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HomeMy WebLinkAboutPermit D18-0222 - MUTUAL MATERIALS - STORAGE BUILDINGMUTUAL MATERIALS STORAGE BUILDING 4302 S 104T" PL D18-0222 Parcel No: Address: Project Name: City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Inspection Request Line: 206-438-9350 Web site: http://www.TukwilaWA.gov DEVELOPMENT PERMIT 0323049213 Permit Number: 4302 S 104TH PL MUTUAL MATERIALS - STORAGE BLDG Issue Date: Permit Expires On: D18-0222 3/19/2019 9/15/2019 Owner: Name: Address: Contact Person: Name: MUTUAL MATERIALS COMPANY 605 119TH AVE NE, BELLEVUE, WA, 98005 TYLER LITZENBERGER Address: 11335 NE 122ND WAY - SUITE 105 , KIRKLAND, WA, 98034 Phone: (425) 968-5115 Contractor: Name: NORTHWAY CONSTRUCTION INC Phone: (253) 753-8100 Address: 1433 VALENTINE AVE SE SUITE 102, PACIFIC, WA, 98047 License No: NORTHCI905CQ Expiration Date: 2/18/2020 Lender: Name: MUTUAL MATERIALS Address: 10411 MARTIN LUTHER KING JR WAY S , TUKWILA, WA, 98118 DESCRIPTION OF WORK: PROVIDE 4,029 SQ FT OF PRE-ENGINEERED METAL CANOPY STRUCTURE TO BE USED FOR STORAGE. PUBLIC WORKS ACTIVITIES INCLUDE TEMP EROSION CONTROL, FIRE LOOP, IRRIGATION. SITE WORK UNDER PW18 -0105 PERMIT. DDCVA TO BE INSTALLEDINSIDE THE FIRE SPRINKLER ROOM UNDER A SEPARATE PW PERMIT. Project Valuation: $271,675.47 Type of Fire Protection: Sprinklers: YES Fire Alarm: YES Type of Construction: VB Electrical Service Provided by: TUKWILA Fees Collected: $9,848.11 Occupancy per IBC: S-1 Water District: TUKWILA Sewer District: TUKWILA Current Codes adopted by the City of Tukwila: International Building Code Edition: International Residential Code Edition: International Mechanical Code Edition: Uniform Plumbing Code Edition: International Fuel Gas Code: 2015 2015 2015 2015 2015 National Electrical Code: WA Cities Electrical Code: WAC 296-46B: WA State Energy Code: 2017 2017 2017 2015 Public Works Activities: Channelization/Striping: Curb Cut/Access/Sidewalk: Fire Loop Hydrant: Flood Control Zone: Hauling/Oversize Load: Land Altering: Volumes: Cut: 0 Fill: 0 Landscape Irrigation: Sanitary Side Sewer: Number: 0 Sewer Main Extension: Storm Drainage: 1 Street Use: Water Main Extension: Water Meter: No /l Permit Center Authorized Signature: Date: U3 //'il/ I hearby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating construction or the performance of work. I am authorized to sign and obtain this development permit and agree to the conditions attached to this permit. Signature: Print Name: �tF� 6 ' This permit shall become null and void if the work is not commenced within 180 days for the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. Date: rh9/2-4/' f PERMIT CONDITIONS: 4: The total number of fire extinguishers required for an ordinary hazard occupancy with Class A fire hazards is calculated at one extinguisher for each 1,500 sq. ft. of area. The extinguisher(s) should be of the "All Purpose" (3A, 40B:C) dry chemical type. Travel distance to any fire extinguisher must be 75' or less. (IFC 906.3) (NFPA 10, 5.4) 1: Portable fire extinguishers, not housed in cabinets, shall be installed on the hangers or brackets supplied. Hangers or brackets shall be securely anchored to the mounting surface in accordance with the manufacturer's installation instructions. Portable fire extinguishers having a gross weight not exceeding 40 pounds (18 kg) shall be installed so that its top is not more than 5 feet (1524 mm) above the floor. Hand- held portable fire extinguishers having a gross weight exceeding 40 pounds (18 kg) shall be installed so that its top is not more than 3.5 feet (1067 mm) above the floor. The clearance between the floor and the bottom of the installed hand-held extinguishers shall not be less than 4 inches (102 mm). (IFC 906.7 and IFC 906.9) 2: Extinguishers shall be located in conspicuous locations where they will be readily accessible and immediately available for use. These locations shall be along normal paths of travel, unless the fire code official determines that the hazard posed indicates the need for placement away from normal paths of travel. (IFC 906.5) 3: Fire extinguishers require monthly and yearly inspections. They must have a tag or label securely attached that indicates the month and year that the inspection was performed and shall identify the company or person performing the service. Every six years stored pressure extinguishers shall be emptied and subjected to the applicable recharge procedures. If the required monthly and yearly inspections of the fire extinguisher(s) are not accomplished or the inspection tag is not completed, a reputable fire extinguisher service company will be required to conduct these required surveys. (NFPA 10, 7.2, 7.3) 5: Maintain fire extinguisher coverage throughout. 6: Exit hardware and marking shall meet the requirements of the International Fire Code. (IFC Chapter 10) 7: An approved automatic fire sprinkler extinguishing system is required for this project. (City Ordinance #2436) 8: All new sprinkler systems and all modifications to existing sprinkler systems shall have fire department review and approval of drawings prior to installation or modification. New sprinkler systems and all modifications to sprinkler systems involving more than 50 heads shall have the written approval of Factory Mutual or any fire protection engineer licensed by the State of Washington and approved by the Fire Marshal prior to submittal to the Tukwila Fire Prevention Bureau. No sprinkler work shall commence without approved drawings. (City Ordinance No. 2436). 9: A fire alarm system is required for this project. The fire alarm system shall meet the requirements of N.F.P.A. 72 and City Ordinance #2437. 11: An approved manual fire alarm system including audible/visual devices and manual pull stations is required for this project. The fire alarm system shall meet the requirements of Americans With Disabilities' Act (I.B.C.), N.F.P.A. 72 and the City of Tukwila Ordinance #2437. 12: Maintain fire alarm system audible/visual notification. Addition/relocation of walls or partitions may require relocation and/or addition of audible/visual notification devices. (City Ordinance #2437) 10: All new fire alarm systems or modifications to existing systems shall have the written approval of The Tukwila Fire Prevention Bureau. No work shall commence until a fire department permit has been obtained. (City Ordinance #2437) (IFC 901.2) 13: An electrical permit from the City of Tukwila Building Department Permit Center (206-431-3670) is required for this project. 15: Fire apparatus access roads "Fire Lanes" shall be identified by painting the curb yellow and a four inch wide line and block letters 18 inches high, painted in the lane, at fifty foot intervals, stating, "FIRE LANE NO PARKING", color to be bright yellow, or by the posting of signs stating, "FIRE LANE NO PARKING", and painting the curb. Signs shall be posted on or immediately next to the curb line or on the building. Signs shall be twelve inches by eighteen inches and shall have letters and background of contrasting color, readily readable from at least a fifty foot distance. Signs shall be spaced not further than fifty feet apart nor shall they be more than four feet from the ground. (City Ordinance #2435) 16: All required hydrants and surface access roads shall be installed and made serviceable prior to and during the time of construction. (IFC 501.4) 17: For all commercial, multi -family and single family subdivisions, hydrants shall be placed so that a hydrant is within 150 feet of a building and so that no point of a building (around its perimeter) is greater than 300 feet from a hydrant. Distance from a hydrant to a building is measured along the path of vehicular travel. (City Ordinance #2052) 18: Fire hydrants shall conform to American Water Works Association specifications C-502-54; it shall be compression type, equipped with two 2 1/2" N.S.T. hose ports and one 5" Storz pumper discharge port, and shall have a 1 1/4" Pentagon open -lift operating not. (City Ordinance #2052) 19: Fire hydrants shall be oriented in the direction of fire apparatus access. 20: Hydrants shall not be closer than 4 feet to any fixed object (e.g., fences, parking, building, etc.), with the exception of hydrant guard posts. Guard posts shall be installed around hydrants not protected by curbs, so as to help prevent motor vehicles from contacting the hydrant. The guard posts shall be either steel pipe (minimum 4" distance) filled with concrete or concrete (minimum 8" diameter). Posts shall be 3 feet from the center of the hydrant and shall not be in direct line with any discharge ports. Posts shall be 6 feet long; 3-3 1/2 feet shall be buried. Painted finish shall be the same color as for the applicable hydrants. The 4 - foot circumference around the hydrant will be a level surface. (City Ordinance #2052) 21: When subject to vehicular damage, protective guard posts or curbs are required around all gas meters, electrical transformers, sprinkler valves and hydrants. Posts and curbs are to be painted yellow. (City Ordinance #2052) 14: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2436 and #2437) 22: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 23: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575-4407. 24: ***PUBLIC WORKS PERMIT CONDITIONS*** 25: Call to schedule mandatory pre -construction meeting with Dave Stuckle, Public Works Inspector, (206) 433- 0179. 26: Schedule and attend a Preconstruction Meeting with the Public Works Department prior to start of work under this permit. To schedule, call Public Works at (206) 433-0179. 27: The applicant or contractor must notify the Public Works Inspector at (206) 433-0179 upon commencement and completion of work at least 24 hours in advance. All inspection requests for utility work must also be made 24 hours in advance. 28: Permit is valid between the weekday hours of 7:00 a.m. and 5:00 p.m. only. Coordinate with the Public Works Inspector for any work after 5:00 p.m. and weekends. 29: No work under this permit during weekend hours without prior approval by Public Works. Coordinate with the Public Works Inspector. 30: Any material spilled onto any street shall be cleaned up immediately. 31: Temporary erosion control measures shall be implemented as the first order of business to prevent sedimentation off-site or into existing drainage facilities. 32: The site shall have permanent erosion control measures in place as soon as possible after final grading has been completed and prior to the Final Inspection. 33: From October 1 through April 30, cover any slopes and stockpiles that are 3H:1V or steeper and have a vertical rise of 10 feet or more and will be unworked for greater than 12 hours. During this time period, cover or mulch other disturbed areas, if they will be unworked more than 2 days. Covered material must be stockpiled on site at the beginning of this period. Inspect and maintain this stabilization weekly and immediately before, during and following storms. 34: From May 1 through September 30, inspect and maintain temporary erosion prevention and sediment at least monthly. All disturbed areas of the site shall be permanently stabilized prior to final construction approval. 35: Pre -construction storm drainage patterns shall be met during and after construction. 36: Prior to backfill of pipe and final sign off, provide as -constructed plan sheet showing dimensions in relation to property line and house. 37: It shall be verified in writing to the Public Works Inspector that the landscape irrigation system contains a State Department of Health approved double check valve assembly. This shall be done prior to the Final Inspection. 38: ***BUILDING PERMIT CONDITIONS*** 39: 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. 40: All permits, inspection record card and approved construction documents shall be kept at the site of work and shall be open to inspection by the Building Inspector until final inspection approval is granted. 41: The special inspections and verifications for concrete construction shall be as required by IBC Chapter 17, Table 1705.3. 42: The special inspections for steel elements of buildings and structures shall be required. All welding shall be done by a Washington Association of Building Official Certified welder. 43: Installation of high-strength bolts shall be periodically inspected in accordance with AISC specifications. 44: The special inspection of bolts to be installed in concrete prior to and during placement of concrete. 45: When special inspection is required, either the owner or the registered design professional in responsible charge, shall employ a special inspection agency and notify the Building Official of the appointment prior to the first building inspection. The special inspector shall furnish inspection reports to the Building Official in a timely manner. 46: A final report documenting required special inspections and correction of any discrepancies noted in the inspections shall be submitted to the Building Official. The final inspection report shall be prepared by the approved special inspection agency and shall be submitted to the Building Official prior to and as a condition of final inspection approval. 47: Subgrade preparation including drainage, excavation, compaction, and fill requirements shall conform strictly with the recommendations given in the soils report. Special inspection is required. 48: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. 49: Structural Observations in accordance with I.B.C. Section 1709 is required. At the conclusion of the work included in the permit, the structural observer shall submit to the Building Official a written statement that the site visits have been made and identify any reported deficiencies which, to the best of the structural observer's knowledge, have not been resolved. 50: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 51: Masonry construction shall be special inspected. 52: All rack storage requires a separate permit issued through the City of Tukwila Permit Center. Rack storage over 8 -feet in height shall be anchored or braced to prevent overturning or displacement during seismic events. The design and calculations for the anchorage or bracing shall be prepared by a registered professional engineer licensed in the State of Washington. Periodic special inspection is required during anchorage of storage racks 8 feet or greater in height. 53: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 54: All plumbing and gas piping work shall be inspected and approved under a separate permit issued by the City of Tukwila Building Department (206-431-3670). 55: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center. 56: Preparation before concrete placement: Water shall be removed from place of deposit before concrete is placed unless a tremie is to be used or unless otherwise permitted by the building official. All debris and ice shall be removed from spaces to be occupied by concrete. 57: Prior to final inspection for this building permit, a copy of the roof membrane manufacturer's warranty certificate shall be provided to the building inspector. 58: VALIDITY OF PERMIT: The issuance or granting of a permit shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of the building code or of any other ordinances of the City of Tukwila. Permits presuming to give authority to violate or cancel the provisions of the code or other ordinances of the City of Tukwila shall not be valid. The issuance of a permit based on construction documents and other data shall not prevent the Building Official from requiring the correction of errors in the construction documents and other data. 59: 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 BUILDING FINAL** 0301 CONCRETE SLAB 5200 EROSION MEASURES 5210 EROSION MEASURES FNL 1400 FIRE FINAL n 5020 FIRE LOOP HYDRANT 0201 FOOTING 0202 FOOTING DRAINS 0200 FOUNDATION WALL 0409 FRAMING 1600 PUBLIC WORKS FINAL 5160 PUBLIC WORKS PRE -CON 4037 SI -CAST -IN-PLACE 4000 SI -CONCRETE CONST 4046 SI-EPDXY/EXP CONC 4022 SI -MASONRY 4034 SI -METAL PLATE CONN 4028 SI-REINF STEEL -WELD 4035 SI -SOILS 4025 SI -STEEL CONST 4026 SI-STRUCT STEEL 4004 SI -WELDING 5090 STORM DRAINAGE • CITY OF TUKJ Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http://www.TukwilaWA.gov Building Perri ;t No. Project No. cr Date Application Accepted: Date Application Expires: 6 (For office use only) CONSTRUCTION PERMIT APPLICATION Applications and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or by fax. **Please Print** SITE LOCATION King Co Assessor's Tax No.: 032304-9213 Site Address: 10411 Martin Luther King Jr Way S, Tukwila, WA 98118 Suite Number: Floor: Tenant Name: Mutual Materials Company PROPERTY OWNER Name: M Urti '" l'A/ ara4/4G‹ Name: Name: Mutual Materials Company Address: 1433 Valentine Avenue SE, #102 Address: 10411 Martin Luther King Jr Way S 11335 NE 122nd Way, Suite 105 Phone: (253) 735-8100 Fax: (253) 987-7483 City: Tukwila State: WA Zip: 98118 CONTACT PERSON — person receiving all project communication Name: M Urti '" l'A/ ara4/4G‹ Name: Tyler Litzenberger Address: 1433 Valentine Avenue SE, #102 Address: 11335 NE 122nd Way, Suite 105 Phone: (253) 735-8100 Fax: (253) 987-7483 98402 City: Kirkland State: WA Zip: 98034 Phone: 425-968-5115 Fax: Email: TLitz@vectorrecorp.com GENERAL CONTRACTOR INFORMATION Name: M Urti '" l'A/ ara4/4G‹ Company Name: Northway Construction City: futiet ((LA. State: 1,4 A Zip: G'3U9 Address: 1433 Valentine Avenue SE, #102 City: Pacific State: WA Zip: 98047 Phone: (253) 735-8100 Fax: (253) 987-7483 98402 Contr Reg No.: NORTHCI905CQ Exp Date: 02/18/2020 Tukwila Business License No.: Email: jcarleton@tahomadesigngroup.com H:\Applications\Forms-Applications On Line\2011 Applications\Permit Application Revised - 8-9-I I.docx Revised: August 2011 bh New Tenant: ® Yes ❑..No ARCHITECT OF RECORD Name: M Urti '" l'A/ ara4/4G‹ Company Name: Tahoma Design Group City: futiet ((LA. State: 1,4 A Zip: G'3U9 Architect Name: James K. Carleton, AIA Address: 535 Dock Street, Suite 211 City: Tacoma State: City: Tacoma State: WA Zip: 98402 Phone: 253-380-1284 Fax: 253-284-9681 Email: dbooth@ahbl.com Email: jcarleton@tahomadesigngroup.com ENGINEER OF RECORD Name: M Urti '" l'A/ ara4/4G‹ Company Name: AHBL, Inc. City: futiet ((LA. State: 1,4 A Zip: G'3U9 Engineer Name: Daniel L. Booth. Address: 2215 North 30th Street, Suite 200 City: Tacoma State: WA Zip: 98403 Phone: 253-383-2422 Fax: 253-383-2572 Email: dbooth@ahbl.com LENDERBOND ISSUED (required for projects $5,000 or greater per RCW 19.27.095) Name: M Urti '" l'A/ ara4/4G‹ Address: (O ¢i ( I AIf41 1,14 L4)Tt'C71t 404 4447 City: futiet ((LA. State: 1,4 A Zip: G'3U9 Page 1 of 4 BUILDING PERMIT INFORMATIOt�?06-431-3670 Valuation of Project (contractor's bid price): $ 116,500 Describe the scope of work (please provide detailed information): Provide 4,029 square feet of new pre-engineered metal canopy structure to be used for storage Existing Building Valuation: $ 1,276,300 Will there be new rack storage? ❑ Yes 0.. No If yes, a separate permit and plan submittal will be required. Provide All Building Areas in Square Footage Below PLANNING DIVISION: Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: Lot Area (sq ft): Floor area of principal dwelling: Floor area of accessory dwelling: *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: 25 Will there be a change in use? Compact: Handicap: 0 Yes Ei No If "yes", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: © Sprinklers ® Automatic Fire Alarm 0 None 0 Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? 