24 1145 14.00 25.17 6446 14.00 23.24 11-#5 14.00 25.17 10 2145 6.00 19.36 9-#6 18.00 30.21 Page3 Vol B, Page 158 111 11 1-#5 16.00 19,36 945 18.00 25.17 4-#5 18,00 19.36 9-#5 18.00 25.17 50-#5 18.00 19.36 9-#5 18.00 25.17 12 21-#5 6.00 19.36 9-#6 18.00 30.21 13 1-#5 16.00 19.36 945 18.00 25.17 445 18.00 19.36 945 18.00 25.17 5045 18.00 19.36 9-#5 18.00 25.17 Intermediate results for axial -bending Segment Condition [in] [in] 1 03 (Bottom) 14.67 100.80 2 03 (Max) 1.38 9.60 3 03 (Bottom) 91,43 715.20 4 03 (Bottom) 15.93 100.80 5 D3 (Bottom) 93.57 782.40 6 D3 (Max) 9.15 100.80 7 D3 (Bottom) 77.20 782.40 8 D3 (Max) 11.84 100.80 9 03 (Bottom) 106.62 782.40 10 03 (Max) 14.69 100.80 11 D3 (Bottom) 64.67 782.40 12 D3 (Max) 17.53 100.80 13 D3 (Max) 54.03 782.40 Combined axial flexure Segment Condition Pu Mu 4.1"Mn Mu/4)*Mn [Kip] [Kip*ft] [Kip*ft] 1 D3 (Bottom) -924.68 -1019.76 5954.47 0.17 2 D3 (Max) -5.01 -8.25 70.72 0.12 3 D3 (Bottom) 3055.84 -48826.81 207540.50 0.24 imiI 4 D3 (Bottom) -820.36 -829.66 6383.82 0.13 5 D3 (Bottom) 2915.13 -56648.48 233698.50 0.24 6 03 (Max) -471.53 -501.24 3414.04 0.15 7 D3 (Bottom) 2320.03 -43010.94 192901.60 0.22 8 03 (Max) -122.45 -295.76 2807.67 0.11 9 03 (Bottom) 1557.03 -26380.23 180907,20 0.15 10 03 (Max) 15.73 -409.40 3397,51 0.12 11 D3 (Bottom) 996.29 -11165.73 108967.90 0.10 12 D3 (Max) 153.47 -964.03 3970,56 0.24 13 03 (Max) 531.28 2146.23 92716.84 0.02 Interaction diagrams, P vs. M: Page4 Vol B, Page 159 P vs. II (SeTnc-nt 12) 2- Axial compression Segment Condition 1 2 3 4 5 6 7 8 9 10 11 12 13 Axial tension 3:CC, EOM rffkr.ri (AitY1 D1 (Max) DC1 (Max) D2 (Max) D1 (Bottom) D2 (Bottom) D1 (Bottom) D2 (Bottom) D1 (Bottom) D2 (Bottom) D1 (Bottom) D2 (Max) D2 (Top) D2 (Max) Segment Condition 1 2 3 4 5 6 7 8 9 10 11 12 13 Shear Pu [Kip] 4)*Pn PuktrPn [Kip] 486.14 53.17 4529.32 453.33 4408.97 314.47 3513.36 194.26 2413.15 120.88 1563.42 403.45 808.61 Pu [Kip] 5906.96 0.08 564.45 0.09 Is 42528.00 0.11 5906.96 0.08 46517,94 0.09 is 5957.45 0.05 46550.29 0.08 3975.29 0.05 30963.96 0.08 L4 3975.29 0.03 1 31033.44 0.05 0 3975.29 0.10 31033.44 0.03 P vs. AI (&-Nrsent 5) II 0*Pn Pu/4)*Pn [Kip] D3 (Max) D3 (Top) DC1 (Top) D3 (Bottom) DC1 (Top) D3 (Bottom) DC1 (Top) D3 (Bottom) DC1 (Top) D3 (Bottom) DC1 (Top) D3 (Bottom) DC1 (Top) Segment Condition 1 2 3 4 5 926.73 58.87 0.00 820.36 0.00 652.92 0.00 357.89 0.00 204.06 0.00 101.12 0.00 D3 (Max) D3 (Top) D3 (Max) D3 (Max) D3 (Max) Vu [Kip] 2194.56 170.64 3013.20 2194.56 3418.20 1166.40 2759.40 703.08 3256.20 703.08 1841.40 703.08 1841.40 0.42 0.34 0.00 0.37 0.00 0.56 0.00 0.51 0.00 0.29 0.00 0.14 0.00 Iaw 4~1 asur 4rVn Vu/4)*Vn [Kip] 423.413 34.479 3020.356 303.812 3196.643 1054.071 92.554 3937.524 1054.071 4244.856 0.40 LW= 0.37 f-.44 i 0.77 EM72:1 0.29 0.75 C= Page5 Vol B, Page 160 6 03 (Top) 375.000 619.865 0.60 7 03 (Max) 3101.075 3892.244 0.80 8 03 (Top) 309.309 486.725 0.64 9 03 (Bottom) 2641.400 2874.175 0.92 10 03 (Top) 248.961 437.044 0.57 11 03 (Max) 2039.915 2529.758 0.81 12 03 (Top) 563.408 510.908 1.10 13 03 (Max) 1254.188 2473.892 0.51 COLUMN DESIGN: Status Geometry: Column Limml 1 Warnings in design - Ash < Eq 21-4 or 21-5 (Column 1) - Stirrups: adopted spacing < calculated spacing (Column 3) Distance [ft] Position Z Width X Width Z [in] [in] these items verified/checked separately - ok! Height tftl 1 1.00 Centered 24.00 24.00 65.00 2 10,50 Centered 24.00 24.00 65.00 3 91,00 Centered 24.00 24.00 65.00 Reinforcement: Longitudinal reinforcement Column Bars As Ld [in2] [in] 1 8-#10 10.16 49.19 2 8-#10 10.16 49.19 3 848 6.32 38.73 4 8-#10 10.16 49.19 5 8-#10 10.16 49,19 6 8-#8 6.32 38.73 7 1648 12.64 38.73 8 16-#8 12.64 38.73 9 848 6.32 38.73 10 16-#8 12.64 38.73 11 16-#8 12.64 38.73 Transverse reinforcement Bars Spacing [in] MRMItAA 4.00 4.00 12.00 9.00 9.00 12.00 9.00 9.00 12.00 9.00 9.00 Page6 Vol B, Page 161 12 13 14 15 8-#8 16-#8 16-#8 8-#8 6.32 12.64 12.64 6.32 Combined biaxial flexure 38.73 38.73 38.73 38.73 #4 #4 #4 #4 12.00 9.00 9.00 12.00 Column Condition Pu [Kip] 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 D3 D3 D2 D3 D3 D2 D3 D3 D2 D3 D3 D2 D3 D3 D2 Mc [Kip*ft] 4Mn Mc/(4)*Mn) [Kip*ft] 375.66 44.53 -397.26 212.26 101.29 -260.32 166.40 90.94 -260.32 124.69 116.34 -260.32 161.27 116.34 -260.32 77.89 66.98 65.40 32.23 27.02 28.63 105.32 30.10 28.63 161.34 18.28 28.63 187.38 18.28 28.63 158.07 419.55 591.45 289.93 379.42 498.39 436.62 495.90 498.39 469.38 475.94 498.39 440.64 475.94 498.39 0.49 ril==1 0.16 to 0.11 FLI '1 0.11 u 0.07 to 0.06 u 0.24 0.06 0.06 0.34 I=1 0.04 0 0.06 0.43 0.04 0.06 u LEW Interaction diagrams, P vs. M: P vs. 14 (Cana I) 141.7.1ft reflp.41 Axial tension Column Condition ECU P vs. M (Ccimul 3) *co am0 soc, Pu 0*Pn Pu/(4rPn) [Kip] [Kip] Atomart ft(Irl -------- ----- -------- ------------------------- ----- --------------------- 1 03 2 D3 3 SC1 4 D3 5 D3 6 SC1 7 D3 8 D3 9 SC1 10 D3 11 03 12 SC1 13 D3 14 D3 15 SC1 375.66 117.42 0.00 228.53 116.34 0.00 228.53 116.34 0.00 228.53 116.34 0.00 228.53 116.34 0.00 548.64 0.68 548.64 341.28 548.64 548.64 341.28 682.56 682.56 341.28 682.56 682.56 341.28 682.56 682.56 341.28 0.21 0.00 0.42 11=1 0.21 1711 0.00 0.33 Ow 0.17 0.00 0.33 tftet1 0.17 0.00 0.33 0.17 1,,t 0.00 i Iso.w Ii Page7 Vot B, Page 162 Axial compression Column Condition Pu 4)*Pn Pu/(4I*Pn) [Kip] [Kip] 1 DC1 -124.98 -1817.60 0.07 2 DC1 -123.32 -1817.60 0.07 3 02 -397.26 -1707.98 0.23 4 DC1 -94.79 -1817.60 0.05 5 DC1 -90.50 -1817.60 0.05 6 02 -260.32 -1707.98 0.15 7 DC1 -94.79 -1888.40 0.05 8 DC1 -90.50 -1888.40 0.05 9 02 -260.32 -1707.98 0.15 10 DC1 -94.79 -1888.40 0.05 11 DC1 -90,50 -1888.40 0.05 12 02 -260.32 -1707.98 0.15 13 DC1 -94.79 -1888.40 0.05 14 DC1 -90.50 -1888.40 0.05 15 D2 -260.32 -1707,98 0.15 Shear along X direction 1 Column Condition Pos Vu Vc Vs Vu/(0*Vn) [Kip] [Kip] [Kip] [Kip] 1 03 At bottom 22.611 0.000 314,028 235.521 0.10 2 03 At bottom 16.756 66.367 314.028 285.296 0,06 3 02 At bottom 19.915 107.505 64.500 129,004 0.15 4 03 At top 15.793 16.404 85,460 76.398 0.21 Lei i 5 D3 At bottom 14.830 51.499 85.460 102.719 0.14 id 1 6 02 At top 3.806 98.002 64.500 121.877 0.03 7 03 At bottom 40.527 33.752 86.000 89.814 0.45 MEI= 8 03 At bottom 15.201 54.695 86.000 105.522 0.14 9 02 At bottom 3.710 91.812 64.500 117.234 0.03 10 D3 At bottom 64.513 45.329 86.000 98.497 0.65 ME= 11 03 At top 13.626 47.647 86.000 100.235 0.14 td i 12 D2 At top 3.806 98.002 64,500 121,877 0.03 1 I 13 03 At bottom 80.130 35.175 86.000 90.881 0.88 l i 14 03 At top 13.626 47.647 86.000 100.235 0.14 15 02 At top 3.806 98.002 64.500 121.877 0.03 I 1 1 1.1 r44 Shear along Z direction Column Condition Pos Vu Vc Vs 4*Vn Vu/(4)*Vn) [Kip] [Kip] [Kip] [Kip] 1 SC1 At top 0.000 78.507 314.028 294.401 0.00 2 SC1 At top 0.000 78.507 314.028 294.401 0.00 3 SC1 At top 0.000 79.938 64.500 108.329 0.00 4 SC1 At top 0.000 79.436 85.460 123.672 0.00 5 SC1 At top 0.000 79.436 85.460 123.672 0.00 6 SC1 At top 0.000 79.938 64.500 108.329 D.00 7 SC1 At top 0.000 79.938 86.000 124.454 0.00 8 SC1 At top 0.000 79.938 86.000 124.454 0.00 9 SC1 At top 0.000 79.938 64.500 108.329 0.00 10 SC1 At top 0.000 79.938 86.000 124.454 0.00 11 SC1 At top 0.000 79.938 86.000 124.454 0.00 12 SC1 At top 0.000 79.938 64.500 108.329 0.00 13 SC1 At top 0.000 79.938 86.000 124.454 0.00 14 SC1 At top 0.000 79.938 86.000 124.454 0.00 15 SC1 At top 0.000 79.938 64.500 108.329 0.00 Page8 vmB, Page163 ^Pu=Axial load °Pn=Nominal axial load °Mu=Section moment ~Mn=Maximum nominal moment ^vu~Design shear force °vn=Nominal shear force ^|d=Embedment length °ao=Effective cross sectional area ufreinforcement Vol B, Page 164 an. Bentley' Current Date: 8/28/2019 11:55 AM Units system: English File name: P:\19-060 UHaul Tukwila WA\02_Calculations\B_Structural Analysis Programs\RAM Elements\SW5\SW5_3rd.cwd\ Design Results Concrete Wall GENERAL INFORMATION: Global status : N. G. Design code ACI 318-14 Geometry: Total height 50.00 [ft] Total length 92.00 [ft] Base support type Continuous Wall bottom restraint Fixed Column bottom restraint Fixed Rigidity elements Columns Materials: Material C 6-60 Steel tension strength (Fy) 60 [Kip/in2] Concrete compressive strength (fc) 6 [Kip/in2] Steel elasticity modulus (Es) 29000 [Kip/in2] Concrete modulus of elasticity (E) 4415.2 [Kip/in2] Concrete unit weight : 0.149818 [Kip/ft3] Number of stories: 4 Story Story height Wall thickness [ft] (in] 1 12.50 18.00 2 12.50 12.00 3 12.50 12.00 4 12.50 12.00 Columns: Distance Width X Width Z Position Z [ft] [in] [in] 1.00 24.00 24.00 Centered 10.50 24.00 24.00 Centered 91.00 24.00 24.00 Centered Load conditions: ID Comb. Category Description DL No DL Dead Load EQ No EQ Seismic SC1 Yes DL DC1 Yes 1.4DL D1 Yes 1.4DL D2 Yes 1.3822DL+EQ D3 Yes 0.7178DL+EQ Concentrated loads: Pagel Vol B, Page 165 Story Condition Direction Magnitude Eccentricity Distance [Kip] [in] [ft] 1 EQ Horizontal 612.00 0.00 0.00 2 EQ Horizontal 784.00 0.00 0.00 3 EQ Horizontal 907.00 0.00 0.00 4 EQ Horizontal 901.00 0.00 0.00 Distributed loads: Consider self weight DL Story Condition Direction Magnitude Eccentricity [Kip/ft] [ft] 1 DL Vertical 3.70 0.00 2 DL Vertical 3.70 0.00 3 DL Vertical 3.70 0.00 4 DL Vertical 3.70 0.00 SHEAR WALL DESIGN: Status N. G. - Hoops required, Section 11.7.4.1, 18.10.6.5 (Segment 1) - Minimum ratio, vertical reinforcement area vs. concrete, Table 11.6.1, Section 11.6.2 (Segment 2) - Insufficient shear strength (Segment 7) Ci (61 (41 (1 Geometry: Segment X Coordinate Y Coordinate Width Height [ft] [ft] 1 0.00 0.00 10.50 12.50 2 10.50 0.00 81.50 12.50 3 0.00 12.50 10.50 12.50 4 10.50 12.50 81.50 12.50 5 0.00 25.00 10.50 12.50 6 10.50 25.00 81.50 12.50 7 0.00 37.50 10.50 12.50 8 10.50 37.50 81.50 12.50 Reinforcement: Reinforcement layers 2 Page2 Vol B, Page 166 Vertical reinforcement Horizontal reinforcement Segment Bars Spacing Ld Bars Spacing Ld [in] [in] [in] [in] 1 1 8-#7 7.00 33,89 3745 4.00 25,17 2 8245 12.00 19.36 13-#5 12.00 25.17 3 2145 6.00 19.36 1146 14.00 30 21 4 70-#5 14.00 19.36 11-#5 14.00 25.17 5 2145 6.00 19.36 9-#6 18.00 3021 6 5545 18.00 19.36 9-#5 18.00 25.17 7 21-#5 6.00 19.36 9-#6 18.00 30.21 8 55-#5 18.00 19.36 9-#5 18.00 25.17 Intermediate results for axial -bending Segment Condition c d [in] [in] 1 D3 (Bottom) 4.83 100.80 2 D3 (Max) 78.09 782.40 3 D3 (Max) 10.75 100.80 4 03 (Bottom) 90.63 782.40 5 03 (Max) 14.38 100.80 6 D3 (Bottom) 65.64 782.40 7 03 (Max) 17.46 100.80 8 D3 (Max) 54,17 782.40 Combined axial flexure Segment Condition Pu Mu 4rMn Mu/4)*Mn [Kip] [Kip•ft] KilD'f1] 1 D3 (Bottom) -785.18 -994.64 1923.71 0.52 2 03 (Max) 2385.15 -25027.49 195246.30 0.13 3 D3 (Max) -174.19 -378.31 2572.43 0.15 4 D3 (Bottom) 1686.95 -19468.97 151944,50 0.13 5 03 (Max) 0.91 -421.95 3334.99 0.13 6 03 (Bottom) 1039.84 -8957,49 110953.90 0.08 7 03 (Max) 150.25 -963.59 3958.04 0.24 8 03 (Max) 538.76 2533.14 92578.98 0.03 Interaction diagrams, P vs. M: Axial compression • P v. M (Segrromt 1) 1.116r-veLpgrfq riI In 11 1 1-1 1 P vs. LI 7) Page3 Vol B, Page 167 Segment Condition Pu s¢*Pn Pu/41*Pn [Kip] [Kip] 1 DC1 (Bottom) 318.88 5957.45 0.05 9 I 2 D2 (Bottom) 3765.65 46550.98 0.08 tt 1 3 Di (Bottom) 197.71 3975.29 0.05 D 4 D2 (Bottom) 2540.01 31008.78 0.08 5 D1 (Bottom) 121.17 3975.29 0.03 6 D2 (Bottom) 1605.95 31033.44 0.05 7 D2 (Top) 403.31 3975,29 0.10 8 D2 (Max) 816.29 31033.44 0.03 Axial tension r3 Segment Condition Pu 4*Pn Pu/tp*Pn [Kip] [Kip] 1 D3 (Bottom) 785.18 1166.40 0.67 2 DC1 (Top) 0.00 2745.36 0.00 3 D3 (Bottom) 447.36 703.08 0.64 4 DC1 (Top) 0.00 2343.60 0.00 5 D3 (Bottom) 233.10 703.08 0.33 6 DC1 (Top) 0.00 1841.40 0.00 7 D3 (Bottom) 107.32 703.08 0.15 8 DC1 (Top) 0.00 1841.40 0.00 Shear fii I 1 Segment Condition Vu 4*Vn Vu/i4)*Vn [Kip] [Kip] 1 D3 (Top) 505.786 973.348 0.52 Low 1 2 D3 (Max) 2758.113 3901.424 0.71 3 D3(Top) 353.338 481.271 0.73 1 4 D3 (Bottom) 2544.032 2889.764 0.88 w1 5 D3 (Top) 263.320 435.705 0.60 6 D3 (Max) 2005.287 2534.823 0.79 7 D3 (Top) 564.313 510.889 1.10 MIE 8 D3 (Max) 1244.192 2474.789 0.50 COLUMN DESIGN: Status Warnings in design - Stirrups: adopted spacing < calculate - Ash < Eq 21-4 or 21-5 (Column 1) these items verified/checked separately - ok! pacing (Column 1) Page4 f21 (3 I Vol 6, Page 168 Geometry: Column Distance Eftl Position Z Width X Width Z [in] [in] Height [ft] 1 1.00 Centered 24.00 24.00 50.00 2 10.50 Centered 24.00 24.00 50.00 3 91.00 Centered 24.00 24.00 50.00 Reinforcement: Longitudinal reinforcement Column Bars As Ld [in2] [in] Transverse reinforcement Bars Spacing [in] 1 8-#10 10.16 49.19 2 8-#10 10.16 49.19 3 849 8.00 43.69 4 1648 12.64 38.73 5 1648 12.64 38.73 6 848 6.32 38.73 7 1648 12.64 38.73 8 1648 12.64 38.73 9 848 6.32 38.73 10 1648 12.64 38.73 11 1648 12.64 38.73 12 848 6.32 38.73 Combined biaxial flexure tttrntttttt 9.00 9.00 12.00 9.00 9.00 12.00 9.00 9.00 12.00 9.00 9.00 12.00 Column Condition Pu Mc 4Mn Mc/(4Mn) [Kip] [Kip*ft] [Kip*ft] 1 03 362.80 80.22 168.51 0.48 2 D3 40.90 75.17 427.07 0.18 3 D2 -259.48 47.08 565.66 0.08 4 D3 221.93 100.89 392.13 0.26 5 03 84.98 41.44 500.58 0.08 6 D2 -177.44 19.52 437.88 0.04 U 7 03 139.01 160,41 458.13 0.35 airl-1 8 03 71.98 17.59 510.80 0.03 D _I 9 D2 -175.23 19.28 436.15 0.04 D a 10 D3 163.14 187.38 439.18 0.43 11 D3 71.98 17.59 510.80 0.03 0 I 12 D2 -175.23 19.28 436.15 0.04 11 FP I 041 Pages Interaction diagrams, P vs. M: Vol B, Page 169 P vs. IA (Cokann I) 4co 600 Axial tension Column Condition 1 D3 2 D3 3 SC1 4 D3 5 D3 6 SC1 7 03 8 D3 9 SC1 10 D3 11 D3 12 SC1 Fdro,mrt1111P7e1 Pu ito*Pn [Kip] [Kip] 362.80 548.64 71.98 548.64 0.00 432.00 221,93 682,56 84.98 682.56 0.00 341.28 221.93 682.56 71.98 682.56 0.00 341.28 221.93 682.56 71.98 682.56 0.00 341.28 Axial compression Column Condition 1 DC1 2 DC1 3 D2 4 DC1 5 DC1 6 D2 7 DC1 8 DC1 9 02 10 DC1 11 DC1 12 D2 Shear along X direction Column Pu [Kip] P rs. 1.4 (Column 0) -300 0 Faecal r4p'm Pu/(4)*Pn) 0.66 1=1 0.13 w 0.00 0.33 Fri 0,12 0.00 0.33 ram 0.11 0.00 0.33 El3=1 0.11 11 0.00 41**Pn [Kip] Pu/(c*Pn) -87.78 -76.78 -259.48 -70.00 -78,03 -177,44 -67.13 -70.68 -175.23 -67.13 -70.68 -175.23 Condition Pos Vu [Kip] - 1817.60 - 1817.60 -1755.94 -1888.40 -1888.40 -1707.98 -1888.40 -1888.40 -1707.98 -1888.40 -1888.40 - 1707.98 0.05 D 0.04 0.15 0.04 0 0,04 0.10 0.04 0.04 0.10 0.04 0.04 I 0.10 11 El Vc Vs (1)*Vn [Kip] [Kip] [Kip] 1 2 3 4 5 D3 D3 D2 D3 D3 At top At bottom At bottom At top At bottom Vu/(4)*Vn) 46.847 18.224 85.460 77.763 27.375 68.155 85.460 115.211 16.045 97.653 64.308 121.470 46.847 18.339 86.000 78.254 21.087 56.350 86.000 106.763 0.60 0.24 0.13 0.60 0.20 WE= 61,1 Is CiEL==1 [}1 Page6 Vol 6, Page 170 p ami 6 02 At bottom 4.218 92.251 64.500 117.564 0.04 7 03 At bottom 63.665 41.353 86.000 95.515 0.67 8 03 At top 15.759 59.959 86.000 109.469 0.14 9 02 At top 2.820 92.098 64.500 117.449 0.02 10 D3 At bottom 79.917 34.658 86.000 90.493 0.88 CHM 11 D3 At top 15,759 59.959 86.000 109.469 0.14 IA I 12 D2 At top 2.820 92.098 64.500 117.449 0.02 I I Shear along Z direction Column Condition Pos Vu Vc Vs •*Vn Vu/(4)*Vn) [Kip] [Kip] [Kip] [Kip] 1 SC1 At top 0.000 79.436 85.460 123.672 0.00 2 SC1 At top 0.000 79.436 85.460 123.672 0.00 3 SC1 At top 0.000 79.700 64.308 108.006 0.00 4 SC1 At top 0.000 79.938 86.000 124.454 0.00 5 SC1 At top 0.000 79.938 86.000 124.454 0.00 6 SC1 At top 0.000 79.938 64.500 108.329 0.00 7 SC1 At top 0.000 79.938 86.000 124.454 0.00 8 SC1 At top 0.000 79.938 86.000 124.454 0.00 9 SC1 At top 0,000 79.938 64.500 108.329 0.00 10 SC1 At top 0.000 79.938 86.000 124.454 0,00 11 SC1 At top 0.000 79.938 86.000 124.454 0,00 12 SC1 At top 0.000 79.938 64.500 108.329 0.00 Notes: * Pu = Axial load * Pn = Nominal axial load * Mu = Section moment * Mn = Maximum nominal moment * Vu = Design shear force * Vn = Nominal shear force * Id = Embedment length " As = Effective cross sectional area of reinforcement Page? Vol B, Page 171 4F-A Bentley' Current Date: 8/28/2019 11:53 AM Units system: English File name: P:\19-060 UHaul Tukwila WA\02_Calculations\B_Structural Analysis Programs\RAM Elements\SWS\SW5_4th.cwd\ Design Results Concrete Wall GENERAL INFORMATION: Global status : N. G. Design code ACI 318-14 Geometry: Total height 37.50 [ft] Total length 92.00 [ft] Base support type Continuous Wall bottom restraint Fixed Column bottom restraint Fixed Rigidity elements Columns Materials: Material C 6-60 Steel tension strength (Fy) 60 [Kip/in2] Concrete compressive strength (fc) 6 [Kip/in2] Steel elasticity modulus (Es) 29000 [Kip/in2] Concrete modulus of elasticity (E) : 4415.2 [Kip/in2] Concrete unit weight : 0.149818 [Kip/ft3] Number of stories: 3 Story Story height Wall thickness [ft] [in] 1 12.50 12.00 2 12.50 12.00 3 12.50 12.00 Columns: Distance Width X Width Z [ft] [in] [in] Position Z 1.00 24.00 24.00 Centered 10.50 24.00 24.00 Centered 91.00 24.00 24.00 Centered Load conditions: ID Comb. Category Description DL No DL Dead Load EQ No EQ Seismic SC1 Yes DL DC1 Yes 1.40L D1 Yes 1.4DL D2 Yes 1.3822DL+EQ D3 Yes 0.7178DL+EQ Concentrated loads: Pagel Vol B, Page 172 Story Condition Direction Magnitude Eccentricity Distance [Kip] [in] [ft] 1 EQ Horizontal 784.00 0.00 0.00 2 EQ Horizontal 907.00 0.00 0.00 3 EQ Horizontal 901.00 0.00 0.00 Distributed loads: Consider self weight DL Story Condition Direction Magnitude Eccentricity [Kip/ft] [ft] 1 DL Vertical 3.70 0.00 2 DL Vertical 3.70 0.00 3 DL Vertical 3.70 0.00 SHEAR WALL DESIGN: Status N. G. - Hoops required, Section 11.7.4.1, 18.10.6.5 (Segment 1) - Minimum ratio, vertical reinforcement area vs. concrete, Table 11.6.1, Section 11.6.2 (Segment 2) - Insufficient shear strength (Segment 5) PI (41 r VI Geometry: Segment X Coordinate Y Coordinate Width [ft] [ft] [ft] Height [ft] 1 0.00 0.00 10.50 12.50 2 10.50 0.00 81.50 12.50 3 0.00 12.50 10,50 12.50 4 10.50 12.50 81.50 12.50 5 0.00 25.00 10.50 12.50 6 10.50 25.00 81.50 12.50 Reinforcement: Reinforcement layers 2 Vertical reinforcement Horizontal reinforcement Segment Bars Spacing Ld Bars Spacing Ld [in] [in] [in] [in] 1 21-#5 6.00 19.36 25-#5 6.00 25.17 2 70-#5 14.00 19.36 1145 14.00 25.17 3 21-#5 6.00 19.36 9-#6 18.00 30.21 or 4 55-#5 18.00 19.36 9-#5 18.00 25.17 5 21-#5 6.00 19.36 9-#6 18.00 30.21 Page2 6 55-#5 18.00 19.36 9-#5 18.00 25.17 Vol B, Page 173 Intermediate results for axial -bending Segment Condition c [in] 1 D3 (Bottom) 2 D3 (Max) 3 D3 (Max) 4 D3(Bottom) 5 D3 (Max) 3,69 89.28 13.60 68.11 17.29 6 D3 (Max) 54.61 Combined axial flexure Segment Condition Pu [Kip] 1 2 3 4 5 6 D3 (Bottom) D3 (Max) D3 (Max) D3 (Bottom) D3 (Max) D3 (Max) d [in] 100.80 782.40 100.80 782.40 100.80 782.40 Mu [Kip"ft] 4"Mn Mul4*Mn [Kip"ft] -513.53 1627.07 -37.27 1147.89 141.90 557.82 Interaction diagrams, P vs. M: P vs. M (Segment 1) -741.15 -4921.86 -477.01 -3530.18 -966.91 3498.03 WM EL fOCO .349 e Ma-arll p Axial compression 966.56 0.77 . 149811.50 0.03 3173.97 0.15 114810.00 0.03 3925.61 0.25 93305.50 0.04 P vs. M ( etytwrt 5) FAME k 131111111111111 Segment Condition Pu 4)*Pn Punt*Pn [Kip] [Kip] 1 D1 (Bottom) 2 D2 (Bottom) 3 DC1 (Bottom) 4 D2 (Bottom) 5 D2 (Top) 6 D2 (Max) Axial tension Lr 200.52 3975.29 2785.61 31008.78 124.37 3975,29 1711.61 31033,44 402.84 3975.29 835.19 31033.44 0.05 0.09 0.03 0.06 0.10 0.03 FQarut(NOM Page3 Vol B, Page 174 Segment Condition Pu $*Pn Pul*Pn [Kip] [Kip] 1 D3 (Bottom) 2 DC1 (Top) 3 D3 (Bottom) 4 DC1 (Top) 5 D3 (Bottom) 6 DC1 (Top) Shear 513.53 0.00 311.53 0.00 123.27 0.00 703.08 0.73 2343.60 0.00 703.08 0.44 1841.40 0.00 703.08 0.18 1841.40 0.00 Segment Condition Vu*Vn Vu/4'Vn [Kip] [Kip] I 1 1 D3 (Top) 488.209 651.146 0.75 a. 2 D3 (Max) 2154.712 2882.579 0.75 3 D3 (Top) 303.453 432.335 0.70 4 D3 (Max) 1903.643 2547.314 0.75 5 D3(Top) 567.525 510.821 1.11 ffl 6 D3 (Max) 1215.892 2477.076 0.49 law i COLUMN DESIGN: Status f73 Geometry: Column Warnings in design - Stirrups: adopted spacing < calculated spacing (Column 1) - Ash < Eq 21-4 or 21-5 (Column 1) WI Distance Position Z Width X Width Z Height [ft] [in] [in] Eft] 1 1,00 Centered 24.00 24.00 37.50 2 10.50 Centered 24.00 24.00 37.50 3 91.00 Centered 24.00 24.00 37.50 Reinforcement: Longitudinal reinforcement Transverse reinforcement Column Bars As Ld Bars Spacing [in2] [in] [in] 1 16-#8 12.64 38.73 #4 9.00 2 16-#8 12.64 38.73 #4 9.00 3 8-#8 6.32 38.73 #4 12.00 4 16-#8 12.64 38.73 #4 9.00 5 16-#8 12.64 38.73 #4 9.00 6 8-#8 6.32 38.73 #4 12.00 7 16-#8 12.64 38.73 #4 9.00 Page4 Vol B, Page 175 8 9 1648 12.64 38.73 #4 9.00 848 6.32 38.73 #4 12.00 Combined biaxial flexure Column Condition Pu Mc 4Mn Mc/(4)*Mn) [Kip] [Kip*ft] [Kip*ft] 1 D3 208.75 172.23 402.85 0.43 2 D3 16.08 101.12 553.27 0.18 3 02 -192.22 41.98 449.18 0.09 4 D3 208.75 172.23 402.85 0.43 5 D3 52.01 28.37 526.49 0.05 6 D2 -114.59 12.60 388.56 0.03 7 D3 169.20 187.20 434.42 0.43 8 D3 52.01 28.37 526.49 0.05 9 D2 -114.59 12.60 388.56 0.03 Interaction diagrams, P vs. M: P vs. NI (Column 1) WI srt Imp" 1 �+ Axial tension Column Condition 1,46 L1 pia! 0 P vs. N (Cdwmn 7) WX, rio £00 -1C0 Ncerzra p4'p'T1 Pu 4*Pn Pu/($"Pn) [Kip] [Kip] 1 D3 385.89 682.56 0.57 2 D3 52.01 682.56 0.08 3 SC1 0.00 341.28 0.00 4 D3 208.75 682.56 0.31 5 D3 52.01 682.56 0.08 6 SC1 0.00 341.28 0.00 7 D3 208.75 682.56 0,31 8 D3 52.01 682.56 0.08 9 SC1 0.00 341.28 0.00 Axial compression Column Condition i LAW 11 Pu"Pn Pu/(4*Pn) [Kip] [Kip] 1 DC1 -79.00 -1888.40 0.04 2 DC1 -76.28 -1888.40 0.04 3 D2 -192.22 -1707.98 0.11 4 DC1 -57.43 -1888.40 0.03 5 DC1 -65.61 -1888.40 0.03 6 D2 -114.59 -1707.98 0.07 7 DC1 -57.43 -1888.40 0.03 900 Pages 8 DC1 -65.61 -1888.40 0.03 9 D2 -114.59 -1707.98 0.07 Shear along X direction t Vol B, Page 176 Column Condition Pos Vu Vc Vs 4*Vn Vu/(4)*Vn) [Kip] [Kip] [Kip] [Kip] 1 D3 At top 71.105 21.996 86.000 80.997 0.88 2 D3 At bottom 36.145 75.475 86.000 121.107 0.30 3 D2 At bottom 14.223 93.277 64.500 118.333 0.12 rya 1 4 D3 At top 71.105 21.996 86.000 80.997 0.88 5 D3 At top 19.152 65.502 86.000 113.627 0.17 6 D2 At top 3.034 87.890 64.500 114.292 0.03 7 D3 At bottom 79.281 32.976 86.000 89.232 0.89 8 D3 At top 19.152 65.502 86.000 113.627 0.17 E3a l 9 D2 At top 3.034 87.890 64.500 114.292 0.03 1 I Shear along Z direction Column Condition Pos Vu Vc Vs 4/*Vn Vu/(4)*Vn) [Kip] [Kip] [Kip] [Kip] 1 SC1 At top 0.000 79.938 86.000 124.454 0.00 I 1 2 SC1 At top 0.000 79.938 86.000 124.454 0.00 1 1 3 SC1 At top 0.000 79.938 64.500 108.329 0.00 t i 4 SC1 At top 0.000 79.938 86.000 124.454 0.00 1 i 5 SC1 At top 0.000 79.938 86.000 124.454 0.00 t t 6 SC1 At top 0.000 79.938 64.500 108.329 0.00 1 I 7 SC1 At top 0.000 79.938 86.000 124.454 0.00 1 I 8 SC1 At top 0.000 79.938 86.000 124.454 0.00 f 1 9 SC1 At top 0.000 79.938 64.500 108.329 0.00 I Notes: * Pu = Axial load * Pn = Nominal axial load " Mu = Section moment * Mn = Maximum nominal moment * Vu = Design shear force Vn = Nominal shear force " Id = Embedment length * As = Effective cross sectional area of reinforcement Page6 Vol B, Page 177 BentLey' Current Date: 8/28/2019 12:03 PM Units system: English File name: P:119-060 UHaul Tukwila WA102_Calculations1B_Structural Analysis Programs\RAM Elements\SW5\SW5_5th.cwd\ Design Results Concrete Wall GENERAL INFORMATION: Global status : N. G. Design code ACI 318-14 Geometry: Total height 25.00 [ft] Total length 92.00 [ft] Base support type Continuous Wall bottom restraint Fixed Column bottom restraint Fixed Rigidity elements Columns Materials: Material C 4-60 Steel tension strength (Fy) 60 [Kip/in2] Concrete compressive strength (fc) 4 [Kip/in21 Steel elasticity modulus (Es) 29000 [Kiplin2] Concrete modulus of elasticity (E) 3605 [Kip/in2] Concrete unit weight : 0.149818 [Kip/ft3] Number of stories: 2 Story Story height Wall thickness [ft] [in] 1 12.50 12.00 2 12.50 12.00 Columns: Distance Width X Width Z [ft] [in] [in] Position Z 1.00 24.00 24.00 Centered 10.50 24.00 24.00 Centered 91.00 24.00 24.00 Centered Load conditions: ID Comb. Category Description DL No DL Dead Load EQ No EQ Seismic SC1 Yes DL DC1 Yes 1.4DL D1 Yes 1.4DL D2 Yes 1.3822DL+EQ D3 Yes 0.7178DL+EQ Concentrated loads: Pagel Vol B, Page 178 Story Condition Direction Magnitude Eccentricity Distance [Kip] [in] [ft] 1 EQ Horizontal 907.00 0.00 0.00 2 EQ Horizontal 901.00 0.00 0.00 Distributed loads: Consider self weight DL Story