0 Yes 1 No If `yes', attach list of materials and storage locations on a separate 8-1/2" x 11" paper including quantities and Material Safety Data Sheets. SEPTIC SYSTEM 0 On-site Septic System — For on-site septic system, provide 2 copies of a current septic design approved by King County Health Department. H:\Applications\Forms-Applications On Line\2011 Applications\Permit Application Revised - 8-9-11.docx Revised: August 2011 bh Page 2 of 4 Existing Interior Remodel Addition to Existing Structure New Type of Construction per IBC Type of Occupancy per IBC 1st Floor 4,029 V -B S-1 2nd Floor 3rd Floor Floors thru Basement Accessory Structure* Attached Garage Detached Garage Attached Carport Detached Carport Covered Deck Uncovered Deck PLANNING DIVISION: Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: Lot Area (sq ft): Floor area of principal dwelling: Floor area of accessory dwelling: *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: 25 Will there be a change in use? Compact: Handicap: 0 Yes Ei No If "yes", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: © Sprinklers ® Automatic Fire Alarm 0 None 0 Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? 0 Yes 1 No If `yes', attach list of materials and storage locations on a separate 8-1/2" x 11" paper including quantities and Material Safety Data Sheets. SEPTIC SYSTEM 0 On-site Septic System — For on-site septic system, provide 2 copies of a current septic design approved by King County Health Department. H:\Applications\Forms-Applications On Line\2011 Applications\Permit Application Revised - 8-9-11.docx Revised: August 2011 bh Page 2 of 4 PUBLIC WORKS PERMIT INFOLginhATION — 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 sheet. Water District ❑ ...Tukwila ❑ ...Water District #125 ❑ ...Water Availability Provided Sewer District ❑ ...Tukwila ❑ ...Sewer Use Certificate 0 .. Highline ❑ ...Valley View 0 ..Renton ❑...Sewer Availability Provided 0 .. 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 .. Geotechnical Report 0 ...Traffic Impact Analysis ❑ ...Bond 0 .. Insurance 0 .. Easement(s) 0 .. Maintenance Agreement(s) 0 ...Hold Harmless — (SAO) ❑ ...Hold Harmless — (ROW) Proposed Activities (mark boxes that apply): ❑ ...Right-of-way Use - Nonprofit for less than 72 hours ❑ ...Right-of-way Use - No Disturbance ❑ ...Construction/Excavation/Fill - Right-of-way 0 Non Right-of-way 0 ❑ ...Total Cut ❑ ...Total Fill cubic yards cubic yards ❑ ...Sanitary Side Sewer ❑ ...Cap or Remove Utilities ❑ ...Frontage Improvements ❑ ...Traffic Control ❑ ...Backflow Prevention - Fire Protection Irrigation Domestic Water ❑ .. 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 O .. Pavement Cut ❑ .. Looped Fire Line 0 .. Grease Interceptor ❑ .. Channelization 0 .. 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 0 Private 0 ❑ ...Water Main Extension Public 0 Private 0 79 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\Fonns-Applications On Line \2011 Applications \Permit Application Revised - 8-9-11.docx Revised: August 2011 bh Page 3 of 4 iPak PERMIT APPLICATION NOTES – Value of Construction — In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the Permit Center to comply with current fee schedules. Expiration of Plan Review — Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. The Building Official may grant one or more extensions of time for additional periods not exceeding 90 days each. The extension shall be requested in writing and justifiable cause demonstrated. Section 105.3.2 International Building Code (current edition). I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. BUILDING OWN Signature: % /'—' . Date: 7/17/2018 Print Name: Tyler Li enberger (Vector Development) Day Telephone: 425-968-5115 Mailing Address: 11335 NE 122nd Way, Suite 105 H:\Applications\Forms-Applications On Line\2011 Applications \Perini' Application Revised - 8-9-1 I.docx Revised: August 2011 bh Kirkland WA 98034 City State Zip Page 4 of 4 Cash Register Receipt City of Tukwila DESCRIPTIONS ACCOUNT QUANTITY PAID PermitTRAK $7,186.58 D18-0222 Address: 43025 104TH PL Apn: 0323049213 $7,186.58 DEVELOPMENT $3,470.83 PERMIT FEE R000.322.100.00.00 0.00 $3,033.07 WASHINGTON STATE SURCHARGE B640.237.114 0.00 $25.00 PW PERMIT ISSUANCE/INSPECTION FEE R000.342.400.00.00 0.00 $206.38 PW CONSTRUCTION PLAN REVIEW R000.345.830.00.00 0.00 $206.38 IMPACT FEE $3,303.78 FIRE R304.345.852.00.00 0.00 $672.84 PARK R104.345.851.00.00 0.00 $2,630.94 PUBLIC WORKS $250.00 BASE APPLICATION FEE R000.322.100.00.00 0.00 $250.00 TECHNOLOGY FEE $161.97 TECHNOLOGY FEE TOTAL FEES PAID BY RECEIPT: R17069 R000.322.900.04.00 0.00 $161.97 $7,186.58 Date Paid: Monday, March 04, 2019 Paid By: MUTUAL MATERIALS COMPANY Pay Method: CHECK 442985 Printed: Monday, March 04, 2019 1:25 PM 1 of 1 SYSTEMS Cash Register Receipt City of Tukwila DESCRIPTIONS ACCOUNT 1 QUANTITY PermitTRAK `" PAID $6,796.20 D18-0221 Address: 10411 MARTIN LUTHER KING JR WAY 5 Apn: 0323049213 $4,134.67 DEVELOPMENT $4,134.67 PLAN CHECK FEE R000.345.830.00.00 0.00 $4,134.67 D18-0222 Address: 10411 MARTIN LUTHER KING JR WAY 5 Apn: 0323049213 $2,661.53 DEVELOPMENT $2,661.53 PLAN CHECK FEE R000.345.830.00.00 0.00 j $1,971.50 STRUCTURAL CONSULTANT R000.345.830.01.00 0.00 $690.03 TOTAL FEES PAID BY RECEIPT: R15000 , $6,796.20 Date Paid: Monday, July 23, 2018 Paid By: MUTUAL MATERIALS Pay Method: CHECK 434917 Printed: Monday, July 23, 2018 8:25 AM 1 of 1 INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. Die o 2 -22 - CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3 Permit Inspection Request Line (206) 438-9350 Project: �v11J7 V$31— l�1 �`/ ( Type of Inspection: A. -,v,—#-7. `�" ri j4frL- -P �. 4464444--- Address: 1302 iaii Ji_t Date Called: Special Instructions: 61k1/0 Date Want d:a.m. 1 p.m. Requeste : Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: frier R V f1 L. - ;iii/ LA N G - Inspector: i?c Date: REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 bi '-o zz Z Project: 1141 LA/i- _ • -' / /� t14 r Type of Inspection: /3144lG'b "-JANA?. Address: 7 y3o2- s. 19 Date Called: Special Instructions: e,t 4o2z5i L —Date Wanted: O' zap- 2DP a.m. p.m. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: 134‘z..gil roths.L. - c-ovraib Aje,ed Axev(.. t$(er 1<eir Spec -14 Cai►5p ri 5 • 2) /2Lj4 Ja /e/,UAC., Inspector: -. c_c2131 REINSPECTION FEE REQUIRED. Prior to next insp6ction. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter BIvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: Ali"raQ,J. v W iz Type of Inspection: 6% - Address: IIaDZ.. .$ i 444 Pi --- Date Called: Special Instructions: Date Wanted: .7-1 Z• a.m. p.m. Requester: Phone No: pproved per applicable codes. Corrections required prior to approval. COMMENTS: L\rl Inspector: Date: 42"-- REINSPECTION EE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206). 431-3670 Permit Inspection Request Line (206) 438-9350 tv 02 Project: a V Ir d & Rw 1140126/44# Type of Inspection: i a 60.rei Address: iiscr2. ict p`. Date Called: Special Instructions: Date Wanted: �% q '� F a.m. Requester: " Phone No: ❑ Approved per applicable codes. Corrections required prior to approval. COMMENTS: Vtp,faipa-e \>t4L 44A -L. tier- gel solL Inspector: Date: 7-I n REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 fl� 022Z Project: � J 1�{o Type ofInspection: • 4444,41:10 Address: vat "Date Pt - Called: Special Instructions: Date Wanted: 1-g _49 a.m. p.m. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: vo7 groy (2'4 REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Inspector: Date: INSPECTION RECORD Retain a copy with permit De- 8'22-2_ INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Prrojeect; �%% �/ /ais tiiress: pefInspection: Tyfl2mw? aetiry, loo Z St /09 PZ Called: Special Instructions: Date Wanted 7-,5-z07/7 a.m. .m. Requester: Phone No: Approved per applicable codes. El Corrections required prior to approval. COMMENTS: ?/:51... e/a'l!J Arnyt-61q6u6_ co7itN GiAiT cPif a% t L , NyPPC'i c Inspector: Date: 3 -' ©, I 1 REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION NO. INSPECTION RECORD Retain a copy with permit PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: ill XJ A-1 Type of Inspection: 4 k 01A&-"Jevi Address: Date Called: Special Instructions: Date Wanted: i —1'-‘1 a.m. p.m. Requester: Phone No: Approved per applicable codes. El Corrections required prior to approval. COMMENTS: Pit t14C. 4--"L L-ir7 1, -err- Inspector: Inspector: Date: n REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 "2) 0=2. -- Project: MO II/ AL 1114,144/4444/_S Type of Inspection: -J1 IM c,4 Addre s: it 302.- 6 i°ul PG, Date Called: 1 Special Instructions: Date Wanted: 6- 7--1-v>1 p.m. Requester: Phone No: ElApproved per applicable codes. Corrections required prior to approval. COMMENTS: C44)(2--1" t Inspector: P7 Date: z7, I ! REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit ON NO. DIP? 0=2-- PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: Type of Inspection: Addres : 4 i.. to/{ Date Called: Special Instructions: Date Wanted:/ IO" 20. fr'.� /l p.m. Requester: Phone No: EJApproved per applicable codes. Corrections required prior to approval. COMMENTS: W" ex) Ogberr Inspector: Date: G iot n REINSPECTION EE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION N0. PERMIT N0. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 hi 0-472_ Project: M rr _ rn Type of Inspection: %W°l-L— Address: + /� Date Called: Special Instructions: Date Wanted: tors t(y- it a•my p.m. Requester: Phone No: &Approved per applicable codes. Corrections required prior to approval. COMMENTS: Inspector: Date: 6Pt Ca Y)7 n REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 le 0222_ Project: aki Type of Inspect: // Address: 4301, ioLli zd PL, Date Called: Special Instructions: Date Wanted: 5" zq i q r p.m. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. OMMENTS: 0 Inspector: (" / Date: n REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. Intertek bigfr c� aaa- Sted REINFORCED CONt-FEEfE OBSERVATION REPORT InterteK-rsi 3011 S Huson St., Suite A Tacoma, WA 98409 (253) 589-1804 CLIENT: WORK ORDER NO.: 0t10 /911.2. PROJECT: t -tut -4.61,I1 Mater iitts (ick it„ft./4 DATE: b/AttAC/y Technician: Location: Inspection By: :it3'1PH ag-U P Weather: c_ ..1 fir' F via Kerilad ,. d heti? ralti rrn6rtr etic. CLC -13 &- Contract drawings: S1 G I G t S,2. 01 C.r , pturiLf [] Approved shop drawings: ru,1 is • Submittal/Revision Date: a /, f / Detail Page No(s): £,) IO 1c 4y✓t4 Formwork Forms appear to be plumb. Dimensions appear to be correct. Orientation appears to be correct. Debris appears to have been removed from formed areas. Forms appear to be lubricated for removal. Forms do not appear to be excessively deformed or damaged. Forms appear to be properly constructed. Top of column elevation indicated in form. RECEIVED CITY OF TUKWILA JUL 0 9 2019 PERMIT CENTER Reinforcement Vertical reinforcement appears to be correct size and number of bars. Vertical reinforcement appears to have correct length of laps. Ties appear to be correct size, number, and spacing. Ties appear to be concentrated at top of column as detailed. Hooks provided appear to be as detailed. Rebar cage appears to be tied to form as detailed. Rebar cage appears to be centered in form as specified. ti Reinforcing appears to have proper concrete cover. Embedment plates appear to be correct size and have proper stud count and size. Embedment plates appear to be located per contract documents. ❑ ❑ I( ❑ Ir ❑ 2s ' o CB/ ❑ Or ❑ c' ❑ "R11" indicated Re -Inspection is needed. Remarks: 1 �f / /� L Re i V r C i Tt�j Steel [tai r v►t l iB iC2 eliAGeQ ,.f Q C c t(+h�f' �a f t13 Ise :liY� con " ryu rQ �v t /I li.d 7) tans to it, 1�s- p f`' my /�f' iiv LA, ler�ga No iv: ft:11S eireir{f the // ad raver /rpii i C. The information presented in this report is preliminary in nature and presented for informational purposes only. The final report shall be conclusive as to Intertek-PST's findings. The information included herein is not to be used for acceptance, compliance, or contractual purposes. This information is subject to review and change. These test results apply only to the specific locations noted and may not represent any other locations or elevations. Reports may not be reproduced. except in full, without written permission by lntertek-PSI. Rev. 2017 0109 intertek „ Special Inspection Daily Field Report 20508 56th Ave. W, Suite 104 Lynnwood, WA 98036 (425) 409-2504 CLIENT: ." `" WORK ORDER NO.: (= `? : {, ` / ; , .� PROJECT �,i DATE: �' $ 1 General Contractor: Permits: ` .. �r' eather: ,14. ".,' of inspection Perform d ❑ Reinforced ConcreteStructural Masonry f: ❑ Reinforcing Steel 0 Soils ❑ High Strength Bolting 0 Fireproofing ❑ Welding 0 Other & Comn 40 New Inspection ❑ Re -Inspection Standby lime: Special Inspection t Continuous fix', Periodic Location(s)fltem(s): .j - a 'r ) �: %�a`/ /r �.• j _:i „ADIw t.r .1/4-.04 ,n r d 1 .� J i Referenced Details/Drawings: RECEIVED `'' 0` t'/... CITY OF TUKWILA JUL 0 9 2919 Remarks: PERMIT CENTER A.--) s�1tc '..} "- .„, :...>' a'' • ,� :rv" 6r - r . ..5 ,..- .,.."sr r., , .4011_"5 -et.- 71� . a 1 ',11,-,-', `�r4/ A+ ' `0-;J ' :'vo'' �a✓"s t."q , ,F`��e-�G a...R� /4 J ,:.:: ;.�y% /G' ,y^ : .! .,' 4N, ,.:.�Lx hr /is .T.:. e'.,{-� �..%I�..)� { f✓Y .�"%'. "tat 7,".:::..0,' ��°�'4.e.:. .+x... :9 �r• / t.T k' J'd `r4 -_. �if ,j 3 ', A... .--... r -r`i ;`_e= n,../ t .- r .: . ,� ,.��- i./. _ " To the best of.Intertek-PSI's knowledge, the work Inspected to the approved construction documents are: fa ' Conforming ■ Non -Conforming inspector J=r .. ,- Inspector Cert No.: E5" r; -,r Jobsite Representative: These test results apply only to the specific locations and materials noted and may not represent any other locations or elevations. This report may not be reproduced, except in MI without wrttten permission by lntertek-PSL Rev. 2017 0109 tntertek II Special Inspection Daily Field Report Intertek-PSI 3011 S Huson St., Suite A Tacoma, WA 98409 (253) 589-1804 CLIENT: .. WORK ORDER NO.: f i_ PROJECt: :DATE: . - : 1 , > 1 1 General Contractor: RECEIVED Permits: Weather: Type of Inspection Performed ❑ Reinforced Concrete 0 Structural Masonry 0 High Strength Bolting 0 Fireproofing ❑ Reinforcing Steel 0 Soils 0 Welding 0 Other Field Observations 8 Comments CITY OF TUKWILA JUL 092019 Stew_ ipncteIV T C HRe-Inspection andbly me: Special Inspection Vii:. Continuous Periodic Location(s)/Item(s): Referenced Details/Drawings: • Remarks: • To the best of Intertek-PSI's knowledge, the work inspected to the approved construction documents are: 0 Conforming 0 Non -Conforming Inspector: Inspector Cert No.: Jobsite Representative: These test results apply only to the speak locations and materials noted end may not represent any other Locations or elevations. This report may not be reproduced, except in full, without written permission by Intertek-PSI. Rev. 2017 0109 ntertek Special Inspection Daily Field Report too a -a -D- 20508 56th Ave. W, Suite 104 Lynnwood, WA 98036 (425) 409-2504 CLIENT: k's- .rr21 r - r , Location(s)/Item(s): 'ti f f 66 fJ ./ j /' ., F g 2/14-1 . CA . , R.. tri!" L"r i• r'_ WORK ORDER NO.: , , PROJECT: / ' ,m/1',,i DATE: I - if/11.A U,l t / /c } � .. / , (,V) ' /f / , f " General Contractor: Permits: Weather:, Type of Inspection Performed ❑ Reinforced Concrete Structural Masonry 0 High Strength Bolting 0 Fireproofing ❑ Reinforcing Steel 0 Soils 0 Welding 0 Other Field Observations & Comments E1 New Inspection ❑ Re -Inspection s Standby Time: t... _,r, f Special Inspection ..< Continuous Periodic Location(s)/Item(s): 'ti f f 66 fJ ./ j /' ., F g 2/14-1 . CA . , R.. tri!" L"r i• 0 Referenced Details/Drawings: ctvf C Remarks: �1 r `: - - ., r ,- , t t: _ . -. ,}' .U. k. RECEIVED OF TUKWILA CITY JUL 0 9 2019 PERMIT CENTER To the best of Intertek-PSI's knowledge, the work inspected to the approved construction documents are: In Conforming • Non -Conforming Inspector: — r; r Inspector Cert No.: .' :. _ 2. Jobsite Representative: These test results apply only to the specific locations and materials noted and may not represent any other locations or elevations. This report may not be reproduced, except in full, without written permission by Intertek-PSI. Rev. 2017 0109 InttrttK O Professional Service Industries, Inc 3011 South Huson Street, Suite B Report NO RSI.074219 248 `� ~,. ssue O 1, •h^ Reinforcing Tacoma, WA 98421 Phone: (253) 589-1804 Fax: (253) 589-2136 Steel Observation Report These test results apply only to the specific locations and materials noted and may not represent any other locations or elevations. This report may not be reproduced, except in full, without written permission by Professional Service Industries, Inc. If a non- compliance appears on this report, to the extent that the reported non-compliance impacts the project, the resolution is outside the PSI scope of engagement. Client: VECTOR DEVELOPMENT CC: 11335 NE 122ND WAY STE 105 KIRKLAND, WA 98034 Project: MUTUAL MATERIALS TUKWILA ,,cgiv-744., TUKWILA, WA Approved Signatory: Samuel Hyatt (Project Manager) Date of Issue: 6/7/2019 Date: 6/7/2019 Technician: Samuel Hyatt Weather: Overcast, 60's General Location: Tukwila Location, .�.::: ... ❑ Footing ❑ Slab-On-Grade ❑ Elevated Slab ❑ Piers ❑ Columns ❑ Beam ❑ Pilaster ❑ Wall Panel ❑ Foundation Wall ❑ Other: New Canopy Bldg. S.O.G. with thickened edge and Column base. :IGenefralpetails (cont)...