Condition Direction Magnitude Eccentricity [Kip/ft] [ft] 1 2 DL Vertical 3.70 0.00 DL Vertical 3.70 0.00 SHEAR WALL DESIGN: Status Geometry: N. G. - Hoops required, Section 11.7.4.1, 18.10.6.5 (Segment 1) - Minimum ratio, vertical reinforcement area vs. concrete, Table 11.6.1, Section 11.6.2 (Segment 2) - Insufficient shear strength (Segment 3) Segment X Coordinate Y Coordinate Width [ft] [ft] [ft] Height [ft] 1 0.00 0.00 10.50 12.50 2 10.50 0.00 81.50 12.50 3 0.00 12.50 10.50 12.50 4 10.50 12.50 81.50 12.50 Reinforcement: Reinforcement layers 2 Vertical reinforcement Horizontal reinforcement Segment Bars Spacing Ld Bars Spacing Ld [in] [in] [in] [in] 1 2145 6.00 23.72 25-#5 6.00 30.83 2 55-#5 18.00 23.72 945 18.00 30.83 3 2145 6.00 23.72 9-#6 18.00 37.00 4 55-#5 18.00 23.72 9-#5 18.00 30.83 Intermediate results for axial -bending Page2 Vol B, Page 179 Segment Condition 1 D3 (Bottom) 2 D3 (Bottom) 3 D3 (Max) 4 D3 (Max) Combined axial flexure Segment Condition 1 D3(Bottom) 2 D3(Bottom) 3 D3 (Max) 4 D3 (Max) Interaction diagrams, P vs. M: Axial compression Segment c [in] P vs. Al (SegmP i t) Condition worm' fNp'u1 d [in] 7.72 100.80 98.03 782.40 21.07 100.80 72.89 782.40 Pu Mu [Kip] [Kip*ft] -395.96 -834.45 1467.08 13314.22 112.86 -995.19 623.27 6676.70 Pu 4*Pn [Kip] [Kip] 4*Mn Mu/4*Mn [Kip*ft] 1521.15 0.55 I l 122775.20 0.11 3607.70 0.28 Li I LAN 93417.76 0.07 0 P vs. Al (Segmen 3) EINEM n�A EMMEN Pu/4*Pn wmer[CAp'a 1 DC1 (Bottom) 128.12 2650.20 0.05 IL 1 2 D2 (Bottom) 2026.56 20688.96 0.10 61 3 D2 (Top) 400.99 2650.20 0.15 4 D2 (Bottom) 905.56 20688.96 0.04 Axial tension Segment Condition Pu $*Pn [Kip] [Kip] 1 2 3 4 D3 (Bottom) DC1 (Top) D3 (Bottom) DC1 (Top) Shear Pu/4*Pn 395.96 0.00 185.41 0.00 703.08 1841.40 703.08 1841.40 0.56 0.00 0.26 0.00 Page3 Vol B, Page 180 Segment Condition Vu (VW Vu/t*Vn [Kip] [Kip] 1 D3 (Top) 466.395 573.764 0.81 ti=i- 2 D3 (Max) 1425.343 2319.335 0.61 3 D3 (Top) 583,308 467.992 1.25 IIIIIIIIIIIIIIIIIII 4 D3(Max) 1101.502 2220.692 0.50 COLUMN DESIGN: Status cn tura Warnings in design - Stirrups: adopted spacing < calculated spacing (Column 1) - Ash < Eq 21-4 or 21-5 (Column 1) Geometry: Column 1 2 3 Distance [ft] Position Z Width X Width Z Height [in] [in] [ft] 1.00 Centered 24.00 24.00 25.00 10.50 Centered 24.00 24.00 25.00 91.00 Centered 24.00 24.00 25.00 Reinforcement: Longitudinal reinforcement Transverse reinforcement Column Bars As Ld Bars Spacing [in2] [in] [in] 1 16-#8 12.64 47.43 #4 9.00 2 16-#8 12.64 47.43 #4 9.00 3 8- #8 6.32 47.43 #4 12.00 4 16-#8 12.64 47.43 #4 9.00 5 16-#8 12.64 47.43 #4 9.00 6 8-#8 6.32 47.43 #4 12.00 Combined biaxial flexure Column Condition Pu Mc 4IMn Mc/(4)*Mn) [Kip] [Kip*ft] [Kip*ft] 1 D3 203.34 191.29 397.52 0.48 d 2 D3 -39,29 93.53 564.56 0.17 le 1 3 D2 -78.31 15.99 349.06 0.05 I 4 D3 203.34 191.29 397.52 0.48 f 5 D3 -15.61 27.86 549.61 0.05 I i 6 D2 -42.48 4.67 321.60 0.01 I i Interaction diagrams, P vs. M: Vol B, Page 181 Axial tension Column Condition Pvs. IS(C 0 raomrre No 7 } Pu 4"Pn [Kip] [Kip] 1 D3 353.13 2 SC1 0.00 682.56 0.00 3 SC1 0.00 341.28 0.00 I 4 D3 203.34 682.56 0.30 ti4 5 SC1 0.00 682.56 0.00 t 1 6 SC1 0.00 341.28 0.00 I I P vs. u (Coltman 4) Pu/(4"Pn) uv=.are p(Jp Axial compression Column Condition 682.56 0.52 Pu 4"Pn Pu/(4"Pn) [Kip] [Kip] 1 DC1 -49.63 -1390.39 0.04 2 D2 -63.24 -1390.39 0.05 3 D2 -78.31 -1204.38 0.07 4 DC1 -32.32 -1390.39 0.02 5 DC1 -38.84 -1390.39 0.03 6 D2 -42.48 -1204.38 0.04 Shear along X direction a a Column Condition Pos Vu Vc Vs Vu/(4)"Vn) [Kip] [Kip] [Kip] [Kip] 1 D3 At top 78.256 19.187 86.000 78.890 2 D3 At bottom 33.175 67.495 86.000 115.122 3 D2 At bottom 5.631 69.706 64.500 100.655 4 D3 At top 78.256 19.187 86.000 78.890 5 03 At top 18.121 65.836 86.000 113.877 6 D2 At top 1.041 67.676 64.500 99.132 0.01 Shear along Z direction Column Condition Pos Vu Vc Vs •*Vn [Kip] [Kip] [Kip] [Kip] 1 SC1 At top 0.000 65.269 86.000 113.452 0.00 2 SC1 At top 0.000 65.269 86.000 113.452 0.00 3 SC1 At top 0.000 65.269 64.500 97.327 0.00 4 SC1 At top 0.000 65.269 86.000 113.452 aoo 5 SC1 At top 0.000 65.269 86.000 113.452 0-.00 0.99 0.29 0.06 m I 0.99 0.16 ! 1 Vu/(4 Vn) Page5 6 SC1 At top 0.000 65.269 64.500 97.327 0.00 Vol B, Page 182 Notes: * Pu = Axial load • Pn = Nominal axial load • Mu = Section moment • Mn = Maximum nominal moment * Vu = Design shear force Vn = Nominal shear force • Id = Embedment length • As = Effective cross sectional area of reinforcement Page6 Vol B, Page 183 Fa Bentley' Current Date: 8/28/2019 12:11 PM Units system: English File name: P:119-060 UHaul Tukwila WA102_Calculations\B_Structural Analysis Programs\RAM Elements\SVV5\SW5_roof.cwd\ Design Results Concrete Wall GENERAL INFORMATION: Global status : N. G. Design code ACI 318-14 Geometry: Total height 12.50 [ft] Total length 92.00 [ft] Base support type Continuous Wall bottom restraint Fixed Column bottom restraint Fixed Rigidity elements Columns Materials: Material C 4-60 Steel tension strength (Fy) 60 [Kip/in2] Concrete compressive strength (fc) 4 [Kip/in2] Steel elasticity modulus (Es) 29000 [Kip/in2] Concrete modulus of elasticity (E) 3605 [Kip/in2] Concrete unit weight : 0.149818 [Kip/ft3] Number of stories: Story Story height Wall thickness Eft] lin] 1 12,50 12.00 Columns: Distance Width X Width Z [ft] [in] [in] Position Z 1.00 24.00 24.00 Centered 10.50 24.00 24.00 Centered 91.00 24.00 24.00 Centered Load conditions: ID Comb, Category Description DL No DL Dead Load EQ No EQ Seismic SC1 Yes DL DC1 Yes 1.4DL D1 Yes 1.4DL D2 Yes 1.3822DL+EQ D3 Yes 0.7178DL+EQ _______ _________ _____ ------------- --------------- -------- ------ Concentrated loads: Pagel Story Condition Direction Magnitude Eccentricity Distance [Kip] [in] [ft] EQ Horizontal 901.00 0.00 0.00 Distributed loads: Consider self weight DL Story Condition Direction Magnitude Eccentricity [Kip/ft] [ft] SHEAR WALL DESIGN: Status DL Vertical 3.70 0.00 N. G. - Insufficient shear strength (Segment 1) - Hoops required, Section 11.7.4.1, 18.10.6.5 (Segment 1) Geometry: Segment X Coordinate Y Coordinate Width [ftl [ft] [ft] 1 2 0.00 0.00 10.50 0.00 Reinforcement: Reinforcement layers 2 10.50 81.50 Height [ft] 12.50 12.50 Vertical reinforcement Horizontal reinforcement Segment Bars Spacing Ld Bars Spacing Ld [in] [in] [in] [in] 1 2 21-#5 6.00 23.72 9-#6 18.00 37.00 55-#5 18.00 23.72 9-#5 18.00 30.83 Intermediate results for axial -bending Segment Condition c d [in] [in] 1 D3 (Max) 19.05 100.80 2 D3 (Bottom) 77.09 782.40 Combined axial flexure Segment Condition Pu Mu 4)*Mn Mu/4*Mn [Kip] [Kip*ft] [Kip*ft] 1 D3 (Max) 35.27 -1491.14 3319.04 0.45 2 D3 (Bottom) 764.09 14347.45 98349.67 0.15 Interaction diagrams, P vs. M: G 1 Vol B, Page 184 Page2 Vol B, Page 185 P vs. if (Ssvmen- t I) IDX -acco 0 xce Axial compression Segment Condition Nkrert (Kw-ei Pu [Kip] •*Pn [Kip] PuRli*Pn P vs. ki (S•Egrlient 2) Ficcart purr..1 1 D2 (Top) 399.84 2650.20 0.15 la 2 D2 (Bottom) 1041.57 20688.96 0,05 Axial tension Segment Condition Pu [Kip] 4)*Pn [Kip] Pu/4)*Pn 1 D3 (Bottom) 2 DC1 (Top) Shear Segment Condition 168.86 703.08 0.00 1841.40 0,24 0.00 I Vu 4rVn [Kip] [Kip] 1 D3 (Top) 661.647 467.816 2 D3 (Max) 598.711 2234.802 COLUMN DESIGN: Status G21 Vu/D*Vn 1.41 0.27 l N. - Mu > phi*Mn (Column 1) - Stirrups: adopted spacing < calculated spacing (Column 1) - Ash < Eq 21-4 or 21-5 (Column 1) - Vu > phi*Vn (Column 1) Geometry: • segment 1 is actually 24" 'hick but this is not modeled as such. use this analysis for segment 2 check only. see next RAM elements calculation for segment 1 modeled at 24" thick. IPI Page3 Vol B, Page 186 Column Distance Position Z Width X Width Z Height [ft] [in] [in] [ft] _ 1 1.00 ' Centered24.00 24.00 12.50 2 10.50 Centered 24.00 24.00 12.50 3 91.00 Centered 24.00 24.00 12.50 Reinforcement: Longitudinal reinforcement Column Bars As Ld [in2] [in] Transverse reinforcement Bars Spacing [in] 1 848 6.32 47,43 #4 2 848 6.32 47,43 #4 3 8-#8 6.32 47,43 #4 Combined biaxial flexure Column 1 2 3 Condition D3 D3 D2 Pu [Kip] 310.75 -124.85 -23.76 Interaction diagrams, P vs. M: P vs. ►f (Cora I) ZOO Axial tension Column Condition Pu [Kip] 9.00 9.00 12.00 Mc 4 Mn Mc/(4J*Mn) [Kip*ft] [Kip*ft] 70.89 29.61 89.02 383.59 2.88 307.26 2.39 IIIIIIIII 0.23 0.01 rii P vs. ld (Callum 2) 4*Pn Pu/(i1*Pn) [Kip] 1 D3 310,75 2 D3 22.61 3 SC1 0.00 Axial compression Column Condition 1 2 3 DC1 D2 D2 341.28 341.28 341.28 Pu*Pn [Kip] [Kip] -23.13 -1204.38 -136.56 -1204.38 -23.76 -1204.38 0.91 0,07 0,00 Pu/(4*Pn) 0.02 0.11 0.02 Page4 Vol B, Page 187 Shear along X direction Column Condition Pos Vu Vc Vs •*Vn Vu/(YVn) [Kip] [Kip] [Kip] [Kip] 1 D3 At top 96.535 33.230 86.000 89.423 1.08 2 D3 At bottom 31.854 72.343 86.000 118.757 0.27 3 D2 At bottom 1.187 66.616 64.500 98.337 0.01 I I Shear along Z direction Column Condition Pos Vu Vc Vs 4,*Vn Vu/($*Vn) [Kip] [Kip] [Kip] [Kip] 1 SC1 At top 0.000 65.269 86.000 113.452 0.00 2 SC1 At top 0.000 65.269 86.000 113.452 0.00 3 SC1 At top 0.000 65.269 64.500 97.327 0.00 Notes: * Pu = Axial load Pn = Nominal axial load " Mu = Section moment * Mn = Maximum nominal moment Vu = Design shear force * Vn = Nominal shear force * Id = Embedment length * As = Effective cross sectional area of reinforcement Pages Vol B, Page 188 Bentley° Current Date: 8/28/2019 12:07 PM Units system: English File name: P:\19-060 UHaul Tukwila WA\02_Calculations\B_Structural Analysis Programs\RAM Elements\SW5\SW5_roof_Segmentl.cwd\ Design Results Concrete Wall GENERAL INFORMATION: Global status : Warnings in design Design code ACI 318-14 Geometry: Total height 12.50 [ft] Total length 92.00 [ft] Base support type Continuous Wall bottom restraint Fixed Column bottom restraint Fixed Rigidity elements Columns Materials: Material C 4-60 Steel tension strength (Fy) 60 [Kip/in2] Concrete compressive strength (fc) 4 [Kip/in2] Steel elasticity modulus (Es) 29000 [Kip/in2] Concrete modulus of elasticity (E) 3605 [Kip/in2] Concrete unit weight 0.149818 [Kip/ft3] Number of stories: 1 Story Story height Wall thickness [ft] [in] 1 12.50 24.00 Columns: Distance Width X Width Z [ft] [in] [in] Position Z 1.00 24.00 24.00 Centered 10.50 24.00 24.00 Centered 91.00 24,00 24.00 Centered Load conditions: ID Comb. Category Description DL No DL Dead Load EQ No EQ Seismic SC1 Yes DL DC1 Yes 1.4DL D1 Yes 1.4DL D2 Yes 1.3822DL+EQ D3 Yes 0.7178DL+EQ Concentrated loads: Pagel Vol B, Page 189 Story Condition Direction Magnitude Eccentricity Distance [Kip] [in] [ft] EQ Horizontal 901.00 0.00 0.00 Distributed loads: Consider self weight DL Story Condition Direction Magnitude Eccentricity [Kip/ft] [ft] 1 DL Vertical 3.70 0.00 SHEAR WALL DESIGN: Status Geometry: Warnings in design - Minimum ratio, horizontal reinforcement area vs. concrete, Table 11.6.1, Section 11.6.2 (Segment 2) Segment X Coordinate Y Coordinate Width [ft] [ft] [ft] Height [ft] 1 2 0.00 0.00 10.50 12.50 10.50 0.00 81.50 12.50 Reinforcement: Reinforcement layers 2 Vertical reinforcement Horizontal reinforcement Segment Bars Spacing Ld Bars Spacing Ld [in] [in] [in] [in] 1 21-#5 6.00 23.72 25-#5 6.00 30.83 2 55-#5 18.00 23.72 9-#5 18.00 30.83 Intermediate results for axial -bending Segment Condition c d [in] [in] 1 2 D3 (Max) 9.08 100.80 D3 (Bottom) 42.08 782.40 Combined axial flexure Segment Condition Pu Mu 4*Mn Mu/4*Mn [Kip] [Kip*ft] [Kip*ft] 1 03 (Max) -60.80 -1870.10 3143.08 0.59 2 D3 (Bottom) 900.76 15510.60 106781.60 0.15 i.-1 Interaction diagrams, P vs. M: Page2 Vol B, Page 190 P vs. IA (Segmen 1) Moment (lap'27 Axial compression Segment Condition Pu D*Pn Pu/(1)*Pn [Kip] [Kip] P vs. IA (Segment 2) 1 D2 (Top) 390.20 5323.41 0.07 11 2 D2 (Bottom) 1269.96 41438.21 0.03 Axial tension Segment Condition Pu 4)*Pn Pu/(I)*Pn [Kip] [Kip] 1 D3 (Bottom) 252.98 2 Shear 703.08 0.36 DC1 (Top) 0.00 1841.40 0.00 Segment Condition Vu 4rVn Vu/D*Vn [Kip] [Kip] 1 D3 (Top) 674.324 902.145 0.75 OEM= 2 D3 (Max) 632.829 3426.737 0.18 61 1 COLUMN DESIGN: Status (11 Geometry: Warnings in design - Stirrups: adopted spacing < calculated spacing (Column 1) - Ash < Eq 21-4 or 21-5 (Column 1) pi Page3 Vol B, Page 191 Column Distance Position Z Width X Width Z Height [ft] [in] [in] [ft] 1 1.00 Centered 24.00 24.00 12.50 2 10.50 Centered 24.00 24.00 12.50 3 91.00 Centered 24.00 24.00 12.50 Reinforcement: Longitudinal reinforcement Transverse reinforcement Column Bars As Ld Bars Spacing [in2] [in] [in] 1 8-#8 6.32 47.43 #4 9.00 2 8-#8 6.32 47.43 #4 9.00 3 8-#8 6.32 47.43 #4 12.00 Combined biaxial flexure Column Condition Pu Mc clMn Mc/(4)*Mn) [Kip] [Kip*ft] [Kip*ft] 1 D3 197.53 38.42 129.39 0.30 2 D3 -74.95 46.05 346.49 0.13 3 D2 -19.05 2.10 303.65 0.01 Interaction diagrams, P vs. M: P vs. MI {CcMsrm 1) Krrrart rip': Axial tension Column Condition 1 D3 2 D3 3 SC1 Axial compression Column Condition Pu 4*Pn [Kip] [Kip) LH 1 P vs. Mi (CoNmn 2) Pu/(s*Pn) ua>'an IwG'sl 197.53 341.28 0.58 20.32 341.28 0.06 U 0.00 341.28 0.00 I I Pu*Pn [Kip] [Kip] Pu/(4*Pn) 1 DC1 -18.80 -1204.38 0.02 2 D2 -83.73 -1204.38 0.07 EL 3 D2 -19.05 -1204.38 0.02 t 1 Page4 Vol B, Page 192 Shear along X direction Column Condition Pos Vu Vc Vs 4,*Vn Vu/(4*Vn) [Kip] [Kip] [Kip] [Kip] 1 D3 At top 57.261 42.113 86.000 96.084 0.60 2 D3 At bottom 16.914 69.516 86.000 116.637 0.15 3 D2 At bottom 0.780 66.349 64.500 98.137 0.01 s t Shear along Z direction Column Condition Pos Vu Vc Vs tp*Vn Vu/(t*Vn) [Kip] [Kip] [Kip] [Kip] 1 SC1 At top 0.000 65.269 86.000 113.452 0.00 2 SC1 At top 0.000 65.269 86.000 113.452 0.00 f i 3 SC1 At top 0.000 65.269 64.500 97.327 0.00 t t Notes: * Pu = Axial load * Pn = Nominal axial load * Mu = Section moment * Mn = Maximum nominal moment * Vu = Design shear force * Vn = Nominal shear force * Id = Embedment length * As = Effective cross sectional area of reinforcement Page5 El riLi u r=i ri ri SHEARWALL Roof 5th 4th 3rd ind 1st BASE 4000 12 4000 12 6000 12 6000 18 6000 18 6000 psi 30 in 36R 24" 24" to 0 IV) P5 @ 18" IH)PS@18" on (V)4S@18" Ill) P5@18" on (VIPS@18" (H) PS @ 18" 0 IV) PS @ 18" (HI 45@14" (V) P6 @ 18" (HI PS@14" IV) P6 @ 16" IH) 17 @ 16" a N u story delta nu / delta xi( / hw (RI min Seismic Load c(in.)A deft° delta nu hw hn(el) cdesign boundary elementren'd? c-(0,1I1w r12 Lw(ft) p 0.0025 wall 20 wall 11 Iw 103 121 kips 600)1.5delta xu J hw) 12.5 p 0.00281 26,09 1.34 6.7 0.044667 0,044667 10.75 YES -17.11 13.045 12.1765 36 p 0.00287 151 152 kips 12.5 p 0.00287 29.14 1.058 5.29 0.035267 0.035267 13.61 YES -1465 14.57 24.769 36 p 0.00287 107 98 kips 12.5 p 0.00287 24.11 0772 3,86 0.025733 O025733 18.65 YES -19.09 12.055 18.0825 36 p 0.00287 A. 65 78 kips 12.5 p 0.00191 25 0,498 2,49 0.0166 0.0166 28.92 680 -18.2 12.5 18.75 36 0.00246 A. 156 160 kips 15 p 0.00272 24.85 0,255 1.275 0.007083 0.007083 67.76 40 -18.35 12.425 18.6375 36 0.00246 �q 191 207 kips 0.00183 ` 19.5 0.04 0.2 O21515 0.05 96.00 810 -23.7 9.75 14.625 11 36 24' 24' 0.00250 A From RAM Elements wall B From RAM frame Story Displacements Vol B, Page 194 Bentley Microsoft Current Date: 8/27/2019 1:51 PM Units system: English File name: P:\19-060 UHaul Tukwila WA\02_Calculations\B_Structural Analysis Programs\RAM Elements\SW20 - Optimized\SW20_1st.cwd\ Design Results Concrete Wall GENERAL INFORMATION: Global status : Warnings in design Design code AC I 318-14 Geometry: Total height 76.00 [ft] Total length 36.00 [ft] Base support type Continuous Wall bottom restraint Fixed Column bottom restraint Fixed Rigidity elements Columns Materials: Material C 6-60 Steel tension strength (Fy) 60 [Kip/in2] Concrete compressive strength (fc) 6 [Kip/in2] Steel elasticity modulus (Es) 29000 [Kip/in2] Concrete modulus of elasticity (E) 4415.2 [Kip/in2] Concrete unit weight : 0.149818 [Kip/ft3] Number of stories: 6 Story Story height Wall thickness [ft] [in] 1 11,00 30.00 2 15.00 18.00 3 12.50 18.00 4 12.50 12.00 5 12.50 12.00 6 12.50 12.00 Columns: Distance Width X Width Z Position Z [ft] [in] [in] 1.00 24.00 30.00 Centered 35.00 24.00 30.00 Centered Load conditions: Pagel ID Comb. Category Description Vol B, Page 195 DL No DL Dead Load EQ No EQ Seismic SC1 Yes DL DC1 Yes 1.4DL D1 Yes 1.4DL D2 Yes 1.3822DL+EQ D3 Yes 0.7178DL+EQ SC2 Yes 0.5DL+0.7EQ Concentrated Toads: Story Condition Direction Magnitude Eccentricity Distance [Kip] [in] [ft] 1 EQ Horizontal 207.00 0.00 0.00 2 EQ Horizontal 160.00 0.00 0.00 3 EQ Horizontal 85.00 0.00 0.00 4 EQ Horizontal 107.00 0.00 0.00 5 EQ Horizontal 152.00 0.00 0.00 6 EQ Horizontal 121.00 0.00 0.00 Distributed Toads: Consider self weight DL Story Condition Direction Magnitude Eccentricity [Kip/ft] [ft] 1 DL Vertical 1.62 0.00 2 DL Vertical 1.62 0.00 3 DL Vertical 1.62 0.00 4 DL Vertical 1.62 0.00 5 DL Vertical 1.62 0.00 6 DL Vertical 1.62 0.00 SHEAR WALL DESIGN: Status OK Page2 Vol B, Page 196 a t5) (3) (21 Geometry: Segment X Coordinate Y Coordinate Width Height [ft] [ft] 1 0.00 0.00 36.00 11.00 2 0,00 11.00 36.00 15.00 3 0.00 26.00 36.00 12.50 4 0.00 38.50 36.00 12.50 5 0.00 51.00 36.00 12.50 6 0.00 63.50 36.00 12.50 Reinforcement: Reinforcement layers 2 Page3 Vol B, Page 197 u Mai Vertical reinforcement Segment Bars Spacing Ld [in] [in] Horizontal reinforcement Bars Spacing Ld [in] [in] 1 2 3 4 5 6 27-#6 24-#6 24-#5 24-#5 24-#5 24-#5 16.00 18.00 18.00 18.00 18.00 18.00 23.24 23.24 19.36 19.36 19.36 19.36 9-#7 10-#6 11-#5 9-#5 9-#5 9-#5 16.00 18.00 14.00 18.00 18.00 18.00 44.06 30.21 25.17 25.17 25.17 25.17 Intermediate results for axial -bending Segment Condition c d [in] [in] 1 D3 (Bottom) 18.18 2 03 (Bottom) 24.91 3 D3 (Bottom) 18.14 4 03 (Bottom) 24.08 5 6 03 (Bottom) D3 (Max) 22.21 20.14 345.60 345.60 345.60 345.60 345.60 345.60 Combined axial flexure Segment Condition Pu [Kip] Mu [Kip*ft] ii)*M n [Kip*ft] Mu/4*Mn 1 2 3 4 5 6 D3 (Bottom) 03 (Bottom) D3 (Bottom) D3 (Bottom) D3 (Bottom) D3 (Max) 673.95 504.68 373.91 260.54 178.20 87.15 -24531.51 -16736.17 -10085.63 -5601.42 -2632.31 -680.11 33868.02 28259.42 20378.71 18288.95 16902.88 15370.01 0.72 0.59 0.49 0.31 0.16 0.04 Iil Interaction diagrams, P vs. M: 24 1 .7 12000 P rs. 14 (Segrroait i) -1.6E4425 -00.-.00 0 ECM, 1.6E.O6 2_4E•O6 141arocet rpcip7t1 .LEF, P Y S. kt {SNITioit 2) 4IXO -1SE -1.CE " *0200 0 SCOW l.E€O 1.5E•05 Pdlc-47.c.rt (Kira" Page4 Axial compression Vol B, Page 198 Segment Condition Pu 4)*Pn PukirPn [Kip] [Kip] 1 02 (Bottom) 1276.86 34306.91 0.04 2 01 (Bottom) 969.41 20565.94 0.05 3 D1 (Bottom) 711.86 20582.49 0.03 fi 1 4 D2 (Bottom) 488.16 13708.51 0.04 5 02 (Bottom) 325.34 13708.51 0.02 6 02 (Bottom) 179.05 13708.51 0.01 11 Axial tension Segment Condition Pu 4*Pn Pu/iirPn [Kip] [Kip] 1 DC1 (Top) 0,00 1283.04 0.00 2 DC1 (Top) 0.00 1140.48 0.00 3 DC1 (Top) 0.00 803.52 0.00 4 DC1 (Top) 0.00 803.52 0.00 5 DC1 (Top) 0.00 803.52 0.00 6 DC1 (Top) 0.00 803.52 0.00 Shear Segment Condition Vu 4)*Vn Vu/4)*Vn [Kip] [Kip] 1 03 (Max) 824.658 3252.537 0.25 2 D3 (Max) 632.886 2023.660 0.31 3 D3 (Bottom) 485.880 1937.424 0.25 4 D3 (Max) 386.169 1367.503 0.28 5 03 (Bottom) 289.186 1357.481 0.21 6 03 (Bottom) 144.814 1346.857 0.11 14111 t1 lot [el [71 --------- ----------------- ---------- -------- --_-________ -------- ---_-__ COLUMN DESIGN: Status : Warnings in design - Ash < Eq 21-4 or 21-5 (Column 1) SEE FOLLOWING SHEETS FOR TRANSVERSE STEEL DESIGN Page5 (11 (2 1 Vol B, Page 199 z 1m1 Geometry: Column Distance Position Z Width X Width Z Height [ftj [in] [in] [ft] 1 1.00 Centered 24.00 30.00 76.00 2 35.00 Centered 24.00 30.00 76.00 Reinforcement: Longitudinal reinforcement Transverse reinforcement Column Bars As Ld Bars Spacing [in2] [in] [in] 1 16-#8 12.64 38.73 #4 4.00 2 16-#8 12.64 38.73 #5 4.00 3 12-#8 9.48 38.73 #5 4.00 4 12-#8 9.48 38.73 #5 4.00 5 12-#8 9.48 38.73 #5 4.00 6 12-#8 9.48 38.73 #5 4.00 7 12-#8 9.48 38.73 #5 4.00 Page6 Vol 8, Page 200 8 12-#8 9.48 38.73 #5 4.00 9 1248 9.48 38.73 #5 4.00 10 12-#8 9.48 38.73 #5 4.00 11 1248 9.48 38.73 #5 4.00 12 1248 9.48 38.73 #5 4.00 Combined biaxial flexure Column Condition Pu Mc 4Mn Mc/(4)*Mn) [Kip] [Kip*ft] [Kip*ft] 1 03 221.37 42.71 397.97 2 02 -320.72 48.06 786.74 3 03 184.96 31.49 288.33 4 02 -303.14 33.35 665.73 5 03 118.19 33.13 342.73 6 02 -301.61 33.18 664.62 7 03 88.51 16.15 366.91 8 02 -301.61 33.18 664.62 9 03 47.05 29.60 400.68 10 D2 -301.61 33.18 664.62 11 03 25.94 44.03 417.87 0.11 Fl 0.06 0.11 0.05 0.10 0.05 0.04 0.05 0.07 0.05 0.11 a 12 02 -301.61 33.18 664.62 0.05 Interaction diagrams, P vs. M: P vs. Li (Cotumn I) k r 4 ammo 110111111111111111 , 111111M111111 111111.11111111111 111111 1111•111 111111E1M1111 . ..:1111111E1111111111 .4rf r ZO 12 laorrcet pup' ft] Axial tension Column Condition P vs_ Si (Column 3) M LIM 1,4 111111•11 1/IIIIIIIIIIIIIII1 MIIIo M1111111111 1111•11111211 MEM= ,:11111111111111111111 Pu 4)*Pn Pul(4)*Pn) [Kip] [Kip] 1 D3 221.37 682.56 0.32 2 SC1 0.00 682.56 0.00 3 03 184.96 511.92 0.36 4 SC1 0.00 511.92 0.00 5 D3 185.76 511.92 0.36 6 SC1 0.00 511.92 0.00 7 D3 185.76 511.92 0.36 Ice) 1 1 krancrt pap) Page7 Vol 8, Page 201 8 SC1 0.00 511.92 0.00 I I 9 D3 185.76 511.92 0.36 Iii=1 10 SC1 0.00 511.92 0.00 11 03 185.76 511.92 0.36 MI= 12 SC1 0.00 511.92 0.00 Axial compression Column Condition Pu P n Pu/(4*Pn) [Kip] [Kip] 1 DC1 -80.67 -2270.29 0.04 2 02 -320.72 -2270.29 0,14 3 DC1 -80,00 -2180.08 0.04 4 D2 -303.14 -2180.08 0.14 5 DC1 -78.44 -2180.08 0.04 6 D2 -301.61 -2180.08 0.14 7 DC1 -78.44 -2180.08 0.04 8 D2 -301.61 -2180.08 0.14 9 DC1 -78.44 -2180.08 0,04 10 02 -301.61 -2180.08 0.14 11 DC1 -78.44 -2180.08 0.04 12 D2 -301.61 -2180.08 0.14 Shear along X direction Column Condition Pos 111 ro jil 11 Vu Vc Vs 4*Vn VW(4)*Vn) [Kip] [Kip] [Kip] [Kip] 1 03 At top 21.520 53.860 258.000 2 02 At bottom 20.452 121.468 397.368 3 D3 At bottom 16.883 48.302 397.368 4 02 At bottom 2.324 120,255 397.368 5 03 At bottom 18.096 66.728 397.368 6 02 At top 2.324 120.149 397.368 7 03 At top 16.883 48.082 397.368 8 02 At top 2.324 120.149 397.368 9 D3 At top 16.883 48.082 397,368 10 D2 At top 2.324 120.149 397,368 11 03 At bottom 22.271 92.184 397.368 12 02 At top 2.324 120.149 397,368 Shear along Z direction Column Condition Pos [Kip] [Kip] [Kip] [Kip] 1 SC1 At top 0.000 102.247 247.500 262.310 0.00 2 SC1 At top 0.000 101.782 381.881 362.747 0.00 3 SC1 At top 0.000 101.782 381.881 362.747 0.00 4 SC1 At top 0.000 101.782 381.881 362.747 WOO 5 SC1 At top 0.000 101.782 381,881 362.747 (1.00 6 SC1 At top 0.000 101.782 381.881 362.747 0.00 7 SC1 At top 0.000 101.782 381.881 362.747 0.00 8 SC1 At top 0,000 101.782 381.881 362.747 0,00 9 SC1 At top 0.000 101.782 381.881 362.747 0.00 10 SC1 At top 0.000 101.782 381.881 362.747 0.00 11 SC1 At top 0.000 101.782 381.881 362.747 0.00 233.895 389.127 334.253 388.217 348.072 388.138 334.088 388.138 334.088 388.138 367.164 388.138 0.09 0.05 0.05 0.01 0.05 0.01 0.05 0.01 0.05 0.01 0,06 0 01 11 11 1 11 1 LJ Vu Vc Vs 4*Vn VulMENn) 1 Page8 Vol B, Page 202 Notes: ~Pu=Axial load ^Pn=Nominal axial load ^Mu=Section moment 'Mn=Maximum nominal moment °Vv=Design shear force ~vn=Nominal shear force ^|u=Embedment length ^Ae~Effective cross sectional area v,reinforcement wd M 60 • r PANGOLIN STRUCTURAL Project Name -rupaa.h, vokmENIG-TDNI Subjects ELaki•kr D5t5iKI Sheet No. vol B, Pagp 2n3 Project No. 19 -CVO Date Computed By CC. 610 abi 2i -e..1L4 Ftratze. Li -la vaxrae 14"-Ilp ItaADIPI eLeinetr5 ' 1r a• . . • • It kr100 - Nu (5 Ler05) it5Ar te o. . .4 = solo, x tux Elm= 241- I 1/2" - 17 . re), ,-0.aix =ow . P4.4= Vic 24° it Atom aryls 2ss Is E4/1 • 1=0 18, ky hoe= 4"1 21lis Kix Am= 4 "%21111, O. °it Olot (41fir-i*) 0•CPP-M, = • = 0.(95742 I- Li —040e/4 •COl9—'2" GboaRab bxes.S3;40 OK. . - 211411 1/444= 6•1611)J2 0°111 ISCI000 ' 0.4i°J.IPP 1.2&- . + ' lUte Wbbi 4°O.C.4 Vol B, Page 204 Bentley. Current Date: 8/26/2019 9:41 PM Units system: English File name: P:119-060 UHaul Tukwila WA102_Calculations\B_Structural Analysis Programs\RAM Elements\SW20 - Optimized1SW20_2nd.cwd1 Design Results Concrete Wall GENERAL INFORMATION: Global status : Warnings in design Design code ACI 318-14 Geometrv: Total height 65.00 [ft] Total length 36,00 [ft] Base support type Continuous Wall bottom restraint Fixed Column bottom restraint Fixed Rigidity elements Columns Materials: Material C 6-60 Steel tension strength (Fy) 60 [Kip/in2] Concrete compressive strength (fc) 6 [Kip/in2] Steel elasticity modulus (Es) 29000 [Kip/in2] Concrete modulus of elasticity (E) : 4415.2 [Kip/in2] Concrete unit weight : 0.149818 [Kip/ft3] Number of stories: Story Story height Wall thickness [ft] [in] 1 15,00 18.00 2 12.50 18.00 3 12.50 12.00 4 12.50 12.00 5 12.50 12.00 Columns: Distance Width X Width Z [ft] [in] [in] Position Z 1.00 24,00 18.00 Centered 35.00 24.00 18.00 Centered Load conditions: ID Comb, Category Description DL No DL Dead Load EQ No EQ Seismic SC1 Yes DL DC1 Yes 1.4DL D1 Yes 1.4DL D2 Yes 1.3822DL+EQ D3 Yes 0.7178DL+EQ Concentrated loads: Pagel Vol B, Page 205 Story Condition Direction Magnitude Eccentricity Distance [Kip] [in] 1 EQ Horizontal 156.00 0.00 0.00 2 EQ Horizontal 85.00 0.00 0.00 3 EQ Horizontal 107.00 0.00 0.00 4 EQ Horizontal 151.00 0.00 0.00 5 EQ Horizontal 103.00 0.00 0.00 Distributed loads: Consider self weight DL Story Condition Direction Magnitude Eccentricity [Kip/ft] [ft] 1 DL Vertical 1.62 0,00 2 DL Vertical 1.62 0.00 3 DL Vertical 1.62 0.00 4 DL Vertical 1.62 0.00 5 DL Vertical 1.62 0.00 SHEAR WALL DESIGN: Status OK IP 141 ------------ --------- y ~ (3) (2) (1) Geometry: Page2 Vol 6. Page 206 Segment X Coordinate Y Coordinate Width Height [ftl [ft] 1 0.00 0.00 36.00 15.00 2 0.00 15.00 36.00 12.50 3 0.00 27.50 36.00 12.50 4 0.00 40.00 36.00 12.50 5 0.00 52.50 36.00 12.50 Reinforcement: Reinforcement layers 2 Vertical reinforcement Horizontal reinforcement Segment Bars Spacing Ld Bars Spacing Id [in] [in] [in] [n] 1 2446 18.00 23.24 1046 18.00 30.21 2 2445 18.00 19.36 1145 14.00 25.17 3 2445 18.00 19.36 945 18,00 25.17 4 2445 18.00 19.36 945 18.00 25,17 5 24-#5 18.00 19.36 9-#5 18.00 25.17 Intermediate results for axial -bending • Segment Condition :1110 [in] [in] 1 D3 (Bottom) 24.85 345.60 2 03 (Bottom) 18.16 345.60 3 03 (Bottom) 24.12 345.60 4 03 (Bottom) 22.19 345.60 5 03 (Max) 20.00 345.60 Combined axial flexure Segment Condition Pu Mu 4)*Mn Mu/VP/In [Kip] [Kip*ft] [Kip*ft] 1 03 (Bottom) 500.39 -17119.93 28187.17 0.61 EUNIE= 2 03 (Bottom) 375.18 -10958.54 20400.19 0.54 3 03 (Bottom) 262.03 -6178.60 18313.96 0.34 4 D3 (Bottom) 177.37 -2911.89 16888.86 0.17 otm 1 5 03 (Max) 80.98 -765.72 15266.27 0.05 1 1 Interaction diagrams, P vs. M: kir I Page3 Vol B, Page 207 P vs. a (Sea islimmum MIME ra■ ILIPM .1111111111111111111 0 Moral (Kiir...1 Axial compression Segment Condition Pu 4*Pn Pu/1*Pn [Kip] [Kip] 1 DC1 (Bottom) 957.71 20565.94 0.05 2 D1 (Bottom) 723.62 20582.49 0.04 3 D2 (Bottom) 496.45 13708.51 0.04 4 D2 (Bottom) 330.25 13708.51 0.02 5 D2 (Bottom) 174.46 13708.51 0.01 I 1 P vo. IA (Segment 2) I Axial tension Segment Condition Pu i*Pn Pu/4)*Pn [Kip] [Kip] 1 DC1 (Top) 0.00 1140.48 0.00 2 DC1 (Top) 0.00 803.52 0.00 3 DC1 (Top) 0.00 803.52 0.00 4 DC1 (Top) 0.00 803.52 0.00 5 DC1 (Top) 0.00 803.52 0.00 Shear Segment Condition Vu 4*Vn Vu/4*Vn [Kip] [Kip] 1 D3 (Max) 603.301 2026.570 0.30 2 3 4 5 D3 (Bottom) 462.041 1937.615 0.24 365.430 1367.919 0.27 266.946 1357.357 0.20 121.802 1345.736 0.09 D3 (Max) D3 (Bottom) D3 (Bottom) COLUMN DESIGN: Status Warnings in design - Ash < Eq 21-4 or 21-5 (Column 1) 4�r1 SEE PREVIOUS Page4 11) Vol B, Page 208 ari Geometry: Column Distance Position Z Width X Width Z Height [ft] [in] [in] [ft] 1 1 .00 Centered 24.00 18.00 65.00 2 35.00 Centered 24.00 18.00 65.00 Reinforcement: Longitudinal reinforcement Transverse reinforcement Column Bars As Ld Bars Spacing [in2] [in] [in] 1 1048 7.90 38.73 #4 4.00 2 1048 7.90 38.73 #4 4.00 3 1048 7.90 38.73 #4 4.00 4 1048 7.90 38.73 #4 4.00 5 1048 7.90 38.73 #4 4.00 6 1048 7.90 38.73 #4 4.00 7 1048 7.90 38.73 #4 4.00 8 1048 7.90 38.73 #4 4.00 9 1048 7.90 38.73 #4 4.00 10 1048 7.90 38.73 #4 4.00 Combined biaxial flexure Page5 Vol B, Page 209 Column Condition 1 2 3 4 5 6 7 8 9 10 D3 D2 D3 D2 D3 D2 D3 02 D3 D2 Interaction diagrams, P vs. M: Axial tension Column Condition 1 D3 2 SC1 3 D3 4 SC1 5 D3 6 SC1 7 D3 8 SC1 9 D3 10 SC1 Axial compression Column Condition 1 DC1 2 D2 3 DC1 4 D2 5 DC1 6 D2 7 DC1 8 D2 9 DC1 10 D2 P vs. Al (Column I) Idernart Pu Mc 4Mn [Kip] [Kip*ft] [Kip*ft] 145.30 28.90 242.53 -222.04 36.21 500.51 77.82 22.67 297.10 -153.79 14.61 341.55 60.57 12.05 310.65 -153.79 14.61 341.55 31.15 21.40 333.75 -153.79 14.61 341.55 16.11 31.62 345.55 -153.79 14.61 341.55 Pu*Pn [Kip] [Kip] 145.30 426.60 0.00 426.60 81.36 426.60 0.00 426.60 81.36 426.60 0.00 426.60 81.36 426.60 0.00 426.60 81.36 426.60 0.00 426.60 Mc/(4)*Mn) 0.12 0.07 0.08 0.04 1 0.04 0.04 D 0.06 0.04 0.09 Di 0.04 D d 1 P vs. 14 (CoA,ni 9) MERIIMIE mihaims Pul(4*Pn) 0.34 0.00 0.19 0.00 0.19 1,4 0.00 0.19 121 0.00 I 0.19 0.00 ea,-gy*rxJP`zt tai Pu 41*Pn [Kip] [Kip] -57.22 -1371.19 -222.04 -1371.19 - 44.46 -1371.19 -153.79 -1371.19 -44,46 -1371.19 -153.79 -1371.19 -44.46 -1371.19 -153.79 -1371.19 - 44.46 -1371.19 -153.79 -1371.19 Pu/(4*Pn) 0.04 l 0.16 Ij I 0.03 D i 0.11 Di 0.03 0.11 0.03 0.11 0.03 0,11 1 1 Page6 Vol B, Page 210 Shear along X direction Column Condition Pos Vu Vc Vs 4*Vn Vul(4*Vn) [Kip] [Kip] [Kip] [Kip] 1 D3 At top 13.821 37.002 193.500 172.877 0.08 Ei 2 D2 At bottom 15.461 75.362 193.500 201.646 0.08 3 D3 At bottom 12.914 38.354 193.500 173.891 0.07 B 4 D3 At top 0.967 69.161 193,500 196.996 0.00 5 D3 At bottom 6.939 43.143 193.500 177.482 0.04 6 02 At bottom 1.270 67.592 193.500 195.819 0.01 7 03 At bottom 11.458 51.309 193.500 183.607 0.06 8 D3 At top 0.967 69.161 193.500 196.996 0.00 I 9 D3 At bottom 16.930 55.482 193.500 186.736 0.09 ti 10 D3 At top 0.967 69.161 193.500 196.996 0.00 i 11 Shear along Z direction Column Condition Pos Vu Vc Vs (1)*Vn Vu/(4)1(n) [Kip] [Kip] [Kip] [Kip] 1 SC1 At top 0.000 57.630 186.000 182.722 0.00 2 SC1 At top 0.000 57.630 186,000 182.722 0.00 3 SC1 At top 0.000 57.630 186.000 182.722 0.00 4 SC1 At top 0.000 57.630 186.000 182.722 0.00 5 SC1 At top 0.000 57.630 186.000 182.722 0.00 6 SC1 At top 0.000 57.630 186.000 182.722 0.00 7 SC1 At top 0.000 57.630 186.000 182,722 0.00 8 SC1 At top 0.000 57.630 186.000 182.722 0.00 9 SC1 At top 0.000 57.630 186.000 182.722 0.00 10 SC1 At top 0.000 57.630 186.000 182.722 0.00 Notes: * Pu = Axial load * Pn = Nominal axial load * Mu = Section moment * Mn = Maximum nominal moment * Vu = Design shear force * Vn = Nominal shear force • Id = Embedment length * As = Effective cross sectional area of reinforcement Page7 Vol B, Page 211 Bentley Current Date: 8/26/2019 9:37 PM Units system: English File name: P:\19-060 UHaul Tukwila WA\02_Calculations\B_Structural Analysis Programs\RAM Elements\SW20 - Optimized\SW20_3rd.cwd\ Design Results Concrete Wall GENERAL INFORMATION: Global status : Warnings in design Design code ACI 318-14 Geometry: Total height 50.00 [ft] Total length 36.00 [ft] Base support type Continuous Wall bottom restraint Fixed Column bottom restraint Fixed Rigidity elements Columns Materials: Material C 6-60 Steel tension strength (Fy) 60 [Kip/in2] Concrete compressive strength (fc) 6 [Kip/in2] Steel elasticity modulus (Es) 29000 [Kip/in2] Concrete modulus of elasticity (E) 4415.2 [Kip/in2] Concrete unit weight 0.149818 [Kip/ft3] Number of stories: 4 Story Story height Wall thickness [ft] [in] 1 12.50 18.00 2 12.50 12.00 3 12.50 12.00 4 12.50 12.00 Columns: Distance Width X Width Z [ft] [in] [in] Position Z 1.00 24.00 18.00 Centered 35.00 24.00 18.00 Centered Load conditions: ID Comb. Category Description DL No DL Dead Load EQ No EQ Seismic SC1 Yes DL DC1 Yes 1.4DL D1 Yes 1.4DL D2 Yes 1.3822DL+EQ D3 Yes 0.7178DL+EQ Concentrated Toads: rr Pagel Vol 8, Page 212 wr Story Condition Direction Magnitude Eccentricity Distance [Kip] [in] [ft] 1 EQ Horizontal 85.00 0.00 0.00 2 EQ Horizontal 107.00 0.00 0.00 3 EQ Horizontal 151.00 0.00 0.00 4 EQ Horizontal 103.00 0.00 0.00 Distributed Toads: Consider self weight DL Story Condition Direction Magnitude Eccentricity [Kip/ft] [ft] 1 DL Vertical 1.62 0.00 2 DL Vertical 1.62 0.00 3 DL Vertical 1.62 0.00 4 DL Vertical 1.62 0.00 SHEAR WALL DESIGN: Status Geometry: OK Page2 Vol 8, Page 213 tad Segment X Coordinate Y Coordinate Width Height [ft] [ft] [tt] [ttl 1 0.00 0.00 36.00 12.50 2 0.00 12.50 36.00 12.50 3 0.00 25.00 36.00 12.50 4 0.00 37.50 36.00 12.50 Reinforcement: Reinforcement layers 2 Vertical reinforcement Horizontal reinforcement Segment Bars Spacing Ld Bars Spacing Ld [in] [in] [in] [in] 1 24-#5 18.00 19.36 11-#5 14.00 25.17 2 24-#5 18.00 19.36 9-#5 18.00 25.17 3 24-#5 18.00 19.36 9-#5 18.00 25.17 4 24-#5 18.00 19.36 9-#5 18.00 25.17 Intermediate results for axial -bending Segment Condition c d [in] [in] 1 D3 (Bottom) 18.18 345.60 2 D3 (Bottom) 24.09 345.60 3 D3 (Bottom) 22.17 345.60 4 D3 (Max) 19.99 345.60 Combined axial flexure Segment Condition Pu Mu 4*Mn Mu/4*Mn [Kip] [Kip*ft] [Kip*ft] 1 D3 (Bottom) 376,82 -10410.64 20427.76 0.51 2 D3 (Bottom) 260.99 -6169.96 18296.44 0.34 3 D3 (Bottom) 176.53 -2914.13 16874.72 0.17 4 D3 (Max) 80.82 -765.96 15263.45 0.05 Interaction diagrams, P vs. M: P vs. IA [S_-vr t i) MIMES1 Wow ■vim Axial compression Pvs.q(S t 2} finer tXiplj Page3 Vol B, Page 214 Segment Condition Pu •*Pn Pul4*Pn [Kip] [Kip] 1 D2 (Bottom) 716.39 20582.49 0.03 2 D2 (Bottom) 496.19 13708.51 0.04 3 D2 (Bottom) 329.85 13708.51 0.02 4 D2 (Bottom) 174.34 13708.51 0.01 Axial tension Segment Condition 1 2 3 4 Shear DC1 (Top) DC1 (Top) DC1 (Top) DC1 (Top) Pu [Kip] tp*Pn Pu/tp*Pn [Kip] 0.00 803.52 0.00 0.00 803.52 0.00 0.00 803.52 0.00 0.00 803.52 0.00 Segment Condition Vu 4*Vn Vu/4*Vn [Kip] [Kip] D 1 D3 (Max) 446.018 1936.650 0.23 Iiil 2 D3 (Max) 365.430 1367.755 0.27 3 D3 (Bottom) 266.952 1357.231 0.20 4 D3 (Bottom) 121.803 1345.702 0.09 Pd COLUMN DESIGN: Status Warnings in design - Ash < Eq 21-4 or 21-5 (Column 1) SEE PREVIOUS {1) (2) Vol B, Page 215 Geometry: Column Distance [ft] Position Z Width X Width Z Height [in] [in] [ft] 1 1.00 Centered 24.00 18.00 50,00 2 35.00 Centered 24.00 18.00 50.00 Reinforcement: Longitudinal reinforcement Column Bars As Ld [in2] [in] 1 10-#8 7.90 38.73 2 10-#8 7.90 38.73 3 10-#8 7.90 38.73 4 10-#8 7.90 38.73 5 10-#8 7.90 38.73 6 10-#8 7.90 38.73 7 10-#8 7.90 38.73 8 10-#8 7.90 38.73 Combined biaxial flexure Transverse reinforcement Bars Spacing [in] ttttRttX 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 Page5 Vol B, Page 216 int Column Condition 1 2 3 4 5 6 7 8 Pu Mc 4Mn Mc/(4)*Mn) [Kip] [Kip*ft] [Kip*ft] D3 90.52 20.13 287.13 0.07 D2 -146.82 25.29 459.77 0.05 D3 56.75 12.72 313.64 0.04 D2 -110.49 10.50 319.02 0.03 D3 30.68 21.45 334.11 0.06 D2 -102.17 9.71 314.54 0.03 I D3 15.99 31.63 345.64 0.09 IJ D2 -102.17 9.71 314.54 0.03 I I Interaction diagrams, P vs. M: Axial tension Column Condition 1 D3 2 3 4 5 6 7 8 SC1 D3 SC1 D3 SC1 D3 SC1 Axial compression Column Condition 1 2 3 4 5 6 7 8 DC1 D2 DC1 02 DC1 D2 DC1 D2 P v . M (Coin v 1) Shear along X direction uurvY [KJp'!1 ASCO F vs. M (Column 7) Pu 4)*Pn Put(4*Pn) [Kip] [Kip] 90.52 426.60 0.21 0.00 426.60 0.00 60.43 426.60 0.14 0.00 426.60 0.00 56.75 426.60 0.13 4l 0.00 426.60 0.00 56.75 426.60 0.13 0.00 426.60 0.00 6 Pu 4)*Pn Pu/(i*Pn) [Kip] [Kip] -43.89 -1371.19 -146.82 -1371.19 -37.01 -1371.19 -110.49 -1371.19 -33.91 -1371.19 -102.17 -1371.19 -33.91 -1371.19 -102.17 -1371.19 0.03 0.11 0.03 0.08 ri 0.02 I 0.07 0.02 I 0.07 D @1 tl ECV Vol B, Page 217 Column Condition Pos Vu Vc Vs (1)*Vn Vu/(irlin) [Kip] [Kip] [Kip] [Kip] 1 03 At top 9.086 44.201 193.500 178.276 0.05 1 2 D2 At bottom 11.518 70.141 193,500 197.731 0.06 3 03 At top 9.086 44.201 193.500 178.276 0.05 4 02 At bottom 1.286 67.621 193.500 195.841 0.01 5 03 At bottom 11.473 51.438 193.500 183.703 0,06 6 03 At bottom 0.747 63.456 193.500 192.717 0.00 7 D3 At bottom 16.936 55.514 193.500 186.761 0.09 8 D2 At bottom 0.448 61.494 193,500 191.245 0.00 Shear along Z direction 1 It 1 Column Condition Pos Vu Vc Vs •*Vn Vu/(4)*Vn) [Kip] [Kip] [Kip] [Kip] 1 SC1 At top 0.000 57.630 186.000 182.722 0.00 2 SC1 At top 0.000 57.630 186.000 182,722 0.00 3 SC1 At top 0,000 57.630 186.000 182.722 0.00 4 SC1 At top 0.000 57.630 186.000 182.722 0.00 5 SC1 At top 0,000 57.630 186.000 182.722 0.00 6 SC1 At top 0.000 57.630 186.000 182.722 0.00 7 SC1 At top 0,000 57.630 186.000 182.722 0.00 8 SC1 At top 0.000 57.630 186,000 182.722 0,00 Notes: • Pu = Axial load * Pn = Nominal axial load • Mu = Section moment * Mn = Maximum nominal moment Vu = Design shear force * Vn = Nominal shear force ' Id = Embedment length * As = Effective cross sectional area of reinforcement Page7 Vol B, Page 218 Bentley' Current Date: 8/26/2019 9:33 PM Units system: English File name: P:119-060 UHaul Tukwila WA\02_Calculations\B_Structural Analysis Programs\RAM Elements\SW20 - Optimized\SW20_4th.cwd\ Design Results Concrete Wall GENERAL INFORMATION: Global status : Warnings in design Design code ACI 318-14 Geometry: Total height 37.50 [ft] Total length 36.00 [ft] Base support type Continuous Wall bottom restraint Fixed Column bottom restraint Fixed Rigidity elements Columns Materials: Material C 6-60 Steel tension strength (Fy) 60 [Kip/in2] Concrete compressive strength (fc) 6 [Kip/in2] Steel elasticity modulus (Es) 29000 [Kip/in21 Concrete modulus of elasticity (E) 4415.2 [Kip/in2] Concrete unit weight : 0.149818 [Kip/ft3] Number of stories: Story Story height Wall thickness [ft] [in] 1 12.50 12.00 2 12.50 12.00 3 12.50 12.00 Columns: Distance Width X Width Z Position Z [ft] [in] [in] 1.00 24.00 18.00 Centered 35.00 24.00 18.00 Centered Load conditions: ID Comb. Category Description DL No DL Dead Load EQ No EQ Seismic SC1 Yes DL DC1 Yes 1.4DL D1 Yes 1.4DL D2 Yes 1.3822DL+EQ D3 Yes 0.7178DL+EQ Concentrated loads: Pagel Vol B, Page 219 Story Condition Direction Magnitude Eccentricity Distance [Kip] [in] [ft] 1 EQ Horizontal 107.00 0.00 0.00 2 EQ Horizontal 151.00 0.00 0.00 3 EQ Horizontal 103.00 0.00 0.00 Distributed Toads: Consider self weight DL Story Condition Direction Magnitude Eccentricity [Kip/ft] [ft] 1 DL Vertical 1.62 0.00 2 DL Vertical 1.62 0.00 3 DL Vertical 1.62 0.00 SHEAR WALL DESIGN: Status OK (3 (2) (1) Geometry: Page2 Vol B, Page 220 Segment X Coordinate Y Coordinate [ft] [ft] 1 2 3 0.00 0.00 0.00 12.50 0.00 25.00 Reinforcement: Reinforcement layers 2 Segment 1 2 3 Vertical reinforcement Bars Spacing Id [in] [in] Width Height [ft] [ft] 36.00 12.50 36.00 12.50 36.00 12.50 Horizontal reinforcement Bars Spacing Ld [in] [in] 24-#5 18.00 19.36 9-#5 18.00 25.17 24-#5 18.00 19.36 9-#5 18.00 25.17 24-#5 18.00 19.36 9-#5 18.00 25.17 Intermediate results for axial -bending Segment Condition d [in] 1 D3 (Bottom) 2 D3 (Bottom) 3 D3 (Max) Combined axial flexure Segment Condition 1 2 3 D3 (Bottom) D3 (Bottom) D3 (Max) Interaction diagrams, P vs. M: Axial compression c [in] 24.11 22.17 19.99 345.60 345.60 345.60 Pu Mu •'Mn Muf4'Mn [Kip] [Kip'ft] [Kip'ft] P vs. M (Se nest S) 261.80 -5577.20 18310.14 176.57 -2894.93 16875.38 80.62 -766.69 15260.06 0.30 u� 0.17 0.05 B P vs. ►1(St 2) Page3 Vol B, Page 221 NMI Segment Condition Pu 4*Pn Pu/4)*Pn [Kip] [Kip] 1 D2 (Bottom) 491,51 13708.51 0.04 2 D2 (Bottom) 330.10 13708.51 0.02 3 D2 (Bottom) 174.29 13708.51 0.01 Axial tension Segment Condition Pu 4)*Pn Pu/i)*Pn [Kip] [Kip] 1 DC1 (Top) 0.00 803.52 0.00 2 DC1 (Top) 0.00 803.52 0.00 3 DC1 (Top) 0.00 803.52 0,00 Shear Segment Condition Vu 4*Vn VuitteVn [Kip] [Kip] 1 D3 (Max) 360,401 1369.202 0.26 2 D3 (Bottom) 266.964 1357.236 0,20 3 D3 (Bottom) 121.808 1345.665 0,09 COLUMN DESIGN: Status Warnings in design - Ash < Eq 21-4 or 21-5 (Column 1) J SEE PREVIOUS Page4 (1) (2) Vol B, Page 222 awl INN Geometry: Column Distance [ft] Position Z Width X Width Z [in] [in] Height [ft] 1 1.00 Centered 24.00 18.00 37.50 2 35.00 Centered 24.00 18.00 37.50 Reinforcement: Longitudinal reinforcement Transverse reinforcement Column Bars As Ld Bars Spacing [in2] [in] [in] 1 10-#8 7.90 38.73 #4 4.00 2 10-#8 7.90 38.73 #4 4.00 3 10-#8 7.90 38,73 #4 4.00 4 10-#8 7.90 38.73 #4 4.00 5 10-#8 7.90 38.73 #4 4.00 6 10-#8 7.90 38.73 #4 4.00 Combined biaxial flexure Column Condition Pu Mc 4iMn Mc/(1)*Mn) [Kip] [Kip*ft] [Kip*ft] 1 D3 74.21 21.63 299.94 0.07 t ! 2 D2 -124.00 25.69 447.40 0.06 6 3 D3 34.54 22.65 331.08 0.07 d i 4 D2 -70.87 6.73 297.71 0.02 1 1 5 D3 15.86 31.66 345.75 0.09 u 1 Pages 6 02 -70.87 6.73 297.71 0.02 Vol B, Page 223 I? Iwo Interaction diagrams, P vs. M: Axial tension Column Condition 1 D3 2 SC1 3 D3 4 SC1 5 D3 6 SC1 Axial compression Column Condition 1 2 3 4 5 6 P WE. FA (COMM 1) Monert D.11011 P vs. M (Cohan 5) Pu 4*Pn Pu/(t)*Pn) [Kip] [Kip] 74.21 0.00 34.54 0.00 34.54 0.00 o 00 4© ed w Nee) 426.60 0.17 6,4 426.60 426.60 426.60 426.60 426.60 DC1 D2 DC1 D2 DC1 D2 Shear along X direction Pu •*Pn [Kip] [Kip] -41.99 -124.00 -29.35 -70.87 -29.35 -70.87 -1371.19 -1371.19 -1371.19 -1371.19 -1371.19 -1371,19 0.00 I 0.08 P I 0,00 1 0.08 a 0.00 Pu/(4*Pn) 0.03 0,09 0.02 0.05 0.02 I 0.05 B Column Condition Pos Vu Vc Vs 4*Vn Vu/(4)*Vn) [Kip] [Kip] [Kip] [Kip] 1 D3 At top 12.654 50.367 193.500 182.900 0.07 2 D2 At bottom 11.275 68.558 193.500 196.544 0.06 3 D3 At top 12.654 50.367 193.500 182.900 0.07 4 D3 At top 0.790 63,905 193.500 193.053 0.00 5 D3 At bottom 16.944 55.552 193.500 186.789 0.09 6 D3 At top 0.790 63.905 193.500 193.053 0.00 Shear along Z direction Page6 ij� Notes: Vol B,Page 224 Column Condition Pos Vu VC vs Vvn Vul(4�*x [Kip] [Kip] [Kip] [Kip] --------------------------------------------------------------------------------------------------------------------------------------------------------------------------- 1 5O1 At top 0.000 57.630 180.000 182722 0.00 / / 2 SC1 At top 0.000 57.630 186.000 182.722 0.00 3 SC1 At top 0.000 57.630 188.000 182.722 0.00 4 GC1 At top 0.000 57.630 186.000 182.722 0.00 5 SC1 At top 0.000 57.630 186.000 182,722 0.00 / | ^Pu=Axial load ~Pn=Nominal axial load °Mu=Section moment ^Mn=Maximum nominal moment ~Vu=Design shear force °Vn=Nominal shear force ~|U=Embedment length ~xo~Effective cross sectional area ofreinforcement a law Pq bmw !a , Vol B, Page 225 Bentley' Current Date: 8/26/2019 9:29 PM Units system: English File name: P:119-060 UHaul Tukwila WA\02_Calculations\B_Structural Analysis Programs\RAM Elements1SW20 - Optimized\SW20_5th.cwd\ Design Results Concrete Wall GENERAL INFORMATION: Global status : Warnings in design Design code ACI 318-14 Geometry: Total height 25.00 [ft] Total length 36.00 [ft] Base support type Continuous Wall bottom restraint Fixed Column bottom restraint . Fixed Rigidity elements Columns Materials: Material C 4-60 Steel tension strength (Fy) 60 [Kip/in2] Concrete compressive strength (fc) 4 [Kip/in2] Steel elasticity modulus (Es) 29000 [Kip/in2] Concrete modulus of elasticity (E) 3605 [Kip/in2] Concrete unit weight 0.149818 [Kip/ft3] Number of stories: 2 Story Story height Wall thickness [ft] [in] 1 12.50 12.00 2 12.50 12.00 Columns: Distance Width X Width Z [ft] [in] [in] Position Z 1,00 24.00 18,00 Centered 35.00 24.00 18.00 Centered Load conditions: ID Comb. Category Description DL No DL Dead Load EQ No EQ Seismic SC1 Yes DL DC1 Yes 1.4DL D1 Yes 1.4DL D2 Yes 1.3822DL+EQ D3 Yes 0.7178DL+EQ Concentrated Toads: Pagel Story Condition Direction Magnitude Eccentricity Distance [Kip] [in] [ft] 1 EQ Horizontal 152.00 0.00 0.00 2 EQ Horizontal 121.00 0.00 0.00 Distributed loads: Consider self weight DL Story Condition Direction Magnitude Eccentricity [Kip/ft] [ft] 1 DL Vertical 1,62 0.00 2 DL Vertical 1.62 0.00 SHEAR WALL DESIGN: Status Geometry: OK Segment X Coordinate Y Coordinate Width Height [ft] [ft] [ft] [ft] 1 0.00 0.00 36.00 12.50 2 0.00 12.50 36.00 12.50 Reinforcement: Reinforcement layers 2 Vertical reinforcement Horizontal reinforcement Segment Bars Spacing Ld Bars Spacing Ld [in] [in] [in] [in] 1 24-#5 18.00 23.72 9-#5 18,00 30.83 2 24-#5 18.00 23.72 945 18.00 30.83 Vol B, Page 226 Page2 Intermediate results for axial -bending Vol B, Page 227 Segment Condition ----------------------- 1 D3 (Bottom) 2 D3 (Max) Combined axial flexure c [in] 29.14 26.09 d [in] 345.60 345.60 Segment Condition Pu Mu 4*Mn [Kip] [Kip*ft] [Kip*ft] Mu/4*Mn 1 D3 (Bottom) 187.06 -2903.23 16728.41 2 D3 (Max) 84.57 -862.57 15142.07 Interaction diagrams, P vs. M: P vs. iA (Sy{„z,it 1) lfonax fNp`m Axial compression Segment Condition 0.17 hFt I 0.06 W i Pu *Pn [Kip] [Kip] Pu/4►*Pn 1 D2 (Bottom) 339.98 9139.00 0.04 2 D2 (Bottom) 178.82 9139.00 0.02 Axial tension Segment Condition Pu*Pn [Kip] [Kip] Pu/ttr*Pn P vs. M (^.:ed2) PaurarzfKip-11 1 1 DC1 (Top) 0.00 803.52 2 DC1 (Top) 0.00 803.52 Shear Segment Condition Vu [Kip] 0.00 I 0.00 I I 4*Vn Vu/4*Vn [Kip] 1 D3 (Max) 273.388 1212.063 0.23 Ii 2 D3 (Bottom) 139.984 1200.363 0.12 I ------------------ --------- ---------------- ------ ------- ------------------- ------ -------------------------------------- Page3 COLUMN DESIGN: Vol B, Page 228 Status Warnings in design - Ash < Eq 21-4 or 21-5 (Column 1) (1) Geometry: Column 2 Distance [ft] Position Z SEE PREVIR)US Width X Width Z [in] [in] Height [ft] 1.00 Centered 24.00 18.00 35,00 Centered 24.00 18.00 25.00 25.00 Reinforcement: Longitudinal reinforcement Transverse reinforcement Column Bars As Ld Bars Spacing [in2] [in] [in] 1 10-#8 7.90 47.43 #4 4.00 2 10-#8 7.90 47.43 #4 4,00 3 10-#8 7.90 47.43 #4 4.00 4 10-#8 7.90 47.43 #4 4.00 Combined biaxial flexure Column Condition Pu Mc 4Mn Mc/(4.)*Mn) [Kip] [Kip*ft] [Kip*ft] 1 D3 21.12 32.27 330.94 0,10 0 1 2 D2 -67.74 16.77 387.88 0.04 t 1 3 D3 21.12 32.27 330.94 0.10 tit 1 4 D2 -27.92 2.65 264.09 0.01 C. i Interaction diagrams, P vs. M: Page4 Vol B, Page 229 Axial tension Column Condition P v:. u (Cdkenn 1) P vs. LI (CoMnvi 3) Pu •*Pn Pu/(4*Pn) [Kip] [Kip] 1 D3 48.21 426.60 0.11 2 SC1 0.00 426.60 0.00 3 D3 21.12 426.60 0.05 4 SC1 0.00 426.60 0.00 Axial compression Column Condition Pu •*Pn [Kip] [Kip] es PuI(4*Pn) 1 DC1 -27.24 -996.29 0.03 I I 2 D2 -67.74 -996.29 0.07 r 3 DC1 -15.74 -996.29 0.02 I I 4 D2 -27.92 -996.29 0.03 I I Shear along X direction Column Condition Pos Vu Vc Vs 4*Vn Vu/(4,*Vn) [Kip] [Kip] [Kip] [Kip] 1 D3 At top 17.211 44.165 193.500 178.249 0.10 2 D2 At bottom 7.427 52.790 193.500 184.717 0.04 3 D3 At top 17.211 44.165 193.500 178.249 0.10 4 D3 At top 0.522 50.111 193.500 182.708 0.00 Shear along Z direction rrt Column Condition Pos Vu Vc Vs 4*Vn Vu/(4)*Vn) [Kip] [Kip] [Kip] [Kip] 1 SC1 At top 0.000 47.055 186.000 174.791 0.00 2 SC1 At top 0.000 47.055 186.000 174.791 0.00 3 SC1 At top 0.000 47.055 186.000 174.791 0.00 4 SC1 At top 0.000 47.055 186.000 174.791 0.00 1 Notes: Page5 Vol 6, Page 230 ^Pu=Axial loud ~Pn=Nominal axial load °Mu=Section moment °Mn=Maximum nominal moment ^Vu=Design shear force °Vn=Nominal shear force ^|d = Embedment length ^Ao~Effective cross sectional area z[reinforcement r�, low 11 1 1 f El C `7 rl CA [ 1 [- I [w1 Fl C 1.1 [1 [mil SHEARWALL 30,31,32,33 24 Roof 24' 4000 psi 12" 5th 4th 3rd 2nd 1st BASE 4000 psi 12" 6060 psi 12" 6000psi 18" 6000 psi 18" 6000 psi 30" 24" (V(AS@12" (H(45@12' (V) 45 @ 12" (4)45@8" at k m (V)p5 @ 12" a N (V)P6@8' (HI47 @ 8" (V) a7 @ 8" (H) 47 @ 8° hw (ft) w (ft) 12,5 24 12.5 24 story delta ru/ delta ou/ boundary element Seismic Load clin•h dee deltasu hw hw (elf) cdesign req'd? wall 30 wall 31 wall 32 wall 33 Iw 234 155 195 234 kips 600(1.Sdeltaru(hw) 18,7 0.577 2,885 0,019233 0.019233 16.64 YES 257 217 212 300 kips 20.49 0,512 2.56 0.017067 0.017067 18,75 YES 225 189 175 240 kips 12.5 14.71 D.408 2,04 0.0136 0.0136 23,53 80 145 113 93 145 kips 12,5 21.37 0.309 1,545 0.0103 0,0103 31,07 50 24 24 15 24 NIp7@8" (H(A7 @ 8` (V(p7@8° m (H(W7 @ 8° 15 31 36" 36" 31 FT 38 45 15 52 kips 24.96 0.206 1.03 0.005722 0.005722 55,92 80 23 22 18 5 kips 39.09 0,078 0.39 0.002167 0.005 82.67 A From RAM Elements wall B From RAM frame Story Displacements Vol B, Page 232 Bentley - Current Date: 8/26/2019 11:05 PM Units system: English File name: P:\19-060 UHaul Tukwila WA\02_Calculations\B Concrete Wall c ural Analysis Programs\RAM Elements\ SW30 - Optimized\SW30_1st.cwd\ Design Results GENERAL INFORMATION: Global status : Warnings in design Design code ACI 318-14 Geometry: Total height 76.00 [ft] Total length 31.00 [ft] Base support type Continuous Wall bottom restraint Fixed Column bottom restraint Fixed Rigidity elements Columns Materials: Material C 6-60 Steel tension strength (Fy) 60 [Kip/in2] Concrete compressive strength (fc) 6 [Kip/in2] Steel elasticity modulus (Es) 29000 [Kip/in2] Concrete modulus of elasticity (E) 44152 [Kip/in2] Concrete unit weight : 0.149818 [Kip/ft3] Number of stories: 6 Story Story height Wall thickness [ft] (in] 1 11.00 30.00 2 15.00 18.00 3 12.50 18,00 4 12.50 12.00 5 12.50 12.00 6 12.50 12,00 PI Columns: Distance Width X Width Z Position Z [ft] [in] [in] 1.50 36.00 30.00 Centered 29.50 36.00 30.00 Centered 22.50 36.00 30.00 Centered 1111 Load conditions: ID Comb. Category Description DL No DL Dead Load EQ No EQ Seismic SC1 Yes DL DC1 Yes 1.4DL D1 Yes 1.4DL D2 Yes 1.3822DL+EQ D3 Yes 0.7178DL+EQ Pagel Concentrated loads: Vol B, Page 233 Story Condition Direction Magnitude Eccentricity Distance [Kip] [in] [ft] 1 EQ Horizontal 5.00 0.00 0.00 2 EQ Horizontal 52.00 0.00 0.00 3 EQ Horizontal 145.00 0.00 0.00 4 EQ Horizontal 240.00 0.00 0.00 5 EQ Horizontal 300.00 0.00 0.00 6 EQ Horizontal 234.00 0.00 0.00 Distributed loads: Consider self weight DL Story Condition Direction Magnitude Eccentricity [Kip/ft] [ft] 1 DL Vertical 0.80 0.00 2 DL Vertical 0.80 0.00 3 DL Vertical 0.80 0.00 4 DL Vertical 0.80 0.00 5 DL Vertical 0.80 0,00 6 DL Vertical 0.80 0.00 SHEAR WALL DESIGN: Status OK (6) c3i (2I Page2 Geometry: Vol B, Page 234 Segment X Coordinate Y Coordinate Width Height [ft] Eftl [ft] 1 0.00 0.00 31.00 11.00 2 0.00 11.00 31.00 15.00 3 0.00 26.00 31.00 12.50 4 0.00 38.50 31.00 12.50 5 0.00 51.00 31.00 12.50 6 0.00 63.50 31.00 12.50 Reinforcement: Reinforcement layers 2 Vertical reinforcement Horizontal reinforcement Segment Bars Spacing Ld Bars Spacing Ld [in] [in] [in] [in] 1 27-#8 14.00 38.73 1 0-#7 14.00 44.06 2 27-#7 14.00 33.89 10-#6 18.00 30.21 3 21-#6 18.00 23.24 11-#5 14.00 25.17 4 24-#5 16.00 19,36 9-#5 18.00 25.17 5 24-#5 16.00 19.36 9-#5 18.00 25.17 6 21-#5 18.00 19.36 9-#5 18.00 25.17 Intermediate results for axial -bending Segment Condition c d [in] [in] 1 D3 (Bottom) 23.28 297.60 2 D3 (Bottom) 27.53 297.60 3 D3 (Bottom) 16.77 297.60 4 D3 (Bottom) 19.85 297.60 5 D3 (Bottom) 19.94 297.60 6 03 (Max) 17.56 297.60 Combined axial flexure Segment Condition Pu Mu •*Mn Mu/0"Mn [Kip] [Kip*ft] [Kip*ft] 1 03 (Bottom) 308.71 -35843.49 38458.68 0.93 illE:: 2 D3 (Bottom) 140.31 -25215.56 27465.34 0.92 3 D3 (Bottom) 113.34 -16050.18 16537.24 0.97 4 D3 (Bottom) 82.83 -8528.29 13127.63 0.65 i 5 03 (Bottom) 86.88 -3685.02 13186.32 0.28 Dm 1 6 03 (Max) 75.01 -797.11 11566.16 0.07 r 1„,a: Interaction diagrams, P vs. M: Page3 Vol B, Page 235 P vs. i (3.