> ,.:_:f. Building/Unit No. RECEIVED Elevation (ft): CITY OF TUKWILA Specific Location (grid lines): New Canopy Bldg. S.O.G. i tt Plans Used: a Contract Drawings ❑ Approved Shop Drawings JUN 1 0 2019 Current Date and Revision/Submittal No. on Drawings: 8-15-18 PERMIT CENTER Drawing (page) and Detail Nos.: S0.01 C, S2.01 C Reinf iltin Steel: `� g - ' Size & number of bars as specified Yes Bars properly tied and positioned Yes Lap lengths as specified Yes Bars properly supported on chairs,.., Yes Spacing of bars as specified Yes Bars clean (no foreign matter) Yes Dowels in place and tied Yes Clearance around rebar as specified Yes Epoxy coating specified No Rebar epoxy coated N/A Non Confoifraff e1ltems: ' , ,, } : z A Description Who Notified How / Date Corrected Comments V :;. r , ..,.. = F �.,"... PSI on site at contractors request for reinforcing steel inspection. Inspected resteel for above area with no exceptions noted.lb FtP i2:12000 This report clears non-conformance report from 6-6-19 © 2000-2019 QESTLab by SpectraQEST.com Page 1 of 1 inteftek 0 4 Professional Service Industries, Inc. 3011 South Huson Street, Suite B Tacoma, WA 98421 Phone: (253) 589-1804 Fax: (253) 589-2136 Reinforcing Steel Observation Report No: RSI:07421942-8 Issue No: 1 Client: VECTOR DEVELOPMENT CC: 11335 NE 122ND WAY, STE 105 KIRKLAND, WA 98034 Project: MUTUAL MATERIALS TUKWILA TUKWLA, WA These test results apply only to the specific locations and materials noted and may not represent any other locations or elevations. This report may not be reproduced, except in full, without written permission by Professional Service Industries, Inc. If a non-compliance appears on this report, to the extent that the reported noncompliance impacts the project, the resolution is outside the PSI scope of engagement. Approved Signatory: Samuel Hyatt (Project Manager) Date of Issue: 6/7/2019 Form No: 19104, Report No: RSI:07421942-8 © 2000-2018 QESTLab by SpectraQEST.com 2 ��,►-twig oaaa� FICC IECEOVE U4 OCT 0 5 2018 2J L q. oa. REID MIDDLETON, INC. GEOTECHNICAL REPORT Mutual Materials. 10411 Martin Luther King Jr. Way South Tukwila, Washington Project No. T-7776 Terra Associa e, Inc. REVIEWED FOR CODE COMPLIANCE APPROVED OCT 22 2018 City of Tukwila Prepared for.: Mutual Materials c/o Vector Real Estate Kirkland, Washington arch 16, 2018 (8- 0222 1 1� RA ACI TES Inc. C /Consultants in Geotechnical Engineering, Geology and Environmental Earth Sciences March 16, 2018 Project No. T-7776 Mr. Michael Jones Mutual Materials c/o Mr. Tyler Litzenberger Vector Real Estate 14104 — 102nd Avenue NE Kirkland, Washington 98034 Subject: Geotechnical Report Mutual Materials 10411 Martin Luther King Jr. Way South Tukwila, Washington Gentlemen: As requested, we have conducted a geotechnical engineering study for the subject project. The attached report presents our findings and recommendations for the geotechnical aspects of project design and construction. Our field exploration indicates the soil conditions we observed 'under the two to three inches of asphalt consisted of approximately 9.5 to 11.5 feet of loose to medium dense, inorganic fill material overlying alluvial silts and sands to the termination of the test borings. The exception to this was observed in Test Boring B-2 where the fill material between 6 and 11.5 feet was noted to have heavy organic inclusions. Groundwater was observed at a depth of 13 to 14 feet below current site grades at the time of our field work. In our opinion, support of structures using standard spread footing foundations will be feasible. However, in order to gain suitable support, all foundations will need to be supported on a minimum of tWo" feet of granular structural fill. We trust the information presented m this report is sufficient for your current needs. if you have any questions or require addition alafa nation; please call. �. Sincere TER Carol Projee 12220 113th Avenue NE, Ste. 130, Kirkland, Washington 98034 Phone (425) 821-7777 • Fax (425) 821-4334 TABLE OF CONTENTS Pate, No, 1.0 Project Description ................ ,:,., ........., ............_..:....::... ..::...:::, ,:, ...,....••, .... a. 2.0 Scope of Work ......... 3.0 Site Conditions ............... ., .. >..........,..,,., . ..........,. , .......,,. ... ..,..2 3.1 Surface 2 3.2 Subsurface ,........ 2 3.3 Groundwater . „>,................................. . .......... ... ...>,.:,2 3.4 Geologic Hazards ...................... . .3 3.4.1 Seismic ;...:...,,,::. .• ...:... .....:..............:3 3.4.2 Landslide Hazard Areas, ,. „ 4 4.0 Discussion and Recommendations >. ................. ............:4 4.1 General...........,..... .................. .................... ....... .................... ... ........4 4.2 Site Preparation and Grading ........ ........ ........ .... ,...,.........,.>,,.,5 4.3 Excavations ............. .,,,_,.., .,..,... ..., • .,,,•<.. ,. 6 4.4 Foundations .................. ., i 4.5 Slabs on Grade 7 4.6 Utilities ........ ............................,.....,.....• ..,......,...........•.........., ...... ..8 4.7 Pavements ........................ . 5.0 Additional Services .............................. .....,.. ,,... 9. 6.0 Limitations 9 Figures Vicinity Map......... . ...... ..., ... Figure l Exploration Location Plan .......... ....... .. <. , ..... , . . .. Figure 2 Appendix. Field Exploration and Laboratory Testing • Appendix A Geotechnical Report Mutual Materials 10411 Martin Luther King Jr. Way South Tukwila, Washington 1.0 PROJECT DESCRIPTION The project consists of redeveloping the site with a new paved storage/parking area, a truck access route, and a new metal skinned building in the northeastern corner of the site. Grading to achieve the new development will be minimal with cuts and fills from one to five feet. We expect the structure will be constructed using structural steel with a metal exterior. Structural loading is expected to be light with isolated columns carrying loads of 10 to 15 kips, and bearing walls carrying 1 to 2 kips per foot. The recommendations in the following sections of this report are based on our understanding of the design features outlined above. We should review final design drawings as they become available to verify that our recommendations have been properly interpreted and to supplement them, if required. 2.0 SCOPE OF WORK On November 7, 2017, we observed the soil and groundwater conditions at the site by drilling 3 soil test borings to 15 to 20 feet below existing surface grades. Using the information obtained from our subsurface exploration, we performed analyses to develop geotechnical recommendations for project design and construction. Specifically, this report addresses the following: • Soil and groundwater conditions • Geologic Hazards per the City of Tukwila Municipal Code • Site preparation and grading • Excavations • Foundation support • Slab -on -grade support • Utilities • Pavements It should be noted that recommendations outlined in this report regarding drainage are associated with soil strength, design earth pressures, erosion, and stability. Design and performance issues with respect to moisture as it relates to the structure environment are beyond Terra Associates' purview. A building envelope specialist or contactor should be consulted to address these issues, as needed. March 16, 2018 Project No. T-7776 3.0 SITE CONDITIONS 3.1 Surface The site is an approximately 1.5 -acre parcel located at 10411 Martin Luther King Jr. Way South in Tukwila, Washington. The approximate location of the site is shown on Figure 1. This site is currently occupied by three wood -framed structures, paved parking, and associated landscaping. Site topography is relatively flat over the majority of the property. There is a slight to moderate slope along the north property line that starts in the approximate center of the north property line that descends from the south to the north-northwest with an overall relief of approximately five feet. There is also a slight to moderate slope along the western property line that descends from the east to the west with an overall relief of approximately six feet. The eastern half of the north property line and a small section of the northeast property line is supported by a rockery that is between one and five feet tall. 3.2 Subsurface In general, the soil conditions we observed under the 2 to 3 inches of asphalt consisted of approximately 9.5 to 11.5 feet of loose to medium dense, inorganic fill material overlying alluvial silts and sands to the termination of the test borings. The exception to this was observed in Test Boring B-2 where the fill material between 6 and 11.5 feet was noted to have heavy organic inclusions. The Geological Map of Seattle — a progress report, by K.G. Troost, D.B. Booth, A.P. Wisher, and S.A. Shimel (2005) maps the site as Peat — Modified Land (Qp). While the modified land description matches what we observed on-site, we did not observe any peat during our explorations. The soil unit mapped to the east of the site is Alluvium — Modified Land (Qal). This description is more consistent with the soils we observed on-site. The preceding discussion is intended to be a brief review of the soil conditions observed at the site. More detailed descriptions are presented on the Test Boring logs attached in Appendix A. 3.3 Groundwater We observed groundwater in all 3 test borings between 13 and 14 feet below current site grades. The groundwater was observed in the relatively clean sand layers within the alluvial soils. Fluctuations in the static groundwater level will occur seasonally. Typically, groundwater will reach maximum levels during the wet winter months. Based on the time of year of water levels were observed, the groundwater levels observed at the site likely represent the near seasonal low groundwater levels. Page No. 2 March 16, 2018 Project No. T-7776 3.4 Geolozie ,Hazards 3.41 Seismic Based on the soil conditions encountered and the local geology, per Section 1615 of the 2015 International Building Code (IBC) for seismic conditions, site class "D" should be used in design of the structures. Based on this site class, in accordance with the 2015 IBC, the following parameters should be used in computing seismic forces: Seismic Design Parameters (IBC 201 S) Spectral Response acceleration (Short Period), Sims 1.508g Spectral Response acceleration (1 — Second Period), SMI 0.853g Five percent damped .2 second eriod, SDs1.005g 0.569g Five percent damped 1.0 second period, SDI These values were determined using the latitude/longitude coordinates 47.509575/-122.281797 and the United States Geological Survey (USGS) Ground Motion Parameter Calculator accessed on November 30, 2017 at the web site https://earthquake.usgs.gov/designmapsius/application,php. Soil Liquefaction Liquefaction is a phenomenon where there is a reduction or complete loss of soil strength due to an increase in pore water pressure induced by vibrations from a seismic event. Liquefaction mainly affects geologically recent deposits of fine-grained sands that are below the groundwater table. Soils of this nature derive their strength from intergranular friction. The generated water pressure or pore pressure essentially separates the soil grains and eliminates this intergranular friction; thus, eliminating the soil's strength. Information obtained from our recent subsurface exploration indicates that the soils at the site are alluvial in origin. Groundwater was observed at 13 and 14 feet below current site grades. When penetration test values are low, the soils typically consist of alluvial sandy or clayey silt that, due to its fines content, will exhibit undrained cohesive strength and is not significantly affected by the liquefaction phenomenon. Based on analysis of these conditions, in our opinion, the soil liquefaction hazard at this site and associated risk to building development is low. Impacts to site structures should liquefaction occur during an earthquake will be in the form of settlement in the amount of one to two inches. This amount of settlement would cause cosmetic cracking of the structure, but would not structurally impair its use, in our opinion. Page No. 3 March .16, 2018 Project No. T-7776 3.4.2 Landslide Hazard Areas Section 18.45.120 of the City of Tukwila Municipal Code (TMC) defines a landslide hazard area as "Areas of potential geologic instability are classified as follows: 1. Class 1 area, where landslide potential is low, and which slope is less than 15 percent. 2. Class 2 areas, where landslide potential is moderate, which slope is between 15 and 40 percent, and which are underlain by relatively permeable soils. 3. Class 3 areas, where landslide potential is high, which include areas sloping between 15 and 40 percent, and which are underlain by relatively impermeable soils or by bedrock, and which also include all areas sloping more steeply than 40 percent. 4. Class 4 areas, where landslide potential is very high, which include sloping areas with mappable zones of groundwater seepage, and which also include existing mappable landslide deposits regardless of slope." The majority of the site is relatively flat or has slopes less than 15 percent. Therefore, the site would be Class 1 landslide hazard as defined by the TMC. 4.0 DISCUSSION AND RECOMMENDATIONS 4.1 General In our opinion, there are no geotechnical considerations that would preclude development of the site, as planned. The existing alluvial soils have undergone some preloading due to the existing fill material observed in the site explorations. Based on the expected weight of the proposed building, it is our opinion that an additional preload or surcharge is not necessary. The building can be supported on conventional spread footings bearing on a minimum of two feet of compacted structural fill. Pavements and floor slabs can be similarly supported. The soils observed at the site contain a significant amount of fines and will be difficult to compact as structural fill when too wet. The ability to use native and existing fill soil from site excavations as structural fill will depend on its moisture content and the prevailing weather conditions at the time of construction. If grading activities will take place during winter, the owner should be prepared to import clean granular material for use as structural fill and backfill. Alternatively, stabilizing the moisture in the native soil with cement or lime can be considered. Detailed recommendations regarding these issues and other geotechnical design considerations are provided in the following sections. These recommendations should be incorporated into the final design drawings and construction specifications. Page No. 4 March 16, 2018 Project No. T-7776 4.2 Site Preparation and Grading Site preparation will predominately consist of demolition of the existing buildings and removal of the asphalt pavement. The asphalt was between two and three inches thick. Some stripping of organic material would be expected in the landscaped areas of the project. Demolition of existing structures should include removal of existing foundations, floor slabs, underground septic systems, and other buried utilities. Abandoned utility pipes that fall outside of new building areas can be left in place provided they are sealed to prevent intrusion of groundwater seepage and soil. Organic topsoil will not be suitable for use as structural fill, but may be used for limited depths in nonstructural areas. Once clearing and demolition operations are complete, cut and fill operations can be initiated to establish desired building grades. Prior to placing fill, all exposed bearing surfaces should be observed by a representative of Terra Associates, Inc. to verify soil conditions are as expected and suitable for support of new fill. Our representative may request a proofroll using heavy rubber -tired equipment to determine if any isolated soft and yielding areas are present. If excessively yielding areas are observed, and they cannot be stabilized in place by compaction, the affected soils should be excavated and removed to firm bearing and grade restored with new structural fill. Beneath embankment fills or roadway subgrade if the depth of excavation to remove unstable soils is excessive, the use of geotextile fabrics, such as Mirafi 500X, or an equivalent fabric, can be used in conjunction with clean granular structural fill. Our experience has shown that, in general, a minimum of 18 inches of a clean, granular structural fill placed and compacted over the geotextile fabric should establish a stable bearing surface. We recommend supporting conventional spread footing foundations on a minimum of two feet of granular structural fill that replaces the native alluvial soils. The granular structural fill should meet requirementsfor wet weather structural fill as discussed in the following paragraphs. The structural fill should extend a minimum of one -foot laterally from the edges of the continuous wall or isolated column footing. The existing fill material observed on-site would meet this requirement depending on the final grading. A representative of Terra Associates, Inc. should observe all bearing surfaces to verify that soil conditions are as expected and are suitable for support of building foundations, floor slabs, and site pavements. Our study indicates that the native and existing fill soils contain a sufficient percentage of fines (silt and clay size particles) that will make them difficult to compact as structural fill if they are too wet or too dry. Accordingly, the ability to use these native and existing fill soils from site excavations as structural fill will depend on their moisture content and the prevailing weather conditions when site grading activities take place. Soils that are too wet to properly compact could be dried by aeration during dry weather conditions or mixed with an additive such as cement or lime to stabilize the soil and facilitate compaction. If an additive is used, additional Best Management Practices (BMPs) for its use will need to be incorporated into the Temporary Erosion and Sedimentation Control plan (TESC) for the project. Page No. 5 March 16, 2018 Project No. T-7776 If grading activities are planned during the wet winter months, or if they are initiated during the summer and extend into fall and winter, the contractor should be prepared to import wet weather structural fill. For this purpose, we recommend importing a granular soil that meets the following grading requirements: U.S. Sieve Size Percent Passing 6 inches 100 No. 4 75 maximum No. 200 5 maximum* *Based on the 3!4 -inch fraction. Prior to use, Terra Associates, Inc. should examine and test all materials imported to the site for use as structural fill. Structural fill should be placed in uniform loose layers not exceeding 12 inches and compacted to a minimum of 95 percent of the soil's maximum dry density, as determined by American Society for Testing and Materials (ASTM) Test Designation D-698 (Standard Proctor). The moisture content of the soil at the time of compaction should be within two percent of its optimum, as determined by this ASTM standard. In nonstructural areas, the degree of compaction can be reduced to 90 percent. 