--mnt 1) Axial compression Segment Condition Pu 4)*Pn PuAti*Pn [Kip] [Kip] 1 DC1 (Bottom) 953.76 29483.19 0.03 2 01 (Bottom) 689.21 17671.87 0.04 3 DC1 (Bottom) 488.91 17708.78 0.03 4 01 (Bottom) 311.97 11799.07 0.03 5 01 (Bottom) 195.82 11799.07 0.02 6 02 (Bottom) 144.49 11804.00 0.01 Axial tension Segment Condition Pu O*Pn Pu/4i*Pn [Kip] [Kip] 1 DC1 (Top) 0.00 2303.64 0.00 2 DC1 (Top) 0.00 1749.60 0.00 3 DC1 (Top) 0.00 997.92 0.00 4 DC1 (Top) 0.00 803.52 0.00 5 DC1 (Top) 0.00 803.52 0.00 6 DC1 (Top) 0.00 703.08 0.00 Shear Segment Condition Vu tteVn Vuf4rVn [Kip] [Kip] 1 03 (Max) 970.345 1996.701 0.49 2 03 (Max) 964.634 1700.563 0.57 3 03 (Bottom) 918.135 1637.041 0.56 4 03 (Max) 776,438 1156.297 0.67 5 03 (Bottom) 567.054 1158.956 0.49 6 03 (Bottom) 281.836 1160.939 0.24 Eil SEE DESIGN ON NEXT PAGES P vs. IA (&mgrien 3) 0 1 Ethre__J 0F169----1 Ohm COLUMN DESIGN: Status arninas in design - Ash < Eq 21-4 or 21-5 (Column 1) - Longitudinal bars shall not be farther than 6 in. clear on each side, Section 25.7.2.3 (Column 4) Page4 oi Vol B, Page 236 NMI u PI Geometry: Column Distance Position Z Width X Width Z Height [ft] [in] [in] [ft] 1 1.50 Centered 36.00 30.00 76.00 2 29.50 Centered 36.00 30.00 76.00 3 22.50 Centered 36.00 30.00 76.00 Reinforcement: Longitudinal reinforcement Transverse reinforcement Column Bars As Ld Bars Spacing [in2] [in] [in] 1 18411 28.08 54,61 #4 4.00 2 18411 28.08 54.61 #4 4.00 3 18411 28.08 54.61 #4 4.00 4 10410 12.70 49.19 #3 4.00 5 1048 7.90 38.73 #3 4,00 6 1048 7.90 38.73 #3 4.00 7 10410 12.70 49.19 #3 4.00 8 1048 7.90 38.73 #3 4.00 9 1048 7.90 38.73 #3 4.00 10 10410 12_70 49.19 #3 4.00 11 1048 7.90 38.73 #3 4.00 12 1048 7.90 38.73 #3 4.00 13 10-#10 12.70 49.19 #3 4.00 14 1048 7.90 38.73 #3 4.00 15 1048 7.90 38.73 #3 4.00 16 10410 12.70 49.19 #3 4.00 17 1048 7.90 38.73 #3 4.00 18 1048 7.90 38.73 #3 4.00 Page5 Vol B, Page 237 Combined biaxial flexure Column Condition Pu [Kip] Mc [Kip*ft] 4Mn Mc/(4)*Mn) [Kip*ft] 1 03 598.89 157.72 1208.51 0.13 2 02 -706.34 170.89 2513.43 0.07 3 D3 -272.50 123.23 2177.78 0.06 4 D3 608.41 49.25 112.99 0.44 5 D2 -697.93 87.24 1176.10 0.07 6 03 -321,61 67.71 991.00 0.07 7 03 609.60 41.77 111.39 0.37 8 D2 -695.62 86.95 1174.05 0.07 9 02 -367.04 45.88 866.68 0.05 10 03 609.60 41,77 111,39 0.37 11 D2 -695.62 86.95 1174,05 0.07 12 D3 -176.11 46.22 812.60 0.06 13 D3 609.60 41.77 111.39 0.37 14 D2 -695.62 86.95 1174.05 0.07 15 D2 -367.04 45.88 866.68 0.05 16 03 609.60 41.77 111.39 0.37 rmi___I 17 02 -695.62 86.95 1174.05 0.07 ri 18 D2 -367.04 45.88 866.68 0.05 1 11 11 *WI Interaction diagrams, P vs. M: Axial tension Column Condition 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 P vs. Li (Colmm 4) D3 SC1 SC1 D3 SC1 SC1 D3 SC1 SC1 D3 SC1 SC1 D3 SC1 SC1 D3 Pu [Kip] 598.89 0.00 0.00 608.41 0.00 0.00 609.60 0.00 0.00 609.60 0.00 0.00 609.60 0.00 0.00 609.60 (1)* Pn [Kip] P vs. IA (Column 7) Pu/(0*Pn) 1516.32 1516.32 1516.32 685.80 426.60 426.60 685.80 426.60 426.60 685.80 426.60 426.60 685.80 426.60 426.60 685.80 0.39 trot 0.00 I 0.00 0.89 0.00 0.00 0.89 0.00 1 0.00 I 0.89 LJ 0.00 0.00 t 0.89 0.00 0.00 0.89 litmemiJ Page6 Vol B, Page 238 ird 17 SC1 0.00 426.60 0.00 18 SC1 0.00 426.60 0.00 Axial compression Column Condition Pu (IrPn Pu/(4)*Pn) [Kip] [Kip] 1 DC1 -98.69 -3665.79 0.03 I 2 D2 -706.34 -3665.79 0.19 3 D2 -323.79 -3665.79 0.09 4 DC1 -97.44 -3226.72 0.03 5 D2 -697.93 -3089.69 0.23 I* 6 02 -369.34 -3089.69 0.12 7 DC1 -95.10 -3226.72 0.03 8 D2 -695.62 -3089.69 0.23 9 D2 -367.04 -3089.69 0.12 10 DC1 -95.10 -3226.72 0.03 11 D2 -695.62 -3089.69 0.23 12 D2 -367.04 -3089.69 0.12 13 DC1 -95.10 -3226.72 0.03 14 D2 -695.62 -3089.69 0.23 15 D2 -367.04 -3089.69 0.12 I-1 16 DC1 -95.10 -3226.72 0.03 17 02 -695.62 -3089.69 0.23 18 D2 -367.04 -3089.69 0.12 r.4 Shear along X direction 1•4 11 Column Condition Pos Vu Vc Vs 4*Vn Vu/(4*Vn) [Kip] [Kip] [Kip] [Kip] 1 D3 At bottom 46.063 0.000 399.540 299.655 0.15 2 D2 At bottom 52.293 205.343 399.540 453.662 0.12 PI 3 D2 At bottom 34.471 177.356 399.540 432.672 0.08 4 D3 At bottom 5.048 0.000 165.776 124.332 0.04 D 5 D2 At bottom 5.161 206.769 166.444 279.910 0.02 6 D3 At bottom 14.814 179.543 166.444 259.490 0.06 a 7 D3 At top 5.048 0.000 165.776 124.332 0.04 B 8 D2 At top 5.161 206.603 166.444 279.785 0.02 I 9 03 At top 14.814 179.457 166.444 259.425 0.06 U 10 03 At bottom 11.674 61.516 165.776 170.468 0.07 11 02 At bottom 5.543 182.808 166.444 261.938 0.02 12 03 At top 14.814 179.457 166.444 259.425 0.06 a 13 D3 At bottom 30.550 102.119 165.776 200.921 0.15 14 D2 At top 5.161 206.603 166.444 279.785 0.02 I 15 03 At top 14.814 179.457 166.444 259.425 0.06 gi 16 03 At bottom 41.915 127.993 165.776 220.327 0.19 17 02 At top 5.161 206.603 166.444 279.785 0.02 I 18 D3 At top 14.814 179.457 166.444 259.425 0.06 a Shear along Z direction Column Condition Pos Vu Vc Vs 4*Vn Vu/(4)*Vn) [Kip] [Kip] [Kip] [Kip] 1 SC1 At top 0.000 152.227 327.540 359.825 0.00 2 SC1 At top 0.000 152.227 327.540 359.825 0.00 3 SC1 At top 0.000 152.227 327.540 359.825 0.00 1 4 SC1 At top 0.000 153.314 136.076 217.042 0.00 5 SC1 At top 0.000 154.067 136.744 218.108 0.00 6 SC1 At top 0.000 154.067 136.744 218.108 0.00 7 SC1 At top 0.000 153.314 136.076 217.042 0.00 8 SC1 At top 0.000 154.067 136.744 218.108 0.00 9 SC1 At top 0.000 154.067 136.744 218.108 0.00 10 SC1 At top 0.000 153.314 136.076 217.042 0.00 Page7 Vol B, Page 239 11 SC1 At top 0.000 154.067 136.744 218.108 0.00 12 SC1 At top 0.000 154.067 136.744 218,108 0.00 13 SC1 At top 0.000 153,314 136.076 217,042 0.00 14 SC1 At top 0.000 154.067 136.744 218.108 0,00 15 SC1 At top 0.000 154.067 136.744 218.108 0.00 16 SC1 At top 0.000 153.314 136.076 217.042 0.00 17 SC1 At top 0.000 154.067 136.744 218.108 0.00 18 SC1 At top 0.000 154.067 136.744 218.108 0.00 Notes: * Pu = Axial load • Pn = Nominal axial load * Mu = Section moment * Mn = Maximum nominal moment Vu = Design shear force * Vn = Nominal shear force • Id = Embedment length * As = Effective cross sectional area of reinforcement 60i F PI Page8 111 PANGOLIN STRUCTURAL Project Name 11)KNEUt VANLIAGLIDO Subject ettitlpfW ELEMel\kr- teesIGKI Sheet No. vol B, Pay 240 Project No. tal -0100 Date Computed By C,SC, Vt) 2b/ V.I OfJD Si_ JUIL.1 vie 144-1P tcut•IDIPI - 0,401 Fltrab 4-12 IX- • • • • . • 1 —N 'to fcr too c. (fr12) PO (5 Ler..4 r tri ot.,A . .4 - Ltd.= 10- I Ye- I/ loco= eou-6"=71' LO.dix .210 TS> lit,-- f 6. mix 20= *rite A 411% 71I'$ lax Aa4= LI "%21fis O. -4'%-2•11r _ 0,5x (-739f-1.)s 0.0°11-ny. =0.1.951142 -075-itil* 1- gocco _0,coe1 ZOO Gbiewb OS me PI 'M=0.0Cit tell—'0G6140P1S Ater OW 0 .16121.12 cm:A% limo, 111XCO 45.95a42 Zfi. ICEZ-15g.R95L1 Vol B, Page 241 Bentley' asi Current Date: 8/26/2019 10:51 PM Units system: English • File name: P:119-060 UHaul Tukwila WA \02_Calculations\B_Structural Analysis Programs\RAM Elennents1SW30 - Optimized\SW30_2nd.cwth Design Results Concrete Wall GENERAL INFORMATION: Global status : Warnings in design Design code ACI 318-14 Geometry: Total height 65.00 [ft] Total length 24.00 [ft] Base support type Continuous Wall bottom restraint Fixed Column bottom restraint Fixed Rigidity elements Columns Materials: Material C 6-60 Steel tension strength (Fy) 60 [Kip/in2] Concrete compressive strength (fc) 6 [Kip/in2] Steel elasticity modulus (Es) 29000 [Kip/in2] Concrete modulus of elasticity (E) : 4415.2 [Kip/in2] Concrete unit weight : 0.149818 [Kip/ft3] Number of stories: Story Story height Wall thickness [ft] [in] 1 15.00 18.00 2 12.50 18.00 3 12.50 12.00 4 12.50 12.00 5 12.50 12.00 Columns: Distance Width X Width Z [ft] [in] [in] Position Z 1.50 36.00 30.00 Centered 22.50 36.00 30.00 Centered Load conditions: ID Comb. Category Description DL No DL Dead Load EQ No EQ Seismic SC1 Yes DL DC1 Yes 1.4DL D1 Yes 1.40L D2 Yes 1.3822DL+EQ D3 Yes 0.7178DL+EQ Concentrated loads: Pagel Vol B, Page 242 rr rr Story Condition Direction Magnitude Eccentricity Distance [Kip] [in] [ft] 1 EQ Horizontal 52.00 0.00 0.00 2 EQ Horizontal 145.00 0.00 0.00 3 EQ Horizontal 240.00 0.00 0.00 4 EQ Horizontal 300.00 0.00 0.00 5 EQ Horizontal 234.00 0.00 0.00 Distributed Toads: Consider self weight DL Story Condition Direction Magnitude Eccentricity [Kip/ft] [ft] 1 DL Vertical 0.80 0.00 2 DL Vertical 0.80 0.00 3 DL Vertical 0.80 0.00 4 DL Vertical 0.80 0.00 5 DL Vertical 0.80 0.00 SHEAR WALL DESIGN: Status Geometry: Warnings in design - Hoops required, Section 11.7.4.1, 18.10.6.5 (Segment 1) Page2 Vol B, Page 243 p • Segment X Coordinate Y Coordinate Width Height (ft] --------- --------- 1 0.00 0.00 24.00 15.00 2 0.00 15.00 24.00 12.50 3 0.00 27.50 24.00 12,50 4 0.00 40.00 24.00 12.50 5 0.00 52.50 24.00 12.50 Reinforcement: Reinforcement layers 2 Vertical reinforcement Horizontal reinforcement Segment Bars Spacing Ld Bars Spacing Ld [in] [in] [in] [in] 1 29-#8 10.00 38.73 10-#6 18.00 30.21 2 1847 16.00 33,89 11-#5 14.00 25.17 3 16-#6 18.00 23.24 11-#5 14.00 25.17 4 18-#5 16.00 19.36 945 18.00 25.17 5 18-#5 16.00 19.36 945 18.00 25.17 Intermediate results for axial -bending Segment Condition [in] [in] 1 D3 (Bottom) 37.28 230.40 2 03 (Bottom) 20.03 230.40 3 03 (Bottom) 19.79 230.40 4 D3 (Bottom) 15.83 230.40 5 D3 (Max) 15.13 230.40 Combined axial flexure Segment Condition Pu Mu 4)*Mn MuntrMn [Kip] [Kip*ft] [Kip*ft] 1 03 (Bottom) 267.13 -22842,89 29285,20 0.78 MIER= 2 03 (Bottom) 205.07 -15495.35 15510.09 1.00 IIIM31111:1 3 D3 (Bottom) 143.30 -8311.29 10227.62 0.81 •••••r-, I 4 D3 (Bottom) 109.44 -3663.87 8159.94 0.45 5 D3 (Max) 78.48 -813.74 7812.90 0.10 Interaction diagrams, P vs. M: ) I Page3 Vol B, Page 244 P vs. A# (:egm;nt 2) Manx (Kia‘fq Axial compression P vs. 3,1 (Szgment 3) 000(0 3CTS4 3COLP 0 f+w Ei Segment Condition Pu"Pn Pu/4*Pn [Kip] [Kip] 1 D1 (Bottom) 512.65 13626.45 0.04 2 D2 (Bottom) 385.35 13690.68 0.03 3 D2 (Bottom) 259.57 9127.97 0.03 4 D2 (Bottom) 182.59 9135.72 0.02 5 D2 (Bottom) 129.79 9135.72 0.01 Axial tension Segment Condition Pu 0*Pn Pu/4rPn [Kip] [Kip] 1 DC1 (Top) 0.00 2474.28 0.00 2 DC1 (Top) 0.00 1166.40 0.00 3 DC1 (Top) 0.00 760.32 0.00 4 DC1 (Top) 0.00 602.64 0.00 I 5 DC1 (Top) 0.00 602.64 0.00 Shear Segment Condition Vu s'Vn Vu/4*Vn [Kip] [Kip] 1 D3 (Top) 2 D3 (Max) 3 D3 (Max) 4 D3 (Max) 5 D3 (Max) COLUMN DESIGN: Status 958.265 1068.050 0.90 tiliiii 924.553 1284.075 0.72 Iiiiit 781.605 1009.244 0.77 572.704 901.332 0.64 288.333 898.939 0.32 Warnings in design - Ash < Ea 21-4 or 21-5 (Column 1) - Longitudinal bars shall not be farther than 6 in. clear on each side, Section 25.7.2.3 (Column 3) SEE PREVIOUS Page4 (2) Vol B, Page 245 Geometry: Column Distance Position Z Width X Width Z Height [ft] [in] [in] [ft] 1 1.50 Centered 36.00 30.00 65.00 2 22.50 Centered 36.00 30.00 65.00 Reinforcement: Longitudinal reinforcement Column Bars As Ld [in2] [in] Transverse reinforcement Bars Spacing [in] 1 18-#11 28.08 54.61 2 18-#11 28.08 54.61 3 10-#11 15.60 54.61 4 10-#8 7.90 38.73 5 10-#11 15.60 54.61 6 10-#8 7.90 38.73 7 10-#11 15.60 54.61 8 10-#8 7.90 38.73 9 10-#11 15.60 54.61 10 1048 7.90 38.73 Combined biaxial flexure ttttttttl 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 Page5 Vol 8, Page 246 Column Condition Pu Mc (1)Mn Mc/(4*Mn) [Kip] [Kip*ft] [Kip*ft] 1 D3 961.95 305.96 741.04 0.41 2 D2 -1120.73 325.96 2526.99 0.13 3 D3 731.47 50.29 157.52 0.32 4 D2 -857.60 107.20 1302.20 0.08 5 D3 731.47 50.29 157.52 0.32 6 D2 -857.60 107.20 1302.20 0.08 7 D3 731.47 50.29 157.52 0.32 8 D2 -857.60 107.20 1302.20 0.08 9 D3 731.47 50.29 157.52 0.32 10 D2 -857.60 107.20 1302.20 0.08 Interaction diagrams, P vs. M: P vs. AI (Co& rn 1) 2100 Z. t 0 Oicenant ip'17 Axial tension Column Condition F vs. Af (CoMnn 3) Pu 4rPn Pu/(4*Pn) [Kip] [Kip] 1 D3 961.95 1516.32 0.63 2 SC1 0.00 1516.32 0.00 3 D3 731.47 842.40 0.87 4 SC1 0.00 426.60 0.00 5 D3 731.47 842.40 0.87 6 SC1 0.00 426.60 0.00 7 D3 731.47 842.40 0.87 8 SC1 0.00 426.60 0.00 1 9 D3 731.47 842.40 0.87 10 SC1 0,00 426.60 0.00 Axial compression Column Condition Pu 4*Pn [Kip] [Kip] rme:zrt@rJv'ul EMELI Pu/(41*Pn) 1 DC1 -108.73 -3665.79 0.03 I 2 D2 -1120,73 -3665.79 0.31 1mo+ 3 DC1 -86.76 -3309.51 0.03 1 I 4 D2 -857.60 -3089.69 0.28 5 DC1 -86.76 -3309.51 0.03 1 6 D2 -857.60 -3089.69 0.28 7 DC1 -86.76 -3309.51 0.03 I 8 D2 -857.60 -3089.69 0.28 WI i 9 DC1 -86.76 -3309.51 0.03 I 10 D2 -857.60 -3089.69 0.28 INN tam Page6 Vol B, Page 247 Shear along X direction Column Condition Pos Vu Vc Vs q,*Vn Vu/(4)*Vn) [Kip] [Kip] [Kip] [Kip] 1 D3 At bottom 82.934 0.000 399.540 299.655 0.28 Mil= 2 02 At bottom 92.609 235.030 399.540 475.927 0.19 3 02 At top 9.115 0.000 299.655 224.741 0.04 I 1 4 D3 At bottom 4.901 209.114 301.500 382.960 0.01 5 02 At top 9.115 0.000 299.655 224.741 0.04 6 02 At bottom 8.928 196.376 301.500 373.407 0.02 7 03 At bottom 25.388 77.547 299.655 282.901 0.09 8 03 At top 4.794 214.543 301.500 387.032 0.01 I 9 03 At bottom 36.022 119.808 299.655 314.597 0.11 10 03 At top 4.794 214.543 301.500 387,032 0.01 11 -------- ------- ------ --------------- ------------------ ------ ----- -------- Shear along Z direction Column Condition Pos Vu Vc Vs 4*Vn [Kip] [Kip] [Kip] [Kip] Vu/(4r*Vn) 1 SC1 At top 0.000 152.227 327.540 359.825 0.00 2 SC1 At top 0.000 152.227 327.540 359.825 0.00 3 SC1 At top 0.000 152.227 245.655 298.411 0.00 4 SC1 At top 0,000 153.370 247.500 300.653 0.00 5 SC1 At top 0.000 152.227 245.655 298.411 0.00 6 SC1 At top 0,000 153.370 247.500 300.653 0.00 7 SC1 At top 0.000 152.227 245.655 298.411 0.00 8 SC1 At top 0.000 153.370 247.500 300.653 0.00 9 SC1 At top 0.000 152.227 245,655 298.411 0.00 10 SC1 At top 0.000 153.370 247.500 300.653 0.00 Notes: • Pu = Axial load * Pn = Nominal axial load * Mu = Section moment • Mn = Maximum nominal moment * Vu = Design shear force • Vn = Nominal shear force * Id = Embedment length * As = Effective cross sectional area of reinforcement Page7 Vol B, Page 248 r ara Bentley. Current Date: 8/26/2019 10:19 PM Units system: English File name: P:\19-060 UHaul Tukwila WA\02_Calculations\B_Structural Analysis Programs\RAM Elements\SW30 - Optimized\SW30_3rd.cwd\ Design Results Concrete Wall GENERAL INFORMATION: Global status : Warnings in design Design code ACI 318-14 Geometry: Total height 50.00 [ft] Total length 24.00 [ft] Base support type Continuous Wall bottom restraint Fixed Column bottom restraint Fixed Rigidity elements Columns Materials: Material C 6-60 Steel tension strength (Fy) : 60 [Kiplin2] Concrete compressive strength (fc) 6 [Kip/in2] Steel elasticity modulus (Es) 29000 [Kiplin2] Concrete modulus of elasticity (E) 4415.2 [Kip/in2] Concrete unit weight 0.149818 [Kip/ft3] Number of stories: 4 Story Story height Wall thickness [ft] [in] 1 12.50 18.00 2 12.50 12.00 3 12.50 12.00 4 12.50 12,00 Columns: Distance Width X Width Z [ft] [in] [in] Position Z 1.00 24.00 18.00 Centered 23.00 24.00 18.00 Centered Load conditions: ID Comb. Category Description DL No DL Dead Load EQ No EQ Seismic SC1 Yes DL DC1 Yes 1.4DL D1 Yes 1.4DL D2 Yes 1.3822DL+EQ D3 Yes 0.7178DL+EQ Concentrated loads: Pagel Vol B, Page 249 Story Condition Direction Magnitude Eccentricity Distance [Kip] [in] [ft] 1 EQ Horizontal 2 EQ Horizontal 3 EQ Horizontal 4 EQ Horizontal Distributed Toads: Consider self weight DL 145.00 240.00 300.00 234.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Story Condition Direction Magnitude Eccentrici [Kiptft] [ft] 1 DL Vertical 0.80 0.00 2 DL Vertical 0.80 0.00 3 DL Vertical 0.80 0.00 4 DL Vertical 0.80 0.00 SHEAR WALL DESIGN: Status Geometry: OK a'I illig Page2 Vol B, Page 250 Segment X Coordinate Y Coordinate Width Height [ft] [ft] [ft] [ft] 1 0.00 0.00 24.00 12.50 2 0.00 12.50 24.00 12.50 3 0.00 25.00 24.00 12.50 4 0.00 37.50 24.00 12.50 Reinforcement: Reinforcement layers 2 Vertical reinforcement Horizontal reinforcement Segment Bars Spacing Ld Bars Spacing Ld [in] [in] [in] [in] 1 21-#8 14.00 38.73 11-#5 14.00 25.17 2 29-#5 10.00 19.36 11-#5 14.00 25.17 3 18-#5 16.00 19.36 9-#5 18.00 25.17 4 18-#5 16.00 19.36 9-#5 18.00 25.17 Intermediate results for axial -bending Segment Condition c d [in] [in] 1 D3 (Bottom) 28.19 230.40 2 D3 (Bottom) 24.21 230.40 3 D3 (Bottom) 15.78 230.40 4 D3 (Max) 14.49 230.40 Combined axial flexure Segment Condition Pu Mu *Mn Mu/4*Mn [Kip] [Kip*ft] [Kip*ft] 1 D3 (Bottom) 204.80 -20785.11 22059.01 0,94 2 D3 (Bottom) 143.47 -11980.61 12428.54 0.96 lIDLI 3 D3 (Bottom) 107.11 -5582.09 8133.88 0.69 CillInt=1 4 D3 (Max) 50.43 -1576.27 7498.47 0.21 Interaction diagrams, P vs. M: P vs. M (Segment 1) 1xco IA Nrammil 1111 moramo Leks Axial compression r.t P v=_, M (Segmem 2) Page3 Vol B, Page 251 Segment Condition Pu 4*Pn Pu/4*Pn [Kip] [Kip] 1 D2 (Bottom) 385.38 13659.97 0.03 2 D2 (Bottom) 264.84 9117.63 0.03 3 D2 (Bottom) 185.40 9135.72 0.02 4 D2 (Bottom) 122.13 9135.72 0.01 Axial tension Segment Condition Pu 1)*Pn Pu/4*Pn [Kip] [Kip] 1 DC1 (Top) 0.00 1791.72 0.00 I 2 DC1 (Top) 0.00 970.92 0.00 I 3 DC1 (Top) 0.00 602.64 0.00 4 DC1 (Top) 0.00 602.64 0.00 I Shear Segment Condition Vu 4*Vn Vu/4)*Vn [Kip] [Kip] 1 D3 (Max) 923.079 1027.457 0.90 2 D3 (Max) 781.226 1008.048 0.77 3 D3 (Bottom) 566.043 903.234 0.63 4 D3 (Bottom) 276,073 899.787 0.31 COLUMN DESIGN: I 1 lieam- ] ltab—d allnE1-1 Status Warnings in design - Ash < Eq 21-4 or 21-5 (Column 1) SEE PREVIOUS Page4 Geometry: Column Distance Position Z Width X Width Z [ft] [in] [in] 1 1.00 Centered 24.00 18,00 2 23.00 Centered 24.00 18.00 Reinforcement: Column 1 2 3 4 5 6 7 8 Height [ft] 50.00 50.00 Longitudinal reinforcement Bars As Ld [in2] [in] 10-#10 12.70 49.19 10-#8 7.90 38.73 10-#8 7.90 38.73 10-#8 7.90 38.73 10-#8 7.90 38.73 10-#8 7.90 38.73 10-#8 7.90 38.73 10-#8 7.90 38.73 Combined biaxial flexure Transverse reinforcement Bars Spacing [in] RtRttttt 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 Vol B, Page 252 Pages Vol B, Page 253 Column Condition Pu Mc 4Mn Mc/(4)*Mn) [Kip] [Kip*ft] [Kip*ft] 1 D3 406.18 77.51 238.60 0.32 2 D2 -447.24 81.30 562.15 0.14 3 D3 305.86 10.72 110.33 0.10 4 D2 -339.48 32.25 424.57 0.08 5 03 166.83 45.31 224.93 0.20 6 D2 -314.21 29.85 414.35 0.07 7 D3 71.96 62.01 301.70 0.21 8 D2 -314.21 29.85 414.35 0.07 Interaction diagrams, P vs. M: Axial tension Column Condition P vs. iA (Column i) Kr.asluoll Pu 4*Pn [Kip] [Kip] IK it P vs. Y (Coker 7) Eon -c63 .TTc+Cii o 2tn 2L8 ECG rraxiK�Gt7 Pul(4)*Pn) 1 D3 406.18 685.80 0.59 2 SC1 0.00 426.60 0.00 3 D3 305.86 426.60 0.72 4 SC1 0.00 426.60 0,00 I I 5 D3 284.12 426.60 0.67 6 SC1 0.00 426.60 0.00 7 D3 284.12 426.60 0.67 8 SC1 0.00 426.60 0.00 I J I I I 1 Axial compression Column Condition Pu 4)*Pn [Kip] [Kip] Pu/(4*Pn) 1 DC1 -33.83 -1508.22 0.02 2 D2 -447.24 -1371.19 0.33 3 DC1 -28.92 -1371.19 0.02 4 D2 -339.48 -1371.19 0.25 5 DC1 -26.17 -1371.19 0.02 6 D2 -314.21 -1371.19 0.23 7 DC1 -26.17 -1371.19 0.02 8 D2 -314.21 -1371.19 0.23 Shear along X direction Isr I+a Page6 Vol B, Page 254 Column Condition Pos Vu Vc Vs 4*Vn Vu/(4)*Vn) [Kip] [Kip] [Kip] [Kip] 1 03 At bottom 33.551 0.000 192.285 144.214 0.23 2 02 At bottom 36.526 90.988 193.500 213.366 0.17 3 03 At top 15.805 0.000 193.500 145.125 0.11 u 4 D3 At bottom 4.147 82.559 193.500 207.044 0.02 5 03 At bottom 24.807 13.648 193.500 155.361 0.16 6 03 At bottom 2.403 71.979 193.500 199.110 0.01 I 7 03 At bottom 32.809 39.981 193.500 175.111 0.19 8 03 At bottom 1.552 63.363 193.500 192.647 0.01 i [41 Shear along Z direction Column Condition Pos Vu Vc Vs •*Vn Vu/(*Vn) [Kip] [Kip] [Kip] [Kip] 1 SC1 At top 0.000 57.128 184.380 181.131 0.00 I I 2 SC1 At top 0.000 57.630 186.000 182.722 0.00 3 SC1 At top 0.000 57.630 186.000 182.722 0.00 4 SC1 At top 0.000 57.630 186.000 182.722 0.00 i 5 SC1 At top 0.000 57.630 186.000 182.722 0.00 i i 6 SC1 At top 0.000 57.630 186.000 182.722 0.00 7 SC1 At top 0.000 57.630 186.000 182.722 0.00 i 8 SC1 At top 0.000 57.630 186.000 182.722 0.00 Notes: • Pu = Axial load * Pn = Nominal axial load * Mu = Section moment * Mn = Maximum nominal moment • Vu = Design shear force * Vn = Nominal shear force * Id = Embedment length • As = Effective cross sectional area of reinforcement r Page7 Vol B, Page 255 Bentley - Current Date: 8/26/2019 10:07 PM Units system: English File name: P:\19-060 UHaul Tukwila WA\02_Calculations\B_Structural Analysis Programs\RAM Elements\SW30 - Optimized\SW30_4th.cwd\ Design Results Concrete Wall GENERAL INFORMATION: Global status : Warnings in design Design code ACI 318-14 Geometry: Total height 37.50 [ft] Total length 24.00 [ft] Base support type Continuous Wall bottom restraint Fixed Column bottom restraint Fixed Rigidity elements Columns Materials: Material C 6-60 Steel tension strength (Fy) 60 [Kip/in2] Concrete compressive strength (fc) 6 [Kip/in2] Steel elasticity modulus (Es) 29000 [Kip/in2] Concrete modulus of elasticity (E) 4415.2 [Kip/in2] Concrete unit weight 0,149818 [Kip/ft3] Number of stories: 3 Story Story height Wall thickness [ft] [in] 1 12.50 12.00 2 12.50 12.00 3 12.50 12.00 Columns: Distance Width X Width Z [ft] [in] [in] Position Z 1.00 24.00 18.00 Centered 23.00 24.00 18.00 Centered Load conditions: ID Comb. Category Description DL No DL Dead Load EQ No EQ Seismic SC1 Yes DL DC1 Yes 1.4DL D1 Yes 1.4DL D2 Yes 1.3822DL+EQ D3 Yes 0.7178DL+EQ Concentrated Toads: Pagel Vol B, Page 256 Story Condition Direction Magnitude Eccentricity Distance [Kip] [in] [ft] 1 EQ Horizontal 240.00 0.00 0.00 2 EQ Horizontal 300.00 0.00 0.00 3 EQ Horizontal 234.00 0.00 0.00 Distributed Toads: Consider self weight DL Story Condition Direction Magnitude Eccentricity [Kip/ft] [ft] 1 DL Vertical 0.80 0.00 2 DL Vertical 0.80 0.00 3 DL Vertical 0.80 0.00 SHEAR WALL DESIGN: Status OK (3) (2) (1) Geometry: Page2 Vol 8, Page 257 n 1 Segment X Coordinate Y Coordinate Width Height [ft] [ft] [ft] [ft] 1 0.00 0.00 24.00 12.50 2 0.00 12.50 24.00 12.50 3 0.00 25.00 24.00 12.50 Reinforcement: Reinforcement layers 2 Vertical reinforcement Horizontal reinforcement Segment Bars Spacing Ld Bars Spacing Ld [in] [in] [in] [in] 1 18-#6 16.00 23.24 11-#5 14.00 25.17 2 18-#5 16.00 19.36 9-#5 18.00 25.17 3 18-#5 16.00 19.36 9-#5 18.00 25.17 Intermediate results for axial -bending Segment Condition c d [in] [in] 1 D3 (Bottom) 21.74 230.40 2 D3 (Bottom) 15.74 230.40 3 D3 (Max) 14.49 230.40 Combined axial flexure Segment Condition Pu Mu 4*Mn Mu14)"Mn [Kip] [Kip*ft] [Kip*ft] 1 D3 (Bottom) 143.53 -11156.17 11231.66 0.99 2 D3 (Bottom) 105.57 -5582.54 8116.58 0.69 3 D3 (Max) 50.07 -1576.57 7494.41 0.21 I * 1 Interaction diagrams, P vs. M: Axial compression P v=-. Y (Segtrent 1) P vs. u (Segment 2) 14xrort Fp'M Page3 Vol B, Page 258 Segment Condition Pu 4)*Pn Pu/43*Pn [Kip] [Kip] 1 D2(Bottom) 261.52 9123.30 0.03 2 D2 (Bottom) 184.07 9135.72 0.02 3 D2 (Bottom) 121.75 9135.72 0.01 Axial tension Segment Condition Pu 4)*Pn Pu/4*Pn [Kip] [Kip] 1 DC1 (Top) 0.00 855.36 0.00 2 DC1 (Top) 0.00 602.64 0.00 3 DC1 (Top) 0.00 602.64 0.00 i Shear Segment Condition Vu q*Vn Vu/4*Vn [Kip] [Kip] 1 D3 (Max) 775.028 1010.310 0.77 2 D3 (Bottom) 566.190 903.003 0.63 3 D3 (Bottom) 276.076 899.719 0.31 lrl i COLUMN DESIGN: Status Warnings in design - Ash < Eq 21-4 or 21-5 (Column 1) SEE PREVIOUS (2) Vol B, Page 259 0 I 1111 owl Geometry: Column 2 Distance Position Z Width X Width Z Height [ft] [in] [in] [ft] 1.00 Centered 24.00 18.00 37.50 23.00 Centered 24.00 18.00 37.50 Reinforcement: Longitudinal reinforcement Transverse reinforcement Column Bars As Ld Bars Spacing (in2] [in] [in] 1 10-#8 7.90 38.73 #4 4.00 2 10-#8 7.90 38.73 #4 4.00 3 10-#8 7.90 38.73 #4 4.00 4 10-#8 7.90 38.73 #4 4.00 5 10-#8 7.90 38.73 #4 4.00 6 10-#8 7.90 38.73 #4 4.00 Combined biaxial flexure Column Condition Pu Mc 4Mn Mc/(4)*Mn) [Kip] [Kip*ft] [Kip*ft] 1 D3 330.82 81.10 88.01 0.92 2 02 -363.20 82.97 573.36 0.14 3 03 179.41 48.18 214.64 0.22 4 02 -199.93 18.99 364.58 0.05 5 03 179.41 48.18 214.64 0.22 ttl Ij Page5 D2 -199.93 Vol B, Page 260 18.99 364.58 0.05 irr Interaction diagrams, P vs. M: P vs. M {Column 1) 111 ■ ■i ENE 1 { Axial tension Column Condition 1 2 3 4 5 6 D3 SC1 D3 SC1 D3 SC1 Axial compression Column Condition 0 rwyrut P.Jpi 1 Pu 4*Pn [Kip] [Kip] 330.82 426.60 0.00 426.60 179.41 426.60 0.00 426.60 179.41 426.60 0.00 426.60 P v= M (Column 3) -246 Pu/(4*Pn) 0.78 0.00 0.42 0.00 0.42 0.00 linme r [NJ pill 441} GOO Pu 4*Pn Pu/(4*Pn) [Kip] [Kip] 1 DC1 -32.18 2 D2 -363.20 3 DC1 -22.17 4 D2 -199.93 5 DC1 -22.17 6 D2 -199.93 -1371.19 Shear along X direction Column -1371.19 0.02 -1371.19 0.26 -1371.19 0.02 -1371.19 0.15 -1371.19 0.02 0.15 Igt Condition Pos Vu Vc Vs •*Vn [Kip] [Kip] [Kip] [Kip] 1 2 3 4 5 6 Vu/(4)*Vn) D3 At bottom 33.381 0.000 193.500 145.125 0.23 D2 At bottom 35.843 85.157 193.500 208.992 0.17 D3 At top 28.882 10.157 193.500 152.743 0.19 D3 At top 2.425 73.097 193.500 199.948 0.01 D3 At top 28.882 10.157 193.500 152.743 0.19 D3 At top 2.425 73.097 193.500 199.948 0.01 Shear along Z direction 1!" Notes: Vol B, Page 261 Column Condition Pos Vu Vc Vs ii*Vn Vu/(1)*Vn) [Kip] [Kip] [Kip] [Kip] 1 SC1 At top 0.000 57.630 186.000 182.722 0.00 2 SC1 At top 0.000 57.630 186.000 182.722 0.00 3 SC1 At top 0.000 57.630 186.000 182.722 0.00 4 SC1 At top 0.000 57.630 186.000 182.722 0.00 5 SC1 At top 0.000 57.630 186.000 182.722 0.00 6 SC1 At top 0.000 57.630 186.000 182.722 0.00 * Pu = Axial load * Pn = Nominal axial load * Mu = Section moment * Mn = Maximum nominal moment * Vu = Design shear force * Vn = Nominal shear force * Id = Embedment length * As = Effective cross sectional area of reinforcement 1 Page7 Vol B, Page 262 • 1 J Bentley' Current Date: 8/26/2019 9:56 PM Units system: English File name: P:\19-060 UHaul Tukwila WA\ 02_Calculations\B_Structural Analysis Programs\RAM Elements\SW30 - Optimized\ SW30_5th.cwd\ Design Results Concrete Wail GENERAL INFORMATION: Global status : Warnings in design Design code ACI 318-14 Geometry: Total height 25.00 [ft] Total length 24.00 [ft] Base support type Continuous Wall bottom restraint Fixed Column bottom restraint Fixed Rigidity elements Columns Materials: Material C 4-60 Steel tension strength (Fy) 60 [Kip/in2] Concrete compressive strength (fc) 4 [Kip/in21 Steel elasticity modulus (Es) 29000 [Kip/in2] Concrete modulus of elasticity (E) 3605 [Kip/in2] Concrete unit weight : 0.149818 [Kip/ft3] Number of stories: 2 Story Story height Wall thickness [ft] [in] 1 12.50 12.00 2 12.50 12.00 ----- ----- Columns: Distance Width X Width Z Position Z [ft] [in] [in] 1.00 24.00 18.00 Centered 23.00 24.00 18.00 Centered Load conditions: ID Comb. Category Description ----- --------- ------------ ------ ------------------- -------------- • DL No DL Dead Load EQ No EQ Seismic SC1 Yes DL DC1 Yes 1.4DL D1 Yes 1.4DL D2 Yes 1.3822DL+EQ D3 Yes 0.7178DL+EQ Concentrated loads: Pagel Vol B, Page 263 Story Condition Direction Magnitude Eccentricity Distance [Kip] [in] [ft] 1 EQ Horizontal 300.00 0.00 0.00 2 EQ Horizontal 234.00 0.00 0.00 Distributed Toads: Consider self weight DL Story Condition Direction Magnitude Eccentricity [Kip/ft] [ft] 1 2 DL Vertical 0.80 0.00 DL Vertical 0.80 0.00 SHEAR WALL DESIGN: Status OK 2) (1) Geometry: Segment X Coordinate Y Coordinate Width [ft] [ft] [ft] Height [ft] 1 0.00 0.00 24.00 12.50 2 0.00 12.50 24.00 12.50 Page2 Vol B, Page 264 Reinforcement: Reinforcement layers 2 Vertical reinforcement Horizontal reinforcement Segment Bars Spacing Ld Bars Spacing Ld [in] [in] [in] [in] 1 2 18-#5 16.00 23.72 9-#5 18.00 30.83 18-#5 16.00 23.72 9-#5 18.00 30.83 Intermediate results for axial -bending Segment Condition [in] [in] 1 D3 (Bottom) 20.49 230.40 2 D3 (Max) 18.70 230.40 --------- ----- - --------- Combined axial flexure Segment Condition Pu Mu (1)*Mn MukirMn [Kip] [Kip*ft] [Kip*ft] -------------- ----- ------ ---------- ----- ------------------------ ---- -------------- ------ 1 D3 (Bottom) 106.63 -5419.18 7951.22 0.68 6simitg_i PI 2 D3 (Max) 47.32 -1582.87 7339.67 0.22 ii 1,! , 1rd Interaction diagrams, P vs. M: P vs. 46 (Segment 1) Axial compression Segment Condition Pu 4*Pn Pu/4)*Pn [Kip] [Kip] P vs. 1.1 (Segment 2) Nunri Net) 1 2 D2 (Bottom) 185.03 6090.48 0.03 D2 (Bottom) 118.87 6090.48 0.02 Axial tension Segment Condition Pu 4*Pn Pu/4*Pn [Kip] [Kip] 1 DC1 (Top) 0.00 602.64 0.00 2 DC1 (Top) 0.00 602.64 0.00 Page3 Shear Vol B, Page 265 Segment Condition Vu (1)*Vn Vu/ito*Vn [Kip] [Kip] 1 2 D3 (Max) D3 (Bottom) 535.123 805.545 0.66 I 276.224 801.967 0.34 r*1 COLUMN DESIGN: Status : Warnings in design - Ash < Eq 21-4 or 21-5 (Column 1) z (1) Geometry: Column SEE PREVIOUS (2) Distance Position Z Width X Width Z Height [ft] [in] [in] [ft] 1 1.00 Centered 24.00 18.00 25.00 2 23.00 Centered 24.00 18.00 25.00 Reinforcement: Longitudinal reinforcement Transverse reinforcement Column Bars As Ld Bars Spacing [in2] [in] [in] 1 10-#8 7.90 47.43 #4 4.00 2 10-#8 7.90 47.43 #4 4.00 3 1048 7.90 47.43 #4 4.00 4 10-#8 7.90 47.43 #4 4.00 Page4 Vol B, Page 266 Combined biaxial flexure Column Condition 1 2 3 4 D3 D2 D3 D2 Pu Mc [Kip] [Kip"ft] 170.18 50.73 -180.11 51.58 75.38 63.75 -65.92 6.26 Interaction diagrams, P vs. M: P vs. Al (Column i) Axial tension Column Condition Pu [Kip] 4•Pn [Kip] 1 D3 170.18 426.60 2 SC1 0.00 426.60 3 D3 75.38 426.60 4 SC1 Axial compression Column Condition 1 DC1 2 D2 3 DC1 4 D2 Shear along X direction Column 1 2 3 4 Condition Pos �Mn Mc/(4)*Mn) [Kip"ft] 216.86 0.23 443.48 0,12 ti 1 290.92 0.22 td I 283.80 0.02 I t+i - ! P vs. Al (Column 3) Pu/(4"Pn) 0.40 0.00 0.18 Iel 0.00 426.60 0.00 IBrtrat p,J01) lax Pu [Kipl 4"Pn [Kip] -21.21 -180.11 -11.65 -65.92 Vu [Kip] Pu/(4)`Pn) -996.29 0.02 -996.29 0.18 -996,29 0.01 -996.29 0.07 Il 1 Vc [Kip] D3 At top 34.337 D2 At bottom 22.574 D3 At top 34.337 D3 At top 1.669 Vs 4rVn [Kip] [Kip] Vu/(4 *Vn) 31.869 193.500 169.026 0.20 59.157 193.500 189.492 0.12 31.869 193.500 169.026 0.20 52.374 193.500 184.405 0.01 Page5 Shear along Z direction Vol B, Page 267 Column Condition Pos Vu Vc Vs 4*Vn Vu/(0*Vn) (KiPI [Kip] [Kip] [Kip] ----------- 1 SC1 At top 0.000 47.055 186.000 174.791 0.00 2 SC1 At top 0.000 47.055 186.000 174.791 0.00 3 SC1 At top 0.000 47.055 186.000 174.791 0.00 4 SC1 At top 0.000 47.055 186.000 174.791 0.00 Notes: * Pu = Axial load * Pn = Nominal axial load * Mu = Section moment * Mn = Maximum nominal moment Vu = Design shear force * Vn = Nominal shear force * Id = Embedment length • As = Effective cross sectional area of reinforcement Page6 El Fl Ill El 1-11 11 111 ; -24421 4A A52-5 3 t BA ; SA NA SEE REY ; G085. PLAN DLO, 4A t SA MN GBI 71850. 4A .94'4 I „ TIP. ) 1 • +414 ' , 14427 A52-5 4-5 54 IR A CHAR. 1TP, , -2447 1/GAP 10.5 • 54 NB 0 544° FG =Ace DF iiLAP '4V°`4. CNC 454-i ,scr 'EGO .0.44° .4.0 14"4. B5 —5 TICAr , t.4.6 I'‘,.;e 5.S6. rOAP • N 44r,,..04,444,80 0hA h,--.-------1•NG4;ABA — ITHIGNNED 51.4B 'HRH -24427 _IBA 05 N4,7; .;*•..; ......... ,,,,,,,,,'" l' . J 2B ; ,, ., , 00'50. SA PIN ...... ... - 04142 WALL 41.4Y0 61,0 6 15C 28 28 34 244,21' 44/ -•° 2421- 427:' 7,1 /4A 17,4-4 Z4421. ‘h', ‘.44 -1CF.'EKT, BO5.440485 F 51..AB C4 038,A9E valFr W/ARCH.', 2 0, 6"5.0 G ' 4°514 G4d Wig U.N.( cr,v35N4; TA, 4A 55 10 24427- ,t55 ; 5A fliS , N's15 c nO cr >1-Z PANGOLIN STRUCTUR AL Project Name UHaul Tukwila, WA Subject Foundations Sheet No. Vol B, Pay. 269 Project No. 19-060 Date 8/2019 Computed By CB EXISTING PILE LAYOUTS AND CAPACITIES 7-0 5Q 4' e , 1150k IL CAP 450k 4v5",1/4 YP. 7 1 PILE CA H 23Ok PILE CAPACITY PER EXISTING 290k 460k PILE IV_PILE CAPACITY PER LATEST GEOTECH RECOMMENDATIONS 690k aPti_a CAP \870k FL 1/4".LQ 2070k 2610k o 920k Ok 160k 3450k 4350k PANGOLIN STRUCTURAL Project Name UHaul Tukwila, WA Subject Foundations SERVICE LOAD COMBINATION 1.0 D + 0.7E 1.0D + 0.525 QE + 0.75L 1.0D + 0.525E + 0.6L 0.6D + 0.7E lad 1 al Sheet No. Vol B, Pagg. 270 Project No. 19-060 Date 8/2019 Computed By CB can reduce by 20% - supporting more than one floor [1 11 FI 111 [1 11 VI [1 1.1 IA 11 11 11 I'l FI 1.1 1 1 DataBase: 19-060_Existing Bldg_IBC_MOD6.3_DYN 08/07/2019 12:57:05 18 17.8 3ik 16 ' 211 14 K1..> 13 •.) 1 449k - 522k 531k 920k 611k 110k 880k 1190k. 74 V250k 7 910k i) 300k 7113 4 *a) 240k 490k V862k 617k 10 Ok . 11 Ok 950k ihOOk 315k 1342k 1342k 17111.1117 98k 632k 50k 944k c 333k 1100k 113 1220k 9912k 1 (I) g m 0 0 0 cp 0 Co -o L3. 0 0) 3 v2 I ;on c _1 no Dr 0 -o 0 9 PI PANGOLIN STRUCTURAL Project Name UHaul Tukwila, WA Subject Foundations Sheet No. Vol 3 Page 97_2 Project No. 19-060 Date 8/2019 Computed By CB ! ! 1 1 1 '-i- I- F --- -I, 7:--7-'--------- -!ft--- -- - -Y.- --7 I —T 1— --r -! -1- ! ! ! ! 1 e—(E) WALL 8 (E) WALL 3 ! E=496 I i El. E=5 9 la) - J —1 i i E=645 WALL 30 I - J (E) WALL 2 (E) E) WALL 5 ALL 1 I I I I I I I I I1 Cl 1"I 11 11 11 L:11 Li HI lead + Balance LC: Std Reactions Plan sh • Ret "'fit - 9 d + Balance LC: User Lines; User Notes; User Dimensions; wing Import: User lines; User Notes; User Dimensions; nest: Wall Elements Below; Well Elements Above; Wall Element Outline Only; Column Elements Below; Column Elements Above; Slob Elements; Slab Element Outline Only; Ie=1:0e0 n W W dsBalance LC -Reaction Plot:( IIBelow,ColumnBelow,Ps Spring,LlneSpdng,PolntSugort,LlneSupportl(FzI(Standa ontesD q !SF N I N N M rite I N PO_ O 0.4 w v r 0 tU Dead + Balance LC: Std Reacti0ns Plan -1 IA 11 '171 FA IA ri 11 Liri ti 1,1 ive Load Storage: Std Reactions Plan Stonstr. Uttr Um* War 4•to; V•or Creemains; PoAl Loads; Pohl Load Wm; Mot 1001 ft5;L.oIds; ANL:MI/elan Line Lar0 Icons; An0 Laa4; AnsLOatiVilai; Ari• Lod t'DPI; v• Import Ow 1,41r; Ur Norm' Uw Dtrens••••; *I: NAN EAMITIS Beim* Will Fru% Alm* Elerwl aulPto Orry; Column Weals ••••*; Column Elernentz Atak Elermt•; Flew OrrIlas • 1:140 ord Swap 41e•crion Plot XI WO,* Fz• urnri8oPoF7I S1ISp PoIt5up7Ja!upportgz•Stin Con F1.118 .1 c) 0 c 3 41 0 0 0 3 o i a s fr 191 1 F11. Frrt N VI 0 cr CD ir Live Load Storage: Std Reactions Plan - 1 Vol B, Page 275 led Bentley Current Date: 8/27/2019 3:21 PM Units system: English File name: P:\19-060 UHaul Tukwila WA\02_Calculations\B_Structural Analysis Programs\RAM Elements\SW20 - Optimized\SW20_FDTN.cwd1 Concrete Wall GENERAL INFORMATION: Design Results Global status : Warnings in design Design code ACI 318-14 Geometry: Total height . 76.00 [ft] Total length 36.00 [ft] Base support type Continuous Wall bottom restraint Fixed Column bottom restraint Fixed Rigidity elements Columns Materials: Material C 6-60 Steel tension strength (Fy) 60 (Kip/in2] Concrete compressive strength (fc) 6 [Kip/in2] Steel elasticity modulus (Es) 29000 [Kip/in2] Concrete modulus of elasticity (E) 4415.2 [Kip/in2] Concrete unit weight 0.149818 [Kip/ft3] Number of stories: 6 Story Story height Wall thickness [ft] [in] 1 11.00 30.00 2 15.00 18.00 3 12.50 18.00 4 12.50 12,00 5 12.50 12.00 6 12.50 12.00 Columns: Distance Width X Width Z [ft] [in] [in] Position Z 1.00 24.00 30.00 Centered 35.00 24.00 30.00 Centered Load conditions: ID Comb. Category Description DL No DL Dead Load EQ No EQ Seismic LL No LL Live Load sc1 Yes 0.6DL+0.7EQ sc2 Yes DL+0.525EQ+0.6LL sc3 Yes 1.13DL+0.7EQ sc4 Yes 0.7EQ sc5 Yes 0.7EQ GR1 Yes DL+LL GR2 Yes DL+LL Pagel Vol B, Page 276 Concentrated loads: Story Condition Direction Magnitude Eccentricity Distance [Kip] [in] [ft] 1 EQ Horizontal 207.00 0.00 0.00 2 EQ Horizontal 160.00 0.00 0.00 3 EQ Horizontal 85.00 0.00 0.00 4 EQ Horizontal 107.00 0.00 0.00 5 EQ Horizontal 152.00 0.00 0.00 6 EQ Horizontal 121.00 0.00 0.00 Distributed loads: Consider self weight DL Story Condition Direction Magnitude Eccentricity [Kip/ft] [ftl 1 DL Vertical 1.62 0.00 2 DL Vertical 1.62 0.00 3 DL Vertical 1.62 0.00 4 DL Vertical 1.62 0.00 5 DL Vertical 1.62 0.00 6 DL Vertical 1.62 0.00 1 LL Vertical 2.72 0.00 2 LL Vertical 2.72 0.00 3 LL Vertical 2.72 0.00 4 LL Vertical 2.72 0.00 5 LL Vertical 2.72 0.00 SHEAR WALL DESIGN: Status OK Page2 Geometry: Segment X Coordinate Y Coordinate Width Height 1 2 3 4 5 6 [ft] 0.00 0.00 0.00 0.00 0.00 0.00 [ft] [ft1 [ft] 0.00 36.00 11.00 11.00 26.00 38.50 51.00 63.50 Reinforcement: Reinforcement layers 2 36.00 36.00 36.00 36.00 36.00 15.00 12.50 12.50 12.50 12.50 Vertical reinforcement Horizontal reinforcement Segment Bars Spacing Ld Bars Spacing Ld [in] [in] [in] [in] 1 27-#6 16.00 23,24 9-#7 16.00 44.06 2 24-#6 18.00 23.24 10-#6 18.00 30.21 3 2445 18.00 19.36 1145 14.00 25.17 4 24-#5 18.00 19,36 9-#5 18.00 25.17 5 2445 18.00 19.36 9- #5 18.00 25.17 6 2445 18.00 19.36 945 18.00 25.17 Intermediate results for axial -bending Vol B, Page 277 Page3 Vol B, Page 278 • Segment Condition 1 sc4 (Bottom) 2 sc4 (Bottom) 3 sc4 (Bottom) 4 sc4(Bottom) 5 sc4 (Bottom) 6 sc4 (Max) Combined axial flexure Segment Condition 1 2 3 4 5 6 sc4 (Bottom) sc4 (Bottom) sc4 (Bottom) sc4 (Bottom) sc4 (Bottom) sc4 (Max) c d [in] [in] 12.06 345.60 17.32 345.60 12.45 345.60 18.39 345.60 18.46 345.60 18.39 345.60 Pu Mu (1)*Mn Mu/iirMn [Kip] [Kip*ft] [Kip*ft] 15.81 -17172.06 22775.52 0.75 iiral__1 5.36 -11715.32 19852.28 0.59 6.25 -7059.94 14183.07 0.50 10.24 -3920.99 14075.40 0.28 13.47 -1842.61 14129.72 0.13 10.04 -476.07 14071.96 0.03 pmustfi 11 Interaction diagrams, P vs. M: P vs. A{ (Segnm 1) 1DOCO 7 xise .2,4E «I Mafer0F: rip-rq Axial compression Segment Condition 1 2 3 4 5 6 GR1 (Bottom) GR1 (Bottom) GR1 (Bottom) GR1 (Bottom) GR1 (Bottom) sc3 (Bottom) Axial tension Segment Condition 1 scl (Top) 2 sc4 (Max) 3 sc4 (Max) 4 scl (Top) 5 sc1 (Top) 6 sc1 (Top) 2.46.r.5 Pu 4)*Pn Pu/4*Pn [Kip] [Kip] 1341.79 34306,91 0.04 1028.44 20565.94 0.05 753.55 20582.49 0.04 497.08 13708.51 0.04 0 293.20 13708.51 0.02 I 142.86 13708.51 0.01 r 0 P vs. If ( 1.10Craf t [form Pu (1)*Pn [Kip] [Kip] 0.00 8.38 4.17 0.00 0.00 0.00 1283.04 1140.48 803.52 803.52 803.52 803.52 Pu/4)*Pn 0.00 0.01 0.01 0.00 0.00 0.00 Page4 Vol B, Page 279 Shear Segment Condition Vu 4)*Vn Vu/cleVn [Kip] [Kip] 1 sc4 (Max) 577.261 3156.242 0.18 2 sc4 (Max) 443.020 1951.670 0.23 3 sc4 (Bottom) 340.116 1882.275 0.18 4 sc4 (Max) 270.318 1331.377 0.20 5 sc4 (Bottom) 202.430 1332.771 0.15 6 sc4 (Bottom) 101.370 1333.894 0.08 COLUMN DESIGN: Status (11 Warnings in design - Ash < Eq 21-4 or 21-5 (Column 1) Geometry: Column Et Distance Position Z Width X Width Z Height [ft] [in] [in] [ft] 1 1.00 Centered 24.00 30.00 76.00 2 35.00 Centered 24.00 30.00 76.00 Page5 Vol B, Page 280 z • Reinforcement: Longitudinal reinforcement Transverse reinforcement Column Bars As Ld Bars Spacing [in2] [in] [in] 1 1648 12.64 38.73 #4 4.00 2 1648 12.64 38.73 #4 4.00 3 1248 9.48 38.73 #4 4.00 4 1248 9.48 38.73 #4 4.00 5 12-#8 9.48 38.73 #4 4.00 6 1248 9.48 38.73 #4 4.00 7 1248 9.48 38.73 #4 4.00 8 1248 9.48 38.73 #4 4.00 9 1248 9.48 38.73 #4 4.00 10 12-#8 9.48 38.73 #4 4.00 11 1248 9.48 38.73 #4 4.00 12 1248 9.48 38.73 #4 4.00 -------- ----- ---------------- -------- ------------- -------- Combined biaxial flexure Column Condition Pu Mc 4Mn Mc/OWN [Kip] [Kirft] [Kirft] 1 sc4 183.91 32.74 428.60 0.08 2 sc3 -233.87 34.56 736.74 0.05 3 sc4 158.18 22.25 310.90 0.07 4 sc3 -221.48 24.36 610.03 0.04 5 sc4 107.02 23.21 352.92 0.07 6 sc3 -220.23 24.22 609.14 0.04 7 sc4 83.72 11.33 372.05 0.03 8 sc3 -220.23 24.22 609.14 0.04 b 9 sc4 48.80 20.71 400.74 0.05 10 sc3 -220.23 24.22 609.14 0.04 D 11 sc4 26.25 30.82 419.25 0.07 li 12 sc3 -220.23 24.22 609.14 0.04 Interaction diagrams, P vs. M: P vs. kl (column 1) 7 0 4 0120;7 MOITNOYt PCIPM1 Axial tension Column Condition 1 sc4 2 sc5 3 sc4 4 sc5 5 sc4 Pu (1)*Pn [Kip] [Kip] F vs. 11 (Column 11) Pu/(4)*Pn) 183.91 682.56 0.27 wim 1 0.00 682.56 0.00 i 1 158.18 511.92 0.31 NI= 0.00 511.92 0.00 I 1 158.18 511.92 0.31 1401 i Page6 Vol B, Page 281 1:1 1.• Notes: 6 sc5 0.00 511.92 0.00 7 sc4 158.18 511.92 0.31 8 sc5 0.00 511.92 0.00 9 sc4 158.18 511.92 0.31 10 sc5 0.00 511.92 0.00 11 sc4 158.18 511.92 0.31 12 sc5 0.00 511.92 0.00 i 1 = Eff11 Axial compression Column Condition Pu (IrPn Pu/()*Pn) [Kip] [Kip] 1 GR1 -84.77 -2270.29 0.04 2 sc3 -233.87 -2270.29 0.10 _I 3 GR1 -85.11 -2180.08 0.04 4 sc3 -221.48 -2180.08 0.10 5 GR1 -84.00 -2180.08 0.04 6 sc3 -220.23 -2180.08 0.10 7 GR1 -84.00 -2180.08 0.04 8 sc3 -220.23 -2180.08 0.10 9 GR1 -84.00 -2180.08 0.04 10 sc3 -220.23 -2180.08 0.10 11 GR1 -84.00 -2180.08 0.04 12 sc3 -220.23 -2180.08 0.10 H fl 1,1 Shear along X direction Column Condition Pos Vu Vc Vs 4*Vn Vu/(4*Vn) [Kip] [Kip] [Kip] [Kip] 1 sc4 At top 15.066 60.867 258.000 239.150 0.06 2 sc3 At bottom 14.787 116.151 258.000 280.613 0.05 3 sc4 At bottom 11.799 56.017 258.000 235.513 0.05 4 sc3 At bottom 1.633 115.292 258.000 279.969 0.01 5 sc4 At bottom 12.705 70.219 258.000 246.164 0.05 6 sc3 At top 1.633 115.205 258.000 279.904 0.01 7 sc4 At top 11.799 56.017 258.000 235.513 0.05 8 sc3 At top 1.633 115.205 258.000 279.904 0.01 9 sc4 At top 11.799 56.017 258.000 235.513 0.05 10 sc3 At top 1.633 115.205 258.000 279.904 0.01 11 sc4 At bottom 15.562 92.637 258.000 262.978 0.06 12 sc3 At top 1.633 115.205 258.000 279.904 0.01 a 0 11 Shear along Z direction Column Condition Pos Vu Vc Vs 4*Vn Vu/(4)*Vn) [Kip] [Kip] [Kip] [Kip] 1 sc1 At top 0.000 70.606 247.500 238.579 0.00 2 sc1 At top 0.000 114.078 247.500 271.183 0.00 3 scl At top 0.000 69.844 247.500 238.008 0.00 4 sc1 At top 0.000 115.049 247.500 271.912 0.00 5 sc1 At top 0.000 66.868 247.500 235.776 0.00 6 sc1 At top 0.000 115.775 247.500 272.457 0.00 7 sc1 At top 0.000 66.868 247.500 235.776 0.00 8 sc1 At top 0.000 115.775 247.500 272.457 0.00 9 scl At top 0.000 66.868 247.500 235.776 0.00 10 sc1 At top 0.000 115.775 247.500 272.457 0.00 11 sc1 At top 0.000 66.868 247.500 235.776 0.00 12 sc1 At top 0.000 115.775 247.500 272.457 0.00 Page7 Vol B, Page 282 * Pu = Axial load * Pn = Nominal axial load * Mu = Section moment * Mn = Maximum nominal moment * Vu = Design shear force * Vn = Nominal shear force * Id = Embedment length * As = Effective cross sectional area of reinforcement Ind Page8 Vol B, Page 283 Bentley' Current Date: 8/27/2019 4:13 PM Units system: English File name: P:\19-060 UHaul Tukwila WA‘02_Calculations\B_Structural Analysis Programs\RAM Elements\SW30 - Optimized\SW30_FDTN.cwdl Design Results Concrete Wall GENERAL INFORMATION: Global status : Warnings in design Design code ACI 318-14 Geometry: Total height 76.00 [ft] Total length 31.00 [ft] Base support type Continuous Wall bottom restraint Fixed Column bottom restraint Fixed Rigidity elements Columns Materials: Material C 6-60 Steel tension strength (Fy) 60 [Kip/in2] Concrete compressive strength (fc) 6 [Kip/in2] Steel elasticity modulus (Es) 29000 [Kip/in2] Concrete modulus of elasticity (E) 4415.2 [Kip/in2] Concrete unit weight : 0.149818 [Kip/ft3] Number of stories: 6 Story Story height Wall thickness [ft] [in] 1 11.00 30.00 2 15.00 18,00 3 12.50 18.00 4 12.50 12.00 5 12.50 12,00 6 12.50 12.00 Columns: Distance Width X Width Z [ft] [in] [in] Position Z 1.50 36.00 30.00 Centered 29.50 36.00 30.00 Centered 22.50 36,00 30.00 Centered Load conditions: ID Comb. Category Description DL No DL Dead Load EQ No EQ Seismic LL No LL Live Load sc1 Yes 0.6DL+0.7EQ sc2 Yes DL+0.525EQ+0.6LL sc3 Yes 1.13DL+0.7EQ sc4 Yes 0.7EQ sc5 Yes 0.7EQ GR1 Yes DL+LL GR2 Yes DL+LL Pagel Vol B, Page 284 Concentrated loads: Story Condition Direction Magnitude Eccentricity Distance [Kip] [in] [ft] 1 EQ Horizontal 5.00 0.00 0.00 2 EQ Horizontal 52.00 0.00 0.00 3 EQ Horizontal 145,00 0.00 0.00 4 EQ Horizontal 240.00 0.00 0.00 5 EQ Horizontal 300.00 0.00 0.00 6 EQ Horizontal 234.00 0.00 0.00 Distributed loads: Consider self weight DL Story Condition Direction Magnitude Eccentricity [Kip/ft] [ft] 1 DL Vertical 0.80 0.00 2 DL Vertical 0,80 0.00 3 DL Vertical 0.80 0.00 4 DL Vertical 0.80 0.00 5 DL Vertical 0.80 0.00 6 DL Vertical 0.80 0.00 1 LL Vertical 3.50 0.00 2 LL Vertical 3.50 0.00 3 LL Vertical 3.50 0.00 4 LL Vertical 3.50 0.00 5 LL Vertical 3.50 0.00 SHEAR WALL DESIGN: Status : OK nu Page2 W Geometry: Segment X Coordinate Y Coordinate Width Height [ft] [ft] [ft] [ft] 1 0.00 0.00 31.00 11.00 2 0.00 11.00 31.00 15.00 3 0.00 26.00 31.00 12.50 4 0.00 38.50 31.00 12.50 5 0.00 51.00 31.00 12.50 6 0.00 63.50 31.00 12.50 Reinforcement: Reinforcement layers 2 Vertical reinforcement Horizontal reinforcement Segment Bars Spacing Ld Bars Spacing Ld [in] [in] [in] [in] 1 27-#8 14.00 38.73 10-#7 14.00 44.06 2 27-#7 14.00 33.89 10-#6 18.00 30.21 3 21-#6 18.00 23.24 11-#5 14.00 25.17 4 24-#5 16.00 19.36 9-#5 18.00 25.17 5 24- #5 16.00 19.36 9-#5 18.00 25.17 6 21-#5 18.00 19.36 9-#5 18.00 25.17 Intermediate results for axial -bending Vol B, Page 285 Page3 Vol B, Page 286 Segment Condition [in] [in] 1 2 3 4 5 6 sc4 (Bottom) 19.39 297.60 sc4 (Bottom) sc4 (Bottom) sc4 (Bottom) sc4 (Bottom) sc4 (Max) Combined axial flexure Segment Condition 1 2 3 4 5 6 sc4 (Bottom) sc4 (Bottom) sc4 (Bottom) sc4 (Bottom) sc4 (Bottom) sc4 (Max) Interaction diagrams, P vs. M: ZS txoco 23.27 13,56 16.77 17.77 16.34 297.60 297.60 297.60 297.60 297.60 Pu Mu 4)*Mn Mu/4*Mn [Kip] [Kip*ft] [Kip*ft] -126.21 -25032.32 32255,94 0.78 -149.14 -17651.82 23549.62 0.75 -96.13 -11238.87 13498.15 0.83 -53.99 -5985.22 11145.29 0.54 -9.47 -2593.59 11790.37 0.22 21.72 -565.27 10793,00 0.05 P vs. M ( t 1) lice,art rr.ip•fq Axial compression Segment Condition UE 1 Pu 4)*Pn [Kip] [Kip] Pu/(1)*Pn ritg....al ri=.60.1 P vs. M (Segrmtt 3) Faccr0,41.,Wtt 1 GR1 (Bottom) 1099.59 29483.19 0.04 2 GR1 (Bottom) 794.16 17671.87 0,04 3 GR1 (Bottom) 560.79 17708.78 0.03 4 GR1 (Bottom) 347.48 11799.07 0.03 5 GR1 (Max) 190.84 11799.07 0.02 6 sc3 (Bottom) 112.00 11804.00 0.01 Axial tension Segment Condition 1 2 3 4 5 6 sc4 (Top) sc4 (Max) sc4 (Bottom) sc4 (Max) sc4 (Max) sc1 (Top) Pu (I)*Pn [Kip] [Kip] PuMrPn 133.02 2303.64 150.26 1749.60 96.13 997.92 58.48 803.52 20.34 803.52 0.00 703.08 a 0.06 0.09 0.10 0.07 0.03 0.00 I 11 Page4 Vol B, Page 287 • Shear Segment Condition Vu 4*Vn VukirVn [Kip] [Kip] 1 sc1 (Max) 679.235 1992.546 0.34 2 sc4 (Max) 675.220 1659.147 0.41 3 sc4 (Bottom) 642.674 1605.621 0.40 4 sc4 (Max) 543.516 1137.153 0.48 5 sc4 (Bottom) 396.935 1144.504 0.35 6 sc4 (Bottom) 197.282 1151.399 0.17 COLUMN DESIGN: Status Geometry: Column -t&A,""" • Warnings in design - Ash < Eq 21-4 or 21-5 (Column 1) - Longitudinal bars shall not be farther than 6 in. clear on each side, Section 