4.3 Excavations All excavations at the site associated with confined spaces, such as utility trenches must be completed in accordance with local, state, or federal requirements. Based on current Washington Industrial Safety and Health Administration (WISHA) regulations, soils found on the project site would be classified as Group C soils. For properly dewatered excavations more than 4 feet, but less than 20 feet in depth the side slopes should be laid back at a minimum slope inclination of 1.5:1 (Horizontal:Vertical). If there is insufficient room to complete the excavations in this manner, or if excavations greater than 20 feet in depth are planned, temporary shoring to support the excavations will be required. Properly designed and installed shoring trench boxes can be used to support utility trench excavations where required. Groundwater should be anticipated within excavations extending below depths of 13 feet from current surface grades. Based on our study, the volume of water and rate of flow into the excavation may be significant and dewatering of the excavations will be necessary. Shallow excavations that do not extend more than one to two feet below the groundwater table can likely be dewatered by conventional sump -pumping procedures along with a system of collection trenches. Deeper excavation will require dewatering by well points or isolated deep -pump wells. The utility subcontractor should be prepared to implement excavation dewatering by well point or deep - pump wells, as needed. This will be an especially critical consideration for any deep excavations. This information is provided solely for the'benefit of the owner and other design consultants, and should not be construed to imply that Terra Associates, Inc. assumes responsibility for job site safety. It is understood that job site safety is the sole responsibility of the project contractor. Page No. 6 March 16, 2018 Project No. T-7776 4.4 Foundations The building may be supported on conventional spread footing foundations bearing on a minimum of two feet of structural fill placed above the native soils. Foundation subgrade should be prepared as recommended in Section 4.2 of this report. Perimeter foundations exposed to the weather should bear at a minimum depth of 1.5 feet below final exterior grades for frost protection. Interior foundations can be constructed at any convenient depth below the floor slab. Foundations supported on structural fill material can be dimensioned for a net allowable bearing capacity of 2,000 pounds per square foot (psf). For short-term loads, such as wind and seismic, a one-third increase in this allowable capacity can be used. With structural loading as anticipated and these bearing stresses applied, estimated total foundation settlement of approximately one -inch is expected. For designing foundations to resist lateral loads, a base friction coefficient of 0.35 can be used. Passive earth pressures acting on the side of the footing can also be considered. We recommend calculating this lateral resistance using an equivalent fluid weight of 300 pounds per cubic foot (pcf). We recommend not including the upper 12 inches of soil in this computation because it can be affected by weather or disturbed by future grading activity. This value assumes the foundation will be constructed neat against competent native soil or backfilled with structural fill as described in Section 4.2 of this report. The values recommended include a safety factor of 1.5. 4.5 Slabs on Grade Slabs on grade may be supported on subgrade prepared as recommended in Section 4.2 of this report. Immediately below the floor slab, we recommend placing a four -inch thick capillary break layer composed of clean, coarse sand or fine gravel that has less than five percent passing the No. 200 sieve. This material will reduce the potential for upward capillary movement of water through the underlying soil and subsequent wetting of the floor slab. The capillary break layer will not prevent moisture intrusion through the slab caused by water vapor transmission. Where moisture by vapor transmission is undesirable, such as covered floor areas, a common practice is to place a durable plastic membrane on the capillary break layer and then cover the membrane with a Layer of clean sand or fine gravel to protect it from damage during construction, and aid in uniform curing of the concrete slab. It should be noted that if the sand or gravel layer overlying the membrane is saturated prior to pouring the slab, it will be ineffective in assisting uniform curing of the slab, and can actually serve as a water supply for moisture transmission through the slab and affecting floor coverings. Therefore, in our opinion, covering the membrane with a layer of sand or gravel should be avoided if floor slab construction occurs during the wet winter months and the layer cannot be effectively drained. We recommend floor designers and contractors refer to the current American Concrete Institute (ACI) Manual of Concrete Practice for further information regarding vapor barrier installation below slab -on -grade floors. Page No. 7 March 16, 2018 Project No. T-7776 4.6 Utilities Utility pipes should be bedded and backfilled in accordance with American Public Works Association (APWA), or City of Tukwila specifications. As a minimum, trench backfill should be placed and compacted as structural fill, as described in Section 4.2 of this report. Most native soils excavated on the site should be suitable for use as backfill material during dry weather conditions. However, if utility construction takes place during the wet winter months, it will likely be necessary to import suitable wet weather fill for utility trench backfilling. The utility contractor should also be prepared for encountering unstable soft alluvial soils below the pipe invert elevations. If not removed from below the pipe and replaced with crushed rock or additional bedding material, pipe deflections may occur as a result of the soil yielding and compressing in response to loading imposed during trench backfilling. The need to overexcavate and stabilize the pipe foundation before backfilling should be evaluated by observation and testingduring construction. 4.7 Pavements Traffic at the facility will include moderately heavy traffic in the form of tractor -trailer rigs. For design considerations, we have assumed traffic in parking and in car/light truck access pavement areas can be represented by an 18 -kip Equivalent Single Axle Loading (ESAL) of 50,000 over a 20 -year design life. For heavy traffic pavement areas, we have assumed an ESAL of 300,000 would be representative of the expected loading over the pavement design life. These ESALs represent loading equivalent to approximately 5 and 20, loaded (80,000 pound GVW) tractor -trailer rigs traversing the pavement daily in each area, respectively. As we understand, the existing pavement will remain in place with new asphalt constructed as an overlay. Using the existing asphalt as the subbase, we recommend the following pavement sections: Light Traffic and Parking Overlay: « Two inches of 1/2 -inch hot mix asphalt (HMA) over two inches 1 -1/4 -inch HMA Heavy Traffic Overlay: • Two and one-half inches 1/2 -inch HMA over three inches 1 -1/4 -inch HMA Asphalt concrete should meet the requirements as outlined in Washington State :Department of Transportation's (WSDOT) standard specifications. Long-term pavement performance will depend on surface drainage. A poorly -drained pavement section will be subject to premature failure as a result of surface water infiltrating into the subgrade soils and reducing their supporting capability. For optimum pavement performance, we recommend surface drainage gradients of at least two percent. Some degree of longitudinal and transverse cracking of the pavement surface should be expected over time. Regular maintenance should be planned to seal cracks when they occur. Page No. 8 March 16, 2018 Project No. T-7776 5.0 ADDITIONAL SERVICES Terra Associates, Inc. should review the final design drawings and specifications in order to verify that earthwork and foundation recommendations have been properly interpreted and implemented in project design. We should also provide geotechnical services during construction to observe compliance with our design concepts, specifications, and recommendations. This will allow for design changes if subsurface conditions differ from those anticipated prior to the start of construction. 6.0 LIMITATIONS We prepared this report in accordance with generally accepted geotechnical engineering practices. No other warranty, expressed or implied, is made. This report is the copyrighted property of Terra Associates, Inc. and is intended for specific application to the :Mutual Materials project in Tukwila, Washington. This report is for the exclusive use of Mutual Materials c/o Vector :Real Estate and their authorized representatives. The analyses and recommendations presented in this report are based on data obtained from the subsurface explorations completed on-site. Variations in soil conditions can occur, the nature and extent of which may not become evident until construction. If variations appear evident, Terra Associates, lnc. should be requested to reevaluate the recommendations in this report prior to proceeding with construction. Page No. 9 OXIMATE SCALE IN FEET. REFERENCE: https://www.bing.com/maps Terra Associates, Inc. Consultants in Geotechnical Engineering Geology and Environmental Earth Sciences VICINITY MAP MUTUAL MATERIALS TUKWILA, WASHINGTON Proj.No. T-7776 Date: MAR 2018 Figure 1 yB-T E PHASE I REVISE LANDSCAPING AREA FOR NEW SAMPLE YARD DISPLAY, REUSE EXISTING SITE TREES AND SHRUBBY WHERE APPLICABLE IN NEW DISPLAY PHASE I ALTERATION TO INCLUDE NEW BATHROOM FACILITIES VERIFY SEWER REQUIREMENTS AND NEEDS EXISTING STRUCTURE NOTE: THIS SITE PLAN IS SCHEMATIC. ALL LOCATIONS AND DIMENSIONS ARE APPROXIMATE. IT IS INTENDED FOR REFERENCE ONLY AND SHOULD NOT BE USED FOR DESIGN OR CONSTRUCTION PURPOSES. LEGEND: APPROXIMATE BORING LOCATION 0 50 100 APPROXIMATE SCALE IN FEET REFERENCE:SITE PLAN PROVIDED BY TAHOMA DESIGN GROUP. EXISTING PROPI Terra Associates, Inc. Consultants in Geotechnical Engineering Geology and Environmental Earth Sciences EXPLORATION LOCATION PLAN MUTUAL MATERIALS TUKWILA, WASHINGTON Proj.No. T-7776 Date: MAR 2018 Figure 2 APPENDIX A FIELD EXPLORATION AND LABORATORY TESTING Mutual Materials Tukwila, Washington On November 7, 2017, we observed the drilling of 3 soil test borings to depths of 16.5 and 21.5 feet below the existing site grades. Test boring locations were determined in the field by measurements from existing site features and buildings. The approximate location of the test borings is shown on the attached Exploration Location Plan, Figure 2. Test Boring Logs are attached as Figures A-2 through A-4. A geotechnical engineer from our office conducted the field exploration. Our representative classified the soil conditions encountered, maintained a log of each test boring, obtained representative soil samples, and recorded water levels observed during drilling. During drilling, soil samples were obtained in general accordance with ASTM Test Designation D-1586. Using this procedure, a 2 -inch (outside diameter) split barrel sampler is driven into the ground 18 inches using a 140 -pound hammer free falling a height of 30 inches. The number of blows required to drive the sampler 12 inches after an initial 6 -inch set is referred to as the Standard Penetration Resistance value or N value. This is an index related to the consistency of cohesive soils and relative density of cohesionless materials. N values obtained for each sampling interval are recorded on the Test Boring Logs, Figures A-2 through A-4. All soil samples were visually classified in accordance with the Unified Soil Classification System (USCS) described on Figure A-1. Representative soil samples obtained from the test borings were placed in closed containers and taken to our laboratory for further examination and testing. The moisture content of each sample was measured and is reported on the individual Test Boring Logs. Project No. T-7776 MAJOR DIVISIONS LETTER SYMBOL TYPICAL DESCRIPTION COARSE GRAINED SOILS More than 50% material larger than No. 200 sieve size GRAVELS More than 50% of coarse fraction is larger than No. 4 sieve Clean Gravels (less than 5% fines) GW Well -graded gravels, gravel -sand mixtures, little or no fines. GP Poorly -graded gravels, gravel -sand mixtures, little or no fines. Gravels with fines GM Silty gravels, gravel -sand -silt mixtures, non -plastic fines. GC Clayey gravels, gravel -sand -clay mixtures, plastic fines. SANDS More than 50% of coarse fraction is smaller than No. 4 sieve Clean Sands (less than 5% fines) SW Well -graded sands, sands with gravel, little or no fines. SP Poorly -graded sands, sands with gravel, little or no fines. Sands with fines SM Silty sands, sand -silt mixtures, non -plastic fines. SC Clayey sands, sand -clay mixtures, plastic fines. FINE GRAINED SOILS More than 50% material smaller than No. 200 sieve size SILTS AND CLAYS Liquid Limit is less than 50% ML Inorganic silts, rock flour, clayey silts with slight plasticity. CL Inorganic clays of low to medium plasticity. (Lean clay) OL Organic silts and organic clays of low plasticity. SILTS AND CLAYS Liquid Limit is greater than 50% MH Inorganic silts, elastic. CH Inorganic clays of high plasticity. (Fat clay) OH Organic clays of high plasticity. HIGHLY ORGANIC SOILS PT Peat. DEFINITION OF TERMS AND SYMBOLS COHESIONLESS Standard Penetration Density Resistance in Blows/Foot Tr Pp DD LL PI N I 2" OUTSIDE DIAMETER SPILT SPOON SAMPLER — 2.4" INSIDE DIAMETER RING SAMPLER OR SHELBY TUBE SAMPLER y WATER LEVEL (Date) TORVANE READINGS, tsf PENETROMETER READING, tsf DRY DENSITY, pounds per cubic foot LIQUID LIMIT, percent PLASTIC INDEX STANDARD PENETRATION, blows per foot Very Loose 0-4 Loose 4-10 Medium Dense 10-30 Dense 30-50 Very Dense >50 I_ COHESIVE Standard Penetration Consistancy Resistance in Blows/Foot Soft 0-2 Veryt2-4 Soft So Medium Stiff 4-8 Stiff 8-16 Very Stiff 16-32 Hard >32 UNIFIED SOIL CLASSIFICATION SYSTEM MUTUAL MATERIALS TUKWILA, WASHINGTON "Terra Associates, Inc. r'ggs Consultants in Geotechnical Engineering )Figure Pro .No. T-7776 Date: MAR 2018 A-1 Geology and Environmental Earth Sciences LOG OF BORING NO. B-1 Project: Mutual Materials Client: Mutual Materials Location: Tukwila, Washington Figure No. A-2 Project No: T-7776 Date Drilled: 11/7/2017 Driller: Gregory Drilling Logged By: CSD Depth to Groundwater: 14 Feet Approx. Elea: 19 Feet a N 0 N c N a E cn Soil Description Consistency/ Relative Density SPT (N) Blows/foot 10. 30 50 Moisture Content (%) 10 15 20 25 (3 inches ASPHALT) FILL: Gray and brown silty SAND with gravel, fine to medium sand, fine gravel, moist. *At 7.5 feet soil becomes moist to saturated. Gray SILT, moist to wet. (ML) Gray SAND, fine sand, wet to saturated. (SP) Black interbedded SILT and SAND, fine to medium sand, saturated. (MUSP) Black SAND, fine to medium sand, saturated. (SP) *At 15 feet observed heave in auger. *At 20 feet soil becomes medium to coarse sand. Loose Medium Dense Test boring terminated at 21.5 feet Groundwater observed at 14 feet during drilling. 10 10 3 8 11 26 19.5 20.8 31.0 49.1 32.3 25.7 27.8 NOTE: This borehole log has been prepared for geotechnical purposes, This information pertains only to this boring location and should not be interpeted as being indicative of other areas of the site Terra Associates Inc. Consultants in Geotechnical engineering Geology and Environmental Earth Sciences LOG OF BORING NO. B-2 Figure No. A-3 Project: Mutual Materials Project No: T-7776 Date Drilled: 11/7/2017 Client: Mutual Materials Location: Tukwila, Washington L B. a) a) a tD v7 Driller: Gregory Drilling Logged By: CSD Depth to Groundwate Soil Description 14 Feet Approx. Elev: 23 Feet Consistency/ Relative Density SPT (N) Blows/foot 10 30 50 Moisture Content (%) 0 5 10 15 20 1. .. (3 inches ASPHALT) FILL: Gray and brown silty SAND, fine to medium sand, moist, some gravel. (SM) Medium Dense Loose FILL: Gray brown SAND, fine and silty to medium sand, moist, heavy organic inclusions. (SM) FILL: Mix of gray and brown silty SAND with gravel and SAND, fine to medium sand, fine gravel, moist to wet, moderate organic inclusions. (SM/SP) FILL: Gray silty SAND with gravel, fine to medium sand, fine gravel, moist to wet, trace organics. (SM) `At 11.5 feet observed wood debris. Gray interbedded SILT with sand layers, fine sand, moist. (ML) Black SAND, fine to medium sand, saturated. (SP) Gray SILT interbedded with sand layers, fine sand, moist. (ML) Black SAND interbedded with silt layers, fine to medium sand, saturated. (SP) At the bottom of the sample no silt observed. Test boring terminated at 16.5 feet Groundwater observed at 14 feet during drilling. • • • 14.9 12.9 24.2 21.2 36.1 29.7 45.8 31.5 NOTE: This borehole log has been prepared for geotechnical purposes. This information pertains only to this boring location and should not be interpeted as being indicative of other areas of the site Terra Associates Inc. Consultants in Geotechnical engineering Geology and Environmental Earth Sciences LOG OF BORING NO. B-3 Project: Mutual Materials Figure No. A-4 Project No: T-7776 Date Drilled: 11/7/2017 Client: Mutual Materials Driller: Gregory Drilling Logged $y: CSD Location: Tukwila, Washington Depth to Groundwater: 13 Feet. Approx. Elev: N/A a a) a) c a) c. E m Soil Description Consistency/ Relative Density SPT (N) Blows/foot 10 30 50 Moisture Content (%) 0 10 15 20 (2 inches ASPHALT) Mix of gray, brown, and olive silty SAND with gravel, fine to medium sand, fine gravel, moist to wet, occasional broken cobble or boulder, occasional wood debris, occasional interbedded sand layer. *At 5 feet observed rock in shoe. Interbedded black SILT and SAND, fine to medium sand, saturated, occasional organic silt layer. (MUSP) Medium Dense Black SAND, fine to medium sand, saturated, occasional silt layer interbedded. (SP) Loose Test boring terminated at 16.5 feet. Groundwater observed at 13 feet during drilling, NOTE: This borehole log has been prepared for geotechnical purposes. This information pertains only to this boring location and should not be interpeted as being indicative of other areas of the site 14 20 35 11 8 7 Terra 12.5 12.4 11.9 16.5 43.3 26.3 33.9 Associates Inc. Consultants in Geotechnical engineering Geology and Environmental Earth Sciences ;FPLC Supplemental Structural Calculations For Mutual Materials Tukwila Storage Canopy Tukwila, WA Project # 2170719.20 Project Principal Daniel Booth Design Criteria Design Codes and Standards Codes and Standards: Structural design and construction shall be in accordance with the applicable sections of the following codes and standards as adopted and amended by the local building authority: International Building Code, 2015 Edition. Structural Design Criteria: Live Load Criteria: Roof (Min Blanket Snow) 25 psf Slab on Grade 750 psf Wind Load Criteria: Ultimate Wind Speed 110 Risk Category II Wind Exposure C Topographic Factor 1.0 Seismic Criteria: Risk Category II Seismic Importance Factor 1.0 Ss = 1.508 Si = 0.569 Sds = 1.005 Sd, = 0.569 Site Class = D Seismic Design Category = D Response Modification Coeff. (R): 3.5 REVIEWED FOR CODE COMPLIANCE APPROVED OCT 22 2018 City of Tukwila BUILDING DIVISION 08/30/20/8 I -t 44-DIt-07-1- DRozz2 Soil Criteria: Based on Geotechnical Engineering Report by: Terra Associates, Inc., dated March 16, 2018. Allowable Soil Bearing Capacity: 2,000 allow 33% increase for loads from wind or seismic origin. Active Earth Pressure = 35 At Rest Earth Pressure = 50 Friction Coefficient = .35 Passive Pressure = 300 Project Description The enclosed calculations are supplemental to the original calculation submitted for permit. The supplemental calculations include calculations for the column anchor bolts, calculations for masonry wall strip foundations, analysis of masonry walls for in -plane lateral loads, and anlaysis of masonry wall connection for in -plane lateral loads. • •�jorrl 4444,, Ia:ji►,�r 4 Pro»ed - Project No. Subject Pune With/To Fax # Address # Faxed. Pages ..__.__... Date By C Page o Calculations E Fax E Memorandtan Meeting Minutes Li Telephone Memo Ewers ref Engineers Landscape Architects Community Planners Land Surveyors Neighbors If this does not rneetwith your understanding, please contact us in writing within seven bays• THANK .YOU. 0 TACOMA 2215 N. 30th St. Suite 300 Tacoma, WA. 98403-3305 251383.2422 253.3812572 FAX SEATTLE 1200 6th Avenue Suite 1620 Seattle, WA 98101-3123 208287.2425 208 267.2429 FAX SIMPSON Anchor DesignerTM Software Version 2.5.6582.9 1.Project information. Customer company: Customer contact name: Customer e-mail: Comment: 2. Input Data & Anchor Parameters General Design method:ACI 318-14 Units: imperial units Anchor Information: Anchor type: Cast -in-place Material: F1554 Grade 36 Diameter (inch): 0.750 Effective Embedment depth, h,r (inch): 12.000 Anchor category: - Anchor ductility: Yes (inch): 13.50 Cin (inch): 4.50 Smir (inch): 4.50 Load and Geometry Load factor source: ACI 318 Section 5.3 Load combination: not set Seismic design: No Anchors subjected to sustained tension: Not applicable Apply entire shear load at front row: No Anchors only resisting wind and/or seismic loads: No <Figure 1> Company: Date: 8/1312018 Engineer: Page: I 1/5 Project: Address: Phone: E-mail: Project description: Location;. Fastening description: Base Material Concrete: Normal -weight Concrete thickness, h (inch); 18.00 State: Cracked Compressive strength; f c (psi): 6000 4 r,v: 1.0 Reinforcement condition: B tension, B shear Supplemental reinforcement: Not applicable Reinforcement provided at corners: No Ignore concrete breakout in tension: No Ignore concrete breakout in shear: No Ignore 6do requirement: No Build-up grout pad: No Base Plate Length x Width x Thickness (inch): 13.0 Yield stress: 36000 psi Profile type/size: W12X35 0.63 Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Str, ng -Tia Company inc;. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.647.3871 wv w.strongfie,corn SIMPSON <Figure 2> Anchor Designer TM Software Version 2.5.6582.9 Company: Date: 8113/2018 Engineer: Page: 2/5 Project: Address: Phone: E-mail: Recommended Anchor Anchor Name: J- or L -Bolt - 3/4"0 J- or L -Bolt, F1554 Gr. 36 O ry Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -'lie Company inc. 5956 W. Las Pcsitas Boulevard Pleasanton, CA 94588 Phone; 925.560.9000 Fax: 925.847.3.871 www.strongtie.com SIMPSON S%►vet Anchor Designer TM Software Version 2.5.6582,9 3. Resulting Anchor Forces Anchor Tension load, Nub (lb) 1 5207,5 2 5207.5 3 5207.5 4 5207.5 Sum Company: Date:8/13/2018 Engineer: Page: 3/5 Project: Address: Phone: E-mait: Shear load x, V. (ib) 2138.8 2138.8 2138.8 2138.8 Shear load y, Vey (Ib) 267.3 267.3 267.3 267.3 Shear load combined. 'vlrvusx)2'°'(Vuay)' (lb) . 2155.4 2155.4 2155.4 2155.4 20830.0 8555.0 Maximum concrete compression strain (%4: 0.00 Maximum concrete compression stress (psi): 0 Resultant tension force (lb): 20830 Resultant compression force (ib): 0 Eccentricity of resultant tension forces in x-axis, e'rax (inch): 0,00 Eccentricity of resultant tension forces in y-axis, 8'N, (inch): 0,00 Eccentricity of resultant shear forces in x-axis, eV,. (inch): 0.00 Eccentricity of resultant shear forces in y-axis, e'vy (inch): 0.00 4. Steel Strength of Anchor in Tension (Sec, 17,4.1) Nse (ib) 0 0Nar (lb) 19370 0.75 14528 5 Concrete Eireakotdatrength of Anchor in Tendon (Sec. 17.4.2) Nn = kc%s\'rr,%l,;ri 5 (Eq. 17,4.2.2a) kc .i.e Pc (psi) her (in) N (Ib) 24.0 1.00 6000 12.000 77279 .SNcD;r r-.0 ON,/ AticOec,t Tee: N tfi:;sWp5ND (Sec. 17.3.1 & Eq. 17.4.2.1b) Am, (in) p'l.Jw. (in`) Gsm;n (In) '.Peqtd ��eCP1 Tier?' 1512.00 1296.00 12.00 1.000 0.900 1069.0 8621.5 <Figure 3> GAN 6. Pullout Strength of Anchorin Tension (Sec, 17.,4,3) ND, = fYcPtsl : = fYc,P0.9frer,da (Sec. 17.3,1, Eq. 17.4.3.1 & 17.4.3.5) Yc.P f' (psi) de (in) ei.=3d6 (in) 0 1.0 6000 0.75 2.25 0.70 1.00 1.000 0tdr., (ib) 6379 Nh (lb) 77279 0 0.70 0Nr47 (ib) 56800 Input data and results must be checked for agreement .lith the ex'sting circumstances, the standards and guidelines !rust be checked for plausibility: Simpson Strong -Tie Company Inc, 59561N. Las Paellas Boulevard Pleasanton: CA 94588 Phone: 925.550,9000 Fax: 925,947.3871 www.strcngtie.cor SIMPSON Strongne Anchor Designer TM Software Version 2.5.6582.9 8. Steel Strength of Anchor in Shear (Sec. 17.5.1) V. (Ib) 11625 tawrobl 1.0 Y 0.65 Ogravt,+Vsa (lb) Company; Date: 8/13/2018 Engineer: Page: 415 Project: Address: Phone: E-mail 7556 9, Concrete Breakout Strength of Anchorin Shear (Sec. 17.5.21 Shear perpendicular to edge in x -direction: Vbx = min17(/o/ db)"NidK;?a f:.ca;' 9.a . f,Ca,1.$) (Eq. 17.5.2.2a & Eq. 17.5 2 2b) is (in) da (in) /4 fc (psi) c (in). Vex (lb) 6,00 0.750 1.00 6000 - 18.00 53239 ¢Vasx = ¢ (Aur/Avco) Pe,.v`P`ct,vY';.vicvVbx (Sec. 17.3.1 & Eq. 17.5.2.1h) Avc (int) Avco (int) Y's ,v lva,'v J'.v P.,„v Vcx (1b) y`<V,:eux (Ib) 1080.03 1458.00 1.000 1.000 1.000 1.225 53239 Shear parallel to edge in y -direction: VAx = rn€n17(ls/ da)" $vr/a.Ylfacd,'5; 9..N?:.-co'.s . (Eq.. 17.5.2.2a & Eq. 17.5.2.2b) !a (in) da (in) .. a fc (psi) co (in) Vnr (ib) 0.70 33809 6.00 0.750 1.00 6000 12.00 28979 0Vcv3y = 0 (2)(A w Avco)Yfoc,v Viod,v{'a.vP'n..VVbx (Sec. 17.3.1, 17.5.2.1(c) & Eq. 17.5.2.1b) L`.C. �)� ,r (( Av. (In _.... A� (In ) Sa_':V � aC:V �"f. �! !h,;( YGx (Ib) O VGJS)y (ib) 756.00 648.00 1.000 1.000 1.000 1.000 28979 0.70 47333 10. Concrete Pryout Strength of Anchor in Shear (Sec, 17.5.31 0Vcnv Okrp(AN /At,)'I'_c,! t'aa,rY4;rr`l:;a.vNc (Sec, 17 3.1 & Ea. 17.5.3.1 b) koQ Ar,c (int) Arra, (in`) Yacr, far.. r; Nb (ib) O yryVcpg (lb) 2.0 1512.00 1296.00 1.000 0.900 1.000 1.000 77279 0.70 113599 11, Results Interactionf T i1e,end Shear Farces (Sec. R17.6) Tension Factored Load, N4o (lb) Design Strength, eN, (ib) Ratio Status Steel 5208 14528 0.36 Pass Concrete breakout 20830 56800 0.37 Pass Pullout 5208 6379 0.82 Pass (Governs) Shear Factored Load, VJ;;a (Ib) Design Strength, oVr, (Ib) Ratio Status Steel 2155 T Concrete breakout x+ 8555 {( Concrete breakout x+ 535 Pryout 8622 Interaction check Sec. 817.6 (Na/N4 ......................... 0.71 7556 33809 47333 113599 (V:4 V.)S" Combined Ratio 0.12 83.7 % 0.29 0.25 0.01 0.08 Permissible Pass (Governs) Pass Pass Pass 3!413 J- or L -Bolt, F1554 Gr, 36 with hef - 12.000 inch meets the selected design criteria. Status Pass input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for piausibility. Si nt,,son Strong -Tie Company inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com SIMPSON Anchor Designer TM Software Verson 2.5.6582.9 Base Plat Thickness Required base plate thickness: 0.485 inch Company: Date: 8113/2018 Engineer: Page: 5/5 Project: Address: Phone: E-mail: 12. Warning Designer must exercise own judgement to determine it this design is suitable, Input data and results must be checked for agreement with the existing circumstances, the standards and gu.oetines must be necked cnecke for piausbdity, Simpson Strom,-Tle Company Inc. 3956 W. Las Po&tas Boulevard Pleasanton, CA 94588 Phone: 925,560.9000 Fax: 925.847,3871 www.strongtie,com SIMPSON Anchor DesignerTM Software Version 2.5,6582.9 1.Project information Customer company: Customer contact name: Customer e-mail: Comment: 2. Input Data & Anchor Parameters General Design method:ACI 318-14 Units: Imperial units Anchor Information: Anchor type: Cast -in-place Material: F1554 Grade 36 Diameter (inch): 0.750 Effective Embedment depth, her (inch): 12.000 Anchor category: - Anchor ductility: Yes hmsn (inch): 13.50 Crn<n (inch): 4.50 Sm;n (inch): 4.50 Load and Geometry Load factor source: ACI 318 Section 5.3 Load combination: not set Seismic design: No Anchors subjected to sustained tension: Not applicable Apply entire shear load at front row: No Anchors only resisting wind and/or seismic loads: No <Figure 1> Company: Date: 8/1312018 Engineer: Pa e: 1/5 Project: Address: Phone: E-mail: Project description: Location: Fastening description: Base Material Concrete: Normal -weight Concrete thickness, h (inch): 18.00 State: Cracked Compressive strength, f'_ (psi): 6000 P ,v: 1.0 Reinforcement condition: B tension, B shear Supplemental reinforcement: Not applicable Reinforcement provided at corners: No ignore concrete breakout in tension: No ignore concrete breakout In shear No Ignore 6do requirement: No Build-up grout pad: No Base Plate Length x Width x Thickness (inch): 13.00 x 12.00 x 0.63 Yield stress: 36000 psi Profile type/size: W12X35 Input data and results must be checked far agreement with the existing circumstances, the standards and guidelines must be chucked for plausibility, Sin sLin Sarong -Tie: Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 025,847.0871 wi+w.strongtie.corn Anchor DesignerTM Software Version 2.5.6582.9. Company:, Date: 8/13/2018 Engineer: Page:: 2/5, Project: Address Phone: E-mail: <Figure 2>' Recommended Anchor Anchor Name: J- or Bolt 3/4"0 J- or t_ -Boit, F155,1 Gr. 36 Ir put data andira tits rnust be checked tar'aereement'M th the existing circumstances, the s andards and guidelines mubi be chec4ed for p(ausi6l ty: . viii p cr ., tro tg , re.Ct n.pa, y 3nc. 5956..W. !AS Pos,tas Boulevard- Pleasanton, CA 94588: Phone: 925:583.9000 Fax; 925:847:3871 w.vvi strongtie.detri SIMPSON Anchor Designer TM Software Version 2.5.6582.9 3. Resulting Anchor Forces Anchor Tension load, No (ib) Company: Date: 8113/2018 Engineer: Page: 3/5 Project: Address: Phone: E-mail: Shear load x, Vox (lb) Shear load y, Vuay (lb) Shear road combined, /(V)+(V)2 (ib) 1 2.5 2 2.5 3 2.5 4 2.5 6530.5 6530.5 6530.5 6530.5 0.0 0.0 0.0 0.0 6530.5 6530.5 6530.5 6530.5 SUM 10.0 Maximum concrete compression sC .: (% ): 0.00 Maximum concrete compression stress +si): 0 Resultant tension force (ib): 10 Resultant compression force (Ib): 0 Eccentricity of resultant tension forces in x-axis, e ;nch): 0,00 Eccentricity of resultant tension forces in y-axis, e'ey (in j : 0.00 Eccentricity of resultant shear forces in x-axis, e'vx (inch): Eccentricity of resultant shear forces in y-axis, e'vy (inch): 0.00 26122.0 0.0 26122.0 <Figure 3> Aclual frame reaction W �.ow i'lrigitd force. However, psc program requires a tensic•n force lo run, f a small no Hina: uplift has been added - tions rvativ 4, Steel Strength of Anchor in Tension (Sec. 1744.1) Na® (b) 0 /Naa (lb) 19370 0.75 14528 5. Concrete Breakout Strength of Anchorin Tension (Sec. 17.4.2) Nb = keiatirf'ch„r'5 (Eq. 17.4.2.2a) kc f'c (psi) h..( (in) Na (lb) 24.0 1.00 6000 12,000 77279 ONct '4 (Am;IANA Y'„c,e�l'„u, `Pt,tr'1'cp,rNNs (Sec. 17.3.1 & Eq. 17:4.2,1b) Aft (in') Aec:, (ln2) �� u. (in) "zr„:.,ra 9' ,N ctc.r,� Y'Ga,v Nt (Ib) <o thNctE (lb) 1512.00 1296.00 12.00 1.000 0.900 1,00 1.000 77279 0.70 56800 6. Pullout Strength of Anchor in Tension (Sec, 1L43...1 fNp, = fYc,pNa = fYc,P0.9f::e;,d„ (Sec. 17.3.1, Eq. 17.4.3.1 & 17.4.3.5) iPc,r= i'c (psi) da On) er.=3da (in) 7 vN,s., (Ib) 1.0 6000 0.75 2.25 0.70 6379 Input data and rosuits must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for piausc lity. Simpson S reng-lie Company Inc, 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9900 Fax: 925.847.3871 www.strongtio.com SIMPSON Anchor DesignerTM Software Version 2.5.6582.9 8. Steel Strength of Anchor in Shear (Sec. 17.5 1) Vsa (Ib) 09foo 0 OretnIt0V58 (ib) Company: Date: 8/13/2018 Engineer: Page: 4/5 Project: Address: Phone: E-mail: 11625 1.0 0.65 7556 9. Concrete Breakout Strength of Anchor in Shear {Sec, 17.5.2) Shear perpendicular to edge In x -direction: JCfi = min17(hit earl -,/da oil EcAf' 6; 9)/t'ccart.s1 (Eq, 17.5,2,2a & Eq. 17.5,2.2b) is (in) da (in) Aa I fc (psi) cal (In) Vbx (ib) 6.00 0.750 1.00 6000 18.00 ;Wow « 0(Avs/Avcu)1'!'ec;v'3'rea.s�'l;'c�,jv'I'b,vV:,:Y (Sec, 21 /7,3.1 & Eq. 17.5.2.1b) q L A C (in`) A1'rc (int) 6 C. 2.5.v 91 4r i YCfi (b) N VC.0 .Y (lb) 1080.00 1458.00 1.000 1.000 1.000 1.225 53239 0.70 33809 53239 10. Concrete Prvout Strength of Anchor in Shear {Sec. 17.5.3) 0Vc, ^ Ok«,bNav = ¢k. (Argo!ANce)nc;N VG,14 Tcp, Nb (Sec. 17.3.1 & Eq. 17.5.3." b) kCp AN4ins ANc4 (Int F t ) l � �` 9«,.t J :'ea,N y 71'0%:1 NC (lb) �i 1VC'rbE tits) 2,0 1512.00 1296.00 1.000 0.900 1,000 1.000 77279 0.70 113599 11. Results Interaction of Ten$11e : . • ces {Sec. 17,6.1 Tension Factored Load, No (ib) Design Strength, of% (Ib) Ratio Steel 3 Concrete breakout 10 Pullout 3 Shear Status 14528 0.00 Pass 56800 0.00 Pass 6379 0.00 Pass (Governs) Factored Load, V. (ib) Design Strength, Min (lb) Ratio Status Steel 6531 7556 0.86 Pass (Governs) T Concrete breakout x+ 26122 33809 .0.77 Pass Pryout 26122 113599 0.23 Pass Interaction check N<.a/ONn V,, iVv, Combined Ratio Permissible Status Sec. 17.6..2 0.00 0.86 86.4 % 1.0 Pass 3/41 J- or L -Bolt, F1554 Gr. 36 with hef = 12.000 inch meets the selected design criteria. Base Plats Thickness Required base plate thickness: 0.011 inch Input data and results must he checked for agreement with the existing clrcums nces, the standards and guidelines must be checked for plausibility. Sirr ;sr.,n Strong -Tie Comps:•^y sn;.. 5956 W. Las Pos tas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax; 925.847.3871 www.strongtie.com SIMPSON Anchor Designer TM Software Version 2.5.6582.9 1 . Warnings Designer must exercise own judgement to determine if th Company: Date: 8/13/2018 Engineer: Page: 5/5 Project: Address: Phone: E-mail: s design is suitable. Input data and results must be checked for agreement with the exsi>ng circumstances, the standards and guidelines must be checked for plausibiity. Simpsn^ Strong- i ie Company Inc. 5956 W. Las Positas Boulevard Pleasanton: CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 vmroi.strongtie.com Project Preject No. Subject .PhOhe WitherTo Fax g Address # Faxed Pages Date ▪ By • Page of El catootationO • Fox Memorandum El Meeting Minutes o Telephone Mame Civil Engineers go Is (4;414 .3°I.ji 4 --ste4 Af.{ Carl ts.k.:0 4 I - scr 71:4.gr 11 'rt4 if 14014 A-444-4, .A,a A (.- es- -es 1.044$.4. 44;‘, tJ41.1 tio iv 3,134 p 4.(11'6137/.(J.( • 11," 44444+ ,././ ?1, €4 e** Structural Engineers Landscape Anititects Community Planners Land Surveyors Neighbors • TACOMA 2215 N. 30th St Suite 300 Tacoma, WA 98403-3305 253.383.2422 253.3832572 FAX • 0 SEATTLE 1200 6th Avenue Sulle 1820 Seattle, WA 98101-3123 If this does not meet w4th your understanding, please contact us in writing within seven days. THANK YOU 206.267.2425 206.267.2429 FAX Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block` selection. Title Block Line 6 Wall Footing Description : -None-- Code References Project Title: Engineer: Project ID: Project Descr: Printed: 13 AUG 2018, 1:49PM File - liehbLcs,�nieata PrcOd?s01712179779't2Q: 5TAth;9N C:AD;CALNPi4fi83-1+rlti4NC0CF73.EC ' Calculations per ACI 318-14, IBC 2015; CBC 2016, ASCE 7-10 Load Combinations Used : ASCE 7-10 General Information Material Properties f c : Concrete 28 day strength fy : Rebar Yield Ec : Concrete Elastic Modulus Concrete Density (.a Values Flexure Shear Analysis Settings Min Steel % Bending Reinf. Min Alow % Temp Reinf, Min. Overturning Safety Factor Min. Sliding Safety Factor AutoCalc Footing Weight as DL Dimensions Footing Width Wal Thickness Wail center offset from center of footing 3.0ks = 60.0 ks - 3,122.0 ks 145.0 pcf • 0.90 0,750 2.50ft 9.625 in ▪ 0,5257 in 0.00180 1.0 1 1.0: 1 No Soil Design Values Allowable Soil Bearing Increase Bearing By Footing Weight Soil Passive Resistance (for Sliding) Soi=iConcrete Friction Coeff. Increases based on footing Depth Reference Depth be ow Surface Allow. Pressure Incease per foot of depth when base footing Is be ow Increases based on footing Width Allow. Pressure Increase per foot of width when footing Is wider than Adjusted Allowable Bearing Pressure Reinforcing Footing Thickness - 12,0 in Bars along X -X Axis Rebar Centerline to Edge of Concrete... Bar spacing at Bottom of footing w 3.0 in Reinforcing Bar Site Applied Loads P : Column Load OE : Overburden V -x M-zz Vx applied 2.0ksf No 300.0 pc 0,350 0.0 ft 0.0 ksf 0.0ft 0.0 kst 0.0 ft 2.O ksf 14,00 # 5 t3 Lr 3.5375 0,0 0.0 0.0 L $ 0.0 0.06250 0.0 0.0 0.0 0.0 0.0 0.0 0.0 in above top of footing 0.0 0.0 0.0 0,0 w 0.0 0.0 E N 0.0 0.0 k 0.0 0.0 ksf 0.0 0.0 0.0 k 0.0 0.0 0.0 k -ft Title Block Line 1 You can change this area using the "Settings" menu ;tem and then using the "Printing & Title Block" selection, Title Block Line 6 Wall Footing Project Title: Engineer: Project ID: Project Descr: Printed, 13 AUG 2018, 1:49P41 F,e=,',ah4t.curnVaata,Pro*st201T;11?0719t2Q_STF81ti°(3N GAC1CALsiPufi9J-VAkiNCOCF-3. Cti Description : --None-- DESIGN SUMMARY Factor of Safety Item Applied PASS PASS PASS PASS PASS PASS PASS PASS nia nia nia Overturning - Z -Z Sliding - X -X Uplift 0.0 k -ft 0.0 k 0.0 k Capacity 0.0 k -ft 0,0 k 0.0 k Utilization Ratio Item Applied Capacity 0.7947 0.06652 0.04467 0.01488 0.02977 Detailed Results Soil Bearing Soil Bearing Z Flexure (+X) Z Flexure (-X) 1 -way Shear (+X) 1 -way Shear (-X) Rotation Axis & Load Combination,,, ,+8+H +D+L+H +D+Lr+H +D+S+H +8+0.750Lr+0.750L+H +D-+0,750L+0.750S+H . +8+0.60W+H , +D+0.70E+N +0+0.750Lr+0,750L+O.450W+H +D+0.750L+0.750S+0.450'W+H +8+0,750L*0,750S+0,5250E+H +0.60D+0.60W+0.60H -0,60D+0,70E+0.60H._ ,. Overturning Stability Rotation Axis & Load Combination... 