25.7.2.3 (Column 4) Distance Position Z Width X Width Z Height [ft] [in] [in] [ft] 1 1.50 Centered 36.00 30.00 76.00 2 29.50 Centered 36.00 30.00 76.00 3 22.50 Centered 36.00 30.00 76.00 Page5 r Vol B, Page 288 Reinforcement: Longitudinal reinforcement Transverse reinforcement Column Bars As Id Bars Spacing [in2] [in] [in] 1 18411 28.08 54.61 #4 4.00 2 18411 28.08 54.61 #4 4.00 3 18-#11 28.08 54.61 #4 4.00 4 10410 12.70 49.19 #3 4.00 5 1048 7.90 38.73 #3 4.00 6 1048 7.90 38.73 #3 4.00 7 10-#10 12.70 49.19 #3 4.00 8 1048 7.90 38.73 #3 4.00 9 1048 7.90 38,73 #3 4.00 10 10410 12.70 49.19 #3 4.00 11 1048 7.90 38.73 #3 4.00 12 1048 7.90 38.73 #3 4.00 13 10410 12.70 49.19 #3 4.00 14 1048 7.90 38.73 #3 4.00 15 1048 7.90 38.73 #3 4.00 16 10410 12.70 49.19 #3 4.00 17 1048 7.90 38.73 #3 4.00 18 1048 7.90 38.73 #3 4.00 Combined biaxial flexure Column Condition Pu Mc 4Mn Mc/(4)*Mn) [Kip] [KipIt] [Kirft) 1 sc4 454.64 114.97 1392.81 0.08 rl 2 sc3 -506.22 121.19 2366.30 0.05 3 sc3 -231.53 88.08 2136.01 0.04 4 sc4 460.86 34.00 311.27 0.11 5 sc3 -499.97 62.50 997.74 0.06 P 1 6 sc4 -189.03 47.58 829.20 0.06 7 sc4 460.86 28.69 311.27 0.09 11 8 sc3 -498.09 62.26 995.88 0.06 9 sc3 -268.33 33.54 768.81 0.04 10 sc4 460.86 28.69 311.27 0.09 11 sc3 -498.09 62.26 995.88 0.06 12 sc4 -98.18 32.39 712,48 0.05 13 sc4 460.86 28.69 311.27 0.09 14 sc3 -498.09 62.26 995.88 0.06 w---= 15 sc3 -268.33 33.54 768.81 0.04 16 sc4 76.44 80.59 819.81 0.10 13J 17 sc3 -498.09 62.26 995.88 0.06 18 sc3 -268.33 33.54 768,81 0.04 1 Interaction diagrams, P vs. M: Page6 Vol B, Page 289 -2102 12 Axial tension Column Condition P vs, IA (Cokaral 16) 0 7C0 12CO Atcras (Y2 a,..21 P vs. M (Carnal 4) 2100 Pu 4)*Pn Pu/(4)*Pn) [Kip] [Kip] 1 sc4 454.64 1516.32 0.30 2 sc5 0.00 1516.32 0.00 3 sc5 0.00 1516.32 0.00 4 sc4 460.86 685.80 0.67 5 sc5 0.00 426.60 0.00 6 sc5 0.00 426.60 0.00 7 sc4 460.86 685.80 0.67 8 sc5 0.00 426.60 0.00 9 sc5 0.00 426.60 0.00 10 sc4 460.86 685.80 0.67 11 sc5 0.00 426.60 0.00 12 sc5 0.00 426.60 0.00 13 sc4 460.86 685.80 0.67 14 sc5 0.00 426.60 0.00 15 sc5 0.00 426.60 0.00 16 sc4 460.86 685.80 0.67 17 sc5 0.00 426.60 0.00 18 sc5 0.00 426.60 0.00 Axial compression Column Condition Mr_rwrt (2,22,q OMR= riftivion4 Pu Pu/(11)*Pn) [Kip] [Kip] 1 GR1 -116.71 -3665.79 0.03 2 sc3 -506.22 -3665.79 0.14 3 sc3 -236.79 -3665.79 0.06 10 4 GR1 -118.19 -3226.72 0.04 0 5 sc3 -499.97 -3089.69 0.16 iEll 6 sc3 -270.21 -3089.69 0.09 11 7 GR1 -116.52 -3226.72 0.04 D 8 sc3 -498.09 -3089.69 0.16 9 sc3 -268.33 -3089.69 0.09 II 10 GR1 -116.52 -3226.72 0.04 11 11 sc3 -498.09 -3089.69 0.16 144 12 sc3 -268.33 -3089.69 0.09 ii 13 GR1 -116.52 -3226.72 0.04 0 14 sc3 -498.09 -3089.69 0.16 Fi 15 sc3 -268.33 -3089.69 0.09 pi 16 GR1 -116.52 -3226.72 0.04 0 17 sc3 -498.09 -3089.69 0.16 Pit 18 sc3 -268.33 -3089,69 0,09 a 1E1 -------- ------ ---y. n -------- ------ ---------- Page7 Vol B, Page 290 Shear along X direction Column Condition Pos Vu Vc Vs 4)*Vn Vu/(4)*Vn) [Kip] [Kip] [Kip] [Kip] 1 sc4 At bottom 34.238 24.460 399.540 318.000 0.11 2 sc3 At bottom 37.300 191.006 399.540 442.910 0.08 3 sc3 At bottom 24.296 171.328 399.540 428.151 0.06 Id 4 sc4 At bottom 3.582 22.812 165.776 141.441 0.03 I 5 sc3 At bottom 3.635 192.448 166.444 269.168 0.01 6 sc4 At bottom 10.348 169.951 166.444 252.296 0.04 7 sc4 At top 3.582 22.812 165.776 141,441 0.03 I 8 sc3 At top 3.635 192.311 166.444 269.066 0.01 9 sc4 At top 10.348 169.951 166.444 252.296 0.04 10 sc4 At bottom 8.121 82.491 165.776 186.200 0.04 11 sc3 At bottom 3.896 175.417 166.444 256.396 0.02 12 sc4 At top 10.348 169.951 166.444 252.296 0.04 13 sc4 At bottom 21.405 112.944 165.776 209.040 0.10 14 sc3 At top 3.635 192.311 166.444 269.066 0.01 15 sc4 At top 10.348 169.951 166.444 252.296 0.04 16 sc4 At bottom 29.319 133.614 165.776 224.542 0.13 17 sc3 At top 3.635 192.311 166.444 269.066 0.01 i 18 sc4 At top 10.348 169.951 166.444 252.296 0.04 I 13 0 Shear along Z direction Column Condition Pos Vu Vc Vs 4)*Vn Vu/(4eVn) [Kip] [Kip] [Kip] [Kip] 1 sc1 At top 0.000 46.015 327.540 280.166 0,00 2 sc1 At top 0.000 181.655 327,540 381.896 0.00 3 sc1 At top 0.000 166.585 327.540 370.594 0.00 4 sc1 At top 0.000 36.467 136.076 129.407 0.00 5 sc1 At top 0.000 186.342 136.744 242.314 0.00 6 sc1 At top 0.000 170.580 136.744 230.493 0.00 7 sc1 At top 0.000 34.042 136.076 127.588 0.00 8 sc1 At top 0.000 186.999 136.744 242.807 0.00 9 sc1 At top 0.000 170.554 136.744 230.473 0.00 10 sc1 At top 0.000 34.042 136.076 127.588 0.00 11 sc1 At top 0.000 186.999 136.744 242.807 0.00 12 sc1 At top 0.000 170.554 136,744 230.473 0.00 13 sc1 At top 0.000 34.042 136,076 127.588 0,00 14 sc1 At top 0.000 186.999 136,744 242.807 0.00 15 sc1 At top 0.000 170.554 136.744 230.473 0.00 16 sc1 At top 0,000 34.042 136.076 127.588 0.00 17 sc1 At top 0.000 186.999 136.744 242.807 0.00 18 sc1 At top 0.000 170.554 136.744 230.473 0.00 Notes: * Pu = Axial load * Pn = Nominal axial load " Mu = Section moment Mn = Maximum nominal moment Vu = Design shear force * Vn = Nominal shear force * Id = Embedment length " As = Effective cross sectional area of reinforcement Page8 PANGOLIN STRUCTURAL Project Name UHaut Tukwila, WA Subject Foundations Sheet No. voi B, pag. 991 Project No. 19-060 Date 8/2019 Computed By CB Grade beam SVV20/21 DL = 1.35 k/ft (6 lvls) = 8.1 kif LL = 2.72 k/ft (5.2 lvls) = 14.14 kif can use 20% reduction - LL = 11.4 kif wall weight = 574 k / 36ft = 15.9 k/ft Moment E = 24,531 k-ft equiv for GB: 24,351 k-ft / 24 ft = 1022 k 0.5 x Pequiv x 18 ft = 1022k Pequiv = 114 kif Grade beam SW30-33 DL = 0.8 k/ft (6 lvls) = 4.8 kif LL = 4.4 k/ft (5.2 lvls) = 22.9 klf can use 20% reduction - LL = 18.34 kif wall weight = 412 k / 31ft= 13.3 k/ft Moment E = 35,760 k-ft equiv for GB: 35,760 k-ft / 20.67 ft = 1730 k 0.5 x Pequiv x 15.5 ft= 1730 k Pequiv = 223 klf PI 18 ft 12 ft t15.5 ft .1(-10.33 ft ••• Concrete Beam Lic. # KWO8O12239 DESCRIPTIO GB SW20 CODE REFERENCES Calculations per ACI 318-14, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2018 Material Properties 4.0 ksi fc 1/2 fr = fc 7.50 = 474.342 psi ty Density = 145.0 pcf X, LtWt Facto 1.0 Elastic ModuliF 3,122.0 ksi fy - Main Reba= E - Main Reba= 60.0 ksi 29,000.0 ksi Number of Resisting Legs Per Stirrup = (I) Phi Values Flexure: Shear: Project Title: Engineer: Project ID: Project Descr: 0.90 0.750 0.850 Fy - Stirrups 40.0 ksi E - Stirrups = 29,000.0 ksi Stirrup Bar Size # 4 2 Vol 6, Page 292 opyright ENERCALC, INC. 1983-2019, Build:10.19. 27 Licensee; Pan olin Structural LLC, KW-00012239 • • • • • • 0 • 0 it • • • E(114,0) E(f).114) L(1,1.4) Cross Section & Reinforcing Details Rectangular Section, Width = 72.0 in, Height = 55.0 in Span #1 Reinforcing.... 12-#10 at 3.50 in from Bottom, from 0.0 to 15.0 ft in this span 2-#10 at 5.0 in from Bottom, from 0.0 to 15.0 ft in this span 2-#8 at 25.0 in from Bottom, from 0.0 to 15.0 ft in this span Span #2 Reinforcing.... 15-#11 at 3.50 in from Bottom, from 0.0 to 15.0 ft in this span 15-#11 at 4.50 in from Bottom, from 0.0 to 15.0 ft in this span 2-#11 at 25.0 in from Bottom, from 0.0 to 15.0 ft in this span 72" lv‘v5.251-15" h 12-#10 at 3.0 in from Top, from 0.0 to 15.0 ft in this spa 2-#8 at 10,0 in from Bottom, from 0,0 to 15.0 ft in this si 12-#11 at 3.0 in from Top, from 0,0 to 15.0 ft in this spa 2-#11 at 12.0 in from Bottom, from 0.0 to 15,0 ft in this Beam self weight calculated and added to loads Load for Span Number 1 Varying Uniform Load : E= 114,0->0.0 k/ft, Extent = 0.0 --» 15.0 ft, Trib Width = 1.0 ft Uniform Load : D = 24.0, L = 11.40 k/ft, Tributary Width = 1.0 ft Load for Span Number 2 Varying Uniform Load : E= 0.0->114.0 k/ft, Extent = 0.0 --» 15.0 ft, Trib Width = 1.0 ft Uniform Load : D = 24.0, L = 11.40 k/ft, Tributary Width = 1.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.740 : 1 Section used for this span Typical Section Mu : Applied -2,695.77 k-ft Mn * Phi : Allowable 3,641.26 k-ft Location of maximum on span 14.939 ft Span # where maximum occurs Span # 1 Vertical Reactions Load Combination Overall MAXimum Overall MINimum Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Support notation : Far left is #1 Support 1 Support 2 Support 3 492.630 1,078.733 492.630 64.125 213.750 64.125 Ottit1 rt OK 0.010 in Ratio 0.000 in Ratio = 0.012in Ratio = 0,000 in Ratio = 18496 >--361 0 <360 15414>---18+ 0 <180 • Project Title: Engineer: Project ID: Project Descr: Vol B, Page 293 Concrete Beam Lic. # : KW-06012239 DESCRIPTIO GB SW20 Vertical Reactions Software copyright ENERCALC, INC. 1983-2019, Build:10.19.1.27 . Support notation : Far left is #1 Licensee : Pangolin Structural LLC, KW-06012239 Load Combination Support 1 Support 2 Support 3 D Only +D+L +D+0,750L +0+0.70E +D+0.750L+0.5250E +0.60D +0.60D+0.70E L Only E Only Detailed Shear Information 157.430 524.766 157.430 221.555 738.516 221.555 205.523 685.078 205.523 492.630 1,051.366 492.630 457.571 1,078.733 457.571 94.458 314.859 94.458 423.633 853.509 423.633 64.125 213.750 64.125 470.250 769.500 470.250 Span Distance 'd' Vu (k) Mu d*Vu/Mu Phi*Vc Comment Phi*Vs Phi*Vn Spacing (in) Load Combination Number (ft) (in) Actual Design (k-ft) (k) (k) (k) Req'Suggest +1.382D+0.50L+E 1 0.00 51.50 719.94 719.94 0.00 1.00 373.45 PhiVc < Vu 346.498 991.4 1.8 1.0 +1.382D+0.50L+E 1 0.37 51.50 662.27 662.27 253.84 1.00 373.45 PhiVc < Vu 288.826 991.4 2.1 1.0 +1.382D+0.50L+E 1 0.73 51.50 605.63 605.63 486.69 1.00 373.45 PhiVc < Vu 232.181 991.4 2.7 1.0 +1.382D+0.50L+E 1 1.10 51.50 550.01 550.01 698.92 1.00 373.45 PhiVc < Vu 176.561 991.4 3.5 1.0 +1.382D+0.50L+E 1 1.47 51.50 495.41 495.41 890.90 1.00 373.45 PhiVc < Vu 121.966 991.4 4.7 1.0 +1.382D+0.50L+E 1 1.84 51.50 441.84 441.84 ,063.02 1.00 373.45 PhiVc < Vu 68.397 991.4 4.7 1.0 +1.382D+0.50L+E 1 2.20 51.50 389.30 389.30 ,215.65 1.00 373.45 PhiVc < Vu 15.854 991.4 4.7 1.0 +1.382D+0.50L+E 1 2.57 51.50 337.78 337.78 ,349.16 1.00 373.45 PhiVc/2 < Vu <= /lin 11.5.6.: 527.9 4.4 4.0 +1.382D+0.50L+E 1 2.94 51.50 287.29 287.29 ,463.94 0.84 367.25 PhiVc/2 < Vu <= in 11.5.6.: 521.8 4.4 4.0 +1.382D+0.50L+E 1 3.31 51.50 237.82 237.82 ,560.36 0.65 359.87 PhiVc/2 < Vu <= in 11.5.6.: 514.4 4.4 4.0 +1.382D+0.50L+E 1 3.67 51.50 189.38 189.38 ,638.79 0.50 353.66 PhiVc/2 < Vu <= Ain 11.5.6.: 508.2 4.4 4.0 +1.382D+0.50L+E 1 4.04 51.50 141.97 141.97 ,699.62 0.36 348.26 Vu < PhiVc/2 A Reqd 9.E 348.3 0.0 0.0 +1.382D+0,50L+E 1 4.41 51.50 95.58 95.58 ,743.22 0.24 343.42 Vu < PhiVc/2 A Reqd 9.E 343.4 0.0 0.0 +1.382D+0.50L+E 1 4.78 51.50 50.21 50.21 ,769.97 0.12 338.96 Vu < PhiVc/2 A Reqd 9.E 339.0 0.0 0.0 +1.20D+1.60L 1 5.14 51.50 24.99 24.99 813.86 0.13 339.36 Vu < PhiVc/2 A Reqd 9.€ 339.4 0.0 0.0 +0.7176D+E 1 5.51 51.50 -40.23 40.23 ,390.04 0.12 339.06 Vu < PhiVc/2 A Reqd 9.E 339.1 0.0 0.0 +1.382D+0.50L+E 1 5.88 51.50 -79.73 79.73 ,752.85 0.20 341.85 Vu < PhiVc/2 A Reqd 91 341.8 0.0 0.0 +1.382D+0.50L+E 1 6.24 51.50 -120.99 120.99 ,715.96 0.30 346.06 Vu < PhiVc/2 A Reqd 9.€ 346.1 0.0 0.0 +1.382D+0.50L+E 1 6.61 51.50 -161.23 161.23 ,664.09 0.42 350.51 Vu < PhiVc/2 A Reqd 9.E 350.5 0.0 0.0 +1.382D+0.50L+E 1 6.98 51.50 -200.44 200.44 ,597.63 0.54 355.32 PhiVc/2 < Vu <= Ain 11.5.6.: 509.8 4.4 4.0 +1.382D+0.50L+E 1 7.35 51.50 -238.62 238.62 ,516.95 0.68 360.69 PhiVc/2 < Vu <= in 11.5.6.: 515.2 4.4 4.0 +1.382D+0.50L+E 1 7.71 51.50 -275.78 275.78 ,422.44 0.83 366.85 PhiVc/2 < Vu <= Ain 11.5.6.: 521.4 4.4 4.0 +1.382D+0,50L+E 1 8.08 51.50 -311.92 311.92 ,314.46 1.00 373.45 PhiVc/2 < Vu <= lin 11.5.6.: 527.9 4.4 4.0 +1.382D+0.50L+E 1 8.45 51.50 -347.03 347.03 ,193.40 1.00 373.45 PhiVc/2 < Vu <= in 11.5.6.: 527.9 4.4 4.0 +1.382D+0.50L+E 1 8.82 51.50 -381.11 381.11 ,059.63 1.00 373.45 PhiVc < Vu 7.663 991.4 4.7 1.0 +1.382D+0.50L+E 1 9.18 51.50 -414.17 414.17 913.53 1.00 373.45 PhiVc < Vu 40.721 991.4 4.7 1.0 +1.382D+0.50L+E 1 9.55 51.50 -446.20 446.20 755.47 1.00 373.45 PhiVc < Vu 72.753 991.4 4.7 1.0 +1.382D+0.50L+E 1 9.92 51.50 -477.20 477.20 585.84 1.00 373.45 PhiVc < WI 103.759 991.4 4.7 1.0 +1.382D+0.50L+E 1 10.29 51.50 -507.19 507.19 405.00 1.00 373.45 PhiVc < Vu 133.740 991.4 4.6 1.0 +1.382D+0.50L+E 1 10.65 51.50 -536.14 536.14 213.33 1.00 373.45 PhiVc < Vu 162.695 991.4 3.8 1.0 +1.382D+0.50L+E 1 11.02 51.50 -564.07 564.07 11.22 1.00 373.45 PhiVc < Vu 190.625 991.4 3.2 1.0 +1.382D+0.50L+E 1 11.39 52.00 -590.97 590.97 200.96 1.00 368.97 PhiVc < Vu 222.009 993.0 2.8 1.0 +1.382D+0.50L+E 1 11.76 52.00 -616.85 616.85 422.84 1.00 368.97 PhiVc < Vu 247.888 993.0 2.5 1.0 +1.382D+0.50L+E 1 12.12 52.00 -641.71 641.71 654.03 1.00 368.97 PhiVc < Vu 272.741 993.0 2.3 1.0 +1.382D+0.50L+E 1 12.49 52.00 -665.53 665.53 894.17 1.00 368.97 PhiVc < Vu 296.568 993.0 2.1 1.0 +1.382D+0.50L+E 1 12.86 52.00 -688.34 688.34 ,142.87 1.00 368.97 PhiVc < Vu 319.370 993.0 2.0 1.0 law +1.382D+0.50L+E 1 13.22 52.00 -710.11 710.11 ,399.76 1.00 368.97 PhiVc < Vu 341.146 993.0 1.8 1.0 +1.382D+0.50L+E 1 13.59 52.00 -730.86 730.86 ,664.46 1.00 368.97 PhiVc < Vu 361,897 993.0 1.7 1.0 +1.382D+0.50L+E 1 13.96 52.00 -750.59 750.59 ,936.59 1.00 368.97 PhiVc < Vu 381.622 993.0 1.6 1.0 +1.382D+0.50L+E 1 14.33 52.00 -769.29 769.29 ,215.78 1.00 368.97 PhiVc < Vu 400.322 993.0 1.6 1.0 +1.382D+0.50L+E 1 14.69 52.00 -786.96 786.96 ,501.66 1.00 368.97 PhiVc < Vu 417.995 993.0 1.5 1.0 +1.382D+0.50L+E 2 15.06 52.00 798.17 798.17 ,695.76 1.00 378.38 PhiVc < Vu 419.796 1,002.4 1.5 1.0 +1.382D+0.50L+E 2 15.43 52.00 781.18 781.18 ,405.65 1.00 378.38 PhiVc < Vu 402.806 1,002.4 1.5 1.0 Project Title: Engineer: Project ID: Project Descr: Vol B, Page 294 Concrete Beam Software copyright ENERCALC, INC.1983-20 , Build:10.19. .27 Lic. #; KW-06012239 Licensee : Pangolin Structural LLC, KW-06012239 DESCRIPTIO GB SW20 Detailed Shear Information Span Distance 'd' Vu (k) Mu d*Vu/Mu PhiVc Comment Phi*Vs Phinin Spacing (in) Load Combination Number (ft) (in) Actual Design (k-ft) (k) (k) (k) Req'Suggest +1.382D+0.50L+E 2 15.80 52.00 763.17 763.17 ,121.96 1.00 378.38 PhiVc < Vu 384.790 1,002.4 1.6 1.0 +1.382D+0.50L+E 2 16.16 52.00 744.13 744.13 ,845.08 1.00 378.38 PhiVc < Vu 365.748 1,002.4 1.7 1.0 +1.382D+0.50L+E 2 16.53 52.00 724.06 724.06 ,575.38 1.00 378.38 PhiVc < Vu 345.682 1,002.4 1.8 1.0 +1.382D+0.50L+E 2 16.90 52.00 702.97 702.97 ,313.24 1.00 378.38 PhiVc < Vu 324.589 1,002.4 1.9 1.0 +1.382D+0.50L+E 2 17.27 52.00 680.85 680.85 ,059.04 1,00 378.38 PhiVc < Vu 302.471 1,002.4 2.1 1.0 +1.382D+0.50L+E 2 17.63 52.00 657.70 657.70 813.15 1.00 378.38 PhiVc < Vu 279,327 1,002.4 2.2 1.0 +1.382D+0.50L+E 2 18.00 52.00 633.54 633.54 575.95 1.00 378.38 PhiVc < Vu 255,158 1,002.4 2.4 1.0 +1.3820+0.50L+E 2 18.37 52.00 608.34 608.34 347.82 1.00 378.38 PhiVc < Vu 229.963 1,002.4 2.7 1.0 +1.382D+0.50L+E 2 18.73 52.00 582.12 582.12 129.14 1.00 378.38 PhiVc < Vu 203.743 1,002.4 3.1 1.0 +1.382D+0.50L+E 2 19.10 51.50 554.87 554.87 79.73 1,00 433.63 PhiVc < Vu 121.241 1,051.6 4.7 1.0 +1.382D+0.50L+E 2 19.47 51.50 526.60 526.60 278.40 1.00 433.63 PhiVc < Vu 92.970 1,051.6 4.7 1.0 +1.382D+0.50L+E 2 19.84 51.50 497.31 497.31 466.50 1.00 433.63 PhiVc < Vu 63.673 1,051.6 4.7 1.0 +1.382D+0.50L+E 2 20.20 51.50 466.98 466.98 643.64 1,00 433.63 PhiVc < Vu 33.350 1,051.6 4.7 1.0 +1.382D+0.50L+E 2 20.57 51,50 435.64 435.64 809.46 1.00 433.63 PhiVc < Vu 2.002 1,051.6 4.7 1.0 +1.382D+0,50L+E 2 20.94 51,50 403.26 403.26 963.58 1.00 433.63 PhiVc/2 < Vu <= Ain 11.5.6,: 588.1 4.4 4.0 +1.3820+0.50L+E 2 21.31 51.50 369.86 369.86 ,105.61 1.00 433.63 PhiVc/2 < Vu <= lin 11.5.6.: 588.1 4.4 4.0 +1.382D+0.50L+E 2 21.67 51.50 335.44 335.44 ,235.19 1.00 433.63 PhiVc/2 < Vu <= Ain 11.5.6.: 588.1 4,4 4.0 +1.382D+0.50L+E 2 22.04 51.50 299.99 299.99 ,351.93 0.95 428.89 PhiVc/2 < Vu <= Ain 11.5.6.: 583.4 4.4 4.0 +1.382D+0.50L+E 2 22.41 51.50 263.51 263.51 ,455.46 0.78 411.46 PhiVc/2 < Vu <= Ain 11.5.6.: 566.0 4.4 4.0 +1.382D+0.50L+E 2 22.78 51.50 226.01 226.01 ,545.40 0,63 396.60 PhiVc/2 < Vu <= Ain 11.5.6.: 551.1 4.4 4.0 +1.382D+0.50L+E 2 23.14 51.50 187.48 187.48 ,621.38 0,50 383.54 Vu < PhiVc/2 A Reqd 9.E 383.5 0.0 0.0 +1.382D+0.50L+E 2 23.51 51.50 147,93 147.93 ,683.02 0.38 371.70 Vu < PhiVc/2 A Reqd 9.E 371.7 0.0 0.0 +1.3820+0.50L+E 2 23.88 51.50 107.35 107.35 ,729.94 0.27 360.67 Vu < PhiVc/2 A Reqd 9.E 360.7 0.0 0.0 +1,382D+0.50L+E 2 24.24 51.50 65.75 65.75 ,761,76 0.16 350.11 Vu < PhiVc/2 t Reqd 9.E 350.1 0.0 0.0 +0.71760+E 2 24.61 51.50 28.88 28.88 ,394.27 0.09 343.02 Vu < PhiVc/2 A Reqd 9.E 343.0 0.0 0.0 +1.20D+1.60L 2 24.98 51.50 -31.33 31.33 810.42 0.17 350,68 Vu < PhiVc/2 A Reqd 9.E 350.7 0.0 0.0 +1.382D+0.50L+E 2 25.35 51.50 -65.22 65.22 ,762.90 0.16 349.97 Vu < PhiVc/2 A Reqd 9.E 350.0 0.0 0.0 +1.382D+0.50L+E 2 25.71 51.50 -110.93 110.93 ,730.58 0.28 361.54 Vu < PhiVc/2 t Reqd 9.E 361.5 0.0 0.0 +1.382D+0.50L+E 2 26.08 51.50 -157.66 157.66 ,681.28 0.40 374.21 Vu < PhiVc/2 A Reqd 9.E 374.2 0.0 0.0 +1.382D+0.50L+E 2 26,45 51.50 -205.41 205.41 ,614.62 0.55 388.48 PhiVc/2 < Vu <= Ain 11.5.6.: 543.0 4.4 4.0 +1.382D+0.50L+E 2 26.82 51.50 -254.20 254.20 ,530.24 0,71 405.08 PhiVc/2 < Vu <= Ain 11.5.6.: 559.6 4.4 4.0 +1.382D+0.50L+E 2 27.18 51.50 -304.01 304.01 ,427.74 0.91 425.06 PhiVc/2 < Vu <= Ain 11.5.6.: 579.6 4.4 4,0 +1.382D+0.50L+E 2 27.55 51.50 -354.84 354.84 ,306.76 1.00 433.63 PhiVc/2 < Vu <= Ain 11.5.6.: 588.1 4,4 4.0 +1.3820+0.50L+E 2 27.92 51.50 -406.70 406,70 ,166.92 1.00 433.63 PhiVc/2 < Vu <=4in 11.5.6.: 588.1 4.4 4.0 +1.382D+0.50L+E 2 28.29 51.50 -459.59 459.59 ,007.83 1,00 433.63 PhiVc < Vu 25.952 742.6 4.7 2.0 +1.382D+0.50L+E 2 28.65 51.50 -513.50 513.50 829.14 1.00 433.63 PhiVc < Vu 79.863 742.6 4.7 2.0 +1.382D+0.50L+E 2 29.02 51.50 -568.43 568.43 630.45 1.00 433.63 PhiVc < Vu 134.799 742.6 4.6 2.0 +1.3820+0.50L+E 2 29.39 51.50 -624.39 624.39 411.39 1,00 433.63 PhiVc < Vu 190.761 742.6 3.2 2.0 +1.382D+0.50L+E 2 29.76 51.50 -681.38 681.38 171.58 1.00 433.63 PhiVc < Vu 247.749 742.6 2.5 2.0 Maximum Forces & Stresses for Load Combinations Load Combination Location (ft) Bending Stress Results ( k-ft ) Segment Span # along Beam Mu : Max Phi*Mnx Stress Ratio MAXimum BENDING Envelope Span # 1 1 15,000 -2,695.76 3,641.26 0.74 Span # 2 2 15.000 -2,744.72 4,612.93 0.60 +1.40D Span # 1 1 15.000 -1,079.59 3,641.26 0.30 Span # 2 2 15.000 -1,102.01 4,612.93 0.24 +1.20D+1.60L Span # 1 1 15.000 -1,427.93 3,641.26 0.39 Span # 2 2 15.000 -1,457.58 4,612.93 0.32 +1.20D+0.50L Span # 1 1 15.000 -1,082.42 3,641.26 0.30 Span # 2 2 15.000 -1,104.89 4,612.93 0,24 +1.20D Span # 1 1 15.000 -925.36 3,641.26 0.25 IOW 1.! Project Title: Engineer: Project ID: Project Descr: Vol B, Page 295 Concrete Beam Software copyright ENERCALC, INC. 1983-2019, Build:10.19.1.27 . Lic. #: KW-06012239 Licensee : Pangolin Structural LLC, KW-06012239 DESCRIPTIO GB SW20 Load Combination Segment Location (ft) Span # along Beam Bending Stress Results ( k-ft ) Mu : Max Phi*Mnx Stress Ratio Span # 2 +1.382D+0.50L+E Span # 1 Span # 2 +0.90D Span # 1 Span # 2 +0.7176D+E Span # 1 Span # 2 Overall Maximum Deflections 2 15.000 -944.58 4,612.93 0.20 1 15.000 -2,695.76 3,641.26 0.74 2 15.000 -2,744.72 4,612.93 0.60 1 15.000 -694.02 3,641.26 0.19 2 15.000 -708.43 4,612.93 0.15 1 15.000 -2,026.06 3,641.26 0.56 2 15.000 -2,061.11 4,612.93 0.45 Load Combination Span Max. "-" Defl (in) .ocation in Span (ft Load Combination Vlax. "+" Defl (in;ocation in Span (ft +D+0.70E 1 0.0117 6.214 0.0000 0.000 +D+0.70E 2 0.0117 8.786 0.0000 0.000 �W'I'k MW � � 1�1 � � � .� � Concrete Beam �, #: KW-06012239 CODE �REFERENCES Calculations per AC|31O-14.IBC 2O15.CBC2018.AOCE7'10 Load Combination Set : IBC 2O1O Material Properties yu = - 4� O� h= yc 7.50 = 474�342psi q/Density = 145�0pcf XLtWtFacto = 1'0 BusticMndu|u= 3.122,0xn| fy Maingeba= � Phi Values Flexure: Shear: 8, = Project Title: Project ID: Project Descr: 0.90 0.750 0.850 Fy Stirrups 40,0kni F: �*...�. - ,unon"�~/ 0O�� �� =""p. - �".""°"~� SUnupBar S�o# 4 Number of Resisting Legs Per Stirrup = 2 29.0OO�Okei - � Vol 6, Page 296 Software copyright swsmo^Lo INC.1983-2019,evild: 10.1e1z7 _ ,pamgowlin � '4� Cross Section & Reinforcing Details Rectangular Section, Width =/Z.0in, Heigh =55.0in Span #1Reinhxdng—. 15-41Oox3.5Oinfrom Bottom, from O.U0o15.0hinthis span 240 at 12.0 in from Bottom, from O.O\o 15.0ftin this span 240 at25.O in from Bottom, from O.OVo 15.0ft in this span Span #2Reinhoncing—. 15#11ok3.5Oinfrom Bottom, from O{)Vu15�0ftinthis span 15#11ak4,5Oinfrom Bottom, from 00Vo15.0ft inthis span 2411 m\25.0infrom Bottom, from O.Otn15.Uftinthis span � 15410ek3.0 in from Top. from 0.0 to 15.0# in this spa 248 atO.0infrom Bottom, from O.Oko 15.Oftinthis up; 12411 at3.Uinfrom Top, from 0.00o 15.0ft inthis spa 2411at12.Oinfrom Bottom, from 0.Oto15-Uft in this Beam self weight calculated and added boloads Load for Span Number 1 Varying Uniform Load : E= 2210'4.0k/ft. Extent =OO -- 15�Oft. TrihVVidth = 1.0ft Uniform Loud : D = 1010. L= 11.40 k/ft. Tributary Width = 1.0ft Load for Span Number 2 Varying Uniform Load : E=O.O''223,0Wft.Extent =O�0--- 15�Uft. ThbWidth =1�Uft Uniform Load : D = 18.10, L = 18,30 k/ft, Tributary Width 1 O ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0,871 : 1 Section used for this span Typical Section Mu Applied '3.827.40 k'h mn^Phi: Allowable 4.511,15 x-ft Location of maximum on span 14.939 ft Span # where maximum occurs Span # 1 Vertical Reactions _ Load Combination 0vera||MAXmmnOverall MINimum �� Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Support notation � Far left m#1 Support 1 Support Support 944.507�1,*55�986 944.507 0.035 in xoov~ 0.000in Ratio~ 0.035in Ratio~ 5125/=30 O<38& 5125^~181 O'10l Project Title: Engineer: Project ID: Project Descr: Vol B, Page 297 Concrete Beam Lic. # : KW-06012239 DESCRIPTIO GB SW30 Vertical Reactions Software opyright ENERCALC, INC, 198 -20 9, Build:10.19.1.27 . Support notation : Far left is #1 Licensee: Pangolin Structural LLC, K 60 2239 Load Combination Support 1 Support 2 Support 3 ITOnIy +D+L +D+0.750L +D+0.70E +D+0.750L+0.5250E +0.60D +0.60D+0.70E L Only E Only Detailed Shear Information 124.242 414.141 124.242 181.898 692.578 233.648 167.484 622.969 206.297 792.348 1,419.429 792.348 673.612 1,366.839 712.424 74.545 248.484 74.545 738.638 1,261,799 738.638 57.656 278.437 109.406 944.507 1,455,986 944.507 Span Distance 'd' Vu (k) Mu d*Vu/Mu PhiVc Comment Phi*Vs Phi*Vn Spacing (in) Load Combination Number (ft) (in) Actual Design (k-ft) (k) (k) (k) Req'Suggest +T.382D+0.50L+E 1 0.00 51.50 1,120.46 ,120.46 0.00 1.00 378.79 Vs>(4bdfcA.5) 741.67 378.8 0.8 0.0 +1.382D+0.50L+E 1 0.37 51.50 1,026.23 ,026.23 394.23 1,00 378.79 PhiVc < Vu 647.44 378.8 1,0 0.0 +1.382D+0.50L+E 1 0.73 51.50 934.01 934.01 754.21 1.00 378.79 PhiVc < Vu 555.22 378.8 1.1 0.0 +1.3820+0,50L+E 1 1.10 51.50 843.80 843.80 ,080.69 1.00 378.79 PhiVc < Vu 465.008 378.8 1.3 0.0 +1.382D+0.50L+E 1 1.47 51.50 755.59 755.59 ,374.39 1,00 378.79 PhiVc < Vu 376.801 378.8 1.6 0.0 +1.382D+0.50L+E 1 1.84 51.50 669.39 669.39 ,636.06 1.00 378.79 PhiVc < Vu 290.60 378.8 2.1 0.0 +1.382D+0.50L+E 1 2.20 51.50 585.19 585.19 ,866.43 1.00 378.79 PhiVc < Vu 206.405 378.8 3.0 0.0 +1.382D+0.50L+E 1 2.57 51.50 503.01 503.01 ,066.24 1.00 378.79 PhiVc < Vu 124.216 378.8 4.7 0.0 +1.382D+0.50L+E 1 2.94 51.50 422.82 422.82 ,236.23 0.81 370.38 PhiVc < Vu 52.444 370.4 4.7 0.0 +1.382D+0.50L+E 1 3.31 51.50 344.65 344.65 ,377.13 0.62 361.94 PhiVc/2 < Vu <= Ain 11.5.6.: 516.4 4.4 4.0 +1.382D+0.50L+E 1 3.67 51.50 268.48 268.48 ,489.69 0.46 354.83 PhiVc/2 < Vu <= Ain 11.5.6.: 509.3 4.4 4.0 +1.382D+0.50L+E 1 4.04 51.50 194.31 194.31 ,574.63 0.32 348.63 PhiVc/2 < Vu <= Ain 11.5.6.: 503.1 4.4 4.0 +1.382D+0.50L+E 1 4.41 51.50 122.15 122.15 ,632.69 0.20 343.07 Vu < PhiVc/2 A Reqd 9.E 343.1 0.0 0.0 +1.382D+0.50L+E 1 4.78 51.50 52,00 52.00 ,664.62 0.08 337.92 Vu < PhiVc/2 A Reqd 9.E 337.9 0.0 0.0 +0.7176D+E 1 5.14 51.50 -22.74 22.74 ,367.67 0.04 336.02 Vu < PhiVc/2 A Reqd 9.E 336.0 0.0 0.0 +1.382D+0.50L+E 1 5.51 51.50 -82.28 82.28 ,653.00 0.13 340.12 Vu < PhiVc/2 A Reqd 9.E 340.1 0,0 0.0 +1.382D+0.50L+E 1 5.88 51,50 -146.42 146.42 ,610.94 0.24 344.92 Vu < PhiVc/2 A Reqd 9.E 344.9 0,0 0.0 +1,382D+0.50L+E 1 6.24 51.50 -208.54 208.54 ,545.68 0.35 349.87 PhiVc/2 < Vu <= /lin 11.5.6.: 504.4 4.4 4.0 +1.382D+0.50L+E 1 6.61 51.50 -268.66 268.66 ,457.97 0.47 355.11 PhiVc/2 < Vu <= Mn 11.5.6.: 509.6 4.4 4,0 +1.3820+0.50L+E 1 6.98 51.50 -326.78 326.78 ,348.54 0.60 360.82 PhiVc/2 < Vu <= Ain 11.5.6.: 515.3 4.4 4.0 +1.382D+0.50L+E 1 7.35 51.50 -382.89 382.89 ,218.13 0.74 367.23 PhiVc < Vu 15.658 367.2 4,7 0.0 +1.382D+0.50L+E 1 7.71 51.50 -436.99 436.99 ,067.48 0.91 374.65 PhiVc < Vu 62.343 374.6 4.7 0.0 +1.382D+0.50L+E 1 8.08 51.50 -489.08 489.08 ,897.33 1.00 378.79 PhiVc < Vu 110.295 378.8 4.7 0.0 +1.382D+0.50L+E 1 8.45 51.50 -539.17 539.17 ,708.40 1.00 378.79 PhiVc < Vu 160.385 378.8 3.9 0.0 +1.382D+0.50L+E 1 8.82 51.50 -587.26 587.26 ,501.44 1.00 378.79 PhiVc < Vu 208.469 378.8 3.0 0.0 +1.382D+0.50L+E 1 9.18 51.50 -633.34 633.34 ,277.19 1,00 378.79 PhiVc < Vu 254.547 378.8 2.4 0.0 +1.382D+0.50L+E 1 9.55 51.50 -677.41 677.41 ,036.38 1.00 378.79 PhiVc < Vu 298.619 378.8 2.1 0.0 +1.382D+0.50L+E 1 9.92 51.50 -719.47 719.47 779.75 1,00 378.79 PhiVc < Vu 340.684 378.8 1.8 0.0 +1.382D+0.50L+E 1 10.29 51.50 -759.53 759.53 508.03 1,00 378.79 PhiVc < Vu 380.743 378.8 1.6 0.0 +1.382D+0.50L+E 1 10.65 51.50 -797,59 797.59 221.97 1.00 378.79 PhiVc < Vu 418.796 378,8 1.5 0.0 +1,382D+0.50L+E 1 11.02 52.00 -833.63 833.63 77.70 1.00 376.11 PhiVc < Vu 457.524 376.1 1.4 0.0 +1.382D+0.50L+E 1 11.39 52.00 -867.67 867.67 390.25 1,00 376.11 PhiVc < Vu 491.564 376.1 1.3 0.0 +1.382D+0.50L+E 1 11.76 52.00 -899,71 899.71 714.93 1.00 376.11 PhiVc < Vu 523.60 376.1 1.2 0.0 +1.382D+0.50L+E 1 12.12 52.00 -929.74 929.74 ,051.01 1.00 376.11 PhiVc < Vu 553.63 376.1 1.1 0.0 +1.382D+0.50L+E 1 12.49 52.00 -957,76 957.76 ,397.76 1.00 376.11 PhiVc < Vu 581.65 376.1 1.1 0.0 +1,382D+0.50L+E 1 12.86 52.00 -983.77 983.77 ,754.43 1.00 376.11 PhiVc < Vu 607.67 376.1 1,0 0.0 +1.3820+0.50L+E 1 13.22 52.00 -1,007.78 ,007.78 ,120.28 1.00 376.11 PhiVc < Vu 631.68 376.1 1.0 0.0 +1.382D+0.50L+E 1 13.59 52.00 -1,029.79 ,029.79 ,494.59 1,00 376.11 PhiVc < Vu 653.68 376.1 1,0 0.0 Olt +1.382D+0.50L+E 1 13,96 52.00 .1,049.79 ,049.79 ,876.62 1.00 376.11 PhiVc < Vu 673.68 376.1 0,9 0.0 +1.3820+0.50L+E 1 14.33 52.00 -1,067.78 ,067.78 ,265.62 1.00 376.11 PhiVc < Vu 691.67 376.1 0.9 0.0 +1.382D+0.50L+E 1 14.69 52.00 -1,083.76 ,083.76 ,660.86 1.00 376.11 PhiVc < Vu 707.65 376.1 0.9 0.0 +1.382D+0.50L+E 2 15.06 52.00 1,118.97 ,118.97 ,925.88 1.00 378.38 Vs>(4bdfcA.5) 740.59 378.4 0.8 0.0 1111 +1.382D+0.50L+E 2 15.43 52.00 1,103.05 ,103.05 ,517.69 1.00 378.38 Vs>(4bdfcA.5) 724.68 378.4 0.9 0.0 r Project Title: Engineer: Project ID: Project Descr: Vol B, Page 298 Concrete Beam Lic. #: KW-06012239 DESCRIPTIO GB SW30 Software copyright ENERCAL C, INC. 1983-20 9, Build:10.19.1.27 Licensee : 'Pangolin Structural LLC, KW-06012239 Detailed Shear Information Span Distance 'dVu (k) Mu d*Vu/Mu Phi*Vc Comment Phi*Vs Phi*Vn Spacing (in) Load Combination Number (ft) (in) Actual Design (k-ft) (k) (k) (k) Req'Zuggest +1.382D+0.50L+E 2 15.80 52.00 1,085.13 ,085.13 ,115.72 1.00 378.38 PhiVc < Vu 706.75 378.4 0.9 0.0 +1.382D+0.50L+E 2 16.16 52.00 1,065.20 ,065.20 ,720.70 1.00 378.38 PhiVc < Vu 686.83 378.4 0.9 0.0 +1.382D+0.50L+E 2 16.53 52.00 1,043.27 ,043.27 ,333.37 1.00 378.38 PhiVc < Vu 664.89 378.4 0.9 0.0 +1.382D+0.50L+E 2 16.90 52.00 1,019.33 ,019.33 ,954.46 1.00 378.38 PhiVc < Vu 640.95 378.4 1.0 0.0 +1.3820+0.50L+E 2 17.27 52.00 993.39 993.39 ,584.72 1.00 378.38 PhiVc < Vu 615.01 378.4 1.0 0.0 +1.382D+0.50L+E 2 17.63 52.00 965.43 965.43 ,224.87 1.00 378.38 PhiVc < Vu 587.06 378.4 1.1 0.0 +1 .382D+0.50L+E 2 18.00 52.00 935,47 935.47 875.66 1,00 378.38 PhiVc < Vu 557.10 378.4 1.1 0.0 +1.382D+0.50L+E 2 18.37 52.00 903.51 903.51 537.83 1.00 378.38 PhiVc < Vu 525.13 378.4 1.2 0.0 +1.382D+0.50L+E 2 18.73 52.00 869.54 869.54 212.11 1.00 378.38 PhiVc < Vu 491.162 378.4 1.3 0.0 +1.382D+0.50L+E 2 19.10 51.50 833.56 833.56 100.77 1.00 433.63 PhiVc < Vu 399.930 433.6 1.5 0.0 +1.3820+0.50L+E 2 19.47 51.50 795.58 795.58 400.06 1.00 433.63 PhiVc < Vu 361.947 433.6 1.7 0.0 +1.3820+0.50L+E 2 19.84 51.50 755.59 755.59 685.03 1.00 433.63 PhiVc < Vu 321.957 433.6 1.9 0.0 +1.3820+0.50L+E 2 20.20 51.50 713.60 713.60 954.94 1,00 433.63 PhiVc < Vu 279.962 433.6 2.2 0.0 +1.3820+0.50L+E 2 20.57 51.50 669.59 669.59 ,209.06 1.00 433.63 PhiVc < Vu 235.961 433.6 2.6 0.0 +1.3820+0.50L+E 2 20.94 51.50 623.59 623.59 ,446.64 1.00 433.63 PhiVc < Vu 189.953 433.6 3.3 0.0 +1.3820+0.50L+E 2 21,31 51.50 575.57 575.57 ,666.96 1.00 433.63 PhiVc < Vu 141.939 433.6 4.4 0.0 +1.3820+0.50L+E 2 21.67 51.50 525.55 525.55 ,869.27 1.00 433.63 PhiVc < Vu 91.919 433.6 4,7 0.0 +1.382D+0.50L+E 2 22.04 51.50 473.53 473.53 ,052.83 0.99 432.63 PhiVc < Vu 40.892 432.6 4.7 0.0 +1.382D+0.50L+E 2 22.41 51.50 419.49 419.49 ,216.92 0.81 414.95 PhiVc < Vu 4.549 414.9 4.7 0.0 +1.382D+0.50L+E 2 22.78 51.50 363.46 363.46 ,360.79 0.66 399.89 PhiVc/2 < Vu <= Ain 11.5.6.: 554.4 4.4 4.0 +1.382D+0.50L+E 2 23.14 51.50 305.41 305.41 ,483.70 0.53 386.67 PhiVc/2 < Vu <= Ain 11.5.6.: 541.2 4.4 4.0 +1.382D+0.50L+E 2 23.51 51.50 245.36 245.36 ,584.93 0.41 374.70 PhiVc/2 < Vu <= Ain 11.5.6.: 529.2 4.4 4,0 +1.3820+0.50L+E 2 23.88 51.50 183.30 183.30 ,663.72 0.30 363.55 PhiVc/2 < Vu <= Ain 11.5.6.: 518.1 4.4 4,0 +0.7176D+E 2 24.24 51.50 119.37 119.37 ,323.88 0,22 356.11 Vu < PhiVc/2 A Reqd 9.E 356.1 0.0 0.0 +0.7176D+E 2 24,61 51.50 62.06 62.06 ,357.27 0.11 345.42 Vu < PhiVc/2 A Reqd 9.E 345.4 0.0 0.0 +1.20D+1.60L 2 24.98 51.50 -44.08 44.08 924.30 0.20 354.54 Vu < PhiVc/2 A Reqd 9.E 354.5 0.0 0.0 +1.382D+0.50L+E 2 25.35 51.50 -84.99 84.99 ,739.89 0.13 347.42 Vu < PhiVc/2 A Reqd 9.E 347.4 0.0 0.0 +1.382D+0.50L+E 2 25.71 51.50 -157.07 157.07 ,695.49 0.25 359.05 Vu < PhiVc/2 A Reqd 9.E 359.1 0.0 0.0 +1.382D+0.50L+E 2 26.08 51.50 -231.17 231.17 ,624.24 0.38 371.78 PhiVc/2 < Vu <= Ain 11.5.6.: 526.3 4.4 4.0 +1.382D+0.50L+E 2 26.45 51.50 -307.27 307.27 ,525.40 0.52 386.11 PhiVc/2 < Vu <= Ain 11.5.6.: 540.6 4.4 4.0 +1.382D+0.50L+E 2 26.82 51.50 -385.37 385.37 ,398.25 0.69 402.77 PhiVc/2 < Vu <= Ain 11.5.6.: 557.3 4.4 4.0 +1.382D+0.50L+E 2 27.18 51.50 -465.49 465.49 ,242.03 0.89 422.80 PhiVc < Vu 42.690 422,8 4.7 0.0 +1.3820+0.50L+E 2 27,55 51.50 -547,60 547.60 ,056.01 1.00 433,63 PhiVc < Vu 113.972 433.6 4.7 0.0 +1.382D+0.50L+E 2 27.92 51.50 -631.73 631.73 ,839.46 1.00 433.63 PhiVc < Vu 198.096 433.6 3.1 0.0 +1.3820+0.50L+E 2 28.29 51.50 -717.86 717.86 ,591.64 1,00 433.63 PhiVc < Vu 284.227 433.6 2.2 0.0 +1.382D+0.50L+E 2 28.65 51.50 -806.00 806.00 ,311.81 1.00 433.63 PhiVc < Vu 372.364 433.6 1.7 0.0 +1.382D+0.50L+E 2 29.02 51.50 -896.14 896.14 999.23 1.00 433.63 PhiVc < Vu 462.508 433.6 1.3 0.0 +1.3820+0.50L+E 2 29.39 51.50 -988.29 988.29 653.17 1,00 433.63 PhiVc < Vu 554.66 433.6 1.1 0.0 +1,382D+0.50L+E 2 29.76 51.50 -1,082.45 ,082.45 272.89 1.00 433.63 PhiVc < Vu 648.81 433.6 1.0 0.0 Maximum Forces & Stresses for Load Combinations Load Combination Location (ft) Bending Stress Results ( k-ft ) Segment Span # along Beam Mu : Max Phi*Mnx Stress Ratio MAXimum BENDING Envelope Span # 1 1 15.000 -3,927.46 4,511.15 0.87 Span # 2 2 15.000 -3,994.46 4,612.93 0.87 ill +1.40D Span # 1 1 15.000 -852.00 4,511.15 0.19 Span # 2 2 15.000 -869.70 4,612.93 0.19 +1.20D+1.60L Span # 1 1 15.000 -1,387.47 4,511.15 0.31 Span # 2 2 15.000 -1,413.70 4,612.93 0.31 +1.20D+0,50L Span # 1 1 15.000 -935.66 4,511.15 0.21 Span # 2 2 15.000 -954.28 4,612.93 0.21 +1.20D • Span # 1 1 15.000 -730.29 4,511.15 0.16 Project Title: Engineer: Project ID: Project Descr: Vol B, Page 299 Concrete Beam oftware copyright ENERCALC, INC. 1983-2019, Build:10.19. .27 Lic. #: KW-06012239 Licensee Pangolin Structural LLC, KW-06012239 DESCRIPTIO GB SW30 Load Combination Segment Span # 2 +1,382D+0.50L+E Span # 1 Span # 2 +0.90D Span # 1 Span # 2 +0.7176D+E Span # 1 Span # 2 Overall Maximum Deflections Location (ft) Bending Stress Results ( k-ft) Span # along Beam Mu : Max Phi*Mnx Stress Ratio 2 15.000 -745.45 4,612.93 0.16 1 15.000 -3,927.46 4,511.15 0.87 2 15.000 -3,994.46 4,612.93 0.87 1 15.000 -547.72 4,511.15 0.12 2 15.000 -559.09 4,612.93 0.12 1 15.000 -3,317.51 4,511.15 0.74 2 15.000 -3,372.66 4,612.93 0.73 Load Combination Span Max. "-" Defl (in) .ocation in Span (ft Load Combination Max. "+" Deft (in.ocation in Span (ft E Only 1 0.0351 5.786 0.0000 0.000 E Only 2 0.0263 8.786 0.0000 0.000 I 1 I I I- 1 11 II II 1 I I N 1-1 11 Fi SEISMIC Foundation load Summary Design Code: ACI Date: 08/07/19 12:52:13 forces in Gravity Members from RAM Concrete. Gravity Column Loads Pile Cap Size cap weight (k) 1 3,04 2 7,08 3 11.03 4 15.25 5 26,31 9 85,4 15 152.2 Col level Dead live Roof Service level Load Tributary slab weight Pier Cap Weight Tl 0 piles existing pile capacity OK? overstress add'I piles req'd Additional 6' piles required kip kip kip 0+1 SW Approx (k) Approx (k) (k) 17 1st 339.18 271.98 10.6 6 1 495 2 26.3 1134 5 1450 YES . 18 1st 82.94 27.04 1,15 110 800 2 26.3 938 5 1450 YES • 20 1st 234 173.05 6.45 407 495 2 26.3 930 5 1450 YES - 21 1st 76.89 20,94 1,03 98 800 2 26.3 926 5 1450 YES • 22 1st 348.91 283,02 10.35 632 495 2 26.3 1155 5 1450 YES - 53 lst 301.81 240.23 8.34 542 495 2 15,3 1054 4 1160 YES • 54 1st 1 3,75 92,33 4.36 2 6 800 2 152,2 1210 15 4350 YES • 55 1st 263.1 214.89 9.16 478 2 152.2 632 15 4350 YES • 61 1st 154,16 85,7 4,47 240 800 2 152,2 1194 15 4350 YES • 67 1st 269.07 221,08 9,3 490 2 152,2 644 15 4350 YES • 68 1st 270.48 222,65 9,3 493 2 152.2 647 15 4350 YES • 70 1st 257.97 211.15 8.98 469 2 152,2 623 15 4350 YES • Middle pile SW20 0 2 1100 0 NO 10,6 Middle pile SW30 0 2 1420 0 NO 13.7 Col A 581.4 326 907 800 2 496,4 2206 9 2610 YES Col B 627 331 958 800 2 563,2 2323 15 4350 YES * note pile capacity increased by 1/3 to because of seismic loads 0 0 co (.4 0 Vol B, Page 301 DIAPHRAGM CAPCITV CHECK rho 0.001 t14 at 22" o.c. in slab each way - worst case, much more slab reinforcing than that phi 0,6 Vn Acv [(2 x sort fc) + (rho x fy)] Vn max 8 x Acv x sort fc Diaphragm size CONTROLS CONTROLS From RAM Story Shear Report f'c Level Width Length slab thickness phiVn x max phi Vnx phi Vn y max phi Vny Vux Vuy x-direction check y-direction check in kips kips kips kips kips kips 4000 Roof 118.75 268.75 8.5 1355 3677 3067 8322 1064 1460 OK OK 4000 5th 124.75 274.5 8.5 1424 3863 3133 8500 1217 1483 OK OK 6000 4th 130.5 280.5 8.5 1489 4949 3201 10638 1043 1224 OK OK 6000 3rd 136.75 286.5 8.5 1561 5186 3270 10865 889 1072 OK OK 6000 2nd 292.5 142.75 8.5 3338 11093 1629 5414 753 857 OK OK 6000 1st 298.5 148.5 8.5 3407 11320 1695 5632 490 418 OK OK Building Story Shears RAM Structural System RAM Frame 16.01.00.20 Weenttey DataBase: 19-060_Existing Bldg_IBC _MOD6.4_DYN_FDNs Vol B, Page 302 08/29/19 10:06:39 CRITERIA: Rigid End Zones: Ignore Effects Member Force Output: At Centerline of Joint P-Delta: Yes Scale Factor: 1.00 Ground Level: FDN Mesh Criteria : Max. Distance Between Nodes on Mesh Line (ft) : 4.00 Merge Node Tolerance (in) : 0.0100 Geometry Tolerance (in) : 0.0050 Walls Out -of -plane Stiffness Not Included in Analysis. Sign considered for Dynamic Load Case Results. Rigid Links Included at Fixed Beam -to -Wall Locations Eigenvalue Analysis : Eigen Vectors (Subspace Iteration) Load Case: Dynl Modal Response Dyn_ASCE710_CQC_X_+E Level Diaph. # Shear-X Shear-Y kips kips PentRoof 1 12.82 -0.06 PentRoof None 0.00 2.31 Roof 1 975.81 -110.98 Roof None 101.26 0.00 5th 1 2286.41 -136.03 4th 1 3271.06 89.02 3rd 1 4065.37 160.35 2nd 1 4696.04 228.20 1st 1 4990.75 214.17 FDN None 4990.75 214.17 Summary - Total Story Shears Level Shear-X Change-X Shear-Y Change-Y kips kips kips kips PentRoof 12.82 12.82 2.34 2.34 Roof 1076.87 -1064.06 -110.98 108.73 5th 2286.41 -1217.08 -136.03 -44.23 4th 3271.06 -1043.44 89.02 126.01 3rd 4065.37 -889.33 160.35 -132.61 2nd 4696.04 -752.95 228.20-116.59 1st 4990.75 -490.29 214.17 -144.15 FDN 4990.75 0.00 214.1, 7 0.00 Load Case: Dyn2 Modal Response Dyn_ASCE710_CQC_X_-E Level Diaph. # Shear-X Shear-Y kips kips PentRoof 1 11.82 -0.07 PentRoof None 0.00 2.76 Building Story Shears RAMStructuralSyiiem RAM Frame 16.01.00.20 48entley• DataBase: 19-060_Existing Bldg_IBC_MOD6.4_DYN_FDNs Vol B, Page 303 Page 2/3 08/29/19 10:06:39 Roof Roof 5th 4th 3rd 2nd 1st FDN Summary - Total Story Shears Level PentRoof Roof 5th 4th 3rd 2nd 1st FDN Load Case: Dyn3 Level PentRoof PentRoof Roof Roof 5th 4th 3rd 2nd 1st FDN 1 None 1 1 1 1 1 None 896.31 91.31 2118.79 3081.85 3879.62 4531.86 4848.08 4848.08 Shear-X kips 11.82 986.62 2118.79 3081.85 3879.62 4531.86 4848.08 4848.08 139.41 0.00 193.20 200.45 271.78 354.51 374.65 374.65 Change-X kips 11.82 -974.82 -1145.11 -998.40 -852.56 -729.12 -533.58 -0.00 Modal Response Dyn_ASCE710_CQC_Y_+E Diaph. # Shear-X Shear-Y kips kips Summary - Total Story Shears Level PentRoof Roof 5th 4th 3rd 2nd 1st FDN 1 None 1 None 1 1 1 1 1 None 3.54 0.00 55.13 17.52 -100.19 185.79 - 240.50 264.02 - 315.90 -315.90 Shear-X kips 3.54 68.05 -100.19 185.79 -240.50 264.02 - 315.90 -315.90 0.70 23.16 1480.74 0.05 2932.57 4000.77 4790.68 5336.70 5474.41 5474.41 Change-X kips 3.54 -65.56 70.42 119.22 87.30 -238.54 -148.16 -0.00 Shear-Y kips 2.79 139.41 193.20 200.45 271.78 354.51 374.65 374.65 Change-Y kips 2.79 -136.83 -78.29 -136.51 - 148.81 - 138.95 - 148.20 -0.00 Sheair-Y Change-Y kips kips 23.75 23.75 1480.79 -1459.99 2932.57 -1482.72 4000.77 -1224.37 4790.68 -1072.42 5336.70 -856.62 5474.41 -417.92 5474.41 -0.00 Building Story Shears Vol B, Page 304 FP! L RAM Structural system RAM Frame 16.01.00.20 Page 3/3 FAIBenttey DataBase: 19-060_Existing Bldg_ IBC_MOD6.4_DYN_FDNs 08/29/19 10:06:39 11110 Load Case: Dyn4 Modal Response Dyn_ASCE710_CQC_Y_-E Level Diaph. # Shear-X Shear-Y PentRoof PentRoof Roof Roof 5th 4th 3rd 2nd 1st FDN kips kips 1 -4.65 0.62 None 0.00 16.48 1-274.81 1307.22 None -45.23 0.04 1-568.08 2615.36 1 589.88 3577.75 1 660.75 4260.62 1 837.52 4712.03 1 899.73 4842.95 None 899.73 4842.95 Summary - Total Story Shears Level Shear-X Change-X Shear-Y Change-Y kips kips kips kips PentRoof -4.65 -4.65 17.04 17.04 Roof -311.29 306.73 1307.26 -1290.55 5th -568.08 274.33 2615.36 -1328.25 4th 589.88 -273.56 357'7.75 -1056.71 3rd 660.75 -373.65 4260.62 -886.10 2nd 837.52 -387.26 4712.03 -715.90 1st 899.73 -303.07 4842.95 -390.21 FDN 899.73 -0.00 4842.95 -0.00 BASE SHEAR (Dynamic Load Cases) LdC Shear-X Shear-Y Dynl -4990.75 -214.17 Dyn2 -4848.08 -374.65 Dyn3 315.90 -5474.41 Dyn4 -899.73 -4842.95 0 PANGOLIN STRUCTURAL Project Name UHaul Tukwila Subject Shear Wall Connection Capacity Sheet No. Vol B, PagP 305 Project No. 19-060 Date 8/2019 Computed By PLC Simpson Titen HD 3/4" dip - 6.17K (ASD) Epoxy Simpson SET XP 8/4" dia= 6.914 (ASD) Per detail connection (twO sides =2 3/4' anchors at 1 C)_=-2!6 17K= 12-3K(ASD) 2" worst case LW Load= 308K*.7= 212.1K L=241-0" pe* connection= 8.9K < 12.3K OK Existing Sh ar Wall conn ction= #5 at 13" OC (asswne constructior4 was not placbd monolithic Ily) Check She r Friction Vn= 2bars*.31*60*.6*.6/ (13/12)= 12.3 kLF (ASD) OK NEW CONCRETE WLL ORIL1. HOLES THROUGH SLAB *MOUT DAHAGiND EXISTING REINFORCING/TENDONS. FILL 1010 WITH NON -SHRINK FIGH STRENGTH GROUT -1/2- 211 CMCRETE WALL AT CONCRETE SLAB vERHCAL REINFORCING THROWN ExrSTINO CONCRETE $LA$ INTO LOWER WALL TO MATCH UPPER W. REINFoRotiG. PROM( TENSION LAP SPLICE LENGTH ToP AND. EioTTou NOTE: Sean SLAB PRIOR TO DRILLING TO VERFY LOCATION OF TENCONS. E evex5/16° EACH S1D OF WILL WITh 3/4- CAA EXPANSION OR FPDXY ANCHORS AT Su0 AND WML DO NOT DALAAGE TENcoN$ vniEN ORILLsK, TNT. SPACING v 12° 0.C, NO SG City of Tukwila Department of Community Development 3/5/2020 BRIAN GERKE 2925 S 112TH ST TUKWILA, WA 98168 RE: Permit No. D19-0029 U-HAUL OF DUWAMISH 2925 S 112 ST BLDG 11-14 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 4/13/2020. 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 fmal 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 Rs 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 4/13/2020, 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: D19-0029 6300 Southcenter Boulevard Suite #100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 Reid iddleton CIVIL ENGINEERING STRUCTURAL ENGINEERING SURVEYING PLANNING October 7, 2019 File No. 262019.005/00304 Mr. Jerry Hight, Building Official City of Tukwila, Department of Community Development 6300 Southcenter Boulevard, Suite 100 Tukwila, WA 98188 Subject: Building Permit Plan Review — Final Submittal U-Haul of Duwamish (D19-0029) Dear Mr. Hight: We reviewed the proposed project for compliance with the structural provisions of the 2015 International Building Code (IBC) and the 2015 International Existing Building Code (IEBC) as amended and adopted by the state of Washington and the City of Tukwila. The permit applicant has responded successfully to our comments. Drawing Revisions Individual revised structural sheets were submitted in response to our plan review for insertion into the drawing sets. These sheets have been replaced in the enclosed drawing sets. Other sets of drawings should be reconciled in preparation for permit issuance. The revised sheets are: S2.1 through S2.5, S3.1, S4.1, and S5.1 (dated November 24, 2019). Special Inspections, Submittals, and Tests Special inspections and tests should be performed by qualified special inspectors. Requirements for structural special inspections and structural tests have been provided on Sheet S1.1. Reports, certificates, and other documents related to structural special inspections and tests should be submitted to the City of Tukwila. Geotechnical special inspections: Special inspections and test by the geotechnical engineer should be provided as recommended in the geotechnical report by Earth Solutions NW, LLC, dated August 23, 2019. Structural deferred submittals: Portions of the structural design have been deferred by the structural engineer for submittal to the City of Tukwila until after issuance of the initial building permit. The applicant has been informed that the City of Tukwila may require the issuance of additional permits. Structural deferred submittals have been provided on Sheet S1.0. RECEIVED CITY OF TUKWILA OCT 08 2019 ALASKA I CALIFORNIA I WASHINGTON 728 134th Street SW, Suite 200, Everett, WA 98204 425 741-3800 www.reidmiddleton.com PERMIT CENTER Mr. Jerry Hight, Building Official City of Tukwila, Department of Community Development October 7, 2019 File No. 262019.005/00304 Page 2 Structural Observation: Structural observation during construction is required for this project per IBC Section 1704.6. Corrections and comments made during the review process do not relieve the permit applicant or the designers from compliance with code requirements, conditions of approval, and permit requirements; nor are the designers relieved of responsibility for a complete design in accordance with the laws of the state of Washington. This review is for general compliance with the IBC and the IEBC as they relate to the project. If you have any questions or need additional clarification, please contact us. Sincerely, Reid Middleton, Inc. vtfit )2cw-a44.1., Sabina S. Surana, P.E. Project Engineer Enclosures Corbin M. Hammer, P.E., S.E. Principal Engineer cc: Andrew Lasich, U-Haul (by e-mail) Sabrina Perez, U-Haul (by e-mail) Pamela Singleton, Pangolin Structural (by e-mail) Jerry Hight, City of Tukwila (by e-mail) Bill Rambo, City of Tukwila (by e-mail) Rachelle Ripley, City of Tukwila (by e-mail) Al Johannessen, City of Tukwila (by e-mail) ehw\O:\Plan Review\Tukwila\ 19 \TK19003R04.docx\sss Reid iddieton Reid iddleton CIVIL ENGINEERING STRUCTURAL ENGINEERING SURVEYING PLANNING September 20, 2019 File No. 262019.005/00302 Mr. Jerry Hight, Building Official City of Tukwila, Department of Community Development 6300 Southcenter Boulevard, Suite 100 Tukwila, WA 98188 Subject: Building Permit Plan Review — Second Submittal U-Haul of Duwamish (D19-0029) Dear Mr. Hight: RECEIVED SEP 25 2019 Community .0.eveloo,ment We reviewed the proposed project for compliance with the structural provisions ot 2015 International Building Code (IBC) and the 2015 International Existing Building Code (IEBC) as amended and adopted by the state of Washington and the City of Tukwila. We understand that the originally submitted structural design prepared by Landa and Associates Consulting Structural Engineers is redesigned and re -submitted in its entirety by Pangolin Structural, LLC. The design team should address the comments below. Responses to the review comments below should be made in an itemized letter. We recommend that the permit applicant have the structural engineer respond and resubmit revised structural drawings and supplemental structural calculations for additional review. The permit applicant should provide responses to the review comments in an itemized letter. The structural engineer should resubmit the following documents: a. One set of full-sized revised and new structural sheets for insertion into the original structural drawing sets. Complete structural drawing sets may be submitted in place of individual new and revised sheets. b. Two complete full-sized sets of updated structural drawings. c. Three copies of supplemental structural calculations. The applicant should resubmit documentation directly to Reid Middleton, Inc. Geotechnical 1. A letter from the geotechnical engineer of record should be provided indicating that the final plans for the foundation design of the building have been reviewed and that the plans are consistent with the recommendations of the geotechnical report. See IBC Section 1604.4 and page 2 of the geotechnical report. ALASKA I CALIFORNIA I WASHINGTON 728 134th Street SW, Suite 200, Everett, WA 98204 I 425 741-3800 1 www.reidmiddleton.com Mr. Jerry Hight, Building Official City of Tukwila, Department of Community Development September 20, 2019 File No. 262019.005/00302 Page 2 Structural General Page 6 of the geotechnical report states that the existing building is located approximately 200 feet from the Duwamish River and likely to have significant lateral spreading. The potential flood area should also be verified at the proposed building, and the additional mitigation should be considered. The design criteria for the flood loading should be provided in the Structural Notes on Sheets S1.0 through S1.2. See IEBC Section 403.2 and IBC Sections 1603.1.7 and 1612.1 through 1612.5. Foundation 2. The foundation plan on Sheet S2.0 and the details on Sheet S4.1 indicate several existing pile cap upgrade details. However, structural calculations for the design of the foundation upgrades do not appear to be provided. Structural data substantiating the pile cap upgrades should be provided for review. See IBC Section 1809. Vertical Volume A of the structural calculations appears to provide the finite element modeling of the existing post -tensioned (PT) slab. However, it is unclear whether the PT slab analysis is perfoimed by replicating the number of PT tendons, tendon node heights, and mild reinforcements to match the as-builts of the existing building. Verification for the PT slab modeling should be provided. See IBC Section 107.1 and IEBC 807.4. 4. Structural calculations Volume A page 23 states that the expected strength of concrete "would exceed 5,000 psi". The expected concrete strength appears to be used to calculate the tensile stress capacity of the PT slab. Verification should be provided that the compressive strength of the existing PT deck is 5,000 psi. See IBS Section 107.1 and 1904.1. 5. Structural calculations Volume A page 30 indicates that the punching shear demand -capacity ratio for the column at Grids NI/l9 is greater than 5 percent. However, Sheet S2.1 does not appear to include the drop cap strengthening at the column location. Documentation substantiating the design of drop cap retrofit should be provided for review. See IBC 107.1 and 1604.1. 6. Structural calculations Volume A pages 46 and 86 indicate several "Type I" PT slab deficiencies at columns on Grids R/8 and S.4/18. However, Sheets S2.1 Reid iddleton Mr. Jerry Hight, Building Official • City of Tukwila, Department of Community Development September 20, 2019 File No. 262019.005/00302 Page 3 through S2.4 do not appear to provide strengthening measures at the column support locations. Verification should be provided that the retrofit design for the existing PT slab is adequate. See IBC Section 1604.1. 