1.589 ksf 0.6951 k -ft 0.4658 k -ft 1.223 psi 2.446 psi 2.0 ksf 10,450 k -ft 10.450 k -ft 82.158 psi 82,158 psi Licensee? . ANSI., INC OK Governing Load Combination No Overturning No Sliding No Uplift Governing Load Combination +D+S+H +1.408+1.60H +0.900+E- 0.90H +1.408+1,60H +1.408+1.608 Gross Allowable Xecc 2.0 ksf 0.5257 in 2.0 ksf 0.5257 in 2,0 ksf 0.5257 in 2.0 ksf 0.5257 in 2.0 ksf 0.5257 in 2.0 ksf 0.5257 in 2.0 ksf 0.5257 in 2.0 ksf 0.5257 in 2.0 ksf 0.5257 in 2.0 ksf 0.5257 in 2.0 ksf 0.5257 in 2.0 ksf 0,5257 in 2,0 ksf 0.5257 in Overturning Moment Footing Has NO Overturning Sliding Stability........._:::._...':......:. Force Application Axis Load Combination... Footing Has NO Sliding Footing Flexure Flexure Axis & Load Combination +1.408+1.6011 , +1.408+1.60H . +1.20D+0.50Lr+1.60L+1.60H +1.208+0.50Lr+1,60L+1.60H +1,208+1,60L+0.50S+1,608 +1.208+1.60L+0.50S+1.608 +1,208+1.60Lr+0.50L+1.60H +1.208+1.60Lr- 0.50L+1.60H +1,200+1,60Lr+0.50W+1.60H +1.208+1.60Lr+0.50W+1.60H +1.200+0.50L+1.605+1.608 +1.208+0.50L+1.605+1.6608 +1,200+1.60S+0.50W+1.608 +1.208+1.60S+0.50W+1.608 , +1.20D+0.50Lr+0.50L+W+1.60H +1,20D+0.50Lr+0.50L+W+1.608 , +1.20D+0.50L+0.50S+W+1,60H , +1,208+0,50L+0.50S+W+1.608 Sliding Force Mu Which Tension @ Bot. As Req`d k -ft Side ? or Top ? 102 Actual Soil Bearing Stress Actual 1 Allowable -X +X Ratio 1.268 ksf 1,562 ksf 0.781 1.268 ksf 1.562 ksf 0.781 1.268 ksf 1,562 ksf 0.781 1.291 ksf 1.589 ksf 0.795 1.268 ksf 1,562 ksf 0.781 1.285 ksf 1.582 ksf 0.791 1.268 ksf 1.562 ksf 0.781 1,268 ksf 1.562 ksf 0.781 1.268 ksf 1.562 ksf 0.781 1.285 ksf 1.582 ksf 0.791 1.285 ksf 1.582 ksf 0.791 0.7609 ksf 0.9371 ksf 0.469 0.7609 ksf 0.9371 ksf 0,469 Units : k -ft Resisting Moment Stability Ratio Status Resisting Force Sliding SafotyRatio Status Gvrn. As Actual As Phi Mn in^2 in^2 k -ft Status 0.7262 -X Bottom 0.2592 Min Temo % 0.2657 10.45 OK 0.6951 +X Bottom 0.2592 Min Terno % 0,2657 10.45 OK 0.6224 -X Bottom 0.2592 Min Tem % 0.2657 10.45 OK 0.5958 +X Bottom 0.2592 Min Terno % 0.2657 10..45 OK 0.627 -X Bottom 0.2592 M n Temo % 0.2657 10.45 OK 0.6002 +X Bottom 0.2592 M n Temo % 0.2657 10.45 OK 0,6224 -X Bottom 0.2592 Min Temo % 0.2657 10.45 OK 0.5958 +X Bottom 0.2592 Min Temo % 0.2657 10.45 OK 0.6224 -X Bottom 0.2592 Min Temo % 0.2657 10.45 OK 0.5958 +X Bottom 0.2592 Min Temo % 0.2657 10.45 OK 0.6371 -X Bottom 0.2592 Min Temo % 0.2657 10.45 OK 0.6098 +X Bottom 0.2592 Min Temo % 0.2657 10.45 OK 0.6371 -X Bottom 0.2592 Min Temo % 0.2657 10.45 OK 0.6098 +X Bottom 0.2592 Min Temo % 0.2657 10.45 OK 0.6224 -X Bottom 0.2592 Min Temo % 0.2657 10.45 OK 0.5958 +X Bottom 0.2592 Min Temp % 0.2657 10.45 OK 0.627 -X Bottom 0.2592 Min Temp % 0.2657 10.45 OK 0.6002 +X Bottom 0.2592 Min Temo `''•'o 0.2657 10.45 OK Title Bock Line 1 You can change this area using the 'Settingsmenu item and then using the 'Printing & Title Block* selection. Title Block Line 6 Wall Footing Pre .itahbi.comkelatatPleieelet2017t217071912LSTR‘NON.CAIMALCstPliSai-VAMNCOGF-3,EC6 Project Title: Engineer: Project ID: Project Descr: Printed. 13 AUG 2018. 1:49PM # :KW.06001735 U0011See ,AliBL, INC Description : —None-. . +1,20D+0.50L+0.20S+E+1.60H. 0,6243 -X Bottom , +1 20D+0.50L+0,20S+E+1,601i 0,5975 +X Bottom 0,2592 M n Temo % 0.2592 Min Temo % 0.2657 0.2657 10.45 OK 10.45 OK Title Block Line 1 You can change this area using the "Settings" menu Iters and then using the "Printing & Title Block" selection. Title Block Line 6 Wail Footing Ldp. # -060 1735 Description Footing Flexure Flexure Axis & Load Combination Project Title: Engineer: Project ID: Project Descr: Fie,' kehb,ccm Printed: 13 AUG 2018, 1:49W atatProject42017s2 x70759120_STRRWCN_'JAGIC:ALCstpii6B1-W1M? COCF-3.8,6 -None- Mu Which Tension @ Bot. As Req'd Gvrn. As k -ft Side ? or Top ? 1n02 nh2 . +0.90D+W+0,90H . +0,90D+Wf+0.90H . +0.90D+E+0,90H +O.90D+E+0.90H One Way Shear 0.4668 -X Bottom 0.2592 Min. Temp % 0,4468 +X Bottom: 0.2592 Min Temp % 0.4668 -X Bottom 0.2592 Min Temp °f% 0.4468 +X Bottom 0.2592 Min Temp % Load ombination,.. *1.40D+1.60H +1.20D+0.50Lr+1.60L+1.60H +1.20 D+ i ,60L+0.50S+1.60H +1.20D+1.60Lr+0,50L+1,60H +1.20D+1, 60 Lr+0.50 W+1.60 H +1.20 D+0.50 L+1.60 S+1.60 H +1,20D+1.605+0.50++1.60H +1.20D+0.50Lr+0.50L+W+1.60H +1,20D+0.50L+0.50;+VV+1.60H *1.20D+0.50L+0.20S+E+1.60H +0.90D+W+0.90H +0.90D+E+0.90H 2.446 os 1.223 psi 2.446 osi 82.158 osi 2.096 psi • 1.348 psi 2,096 psi 82.158 csi 2.112 osi 1.056 psi 2.112 osi 82.158 psi 2.096 psi 1.048 psi 2,096 psi 82.158 psi 2.096 psi 1.048 psi 2.096 psi 82.158 psi 2.146 es 1.073 psi 2.146 psi 82.158 csi 2.146 os 1.073 psi 2.146 osi 82.158 psi 2.096 ps 1.048 psi 2.096 psi 82.158 csi 2.112 os 1.056 psi 2.112 osi 82.158 psi 2.102 osi 1,051 psi 2.102 psi 82.158 osi 1.572 os 0,7861 psi 1.572 psi 82.158 psi 1.572 ps 0.7861 psi 1,572 csi 82.158 osi Actual As Phi*Mn inn2 k•ft Status 0.2657 0.2657 0,2657 0.2657 Vu 1 Phi°Vn ....................... 0.02977 0.02552 0.0257 0.02552 0.02552 0.02612 0.02612 0.02552 0,0257 0.02559 0.01914 0.01914 10.45 OK 10.45 OK 10.45 OK 10.45 OK Units ; k Status OK OK OK OK OK OK OK OK OK OK OK OK Project Project No. ❑ Page a Subject Phone.Calculations El WItWTr Fax # Eax Memorandum Address # Faxed Pages [3 Meeting Minutes Date By ❑ Telephone Memo Civil Engineers, Structural Engineers Landscape Architects Community Planners Land Surveyors Neighbors if this tines not meet with your understanding, please contact us in writing vrilhir3 seven days. THANK U. Q TACOMA 2215 N. 30th St. Suite 300 Tacoma, WA 98403-3305 253.383.2422 253.383.2572 FAX 0 SEATTLE 1200 Bth.Avenue Suite 1620 Seattle, WA 98101-3123 206.267,2425 206.267.2429 FAX Project Pre4ect No. 0 Page et Subject " Phone 0 Calculations - 0 Fax Wittgo Fax #_ 0 Memorandum Address #faxed Pagee 0 Meeting, Minutes Date By 0 Telephone Memo all O CMI Engineers Structural Engineers Landscape Architects Community Partners Land Surveyors Neighbors It to etel ;It Ito f4 . If this does not meet with your understanding, please contact us in writing within seven days. THANK YOU. U TACOMA 2215 N. 30th St. Suite 300 Tacoma, WA 98403-3305 253.383.2422 253.383.2572 FAX 0 SEATTLE 1200 6th Avenue Suite 1620 Seattle, WA 98/014123 206.267.2425 206.267.2429 FAX AHBL Inc. 2215 N. 30th St. Tacoma, WA 98403 253-383-2422 JOB TITLE Mutual Materials JOB NO, 2170719.20 SHEET NO. ... . ..................... CALCULATED BY DLB DATE CHECKED BY DATE Wind Loads - MWFRS all h (Enclosed/partially enclosed only) Kh (case 2) = 1.00 h = 32.0 ft Base pressure (gh) = 26.2 psf ridge ht = 33.1 ft Roof Angie (6) = 4.8 deg L = 145.3 ft Roof tributary area - (h12)"L: 2325 sf B = 26.0 ft (h12)«B: 416 sf Ultimate Wind S GCpi = G= z for gi qi = +/-0.55 0.85 32.0 ft 26.2 psf for positive internal pressures Surface Wind Normal to Ridge B/L = 0.18 hiL = 1.23 Wind Parallel to Ridge L1B = 5.59 h/L = 0.22 Cp q, GC€, wi+q;GC0 w7_ghGCpi Dist." Cp g„GCE, w/ +giGC9; w/-ghGCN Windward Wall (WW) 0.80 17.8 see table below 0.80 17.8 see table below Leeward Wail (LW) -0.50 -11.1 -25,6 3.3 -0.20 -4.5 -18.9 10.0 Side Wail (SW) -0.70 -15.6 -30.0 -1,2 -0.70 -15.6 -30.0 -1.2 Leeward Roof (LR) "« Included in windward roof Neg Windward Roof: 0 to ht2« -1,04 -23.2 -37.6 -8.8 0 to h12" -0.90 -20.1 -34.5 -5.6 > hi2" -0.70 -15.6 -30.0 -1.2 h/2 to h* 0.9Q -20.1 -34.5 -5.6 h to 2h'' -0.50 -11.1 -25.6 3,3 > 2h" -0.30 -6.7 -21.1 7.7 Pastmin windward roof press, -0.18 -4.0 -18.4 10.4 Min press. -0.18 -4,0 -18.4 10.4 qie t 10 degrees. Therefore. leeward r is included in windward roof pressure zones. Windward Wall Pressures at asf} z I Kz 0 to 15' 20.0 ft 25.0 ft 30.0 ft h= 32.0 ft ridge = 33.1 ft 0.85 0.90 0.95 0.98 1.00 1.00 Kzt 1.00 1.00 1.00 1,00 1.00 1.00 Windward Wall u GCpev/+q GC.. wi-gbGC0 orizontal distance from windward edge ornhi"ed A+v + LW 15.2 16.1 16,9 17.6 17:8 18.0 0.8 1.7 2.5 3.2 3.4. 3.5 29.6 30,6 31.3 • 32.0 32.2 32.4 NOTE: See figure in ASCE7 for the application of full and partial loading of the above wind pressures. There are 4 different loading cases. I Parapet 1 Kz Kzt 32.0 ft 1.00 1.00 Windward parapet: Leeward parapet: qp (psf) J 26.2 39.3 psf (GCpn = +1.5) -26.2 psf (GCpn = -1.0) Normal o Ridge 26,3 27.3 28.1 28.7 29,0 29.1 Paralie` to Ridge 19,7 20.6 21.4 22.0 22.3 22.4 For rnonoslope roots, entire roof surface is either windward or leeward surface. „LW SW V.,,stqlr,4 -'ore troy zAa, 7g K i)K. 11YRP:r7no' 7 ,t'rj rr, P TO RIP 0; Windward roof overhangs ( add todward roof pressure) : 17.8 psf (upward) r�� Project Pict No. Q Page Subject - Phone El Calculations With/Tc .. �. Q Fax Address 0 Memorandum ., Q Meeting Minutes Date ED Telephone Memo ................. Civil Engineers Structural Engineers Landscape Arriteots Community Planners Land • Survey Neighbors if this does not meet with your u ng, please contact us in ng within seven days. THANK YOU. O TACOMA 2215 N. 30th St. Suite 300 Tacoma, WA 98403-3305 253.383.2422 253.383.2572 FAX SEATTLE 1200 6th Avenue Suite 1620 Seattle, WA 98101-3123 206.267.2425 206.267.2429 FAX Project Project No. 0 Page of :... Suhje t Phone 0 Calculations Fax # C Fax 0 Memorandum #::Faxed Pages 0 Meeting Mid Date By ❑ Telephone Memo OMI Engineers Structural Engineers Landscape Architects Community Planners Land Surveyors Neighbors ❑ TACOMA 22151.30th St Suite 300 Tacoma: WA 98403-3305 253.383.2422 253.383.2572 FAX It this does not tneet ;with your understanding, please contact us In writing within seven days. TRANI( YOU. SEATTLE 1200 6th Avenue Suite 1620 Seattle, WA 981014123 206.267.2425 208.267.2429 FAX Project Subject Withrfei Address Project No, Phone Fax # # Faxed Pages • D Page of 0. Calculations Fax ❑ Mems Meeting Minot Date By 0 Telephone Memo O Civil End Structural Viers Landscape Archieecta Community Planners Land Surveyors Neighbors tfthis does not meet with your understanding, please i . THANK YOU. 0 TACOMA 2215 N. 30th St. Suite 300 Tacoma, WA 98403-3305 253.383:2422 253.383.2572 FAX 0 SEATTLE 1200 6th Avenue Suite 1620 Seattle, WA 98101-3123 206.267.2425 206.267.2429 FAX www.hilti,us Company: Specifier Address; Phone I Fax: E -Mai[: Page; Project: Sub -Project I Pos, No.: Date: Profis Anchor 2.7.8 .................... . 8/13/2018 Specifier's comments: 1 Input data Anchor type end diameter: AWS D1.1 GR, B 314 Effective embedment depth: he = 6.000 in. Material: Proof: • Stand-off installation; Anchor plate: Prefile: Base material: Reinforcement: Geometry [In.] & Loading [lb, in.ib] Design method ACI 318-14 / GIP eb = 0.000 in. (no stand-off); t = 0.625 in. I, x ly x t = 12.000 in. x 12.000 in. x 0.625 in,; (Recommender' plate thickness: not calculated Rectangular plates and bars (AISC); (L x W x T) = 8.000 in. x 8.000 in. x 0,000 in,- cracKed concrete, 2000, f;'= 2.000 psi; h = 9.625 in. tension.: condition 6, shear: condition 6; edge reinforcement: rtone or < No. 4 bar 40.4 input dais a:ld restate r'1'I8t t1Ei ; 'ecicud for agreement with the existing condEtions end for plausiv tyi PROFIS Anchor (c) 2033-2909 Hist: AG, FL -904 Schen Flit: is a registered Trademara ct Hai AG, Scheer. www.hilti.us Company: Specifier; Address: Phone i Fax: E -Mail: Profs Anchar 2.7.8 ] Page: 2 Project: Sub -Project 1 Pos. No.: Date: 8/13/2018 2 Load case/Resulting anchor forces Load case: Design loads 4 Anchor reactions [lb) Tension force: (+Tension, -Compression) Anchor Tension force Shear force Shear force x Shear force y 1 0 294 294 0 2 0 294 294 0 3 0 294 294 4 0 294 294 max, concrete compressive strain; - jr,] max, concrete compressive stress: - [psi] resulting tension force.in (x/y)=(0.000;0.000); 0 [Ib] resulting compression force in (x/y)=(0.000/0.000): 0 [lb) 3 Tension load Load Nua [lb) Capacity p Nn [Ib] Utilization ON = N,a/4, N„ Status 9 NIA N/A NIA N,A... Steel Strength' , Pullout Strength" N/A N/A N/A N/A Concrete Breakout Strength" N/A N/A N/A N/A Concrete Side -Face Blowout, direction " NIA N/A N/A NIA " anchor having the highest loading "`anchor group (anchors in tension) input data and resat„, must be checked far agreement with the existing dordeism. and for pleusib :yt PROF'S Anchor (c ) 2003-2005 Heti AG, FL -5454 Scheer. Hilti is a registered Ttademsek c! Hilo AG, Scheer www.htltt.us 1411479 Profis Anchor 2/.8 Company: Specifier: Address: Phone I Fax: E-Ma€t: Page: Project: Sub -Project I Pos. No.: Date: 3 8/13/2018 4 Shear toad Load Vua [Ib] Steel Strength' Steel failure (with lever arm)* Prycut Strength" Concrete edge failure in direction ,* anchor having the highest loading 4.1 Steel Strength V„ = A�a.v f to 4r va;ael 2 Vaa Variables 0.44 Calculations Vsa (Ib] 294 N/A 1,177 N/A "anchor group (relevant anchors) ACI 318-14 Eq. (17,5.1.2a) ACI 318-14 Table 17.3.1.1 tut. [psi] 28,730 Results Vsa [Ib] 65,000 0 seat \i/ (Ib] Vua [ib] Capacity } Vn [Ib] 18,674 • NIA 46,977 N/A 28,730 4.2 Pryout Strength 0.850 18,674 294 Ar -ac V`>9 rr L(AAZ) w eo,N tr Ez.rt V< ».tt W -r.,N Nt,� Vcpg 2 Vi;a AN. see AC1 318-14, Section 17.4.2,1, Fig. R 17,4.2.1(b) Aral = 9 he. _1_ ec,ir = 1 + 2 e1,; 51.0 3 hat nC,ti = 0.7 + j0.3 1 .Jlia. s 1.0 t;t c„.N= �1' `i(\ 'nin, 1. het\ j 5 1.0 a e / t.s Ntr = Variables her [in.] ACI 318-14 Eq. (17.5.3.1b) ACI 318-14 Tebe 17,3;1.1 ACI 318-14 Eq. (17.4.2.1c) ACI 318-14 Eq. (17.4.2.4) ACI 318-14 Eq. (17,4.2.5b) ACI 318-14 Eq, (17.4.2,7b) P,CI 318-14 Eq. (17,4.2.2a) Utilization 11v = V,,a/4 V„ Status 2 OK NIA N/A 3 OK N/A NIA 2 6.000 1.000 Calculations A. [in `j 676.00 Results Van [lb] uac [In.] Atwa [ha] 0.000 k» 24 0.000 324.00 65,824 grnc•ata 0.700 1.000 (lo] f. a 1.000 ' ev2.N 1.000 f :i. ;pal] 2,000 n&N [lb] 46,077 1,177 • Input data and results,nus; be checked fol aweerrant with t''e existing conditions and': or plausibiiity`....... PROFiS Anchor ( c j 2003-2009 i iittl AG. PL -5454 Sahaarr Hir' is a ragia;ere' Trademark cfH / AO, Schaan 1.000 1.000 .. Nb [Ib] 15,774 www.hlitlus Profis Anchor 2.7.8 4 Company: Specifier: Address: Phone I Fax: E-tVlail: Page: Project: Sub -Project 1 Pos. No,: Date: 8/13/2018 5 Warnings The anchor design methods in PROFIS Anchor require rigid anchor plates per current regulations (ETAG 001/Annex C, EOTA TR029, etc.). This means load re -distribution on the anchors due to elastic deformations of the anchor pate are not considered - the anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the design loading. PROFIS Anchor calculates the minimum required anchor plate thickness with PEM to limit the stress of the anchor plate based on the assumptions explained above. The proof if the rigid base plate assumption is valid is not carried out by PROFIS Anchor. Input data and results must be checked for agreement with the existing conditions and for plausibility! • Condition A applies when supplementary reinforcement is used. The 0 factor is increased for non -steel Design Strengths except Pullout Strength and Pryout strength. Condition 13 applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength. Refer to your local standard. Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI 318 or the relevant standard! Fastening meets the design criteria! Input data and result; must be checked ter agreernuot with the existing condttions and ter plausibility': PROFIS Anchor c 2e03•2009 Hai AG, FL -9494 Schaen Hite is a registered Trademark of Hilti AG, Scisaan www.hilti,us Company: Specifier; Address; Phone i Pax: E -Mail: 11011 I Page: Project: Sub -Project I Pos. No.; Date; Profis Anchor 2.7.8 5 8/13/2018 6 installation data Anchor plate, steel: - Profile: Rectangular plates and bars (AISC); 8.000 x 8.000 x 0.000 in. Hole diameter in the fixture: df = 0.813 in. Plate thickness (input): 0.825 in. Recommended plate thickness: not calculated 2.000 Coordinates Anchor in. Anchor x y c,x c; c.v 1 -4.000 -4.000 - 2 4.000 -4.000 - 3 -4.000 4.000 - 4 4.000 4.000 6.000 Anchor type and diameter: AWS 011.1 GR, B 314 Installation torque; - Hole diameter in the base material: - Hole depth ln the base material: 6.000 in. Minimum thickness of the base materia`: 6.875 in. 6.000 2,000 c.# 0 ca N 0 0 0 cd Input data and results frost be Chocked leer agreement with the exiadng condilicns ansa k>r pleueltsiktyl PROFIS Archer ( c ) 2003.2009 Hilts AG, FL -9494 Schaan ia a registered Trademark c? Hire AG. Spann www.hliti.us Profis Anchor 2.7.8 Company: Page: Specifier: Project: Address: Sub -Project i Pos. No.: Phone t Fax: ( Date: E -Mail: 6 8/13/2018 7 Remarks; Your Cooperation Duties • Any and all information and data contained in the Software concern solely the use of Hiiti products and are based on the principles, formulas and security regulations in accordance with Hiiti's technical directions and operating, mounting and assembly instructions, etc,. that must be strictly complied with by the user. Alt figures contained therein are average figures, and therefore use -specific tests are to be conducted prior to using the relevant Hilt product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, thecorrectness and the relevance of the results or suitability for a specific application. You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In partcuar, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hiiti on a regular basis. If you do not use the Autotepdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying otat manual updates via the Hiiti Website. Hili will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. Input data and results must be checked far agreement Mel the existing a:ndiijons art for plausibililxl PROFS Anchor (c) 2003-2009 Hit<i AG, FL -9494 Schean Kilt is a registered Trademark of hsjit:. AQ. Soman Appendix The previously submitted foundation calculations were based on the metal building engineer's preliminary calculations. The metal building engineer has submitted final stamped calculations and drawings as part of this resubmittal. The final reactions are typically within 5% of the preliminary. Most have decreased slightly. The following is a revision of the original foundation calculations, which utilize the final building reactions as shown in the metal building engineer's stamped calculations. The calculations show that the foundations as previously designed will support the final building reactions. Project Wtt Addreee Date „r 0 CPada or Caicxriadons Fax 0 Memorandum ❑ Heating Meuse ❑ lateranOnei Memo Phone Fait Faxed Pages By AAR Of.• 4140641 me MLA'. 13401 4.40 ray INi+n► 4 r.moi At fs—r. r1,4 P.', 4.- 444 ag a i/ Mit Engineers tnicturei Engineers Landscape Architects Carmen ityPlennejs Land Surveyors �/-£" its 441,,..3 . > 0:..� t.4, 4 r 4:frA s d (41 hi/ t[#rued 41,40.4. 'I`rs 1.....rw., r /'t 14 # id...r,ri'.w ' a..Lo s�/af 4t 6i .fie j des .. r ♦s• .7 I er C' Cat it this does hot meet 45-0ex,(4,0-5. r _ 'Li. /i, i .fire jI s. (S% . **4 4.0 47 C coding„ please contact ua in nrr#t within seven clays. THANK YOU. Project Project No 0 Page of Subject 0 Calculations Phone Fax MOTO Fax 4 0 Memorandum Address *Faxed P4411.5 Meeting Minutes Date BY 0 TelephonOlarno ( ic gs—"i .3 40# 2. (//, , 0 r a (4 ,t) •• • .041 1: 7V4 1,2 r 24 10 3 ic --•••-• •-- /s/ ,4 , f/A ,41; if this does not ineet wtth your understaindfng, please contact us in writing within seven nays THANK YOU Civil Engineers Sauctural Engineers LatiarAPO Architects Coinneurily Planners Land Surveyors Title Block Line 1 You can change this area using the *Settings" menu iters and then using the *Printing & Title Brock" selection. Title Block Line 6 General Footing KW 6001735 Description : Canopy Footings at grid AIC Code Reieparces Project Title: Engineer: Project ID: Project Descr: Printed: 28 SEP 2018, 9.28AM �1e z ttahb.wmtcafa aro ts'.2 17\2170719,20STPtNON_CA0 CALCs PD66BJ-vr.'tiutuai 11aterials.ec9 . Software cepyr.ht ENERCALC. iNc.1983-2018, Bu :30.18.9.15 . mons A §F"f $te., INC Calculations per ACI 318-14, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used : ASCE 7-10 General information Material Properties f c : Concrete 28 day strength fy : Rebar Yield Ec : Concrete Elastic Modulus Concrete Density (p Values Flexure Shear Analysis Settings Ulan Steel % Bending Reinf. Min Allow % Temp Reinf, Min. Overturning Safety Factor Min. Sliding Safety Factor Add Ftg Wt for Soil Pressure Use ftg wi for stability, moments & shears Add Pedestal Wt for Soil Pressure Use Pedestal wt for stability, mom & shear Dimensions V idth parallel: to X -X Axis Length parallel to Z -Z Axis = Footing Thickness Pedestal dimensions... px ; parallel to X -X Axis pz : parallel to Z -Z Axis Height Rebar Centerline to Edge of Concrete... at Bottom of footing Reinforcing Bars parallel to X -X Axis Number of Bars Reinforcing Bar Size Bars paraile to Z -Z Axis Number of Bars Reinforcing Bar S ze Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation 3.0 ksi 60.0 ksi 3,122.0 ksi = 145.0 pcf = 0.90 0.750 = 0.00180 1.0:1 1,0:1 No Yes No No 4.5 ft 4.50 ft 14.0 in 12.0 in 12.0 n 8.0 in 3.625 in # Bars required within zone # Bars required on each side of zone Applied Loads 5.0 5 5.0 44. 5 nia Na n!a Soil Design Values Allowable Soil Bearing _ 2.0 ksf increase Bearing By Footing Weight No Soil Passive Resistance (for Sliding) 300.0 pcf SoiliConcrete Friction Coeff. = 0.350 Increases based on footing Depth Footing base depth below soil surface Allow press, increase per foot of depth when footing base is below Increases based on footing plan dimension Allowable pressure increase per foot of depth when rrax. length or width is greater than 0.670 ft ksf ft ksf ft re P : Column Load OB : Overburden M-xx M-zz. V -x V -z D Lr t. 4.920 24.190 k ksf k -ft k -ft k k Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection, Title Block Line 6 General Footing' Project Title: Engineer: Project ID: Project Descr: Printed: 2B SEP 2018, 9:28AM the = 1?1 1/4:o1711g0 a.`:: 1N017t2170719 STR1Nflf4 CA0,CAlt slPfi 9.-W u u� fvtatsna?s.ec$ *ofhvare copyright•ENERGA G, aNG, l983 2018, BilEld,lfi,18.8,15 Description : Canopy Footings at grid AJC :DESIGN SUMMARY Min. Ratio Item PASS 0.5395 PASS ria PASS nia PASS nia PASS nia PASS nia PASS 0,1463 PASS 0,1463 PASS 0.1463 PASS 0.1463 PASS 0.1308 PASS 0.1308 PASS 0.1308 PASS 0.1308 PASS 0.1624 Defailetl Results Soil Bearing Overturning - X -X Overturning - Z -Z Slid„g-X-X Sliding - Z -Z Uplift Z Flexure (+X) Z Flexure (-X) X Flexure +Z) X Flexure (-Z) 1 -way Shear (+X) 1 -way Shear (-X) 1 -way Shear (+Z) 1 -way Shear.( -Z) 2 -way Punching Applied 1.079 ksf 0.0 k -ft 0,0 k -ft 0.0 k 0.0 k 0.0 k 2.276 k -Rift 2.276 k•f rft 2.276 k-ftIft 2.276 k -Rift 10.743 psi 10.743 psi 10,743 psi 10.743 psi 26.692 psi Capacity Governing Load Combination 2,0 ksf 0.0 k -ft 0.0 .K -ft 0;0 k 0.0 k 0,0 k 15.558 k-ftift 15.558 k-ftlft 15.558 k-f+1ft 15.558 k-ttl t 82.158 psi 82.158 psi 82.158 psi 82.158 psi 164.317 psi +D+0.70E+H about Z -Z axis No Overturning No Overturning No Sliding No Std ng No Uplift I ,20D+0,50L+0.20S+E+1.60H +1.20D+0.50L+0,20S+E+1.60H 1.20D+0. 0L+0.20S+'E+1.60H +1.20 D+0.50 L+O, 20 S+E+ 1.6o H +1.20 D+v.50 L+0 , 20S+E+1.60 H +1.20D+0.50L+0.20S+E+ i .60H +1.20D+0.50L+0,20S+E+1.60H +1.20D+0.50L+0.20S+E+1,60H +1.20D*0.50L+0.20S+E+1.60H Soil Bearing Rotation Axis & Xe c Zecc Actual Sod Bearing Stress Location Load Combination.,. Gross Allowable tin; Bottom, -2 Top, +Z Left X Right, +X X -X, +D+H' X -X. +D+L+H X -X. +D+Lr+H X -X. +D+S+H X -X: +D+0.750Lr+0.750L+H X -X. +D+0.750L+0.7505+H X -X, +0+0.50w+H X -X, +D+0,70E+H X -X: +D+0.750L r+0.750L+0.4504V+H X -X. *D+0,750L-t07505+3.4501"J+H X -X: +D+O 750L+0.750S+0,5250E+.H X -X, *0.60D+0.60W*0.60H X -X. +0.60D+0.70E-n0.60H Z -Z. +D+H Z -Z, +D+L+H Z -Z. +O+Lr+H Z -Z. +D+S+H Z -Z, +D+0:750Lr+O,75OL+H Z -Z, +D+0.750L+0.750S+H Z -Z, +D+0,60W+H Z -Z, +D+0.70E+H Z -Z. +D+00.750Lr+0:750L+0.450,41+H Z -Z, +D+0.750L+0.750S+0,450W+H Z -Z. +D+0.750L+0,750S+0.5250E+H Z -Z. +'3.60D+0,60W+0,60H Z Z, +0,600+0.70E+0,60H Overturning Stability Rotation Axis & Load Combination,:. Footing Has NO Overturning Sliding Stability Force Application Axis Load Combination.,. Footing Has NO Sliding 2.0 nia 0.0 0.2430 0.2430 2,0 nia 0.0 0,2430 0.2430 2.0 nla 0.0 0.2430 0.2430 2.0 nia 0,0 0,2430 0.2430 2.0 da 0.0 0.2430 0.2430 2.0 nia 0.0 0.2430- 0.2430 2.0 nia 0,0 0.2430 0,2430 2,0 nia 0.0 1.079 1,079 2.0 nia 0.0 0.2430 0.2430 2,0 nia 0.0 0.2430 0.2430 2.0 nia 0.0 0.8701 0.8701 2.0 nia 0,0 0,1458 0.1458 2.0 nia 0.0 0.9820 0.9820 2.0 0.0 nia nia nia 2.0 0.0 nia nia nia 2.0 0.0 nia nia nia 2.0 0,0 nia nia nia 2.0 0.0 nia nfa nia 2.0 0.0 nia nia nia 2.0 0,0 nia nia nia 2:0 0.0 nia nia ole 2.0 0.0 nia nia ole 2:0 0.0 ole rile nla 2.0 0.0 nia ole ole 2:0 0.0 ole nia nia 2.0 0.0 rile ole ole Overturning Moment nia nia .ola Dia ole 013 ole ole rife nla nla nia nla 0.2430 0,2430 0.2430 0.2430 0.2430 0.2430 0.2430 1.079 0.2430 0.2430 0.8701 0,1458 0.9820 Sliding Force Actual 1 Allow Ratio ole 0.122 ole 0.122 nla - 0.122 nla 0.122 ole 0.122 ole 0.122 nla 0,122 nla 0.540 ole 0.122 nla 0.122 nia 0.435 ole 0.073 nla 0.491 0.2430 0.122 0.2430 0.122 0.2430 0.122 0.2430 0.122 0.2430 0.122 0.2430 0.122 0.2430 0.122 1.079 0.540 0.2430 0.122 0.2430 0.122 0.8701 0.435 0,1456 0.073 0.9820 0:491 Resisting Moment Stability Ratio Status All units k Resisting Force Stability Ratio Status Title Block Line 1 You can change this area using the "Settings' menu item and then using the "Printing & Title Block' selection. Title Block Line 6 General Footing" Description : Canopy Footings at grid A1C Footing Flexure Flexure Axis & Load Combination Mu Side k -ft Project Title: Engineer: Project ID: Project Descr: Printed: 28 SEP 2018, 9:28AM ul,cc kiataaPrej 3cisi20Ti121707 9' STRO'Ofd_CAp1CA'_CMPll6@J-WINuiva; Materiois:ec6 Software copyright ENERCALC, INC. 1983.2018, Build:10.18,815 Tension As Req'd Gvrn, As Surface in"2 in"2 Actual As 102 Phi*Mn k -ft Status XX, +1.400+1.60H X -X. +1.400+1.60H XX, +1.200+0,50Lr+1,60L+1.60H X -X. +1.200+0.50Lr+1.60L+1,60H XX, +1.200+1.60 L+0.50 S+1.60 H X -X. +1200+1.60L+0.50S+1.60H X -X, +1.20D+1.60Lr+0.50L+1.60H X -X. +1:200+1.60 Lr+O. 50 L+1.60 H X -X, +1.200+1.60Lr+0.50W+1.60 H X -X, +1.200+1.60Lr+0,50W+1,60H X -X, +1.20D+0.50L+1.605+1.60H X -X, +1.20D+0.50L+1,605+1.60H XX. +1,20D+1,60S+0.50W+1.60H X -X. +1.200+1.60S+0,50W+1.60H X -X, +1,20D+0.50Lr+0.50L+W+1.60H X -X. +1.20 D+0.50 Lr+0.50L+W++1.60 H X -X. +1,20D+0.50L+0.50S+W+1.60H X -X, +1.200+0,50L+0.50S+W+1.60H XX, +1.200+0,50L+0.20 +E+1.60H X -X, +1.200+0.50L+0.20S+E+1.60H X -X. +0,900+W+0.90H X.X, +0.90D+'W+0.90H X X, +0.900+E+0 S0H X -X. +0.900+E+0 90H Z -Z. +1.400+1.60H Z Z. +1,400+1.60H Z Z, +1.20D+0,50Lr+1.60L+1.60H 2-2. +1,20D+0.50Lr+1.60L+1,60H Z -Z, +1.2.0 D+1.60 L+O.50 S+1.60 H Z Z. +1.200+1.60L+0.50S+1.60H Z -Z, +1.200+1.60Lr+0,50L+1.60H Z -Z. +1,20D+1,60Lr+0.50L+1.60H Z -Z, +1.200+1.60Lr+0.50W+1.60H Z Z, +1,200+1.60Lr+0.50W+1.60H Z Z, +1.200+0.50L+1.605+1.60H Z -Z. +1.20D+0.50L+1.605+1:60Pt Z Z, +1.200+1.60S+0.50W+1.60H Z -Z. +1.200+1.60S+0.5014'+1.60H Z -Z, +1.200+0.50Lr+0.50L+W+1.60H Z -Z. +1.200+0.50Lr+0.50L+s,N+1.60H Z -Z, +1.20D+0.50L+0.50S+W+1.601 Z -Z. 4-1.20D+O.50L+0.505+wx+1.60H Z -Z. +1.20D+0.50L+0.20S+E+1.60H Z -Z, +1.200+0.50L+0.20S+E.+1.60H 2-2, +0,90D4V+0.90H Z -Z, +0.900+W+0,90H 2-2, +0.90D+E+0.90i-I 2-2, +0,900+E i0.90H One Way Sheaf • Load Combination.,. +1.400+1.60H +1.200+0.50 Lr+1.60 L+1.60 H +1.20D+1.60L+0.50S+1.60H +1.20 D+1.60 Lr+0.50 L+1.6O H +1.20D+1.60Lr+0,50W+1.60H +1.20D+0.50 L+1, 60S+1.60H +1.200+1.605+0,50W+1.60H +1.20D+0.50Lr+0.50L+W+1,60H +1.200 +{3.50L+0.505+'01+1.60 H +1.20D+0.50L+0.20S+E+1.60H +61.900+W+0.90H 0,5208 +2 0.5208 -Z 0:4464 +Z 0.4464 -Z 0,4464 +Z 0.4464 -2 0,4464 +Z 0.4464 -2 0.4464 +2 0.4464 -2 0.4464 +2 0.4464 -Z 0.4464 +2 0.4464 -Z 0.4464 +Z 0.4464 -Z 0.4464 +Z 0.4464 -Z 2.276 +2 2.276 -Z 0.3348 +2 0.3348 -Z 2,164 +2 2.164 -Z 0.5208 -X 0,5208 +X 0.4464 -X 0.4464 -X 0.4464 -X 0.4464 +X 0.4464 ;X 0.4464 +X 0.4464 -X 0.4464 +X 0,4464 -X 0.4464 +X 0.4464 -X 0.4464 +X 0,4464 -X 0.4464 +X 0,4464 -X 0.4464 +X 2.276 -X 2,276 +X 0,3348 -X 0.3348 +X 2.164 -X 2,164 +X Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom - Bottom Bottom Bottom Bottom Bottom Bottom Bottom- Bottom ottomBottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom 0.3024 0.3024 0.3024 0,3024 0.3024 0.3024 0.3024 0,3024 0.3024 0:3024 0.3024 0.3024 0.3024 0.3024 0.3024 0.3024 0,3024 0.3024 0.3024 0.3024 0.3024 0.3024 0.3024 0.3024 0.3024 0.3024 0,3024 0.3024 0.3024 0.3024 0.3024 0.3024 0.3024 0.3024 0.3024 0,3024 0.3024 0,3024 0.3024 • 0.3024 0.3024 0.3024 0.3024 0.3024 0.3024 0,3024 0.3024 0,3024 Min Temp % Min Temp% Min Teruo % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp °% Min Temp % Min Temp % Min Temo % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min.Temo % Min Temo % Min Temp % Min Temo % Min Temp % Min Temp % Min Temo % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp oto Min Temp % Min Temp rig Min Temp % Min Temo % Min Tem % Min Temp % Min Temp % Min Temp % Min Temp % Min Temo % Min Temp % Min Temo % Min Temp % Min Temp % Min Temp % Min Temp °io Min Temp % Min Temp % Min Temp % 0.3444 0.3444 0.3444 0.3444 0.3444 0.3444 0.3444 0,3444 0.3444 0.3444 0.3444 0.3444 0.3444 0.3444 0.3444 0.3444 0.3444 0.3444 0.3444 0.3444 0.3444 0.3444 0.3444 0.3444 0.3444 0.3444 0,3444 0,3444 0.3444 0.3444 0.3444 0.3444 0.3444 0.3444 0,3444 0.3444 0,3444 0.3444 0.3444 0.3444 0,3444 0.3444 0,3444 0.3444 0,3444 0.3444 0,3444 0.3444 Vu @ •X Vu +X 'Vu @ •Z Vu @ +Z Vu:Max 2.46 psi 2.46 os 2.11 psi 2.11 Ds 2.11 osi 2.11 ps 2.11 psi 2.11 08 2.11 osi 2.11 osi 2.11 os 2,1105i 2.11 os 2.11 psi 2.11 psi 2.11 psi 2.11 psi 2.11 psi 10.74 Ps` 10,74 osi 1.58 osi 1,58 psi 15.558 OK 15.558 OK 15.558 OK 15.558 OK 15.558 OK 15.558 OK 15.558 OK 15.558 OK 15.558 OK 15.558 OK 15.558 OK 15.558 OK 15.558 OK 15.558 OK 15.558 OK 15.558 OK 15.558 OK 15.558 OK 15.558 OK 15.558 OK 15.558 OK 15.558 OK 15.558 OK 15.558 OK 15.558 OK 15,558 OK 15.558 OK 15.558 OK 15.558 OK 15.558 OK 15.558 OK 15.558 OK 15.558 OK 15.558 OK 15.558 OK 15.558 OK 15.558 OK 15,558 OK 15.556 OK 15.558 OK 15.558 OK 15.558 OK 15,558 OK 15.558 OK 15.558 OK 15,558 OK 15.558 OK 15.558 OK Phi Vn Vu 1 Phi*Vn Status 2,46 psi -2.46 psi 2.46 psi 82.16 osi 0.03 OK 2.11 osi 2.11 osi 2,11 psi 82.16 osi 0.03 OK 2.11 asi 2.11 psi 2.11 psi 82.16 osi 0.03 OK 2.11 psi 2,11 psi 2,11 psi 82,16 psi 0.03 OK 2.11 asi 2.11 psi 2.11 psi 82.16 as 0,03 OK 2,11 osi 2.11 psi 2.11 psi 82.16 psi 0.03 OK 2.11 osi 2.11 psi 2.11 DSi 82.16 psi 0.03 OK 2.11 psi 2.11 psi 2.11 psi 82,16 psi 0.03 OK 2.11 psi 2.11 asi 2,11 osi 82.16 osi 0.03 OK 10:74 psi 10.74 DSi 10.74 psi 82.16 psi 0.13 OK 1.58 osi 1.58 psi 1.58 osi 82.16 psi 0.02 OK Title Block Line 1 You can change this area using the `Settings" menu item and then using the "Printing & Title Block selection. Title Block Line 6 General Footing Description ; Canopy Footings at gnd , /C One...Way Shear Load Combination.,. +0.900+Ei ,90H Two -Way "Punching" Shear Load Combination.,. Project Title: Engineer: Project ID: Project Descr: Printed. 26 SEP 2416, 9 26AM File \ahbL ami ta\ProeciM2p1742110719i?4_STR IsON. AMCALCstP116Bd WNiutaa Sa,enals:ee6 Scf'are copy{(ht ENERCALC.. INC. 983.2018,.Buito.10,18.8.15 IL', tNC. Vu ©•X Vu @ +X Vu •Z Vu +Z +Z Vu:Max Phi Vn Vu f Phi*Vn Status 10.22 osi 10.22 osi 10.22 osi 10.22 osi 10.22 osi 82.16 esi 0,12 OK Vu +1.400+1.60H +1.20D+0.50Lr+1.60L+1.60H +1.200+1.60L+0.50S+1.60H +1.200+1,60Lr+0.50L+1.60H +1.200+1.60Lr+0,50W+1,60H +1.200+0.50L+1.605+1.60H +1.20D+11.60S+0.50W+1,60H +1.200+0.50Lr+0.50L+W+1.60H +1.20D+0.50L+0,50S+W+1,60H +1.200+0.50L+0.20S+E+1.60H +0.900+W'+0.90H +0,90D+E+0.90H 6.11 osi 5.24 osi 5.24 osi 5.24 os 5.24 ;psi 5.24 .osi 5.24 osi 5.24 osi 5.24 osi 26.59 osi 3.93 osi 25.38 osi Phi*VR 164.32osi 164.32 osi 164.32 csi 164.32 csi 164.32csi 164.32csi 164,32esi 164.32 osi 164.32esi 164.32 osi 164.32csi 164.32csi Vu 1 Phi*Vn 0.03718 0.03187 0.03187 0.03187 0.03187 0.03187 0.03187 0.03187 0.03187 0.1624 0.0239 0.1545 H,I units k Status OK OK OK OK OK OK OK OK OK OK OK OK Title Bier* Line 1 You can change this area using the "Settings" menu item and then using the *Printing Title Block" selection. Title Block Line 6 Combined Footing Project Title. Engineer Project ID; Project Descr: Printed. 12 JUN 2018; 11.16AM 'Projects t2Gt?i 17071 _STltt` GAi_CA A sPi:69,#-i#1MNO#CF-3.EC6 Description : Footing at Gid C„ 'with Cit wail weight Code References Calculations per ACI 318-14, IBC 2015, CBC 2016, ASCE 7-10 Load Cornbirta ons Used : ASCE 7-10 General infort?nation Material Properties t"c Concrete 28 day strength fy Rebar Yield Ec. ; Concrete Elastic Modulus', Concrete Density Phi Values Flame : Shear'<.:. Soil information Allowable Soil Bearing increase Bearing By Footing' Weight Soil Passive Sliding Resistance ("Uses entry for "Footing base depth r* w sail si Coefficient of Soil/Concrete Friction 3 ksi 60 ksi 3122 ksi 145 pcf 0.9 0.75 Analysis/Design Settings Caicu ate footing weight as dead load 7 Calculate Pedestal weight as dead load Min Sieel% Bending Reinf (based on 'd) Min Allow Temp Rein! (based on tick) Min. Overturning Safety Factor Mni. Sliding Safety Factor Soil Bearing Increase Footing base depth below soil surface increases based on footing Depth ... Allowable pressure increase per foot when base of footing is below increases based on footing Width . Allowable pressure increase per foot when maximum length or width is greater than Maximum Mowed Bearing Pressure EA value of zero irnpiias :4o kali) Adjusted Allowable Soil Bearing /Allowable So:# Bearing adjusted (Q: toting wefoi anii 'depth & width increases as spec led by user.; Dimensions & Reinforcing Distance Left of Column #1.._._... Between Ccl:irni#s Distance Right of Coi inr1 #2 Total Footing Length Footing Width Footing Thickness f .292 ft 0.9583 ft • 2 250 ft 4.50 it 4.50 ft 14.0in Rebar Center to Concrete Edge @ Top Rebar Center to Concrete Edge Cj Botta/ Applied Loads Applied @ Left Column Axial Load Downward Moment (+CW) Shear (+X) Applied © Right Column Axial Load Downward Moment (+CW) Shear (+X) Overburden e, destaTdirnen Sq. blast., Height Sin • 3.625 in Col #2 ie 3.0 0 4 0.13' Bars left of Col #1 Bottom Bars Top Bars Bars Btwn Cols Bottom Bars Top Bars ars Right of Col #2 ®". Bottrrn Bars p Bars No No 0.670 €t ksf ft ksf ft 10 ksf 2,0 ksf As As Count Sizer Provided Req'd 5,0 5 1.550 1:; 61 tn62 2.0 3 0.220 0.0 in42 5.0 5 1.550 0.0 in"2 2.0. 3 0.220 0:0In `2 5.0 5 1.550 1.361n"2 2.0 3 0.220 0.0 in'2 4.20 0.0 2630 0:0 k k -ft k left iS Title Block Line 1 You can change this area using the 'Settings* menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Combined Footing Desaiption Feeting at Grkt C with CMU wail weight DESIGN SUMMARY Project Title: Engineer: Project ID: Project Descr: Printed. 19 JUN 2018, 1is1Ct'�7A . 131.cottldetalPrajectA201'r'12170719iii..s1WNON_CA AC,ALCskPli&8J-WWINCOCF•-3.EC6 Factor of Safety item PASS No OTM. ng PASS No Sliding Sliding PASS No Uplift Uplift lllilization Ratio item BAIL 1.322 Sol Bearing PASS 0.1659 1 -way Shear - Col #1 PASS 0.1659 1 -way Shear - Col #2 PASS 0.07653 2 -way Punching . Col #1 PASS 0.08143 2 -way Punching - Col #2 PASS No Bending PASS 0.06503 PASS No Bending PASS No Bending PASS No Bending PASS 0.1469 Soil Bearing Fiexure - Left of Col #1 - Top Flexure - Left of Col #1 - Bottom Flexure - Between Cols Top F exure - Between Cols - Bottom F exure - Right of Coi #2 Top Flexure - Right of Cd #2 - Bottom Applied 0.0 k -ft 0.0 k 0.0k Capacity Governing Load 0.0 koft No OTM 6.533 k No Siding 0.0 k No Uplift 2.644 ksf 2.0 ksf 13.632 psi 82.158 psi 13.632 psi 82.158 psi 12.574 psi 164.317 psi 13.380 psi 164,317 psi 0 0 k -ft 0.0 k -ft 4,553 k -ft 70.010 k -ft 0.0 k -ft rink -ft o.0 k -ft 10.261'k -ft Eccentricity Load Combination...Total Bearing from Ftg CL +D+H 17.880 k - 732 ft + C1+L+H 17.80 k -0.732 ft .+D+Lr+H 17.80 k -0.732 ft +C S4 -H 17.80 k 0.732 ft +0+0.750Lr+0.750L+R 17.80 k -0.732 ft +D+0.750L+ r.750S+H 17,80 k -0.732 ft +D+0.60W+H 17.80 k -0.732 ft +D+0,70E+H 36.21 k 0 3610 ft. +D=0.750Lr40.7501.+0.450W+H 17.80 k -0.732 ft -D+0.7750L+0,750S-iU.4v0WW+1.1 17.80 k -0.732 ft +0+0.750L+ .750S+"0,5250E+H 31.61 k -0.412 fl +0.600+0.60W+0.5014 10.68 k -0.732 ft +i ,60Dr+0.70E+0.60H 29.09 k -0.269 ft Overturning Stability Load Combination_ +D+H 0.00 + D+l,+i I 0.00 + +`,.r+H 0.00 +D+S+H 0.00 +0+0.750Lr+0 t5OL+:H 0.00 +D+0,750L+0.750S+H 0.00 +0+£.60W+H 0.00 +="ft 70E*H 0 0 +D+0,750Lr*0.750L-r0.450W+-H 0.00 + D+0:750L+0.75OS+0.450W+H 0.00 +D+0,750L+0.750S+0.5250E+H 0.00 +0.50f +0,8 W+O.60h 0,00 +0.600+0.70E+0.60H 0.00 Sliding Stability ____ Load Combination... Moments about Left Edge k-3 Overturning Resisting Ratio 0.0 k -ft 0.0 k -ft 0.0 loft 70010 k -ft Actual Soli Bearin Left Edge 1.73 ksf 1.73 ksf 1.73 ksf 1.73 ksf 1.73 ksf 1.73 ksf 1.73 ksf 2.64 ksf In ksf 1./3 ksf 2 42-;ksf 1.04 ksf 1.95 kk + D+H +Lt+L+H +D+1r+H +C• +0.750Lr ; 0.750L -i- . +D+0.750L 0.7505+H 0.00 0.00 0.00 u.00f 0.00 000 0.00 0.00 0.10 0 00 0.00 Q.Ut:,0 0.00 Sliding Force 0.00 k 0.00 k 0.00 k 0.00 k 0.00 k 0.00 k 999.000 999.000 999.000 999.000 999.000 999.000 999.000 999.000 999.000 999.000 999.000 999.009 999.000 Governing Load Combination +D+0,70L°+H O• .90D+E+0 90H +0.90D+E+0.90H +1.40D +1_60H +1.40D+1.60H NIA + 1 20D -i0 5OL+0.2OS+E+1.60H N=A NIA NIA +1 200+0.50L+0.20 +6+1.60H g Stress Right Edge 0.02 ksi 0.02 ks} 002 kst 0 02 ksf 0.02 ksr 0,02 ksf 0.02 ksf 0.93 kst 0.02 ksi 0.02 ksf 0 71 kst 001 ksf 0.92 ksi Moments verturnin n.00 V 1300 0.00 0.00 0.0.0 0.00 0.00 0.00 0 00 0.00 .00 Resisting Force 6:53k 6.53 is 6.53 k 6.'53k 6.53k 6.53'k Actual 1 Allow Allowable Ratio 2 00 kst f ....__ L 867 2.00 kst 0.867 2 00 ksf .x, 0.867 2.00 kst 3 �t'.t0.867 2.00 ksf a, 0:867 2.00 ksi 1,0;-10.867 2.00 ksf i 1,0.867 2.00 ksf..../ 1.322- 2.00 ksf 200 ksf = 10.867 2.00ksf J"A, `:1201 2.00 kst O.520 2.00 ksf 0.975 about Right Edge Resisting 0.0(�00 0.\0 0.00 0.00 000 0.00 0.00 0.00 0 00 0.00 0.00 000 0:00 Sikifng SafetyRatio 999 999 999 999 999 999 Ratio 999.000 999:000 999.000 999.000 999.000 999.000 999:000 999.000 999.000 999.000 999.000 999.000 999.000 Titre Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Combined Footing - DescriptionFooting at Graf C with CAMU watt refight Project Title: Engineer: Project ID: Project Descr: Sliding Stability Load Combination... 0+0,60W+11 +D+0.70E+H +0+0.750Lr+0.750L+0.450W+ • , +D+0.750L+0, 7505+0.450W+H +0+0.7501.