7. Structural calculations Volume A page 118 indicates several "Type I" and "Type 3" PT slab deficiencies. However, Sheet S2.5 does not appear to provide strengthening measures at the column support locations. For example, concrete columns at Grids K/19, R/18, near 18/S.4, S/15. Verification should be provided that the retrofit design for the existing PT slab is adequate. See IBC Section 1604.1. 8. Structural calculations Volume A indicates demand -capacity rations (DCR) for the existing cornet columns on page 149. The following comments should be addressed: a. The output does not appear to provide DCRs for all the columns. All columns DCR should be provided for review. b. Several columns at Level 1 appear to have DCRs greater than 1.05. However, Sheet S2.1 does not appear to call out the columns to be strengthened — for example, columns at Grids K118, L/16, and N through R/15. c. Several columns at Level 2 appear to have DCRs greater than 1.05. However, Sheet S2.2 does not appear to call out the columns to be strengthened — for example, columns at Grids K/18, L/16 and R/15. d. The DCR check for concrete columns at Level 4 and 5 is not provided for review. Additional structural data substantiating the analysis and strengthening of the existing concrete column should be provided. See IBC Section 1604.1. Lateral 9. The analysis of the existing and the design of new concrete shear walls appear to be provided on Volume B of the structural calculations. The following comments should be addressed: a. The design calculations for the concrete shear walls is unclear about whether the design meets the requirements of ACI 318-14 Chapter 18.10. Documentation should be provided substantiating the design of the concrete walls is adequate. b. The minimum horizontal reinforcement checks on the concrete wall calculations appear to be based on ACI 318-11. Concrete wall design should be revised with the latest ACI 318-14 adopted by the city of Tukwila, or Reid iddleton Mr. Jerry Hight, Building Official City of Tukwila, Department of Community Development September 20, 2019 File No. 262019.005/00302 Page 4 information should be submitted verifying that the change does not affect the design. Corrections and comments made during the review process do not relieve the permit applicant or the designers from compliance with code requirements, conditions of approval, and permit requirements; nor are the designers relieved of responsibility for a complete design in accordance with the laws of the state of Washington. This review is for general compliance with the International Building Code and the International Existing Building Code as they relate to the project. If you have any questions or need additional clarification, please contact us. Sincerely, Reid Middleton, Inc. Sabina S. Surana, P.E. Corbin M. Hammer, P.E., S.E. Project Engineer Principal Engineer cc: Andrew Lasich, U-Haul (by e-mail) Sabrina Perez, U-Haul (by e-mail) Pamela Singleton, Pangolin Structural (by e-mail) Jerry Hight, City of Tukwila (by e-mail) Bill Rambo, City of Tukwila (by e-mail) Rachelle Ripley, City of Tukwila (by e-mail) Al Johannessen, City of Tukwila (by e-mail) ehw\26Se\Plan Review\Tukwila\19\TK19 003R02.docx\sss Reid iddleton City of Tukwila Allan Ekberg, Mayor Department of Community Development - Jack Pace, Director June 20, 2019 Brian Gerke 2925 S 112th St Tukwila, WA 98168 RE: Request for Permit Application Extension #1 Permit Number D19-0029 Dear Mr. Gerke, This letter is in response to your written request for an extension to Application Number D19-0029. The Building Official, Jerry Hight, has reviewed your letter and considered your request to extend the above referenced permit. It has been determined that the City of Tukwila Building Division will be granting an extension to the permit application through January 22, 2020. If you should have any questions, please contact our office at (206) 431-3670. Sincerely, 0,t,ta-6( Kindace Nichols Permit Technician File: Permit No. D19-0029 Tukwila City Hall • 6200 Southcenter Boulevard • Tukwila, WA 98188 • 206-433-1800 • Website: TukwilaWA.gov �V ' Kanclace Nichols Andrew Lasich<andrew_asich@uhau|zom> Monday, June 17'2D199:34AK4 8hanGerke; Nick Chavez; Kandace Nichols Kyle Marvin RE: Permit extension D19-O0Z9 Ms. Nichols: |amworking onthis project with Brian. | apologies for the length it istaking toaddress the comments, Theengineer vve had working on the project no longer wants towork on it Resolving this and engaging a new engineer has taken much longer than |anticipated. We have a new engineer working on the comments and hope to have a schedule to address them within the next few weeks. | would appreciate anextension asthis anabnormal situation. Andrew Lasich, PE*, SE* Construction Dept. U'Hau||nt1/AK8ERCOReal Estate P:(6O%)263'6SOJ(xSl64Ol) E:andrevv |asich@uhau|zomm (*not applicable in every state) Request 4�~ / ^°�����D8iOD� , Cur,o111 Date: . L'xccoyion lc4ucxc � &opcm,j[or <}dayy — Dcnie`' (pnviJccxp|xo^d.'n> S(�omuoy|ni/iuk From: Brian Gerke<bhan_gerke@uhauicom> Sent: Friday, June 7,20182:39PM To: Nick Chavez «nickchavez@uhau|.com>;AndrewLasich<ondrew_|osJ@whauico/n> Cc: Kyle Marvin <ky|e_marvin@uhau|.conm> Subject: Fw: Permit extension D19-0029 I just received this response from the City of Tukwila. From: KandaceNichols <Kandace.Nicho|s@Tukwi|aVVA-Rov> Sent: Friday, June 7,2U191Z:45PK4 To: Brian Gerke Subject: RE: Permit extension D19-0029 CAUTION: This email originated from outside of the organization. Do not click links or open attachments unlessyou recognize the sender and know the content is safe. H|Bdan- |received adenial for the extension from the building official. Hemay reconsider the decision ifan .* �C-1�� nequest^ for the structural review with Reid Middleton, Please provide this information and | will resubmit the extension request. Thank you, Kandace Nichols Permit Technician City of Tukwila 6300SOuth[eOte[B\,Suite 100|Tukwila, WA 98188 T: 206'431'36721 R: 206'431'3665 From: Brian Gerk8<bhan gerke@uhauiconn> Sent: Thursday, June 6`ZOI9l:O1PM To: KandaceNichols <Kandace.Nicho|sKDTukvvi\aVVA.gov> Subject: Permit extension D19-0029 Good afternoon: | just spoke with Laurie and she said you would accept anemail asking for onextension of this permit application. Please accept this email asthat request. Would you please reply with your response for nnyfile? Thank you Br|anGerke U'HaU| CAUTION: This email originated fromnoutsidethe[itxofTukvv|anetvvork.P|ease0OPAOTopenattachnnents orclick links from anunknown orsuspicious origin. CAUTION: This email originated fnomoutsidetheChxofTukvvkanetvvork.P|eaoeD0NQTopenattachmenbnrdick links from anunknown orsuspicious origin, 2 City of Tukwila Allan Ekberg, Mayor Department of Community Development - Jack Pace, June 13, 2019 Brian Gerke 2925 S 112th St Tukwila, WA 98168 Request for Permit Extension Building Permit D19-0029 U-Haul of Duwamish — 2925 S 112th St Bldg 11-14 Dear Brian, This letter is in response to your written request for extension of permit number D19-0029. The Building Official has reviewed your request. It has been determined that the City of Tukwila Building Department will not be extending the permit. As a result, this permit will expire on July 22, 2019. In order to be reconsidered for an extension a justifiable cause needs to be demonstrated and a new request submitted before the expiration of the permit. If you have any concerns or questions, feel free to contact me in the permit center at 206-431-3672. If you wish to discuss the determination made, please contact the Building Official directly at 206 431-3675. Sincerely, Kandace Nichols Permit Technician File: Permit No. D19-0029 Tukwila City Hall • 6200 Southcenter Boulevard • Tukwila, WA 98188 • 206-433-1800 • Website: TukwilaWA.gov Kanclace Nichols From: To: Brian Gerke<bhan_grrke@uhau|zom> Thursday, June 6ZU191i)1 PM KandaceNicho|s Permit extension D19'0029 Good afternoon: I just spoke with Laurie and she said you would accept an email asking for an extension of this permit application. Please accept this email asthat request, Would you please reply with your response for rnyfile? Thankyou 8rianGerke U'Hau| CAUTION: This email originated homoutsidethe,CitynfTuhvv|anctvvorh.PleaseD0NOTopenattachments orclick links from anunknown orsuspicious origin. /Request for Extensio, I / Cu�cncExpiruzinn Date: -7'ZZ-/�� Extension Request: Z Denied . ^ ' � -/ � c:� �J ��/ e-/ �^ � Ae/�lyc/611S.I. z 1 lev 2015 International Building Code 105.3.2 Time limitation of application. An application for a permit for any proposed work shall be deemed to have been abandoned 180 days after the date of filing, unless such application has been pursued in good faith or a permit has been issued; except that the building official is authorized to 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. Jerry E Hight MCP Building Official City of Tukwila 4rfto 206-431-3675 City of Tukwila Department of Community Development 5/31/2019 BRIAN GERKE 2925 S 112TH ST TUKWILA, WA 98168 RE: Permit Application No. D19-0029 U-HAUL OF DUWAMISH 2925 S 112 ST BLDG 11-14 Dear .BRIAN GERKE, Allan Ekberg, Mayor Jack Pace, Director In reviewing our current application files, it appears that your permit applied for on 1/22/2019, 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 UNDER REVIEW and is due to expire on 7/22/2019. 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 180 days. -or- 2) If the plan review is not completed submit a written request for 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. Since ely, :W(/ a dace Nichols Permit Technician File No: D19-0029 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 CIVIL ENGINEERING STRUCTURAL ENGINEERING PLANNING SURVEYING February 27, 2019 File No. 262019.005/00301 RECEIVED mptri 04 2019 COMMUNI I Y DLVL OPME 1,11 Mr. Jerry Hight, Building Official City of Tukwila, Department of Community Development 6300 Southcenter Boulevard, Suite 100 Tukwila, WA 98188 Subject: Building Permit Plan Review — First Submittal U-Haul of Duwamish (D19-0029) Dear Mr. Hight: We reviewed the proposed project for compliance with the structural provisions of the 2015 International Building Code (IBC) and the 2015 International Existing Building Code (IEBC) as amended and adopted by the state of Washington and the City of Tukwila. The design team should address the comments below. The permit applicant should provide responses to the review comments in an itemized letter. The structural engineer should resubmit the following documents: a. One set of full-sized revised and new structural sheets for insertion into the original structural drawing sets. Complete structural drawing sets may be submitted in place of individual new and revised sheets. b. Two complete full-sized sets of updated structural drawings. c. Three copies of supplemental structural calculations. The applicant should resubmit documentation directly to Reid Middleton, Inc. Geotechnical 1. Geotechnical special inspections and tests should be performed for this project. See IBC Sections 1704.2.3, 1704.3.1, 1705.6. A table of required inspections is provided in the Structural General Notes on Sheet SO.2 in the section titled Schedule of Special Inspections appears to be incomplete. This section should EVERETT 728 134th Street SW Suite 200 Everett, WA 98204 425 741-3800 www,reidmiddleton.com Mr. Jerry Hight, Building Official City of Tukwila, Department of Community Development February 27, 2019 File No. 262019.005/00301 Page 2 be revised by adding additional inspections and indicating the extent of each inspection (e.g., continuous, periodic) for driven deep foundations. See IBC Sections 1705.7. Structural General Structural special inspections and tests should be performed for this project. See IBC Sections 1704.2.3, 1704.3, 1704.5 and 1705.1. A table of required inspections is provided in the Structural General Notes on Sheet SO.2 in the section titled Schedules of Special Inspections. The special inspection should be revised with the latest 2015 IBC adopted by the City of Tukwila. See IBC Sections 107.1. The section of special inspections should be revised to include following. Foundation: a. Construction of driven deep foundation: continuous. See also IBC Section 1705.7. Post Installed Connections: a. Installation of concrete expansion, adhesive, and screw anchors, where applicable: in accordance with qualifying report of evaluation service (e.g., ICC-ES). See also IBC Section 1705.1.1. b. Adhesive installation of concrete reinforcement, where applicable: continuous. See also IBC Section 1705.1.1. Concrete: a. Installation of steel anchor bolts/rods in concrete: continuous. See also IBC Sections 1705.3 and 1705.12. b. Shotcrete placement at concrete construction, where applicable: continuous. See also IBC Section 1705.3. Reid iddleton Mr. Jerry Hight, Building Official City of Tukwila, Department of Community Development February 27, 2019 File No. 262019.005/00301 Page 3 2. Structural tests: Tests by qualified special inspectors should be conducted. The following is a summary: a. Testing of concrete, including auger -cast concrete piling for specified compressive strength, f',.; air content; and slump. See IBC Section 1705.3 and 1903.1 and ACI 318 Section 26.12. 3. Structural deferred submittals. Portions of the structural design have been deferred by the structural engineer for submittal to the City of Tukwila until after issuance of the initial building permit. The applicant should recognize that the City of Tukwila may require the issuance of additional permits. See IBC Section 107.3.4.1. The following should be added to the structural notes on Sheet S0.1: a. Design drawings for FRP Reinforcing. b. Design drawings for alternate pile system design (e.g., Detail 204) Loads: 4. Floor live load design data in the structural notes, Sheet S0.01, should be revised by specifying the concentrated design loads and for each uniform design load whether it is reducible (or nonreducible). See IBC Sections 1603.1.1 and 1607.10.1 and Table 1607.1. 5. The snow load design data in the section of the structural notes on Sheet SO.1 should be revised by also specifying the ground snow load, Pg; flat -roof snow load, Pf, snow exposure factor, Ce; thermal factor, C,; snow importance factor, /s; drift surcharge loads(s), Pd; and width of snow drift(s), w. See IBC Section 1603.1.3. 6. The earthquake load design data in the section of the structural notes on design loads, Sheet SO.1, should be revised by also specifying the seismic importance factor, h; occupancy category; mapped maximum spectral response accelerations, Ss and Si; and analysis procedure used. See IBC Section 1603.1.5. 7. General structural notes on Sheets SO.1 and SO.2 and structural design calculations are based on outdated 2012 IBC and ACI 318-11. The design should be revised Reid iddleton 0 0 Mr. Jerry Hight, Building Official City of Tukwila, Department of Community Development February 27, 2019 File No. 262019.005/00301 Page 4 with the latest 2015 IBC and ACI 318-14 adopted by the City of Tukwila, or information should be submitted verifying that the change does not affect the design. See IBC Sections 107.1. 8. Based on the portion of as -built general notes included in the structural calculations, the existing building appears to have a change of occupancy. The work for a change of occupancy should comply with IEBC Section 506 and Chapter 10. The compliance method selected for the project should be specified in the General Notes Sheet SO.1. See IEBC Sections 202, 506, and 1007. 9. Deferred submittals on Sheet S0.1 and foundation notes on Sheet S 1.0 appear to indicate a FRP system is to be utilized on the building. However, the location and members that will be receiving FRP reinforcement are unclear. The following comments should be resolved: a. Locations and the members that will be receiving FRP reinforcements should be indicated on the drawings. b. Performance and load requirements for the design of the FRP systems should be provided. Structural drawings should be revised to specify the required design criteria. See IBC Section 1603.1. Foundation 10. Structural calculations for the grade beams on pages 92 thru 161 appear to indicate that the grade beams are designed with a single layer of top and bottom reinforcements. However, the grade beams schedule on Sheet S 1.0 and details on Sheet SD2.1 indicate multiple layers for reinforcements on the beams. Structural calculations substantiating the grade beams should be provided to indicate the design grade beams are adequate. See IBC Section 1809.1 Vertical 11. The Adapt outputs and as-builts for floor framing plans provided for the existing post -tensioned (PT) concrete slab analysis were not readable for review. Reid iddleton Mr. Jerry Hight, Building Official City of Tukwila, Department of Community Development February 27, 2019 File No. 262019.005/00301 Page 5 Calculations substantiating the analysis of the existing PT slab should be provided for review. See IBC Section 1604.1. 12. Pages 165 and 211 indicate that several existing concrete columns are required to be strengthened for new loading condition. However, the column strengthening design and details for those columns do not appear to be provided. Structural calculations and drawings for the column upgrades should be provided for review. See IBC Sections 107.1 and 1604.1. Lateral 13. The portion of as -built general notes included on page 2 of the structural calculations appears to indicate that the lateral force resisting systems (LFRS) of the existing building are "concrete shear walls at towers", and "moment frame columns at parking and plaza area". The building was designed and constructed in accordance with the requirements of the Uniform Building Codes (UBC), 1985 edition. The following comments should be addressed: a. The structural general notes on Sheet SO.1 appear to indicate that the supplementary LFRS of the building is evaluated and designed with the response modification factor, R of 6 for building frames with special reinforced concrete walls. Clarification should be provided for the portion of the existing building with the moment frames and concrete shear walls. b. Continuing the comment immediately above, substantiating documentation should be provided to demonstrate that the existing concrete shear walls design and reinforcement details comply with the requirements of ACI 318-14 Section 18.10. c. Page 217 of the structural calculations indicates that the additional concrete shear walls are provided to meet the LFRS of the existing building to the requirements of the current building codes. However, the structural calculations provided for the lateral analysis of the building appear to include the existing concrete shear walls as the LFRS of the building along with the added concrete shear walls. Clarification for the design of the LFRS of the building should be provided. See IB Sections 1604.1 and 1613.1, and ACI 318-14 Section 18.10. Reid iddleton 0 0 Mr. Jerry Hight, Building Official City of Tukwila, Department of Community Development February 27, 2019 File No. 262019.005/00301 Page 6 14. Several existing concrete columns appear to be connected to added concrete shear walls per Sheet S1.0 and Detail 212 on Sheet SD2.1. The non -lateral -force resisting elements that are participating in an LFRS are required to be specially detailed for defoiiiiation compatibility. Structural calculations substantiating the deformation compatibility should be provided for review. See IBC Section 107.1 and 1613.1 and ACI 318-14 Section 18.14.3. 15. Structural analysis for the existing concrete diaphragm should be provided to document that the existing diaphragms meet the diaphragm loading requirements of the 2015 IBC. See IBC Sections 1604.1 and 1613.1 and ACI 318-14 Section 18.12. Corrections and comments made during the review process do not relieve the permit applicant or the designers from compliance with code requirements, conditions of approval, and permit requirements; nor are the designers relieved of responsibility for a complete design in accordance with the laws of the state of Washington. This review is for general compliance with the International Building Code and the International Existing Building Code as they relate to the project. If you have any questions or need additional clarification, please contact us. Sincerely, Reid Middleton, Inc. 2I-1-414-at Sabina S. Surana, P.E. Corbin M. Hammer, P.E., S.E. Project Engineer Principal Engineer cc: Brian Gerke, U-Haul (by e-mail) Chandler P. Nangia, Landa & Associates, inc.(by e-mail) Jerry Hight, City of Tukwila (by e-mail) Bill Rambo, City of Tukwila (by e-mail) Rachelle Ripley, City of Tukwila (by e-mail) Al Johannessen, City of Tukwila (by e-mail) Reid iddleton City of Tukwila Allan Ekberg, Mayor Department of Community Development - Jack Pace, Director January 30, 2019 Dave Swanson Reid Middleton 728 - 134th Street SW, Suite 200 Everett, WA 98204 RE: Supplemental Structural Review Development Permit D19-0029 U-Haul of Duwamish — 2925 S 112 St Dear Mr. Swanson, Please review the enclosed set of plans and documents for structural compliance with the 2015 International Building Code. As always, once all items have been reviewed and deemed correct, please provide two approved sets of approved plans and calculations with original approval stamps back to the Permit Center, attention Building Official. If you should have any questions, please feel free contact us in the Permit Center at (206) 431-3670. Sincerely, 7.4 Bill Rambo Permit Technician encl File: D19-0029 Tukwila City Hall • 6200 Southcenter Boulevard • Tukwila, WA 98188 • 206-433-1800 • Website: TukwilaWA.gov C PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D19-0029 DATE: 1/22/19 PROJECT NAME: U-HAUL OF DUWAMISH SITE ADDRESS: 4302 S 104 PL X Original Plan Submittal Response to Correction Letter # Revision # before Permit Issued Revision # after Permit Issued DEPARTMENTS: AOC, 10-1S-1'/ Building Division ' h) t\iC Public Works Pm tor Fire Prevention 'Osik A f) 10—M Structural Planning Divisio Divisio Permit Coordinator PRELIMINARY REVIEW: Not Applicable (no approval/review required) REVIEWER'S INITIALS: DATE: 1/24/19 Structural Review Required DATE: APPROVALS OR CORRECTIONS: Approved Approved with Conditions Corrections Required (corrections entered in Reviews Denied (ie: Zoning Issu DUE DATE: 2/21/19 Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg Fire LI Ping LJ PW D Staff Initials: 12/18/2013 (7) 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 206 431-3670 AFFIDAVIT IN LIEU OF CONTRACTOR REGISTRATION PERMIT NO in 00-1 STATE OF WASHINGTON) ) ss. COUNTY OF KING states as follows: [please print name] 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 18.27.09o. 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 1 , 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 ve under state law in any decision to engage an unregistered contractor to perform construction work. Owner/0 's Agent* Signed and sworn to efore me this day of OTARY PUB Residing at Name as commissioned: My commission expires: ,t" 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; S. 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; to. 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; 11. 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 i:o the installation, set-up, or repair of the mobile/manufactured homes that were manufactured or sold by the mobile/manufactured home dealer or manufacturer; "• • I " 18. An entity who holds a yalipelectrical contractors license under chapter 19.28‘KWthat emploYka certified journeyman electrician,:a certified residential specialty electrician, or an electriCal trainee ineetitig the requirements of chapter 19.28 RCW terform pltabing work that is incidentally, directly, anditrimediately,it appropriate to the like-ii,kindreplacement of a•hobsehold appliance or other small honsehold.titilization 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.