+0.750S+0.5250E+H +0.600+0.60W+0.60 i *0.600+0.70E+0.60H Prtnte;J' 19 JUN 2019, 11.16AM °70719\24„S MNON,,SAMCaL05111i198J-WONCOCF=3.EC6 Sliding Force Resisting Fore 0.00 k 6.53 k 0.00 k 12.98 k 0.00 k 6.53 k 0.00 k 6,53 k 0.00 k 11.37k 0.00 k 4.04 k 10.48 k 0. Z•Axis Footing Flexure • Maximum Values for Load Combination Distance Tension Governed As Rep'd by Actual As Phi`Mn Mu J PhiMn L8'<4: (ft) ._ _................... W21 ......... (M'2) (1I'k).....__........ 0.00D. 0.000 0 0 000 0 0.000 0.000 0.000 0.000 ` 0,011 0 0,000 0 0.000 0.000 0.000 0.000 0.023 0 0.000 0 0.000 0.000 0.000 0.000 0 034 0 0.000 0 0.0€0 0 0.000 0.000 0.015 0,045 Bottom 1.361 Min Temp % 1.550 70.010 0.000 0.024 0.056 Bottom 1.361 Min Temo % 1.550 70.010 0.000 0.035 0.0: c Bottom 1.361 Min Temo % 1.550 70.010 0.000 0.047 0.079.,: Bottom 1.361 Min Temo % 1.550 70.010 0.001 0.061 0.090 Bottom 1.361 Min Temp % 1.550 70.010 0.001 0.078 0.101 Bottom 1 361 Min Temo % 1.550 70.010 0.001 0,096 0.113 Bottom 1.361 Min Temo %, 1.550 70.010 0,001 0.116 0.124 Bottom 1.361 Min Temp % 1.550 70.010 0.002 0.138 0.135 8ottiun 1.361 Min Temo % 1.550 70:010 0.002 0.162 0.146 Bottom, 1.361 Min Temo % 1.550 70.010 0.002 0,187 0.158 Bottom , 1.361 Min Temo % 1.550 70.010 0.003 0.215 0.169 Bottom 1.361 Mtn Temo % 1.550 70.010 0.003 0.245 0.180 Bottom 1.361 Min Temic % 1.550 70.010 0,003 0.276 0.191 Bottom 1.361 Min Tema % 1.550 70.010 0.004 0.309 0.203 Bottom 1.361 Min Temp % 1.550 70.010 0,004 0.344 0.214 Bottom 1.361 Min Temo % 1.550 70.010 0.005 0,381 0.225 Bottom 1.361 Min Temo % 1.550 70.010 0.005 0.427 0,236 Bottom 1.361 Min Temo % 1.550 70.010 0.006 0 461 0.248 Bottom 1.361 Min Temo `to 1.550 70.010 0.007 0.504 0,259 Bottom 1.361 Min Tomo % 1.550 70.010 0.007 0 548 0.270 Bottom 1.361 Min Terno % 1.550 70.010 0.008 0.594 0.281 Bottom 1.361 Min Terno % 1.550 70:010 0.008 0.643 0.293 Bottom 1.361 Mtn Term % 1.550 70.010 0:009 0.693 0.304 Bottom 1.361 Min Temo % 1.550 70.010 0.010 0.745 0.315 Bottom 1.361 Min Tema % 1.550 70.010 0.011 0.798 0.326 Bottom 1.361 Min Temo % 1.550 70.010 0.011 0.854 0.338 Bottum +.351 Min Tema % 1.550 70.010 0.012 0.911 0,349 Bottom 1.361 Min Temo% 1.550 70.010 0.013 0.970 0.360 Bottom 1.361 Min Temp % 1.550 70.01€0 0.014 1.032 0.371 Bottom 1.361 Min Temp .% 1.550 70.010 0.015 1.094° 0.383 Bottom 1.351 Mtn Terno% 1.550 70 010 0.010 1.159 0 394 Bottom 1.361 Min Temo % 1.550 70.010 0.017 1.226 0.405 Bottom 1.361 Min Terno % 1.550 70.010 0.018 1.294 0.416 Bottom 1.361 Min Temo % 1.550 70.010 0.016 1.354 0.428 Bottom 1.361 Min Temo % 1.550 70.010 0.019 1.436 0 439 Bottom 1.361 Min Temp % 1.550 70.010 0.021 1.510 0.450 Bottom 1.361 Min Temo % 1.550 70.010 0.022 1.586 0.461 Bottom 1.361 Min Temo % 1.550 70.010 0.023 1.663 0.473 Bottom: 1.361 Min Terno % 1.550 70,010 0.024 1.742 0.484 Bottom 1.361 Min Temp % 1650 70.010 0.025 1.823 0.495 Bottom 1.361 Min Temo % .1.550 70.010 0.0266 1.906 0.506 Bottom 1.361 Min Temo % 1,550 70.010 0.027 1.991 0.518 Bottom 1.361 Min Temo % 1.550 70.010 0.028 2.0€77 0.529 Bottom 1.361 Min Temo % 1.550 70.010 0.030 2.166 0.540 Bottom 1.361 Min Terra % 1.550.. 70.010 0.031 2.256 0.551 Bottom 1 361 Min Temp % 1.550 70.010 0.032 2.347 0.563 Bottom 1.361 Min Temo % 1.550 700.010 0.034 2.441 0.574 Bottom 1.361 Min Temp % 1.550 70,010 0,035 2.536 0,585 Bottom 1.361 M4riTemp % 1.550 •70.010 0.036 Load Combination.., Mu from left Side +0.600+0.70E+0.60H -1.60D+O:70E40.6OH .t.0 600+0.70E460H +0.60D+0.70E+0.80H +1,20D+0.50L+0,205+E+1.6OH +1.200+0.50L+0.20S+E+1.60H +1.20D+0.50t.+3.205+E+1.60H +1.200+7.501+0.205+E+1.60H +1.200+0.50 L+0.20S+E+1,60H + 1.200+0.50L+0.20S+E+1.601-4 + 1.200+0.501.+0.20S+E+1.60H -1.200+0, 50L+0.20 S+E+1.60H +1.200+0.50L+0.20S+6+1.60H +1.200+0 50L+0.20S+E+1.671.4 +1.20D+0.50L+0.205+E+1.60H +1; 20D+0.50L+0.20S+E+1:60H + 1.200+0.50L+0.20$+E+1.601-4 +1, 200+0.50 .+0.20 S+E +1.601 +1.200+000L+0,20S+E+1.60H +1:200+0.50L+0.20S+Er1.60H +1.20D+0.50L+0.20S+E+1.60H +1.200+0.50L+0.205+E -1.601 +1.20D+0.50L+0.20S+E+1.60H +1.20D+0.50L+0.205+E+1.60H +1.20D+O.50L+0,20S+E+1.60H +1.200 0.50L+0.205+E+1.60H +1:20D+0.50L+0,20S+E+1.60H +1.200+0 53L+0,20S+E+1.60H +1.20D+0,50L+0 20S+E+1.601 +1.200+0.50L+0.27S+E+1.60H +1.200+0.50 L+0.20S+E *1.60H +1.20D+0.50L+0.20S+E+1.60H +1.200+0.SO0O.20S- E+1.6014 +1,200+0.SOL+0,20S+E+1.60H +1 200+0. SOL+O.205+E+1.60 H +1,200+0.50L+0,20S+E+1.60H. +1.200+0.50L+0, 20S+E+1.601 +1.200+0.50L+0,20S+E+1:6OH +1.20D+0.50L+0, 20S+E+1.6014 +1.20D+0.50L+0.20$+E+1.60H +1.20D+0.501+0.20S+E+1.601 +1.20D 0.5OL+0.20S+E+1.60H +1, 20D+0.50L+0.20S+E+1.60 H +1.200-0,50L+0.20S+E+1.60H +1.200+0.50L+0.20S+E+1.60H +1.200+°0.541 L+0.20 S +E+1.60 H + 1.200+0,50L+0.20S+E+1.6014 +1.20D+0.500L+0.20S+E+1.6014 +1,20D4J.50L+0.20S+E+160H +1.200+0.50L+0.20S+E-1.6014 +1.200+3.SOL+0.205+E+160H +1, 200+0.50 L+0.205+E+1.60 H +1.200+0.501+0.20S+E+1.601 Sliding SafetyRatio 999 999 999 999 999 999 999 Tide Block Line 1 You can change this wee using the "Settings" menu item and then using the *Printing & Title Blockselection. Ue Blogiko1_, I Combined Footing Project Title Engineer: Project ID: Project Desor: Printed 19 JUNI 2018. 11 18Atul Rio tg2olvqoiisvo_srRwottcAacAtcvPh6BJ-wmocr-3.Ec6 Description: Footing at Grid C with CMU wait weight Z -Axis Footing Flexure - Maximum Values for Load Combination -Distance Tension Mu from left Side Load Combination„, 4200+0. +0,20S+E+1.6011 +1.200+0.500 .20S+E+1.6014 +1.200+0.501.40, sig+1.6011 +1 .200+0.50L+0.2 4„+1.60H +1.200+0,501.+0.20S+f41,601i +1.200+0 501.+0.20S+61: +1.200+0.500020S+E+1, +1.200+0 50L+0,20S+E+1.60H%. +1 .20040 50L+0.20S+E+1 6011.. +1 +1.200+0.50L+0.209+5+1.6011 +1200+0 50L+0.20S+E+1.6011 3.701 +1 .200+0,501.+0.20S+E+1.60H 3.818 +1.20D+0.500+0.20S+E+1.6011 3.936 +1.20D+0.501.10,20S+E+1 60H . ' 4.056 „ +1:200+0.50L*0.205+E+1.5011 \ 4.178 +1 .200 +0.501.40,20S+E+1 .60H 301 .200+0.50L+0.20S+E+1.6011 4426 +1.200 1'0.501...+0.20S +5+1.60H 4.553 +1.20040,50L+0.20S+E+1.6011 4.60 .200+0.50L+0.20S+E+1.60H +1 .200+0 .501.40.20S+E+1.60H +1.200+0.50040.20S+E+1.60H .20D+0,501.40.20S+E+1.60H +1.200+0.501.+0.2094E+1.60H +1 200+0.50L+0.20E+E+1.8011 +1.20040.501040.20S+E+1 6011 +1.200+0.500+0.203+E+1.6011 +1 .200+6.50L +0.209+5+1,60H +1,200+0.50L-i0.20S+E+1.6011 +1.200+0.50L+0.20S+E+1,6011 +1.200+0.501,40.20S+E+1.6011 .20040.5000,20S+E+1.60H +1.200+0.50L+0.20S+E+1,60H +1,20040,50L+0.20S+E+1.6011 +1.20045010,020S+E+1 .5011 -0.200+0.50L+0.20S+E+1.60H +1.200+0.5000,20S +Ell .6011 +1.20D+0.501+0,20S+E+1.6011 +1.2004150L+0.20S+6+1.6011 +1 200+0.50L+0,20S+E+1.60H +1.2011t0,50L-40,20StE+1.6011 200+0.501.40.20S+6+1.60H +1.2013+0 50L+0.20S*E+1.6011 +1,20040 50L40.20S+6+1.6011 +1.200+0.50L40.20S+6+1.60H +1 ,200 +0.50 L+0,20S+E +1,60H +1.200+0 501...+0,20S+E+1 .60H + 1 .200+43.50L+0.20S+E+1.60H +1.200+0 50L+0.20S+6+1 .6011 +1.200+0.50L+0.209+5+1.6011 +1.200+0.50L+0.20S+E+1,6011 +1.200+0.501.40.20S+E+1.6011 +1 20D+0.50L+0.20S+E+1.60H +1.200+0.50L+0.20S+E+1.6011 • 200+0.5000.20S+E+1.60H +1.200+0.50L+0,20S+1+1.6011 +1 2004.0.50L+0,20S+E+1,60H +1.20D+0.501_40,20S+6+1 6011 +1.200+0.50L40.20S+E+1,6011 +1 .200+0.501.40.20S+E+1.60H +1,200+0.501.+0.20S+6+1.6011 +1.200450L+0.20S+E+1.6011 +1,20D+0.50L+0,20S+E+1.6011 (t010 (ft) Governed As Req'd by Actual As Phil& Mu / Plan 0'2) (0012) (t0k) 1.361 Min Temp % 1,550 70.010 0.038 1.361 M n Temp % 1.550 70.010 0,039 1.351 M n Temp °,43 1.550 70.010 0.040 1.361 Min Temp % 1.550 70.010 0.042 1.361 kiiin Temp % 1.550 70.010 0.043 1.361 Min Temp % 1.550 70.010 0.045 1.361 Min TOMO % 1.550 70.010 0.046 1:361 Min Tornio % 1.550 70.010 0.048 1.361 M n Temo % 1.550 70.010 0.050 1.361 Min Tomo % 1.550 70.010 0 051 1.361 Min Temp % 1.550 70.010 0.053 1.361 Min Temo % 1.550 70.010 0.055 1.361 Min Tomo % 1.550 70.010 0.056 1.361 Min Tema % 1.550 70,010 0.058 .1.361 Min Temo % 1.550 70.010 0.060 1.361 Min Tem % 1.550 70.010 0.061 1 361 Min Temp % 1 550 70.010 0.063 1.361 Min Tern % 1.550 70.010 0.065 1:351 Min Temo % 1.550 70.010 0.067 1.361 Min Temo % 1.550 70.010 0.069 1.361 Min Temp % 1.550 70.010 0.071 1.361 Min Temp % 1.550 70.010 0.072 1,361 Min Temo % 1.550 70.010 0.074 1 361 Min Temo % 1.550 70.010 0,076 1.361 Mtn Tomo % 1.550 70.010 0.078 1.361 Min Terno % 1.550 70,010 0.080 1.361 Min Temp % 1.550 70.010 0.081 1.361 Min Terno % 1.550 70.010 0.083 1.361 Min Temp % 1.550 70.010 0 085 1.361 Min Temn % 1.550 70,010 0.087 1.361 Mtn Tomo % 1 550 70.010 0.088 1.361 Min Tomo % 1.550 70.010 0 090 1.361 Min Term % 1.550 70.010 0.092 1 361 Min Temo % 1.550 70.010 0,094 1.361 Min Temo % 1.550 70.010 0.095 1.361 Min Temp % 1.550 70.010 0.097 1.361 Min Temp % 1.550 70.010 0 099 1.361 Min Temp % 1 550 70,010 0.101 1.361 Min Temo % 1.550 70,010 0,102 1 361 Min Tomo % 1.550 70.010 0.104 \ 1.361 Min Terno % 1.550 70.010 0.106 1351 Min Temp % 1 550 70.010 0 108 '4.361 Min Tonic % 1.550 70.010 0.109 Min Temp % 1.550 70.010 0.111 1 Min Temo % 1.550 70.010 0 113 .3t Min Temor % 1.550 70.010 0.114 1 361 .,,,.\.... Min Temo % 1.550 70:010 0.116 1.361 0,Min TeMD % 1.550 70,010 0,118 1.361 ' 4I1 Temp % 1 550 70 010 0.119 1.361 1 Temp % 1.550 70.010 0.121 1.361 NA; erno % 1.550 70.010 0.123 1.361 Min . io % 1.550 70.010 0.124 1.361 Min T• • % 1.550 70.010 0.126 1.361 Min Tett , 0 1.550 70.010 0 128 1.361 Mtn Temo % 1.550 70.010 0.129 1.361 Min Tem) %`, 1.550 70.010 0 131 1.361 Min Temo % 1.550 70.010 0.132 1.361 Min Temo % 1.550 70.010 0.134 1.361 Min Temo % 1.550 70.010 0.136 1.361 Min Temo % 1.550 70.010 0.137 1.361 Min Tomo % 1.550 70.010 0.139 1.351 Min Temo % 1.550 70.010 0.140 1.361 Min Temp % 1.550 70.010 0,142 2.633 0.596 Bottom 2.732 0.608 Bottom 2 833 0.619 Bottom 2.935 0.630 Bottom 3.040 0.641 Bottom 3145 0.653 Bottom 3 253 0.664 &Ran 3.363 0.675 Bottom 3.474 0.686 Bottom 3.587 0.698 Bottom 0:709 Bottom 0.720 Bottom 0.731 Bottom 0.743 Bottom 0.754 Bottom 0.765 Bottom 0.776 Bottom 0.788 Bottom 0,799 Bottom 4.809\ 0.810 Bottom 4.937 0,, 8.821 Bottom 5.064 \ 0.833 Bottom 5.191 \ 0.844 Bottom 5.318 '."Q.855 BM= 5.444 O*866 Bottom 5.570 0,1 Bottom 5.695 OS Bottom 5.820 0,9 Bottom 5.945 0.911 % Bottom 6.069 0.923 \ Bottom 6.193 0.934 ttorn 6.317 0.945 ktiom 6.440 0.956 Bottom 6.563 0.968 Bottom 6.685 0.979 Boit ' • 6.807 0.990 Bolt . 6.929 1,001 Bottom 7.050 1.013 Bottom 7,171 1.024 Bottom 7.291 1.035 Bottom 7.411 1.046 Bottom 7.531 1 058 Bottom 7.650 1.069 Bottom 7.769 1 080 Bottom 7.887 1.091 Bottom 8 005 1.103 Bottom 8 123 1.114 Bottom 8.240 1.125 Bottom 8 357 1.136 Bottom 8.473 1.148 Bottom 8.589 1.159 Bottom 8.704 1.170 Bon= 8.819 1,181 Bottom 8.933 1.193 Bottom 9.047 1.204 Bottom 9.161 1.215 Bottom 9.274 1.226 Bottom 9.386 1.238 Bottom 9.499 1.249 Bottom 9.610 1.260 Bottom 9.722 1.271 Bottom 9.632 1.283 Bottom 9.943 1.294 Bottom Title Block Line 1 You can change this area using the 'Settings" menu item and then using the "Printing & Title Block'selection. ilia BI k Ina B Combined Footing Description : Foot'r at Grid C with CMU watt weight Z•Axis Footing Flexure • Maximum Valuer for Load Combination Distance Tension Load Combination... Mu from left, Side ._..(ft -k1 +1.20D+0.50L+0.20S+E*1.6 0H 10.052 +1.200+0,501+0.20S+E+1.60H 10.162 +1.200+0.501+0.205+1.6011 10.271 +1 :200+0.5000.20S+E+1.6011 10.379 +1.20D*0.501.+0.20S+E+1.6011 10.487 +1.200+0.50L. 0S+•E#1,6011 10.594 +1.200+0.501A. +.E*1.6011 10.701 +1.200+0.501,40.20+1,6011 10.807 +1 .200+0,501.+0.20S1.6011 10.913 +1.20D+0 50L+0.20S+E+ ;:,1H 11.019 + 1.20D+0.50L+0.20S+E+1.: t 11.124 +1.200+0.50L+0.205+E+1,60 11.228 +1.200+0.50L+0.20S+E+1.60H _:. 11.332 +1.20D+050L+0.205+E+1,6011 11,435 +1.20D+0.50L*0.20S+E+1.60.1 k` 11.538 +1.200+0.50L+0.205+E+1.6011 11.640 +1.200+0.50L+0.20S+E+1.6011' 4 11.742 +1.200+0.5000.205+E+1.6011 11.844 +1.20D+0.50L+0.20S+E+1.646 `" 11,944 +1.200+0.501+0.205#E+1.6011 02.044 +1.200+0.501.*0.20S+E+1.6011 1.2144 +1.200+0.50L+0 20S+E+1.60H 12.20 +1.200+0.50L+0.20S+E+1.60H 12.3:, +1.200+0.50L+0.20S+E+1,60H 12:440 \ +1,200+0.50L+0.20S+E+1.6011 12.537 +1.200+0.50L+0.20S+E+1.6011 12.634 +1.20D+0.5000.20S+E+1.6011 12.731 +1,200+0.50L+0.20S+E+1.6011 12.827 +1,20D+0.50L+0.20S+E+1.6011 12.922 +1.20010501+0,20S+E+1.60H 13.017 +1.2OD+0.50L+0,20S+E+1.60H 13.311 +1.20D+0.50L+0,20S+E+1.6011 13.204 +1.200+0.501.+0.20S+E+1.6011 13.297 +1.20D' 0.50L+Q.20S+E+1.6011 13.390 +1,200+0.501.+0.20S+E+1.6011 13.482 +1.200+0.50L+020S+E+1.6011 13.573 +1.200+0,50E+0.205+E+1.60H 13.664 + 1.20D+0.501+0 20S+E+1.60H 13.752 +1,20D+0 501.+0.20S+E+1.6011 13.535 +1.20D+0.50L+0,20S+E+1,60H 13.914 +1.200+0,501.+0.20S+E+1.60H 13.990 +1.200+0.50L+0.20S+E+1.6011 14.060 +1.200+0 501..+0.205+.E+1.6011 14.127 + 1.20D+0.50L+0,20S+E+1.60H 14.189 +1.200+0 50L+0.20S+E:+1.6411 14.248 +1.200+0.501.+0.20S+E+1.60H 14.304 +1,200+0.50L+0.205+E+1.6011 14.358 +1.20D+0.501: +020S+E+1,6011 14.410 +1.200+0.501.+0.205+E+1.60H 14.460 +1.200+0.50L+0.205+E+1.6011 14.507 +1.20D+0.50L+0.20S+E+1.6011 14,552 +1.20010.50E+0.205+E+1.6011 14.595 +1300+0.50L+0.20S+E+1.6011 14,636 +1.200+0.5000.205+E+1.60H 14.674 +i,20D+0.5QL+0.2QS+E+1.6011 14.711 +1.200 +0.50L10.208+£+1.60H 14.745 +1,20040.5000.20S+E+1.6011 14.777 +1.200+0.501.+0.20S +1.60H 14.806 +1.200+0.50L+0.20S- E+1:6011 14.834 +1.200+0.50L+0.20S+E+1.60H 14.859 +1.200+0.50L+0.205+E+1.6011 14.882 +1.200+0.50L+0.20S•FE+1.6011 14.902 +1.200+0.50L+0.20S+E+1.6011 14.921 Project Title: Engineer: Pro4ect ID: Project Descr: Printed 19 JUN 2018, 11' 18AM t 70719120_,STRViON_C,ADICALC.iti'6ifital-VvVANC4XF-1. (ft) 1.305 Bottom 1.316 Bottom 1,328 Bottom 1.339 Bottom 1.350 Bottom 1.361 Bottom 1.373 Bottom 1.384 Bottom 1.395 Bottom 1.406 Bottom 1.418 Bottom 1.429 Bottom 1.440 Bohm 1.451 Bottom 1.463 Bottom 1.474 Bottom 1.485 Bottorl 1.496 Boticm 1.50,E Bottom 1.519 Bottom 1.530 Bottom 1.541 Bottom 1.553 Bottom 1.554 Bottom 1.575 Bottom 1.586 Bottom 1,598 Bottom 1.609 Botto 1,6 Bottom 163 ; Bottom 1.643 ''' , Bottom: 1.654 ,Bottom 1.665 tom 1.676 Bo 1.6 < MI 1699 Batt 1.710 Bottom` . 1:721 Bottom , 1.733 Bottom 1.744 Bottom 1.755 Bottom 1.766 Bottom 1.778 Bottom 1.789 Bottom 1.800 Bottom 1.811 Bottom 1.823 Bottom 1.834 Bottom 1.845 Bottom 1.856 Bottom 1.868 Bottom 1.879 Bottom 1 890 Bottom 1.901 Bottom 1.913 Bottom 1.924 Bottom 1.935 Bottom 1.946 Bottom 1.958 Bottom 1.969 Bottom 1.980 Bottom 1.991 Bottom 2.003 Bottom Governed As Req'd by Actual As Phi'Mn Mu 1 PhiMn (in02) (in'2) (ft -k) 1.361 Min Tema % 1.550. 70,010 0.144 1.361 Min Tem °% 1.550 70.010 0.145 1.361 Min Temp% 1.550 70,010 0.147 1.361 Min Temp % 1.550 70 010 0.148 1.361 Min Tema % 1.550 70.010 0,150 1.361 Min Tem % 1,550 70.010 0.151 1.361 Min Temo % 1.550 70.010 0.153 1.361 Min Temp % 1.550 70.010 0.154 1.361 Min Tema % 1.550 70.010 0.156 1.361 Mir Temp % 1.550 70.010 0.157 1.361 Min Temo % 1.550 70.010 0.159 1.361 Min Temp % 1.550 70.010 0.160 1.361 Min Temo % 1.550 70.010 0.162 1.361 Min Temo % 1.550 70.010 0.163 1.361 Min Temp % 1.550 70.010 0.165 11.361 Min Temp % 1.550 70.010 0.166 1.361 Min Temp % 1.550 70.010 0.168 1.361 Min Temp % 1.550 70.010 0.169 1.361 Min Tema % 1.550 70.010 0.171 1.361 Min Teni % 1.550 70.010 0.172 1.361 Min Terno % 1.550 70.010 0.173 1.361 Min TOMO % 1.550 70.010 0.175 1.361 Min Tema '% 1.550 70.010 0.176 1.361 M n Temp % 1.550 70.010 0.178 1.361 Mn Temo % 1.550 70,010 0.179 1.361 Mir: Temp % 1.550 70.010 0.180 1,361 Min Temp % 1.550 70,010 0.182 1.361 Min Temp % 1.550 70.010 0.183 1.361 Min Temp % 1,550 70.010 0.185 1.361 Min Temo % 1.550 70 010 0.186 1.361 Min Temp % 1.550 70.010 0.187 1361 Min Tema % 1.550 70.010 0.189 1.361 Min Temp fir; 1.550 70.010 0.190 1.361 Mitt Temp % 1.560 70.010 0.191 1.361 Min Temp % 1.550 70.010 0.193 1.361 Min Temp % 1.550 70.010 0.194 1 361 Min Temp % 1.550 70.010 . 0.195 1.361 Min Temo % 1.550 70.010 0.196 1.361 Min Temo % 1.550 70.010 0,198 1.361 Min Temo % 1.550 70.010 0.199 1.361 Min Temo % 1.550 70.010 0.200 61 Min Temp % 1.550 70.010 0.201 Min, Temp % 1.550 70.010 0202 PAM Tema % 1.550 70.010 0.203 61 Min Temp % 1.550. 70.010 0.204 1.361 Min Tent% 1.550 70.010 0.204 1.361 Min Temp % 1.550 70.010 0.205 1.361 :n Temp % 1.550 70010 0.206 1.361 Temp % 1.550 70.010 0.207 1.361 Mi Tenio % 1.550 70.010 0.207 1.361 Mnip % 1.550 70.010 0.208 1.361 Min T ° + o q`a 1.550 70.010 0.208 1.361 Min T®'l1.550 70.010 0.209 1,361 Min Temo 1.550 70.010 0.210 1.361 Mn Temp 1.550 70.010 0.210 1.361 Min Temp % 1.550 76.010 0.211 1.361 Min Temp % 1.550 70.010 0.211 1.361 Min Tem % 1.550 70.010 0.211 1.361 Min Temp % 1.550 70.010 0.212 1.361 Min Temp % 1.550 70.010 0.212 1.361. Min Temp % 1.550 70.010 0.213 1.361 Mtn Temp % 1.550 70.010 0.213 1.361 Min Temp % 1.550 70.010 0.213 1 Ti* e Block Line 1 You can change this area using the 'Setting? menu tem and then using the "printing & Title Block' selection, Tit B';ackne 6 Combined Footing Description : Fong at Grid r with CMU wall weight Z•Axis Footing Flexure • Maximum Values for Load Combination Distance Mu from left Project Title. Engineer: Project ID: Project Descr: ,a1atalPrafsa1' Prt.;ted 19 JUN 2c1a, 11.16AM 1 29_s r t:,h „cA t. C5166J-WW1c0CP-3,Eca Load Combination.,. 1kj (t) +1.2CD+0.50L+0.20S+E+1,60H +1 20D+0.50L+0.246+E+1.60H + 1.200+0.50L-0.205 1,60H + 1.20D+0.50L+0.20S' .60H +1.20D+0 50L+0.20S+E+1 3H +1.2011+0 50L+0,20S+E+1. H, +1.200+0.50L+0.20S+E+1.60H ° +1.20D+0.50L+0.20S+E+1,60H +1.200+0 501+0.20S+E+1.6016 +1.200+0.50 L+0.205+E+1.60H +1.200+0.50 L+0.2C S+E+1.60H +1.200+0.50L+0.205+E+1.6001 +1,200+0.50L+0,20S+E+1.60H * 1.20D40.50L+O, 20S+E+ 1601 i +1.200.0.50L+0.205+E+1,60H +1.200 : 0.50E+0.20S+E+1.6011 +1.200+0.50L+0.205+E+ 1.6011 +1.20D+0.50L+0.206+6+1,601; +1 .200+0.50L+0.209+8+1.6016 +1.200+0.50L+0.20S+E+1.6811 +1.200+0.50L+0.205+E+1.6011 +1.200+0.50 L+0.20S +E+1.6011 +1.200+0.506+0.20S+E+1.6011 +1,200+0,500+0.205+E+1.60°1 +1.200+0.500+0, 20S+E+1.60H +1.200+0.. 50L+0.20S+E+1.60H +1.200+0.50L+0.20S+E+1.6011 + 1.200+0.50L+0.20S+E+1.6011 + 1.200+0.50L+0,205+E+1.6011 +1.20D+0,50L+0.205+E+1.6011 .200+0.50L+0,208+8+1.60H +1.2017+0.50L+0.20S+E+1.6011 41.20040.50E+0,20; +E+1.60H +1.200+0.500+0.205+E+1.5011 +1.200+0.50L+0.205+E+1,6011 +1.200+0.50L+0.206+E+1.6011 +1,200+0.500+0.205+E+1,6811 +1.200+0.50L+0 20S+E+1.6011 +1.200+0.50L+0.205+E+1.6011 +1.200+0.50L+0,205+E+1.60H +1.20D+0.501+0.20S+E+1.6011 +1.200+0.500+0.205+E+1,6011 +1.20D+0.50L+0.20S+E+1.68 i +1.200+0,501+0.209+E+1 .608I +1.20D+0.50L+0, 20S+E +1.6011 +1.200+0,50L+0.205+E+1.601.1 +1,200+0.50L+0.20S+E +1.601 +1.203+0.50L+0,205+E+1.6011 +1.200+0.50L+0.208+ :+1.6011 +1.20D+0.50L+0.20$+E .i .60H +1 200+0,506+0.20S+E+1601; +1.20D+0.50L+0.20S+ +1.60H +1 20040.50L+0.205+E+ i .601: +1.200+0,50L+0.205+E+1.6011 1.200+0.50L+0.20S+E+1.6011 +1.200+0.50L+0.20S+E+1.6018 +1.200+0.50 L+0.208+E+1.6011 +1.200°+0.50L+0,20S+E+1.60H +1.200+0 50L+0.20S+E+1.601 +1.20D+0.50L+0,20S+E+'1.601 +1, 200+0.50 L+0.20 S+E+1.601; +1.200+0.50L+0.209+E+1.601 +1.200+0.50L+0:205+E+1.6011 14.937 14.950 14.962 14.971 14.978 14.983 14.986 14.986 14.984 14.979 14,973 14.964 14.953 �939 14' 23 14. 14.88 14.862 14.837 14.810 14.780 14.748 14.714 14.677 14.638 14.597 14.553 14.507 14.459 14.408 14.355 14.300 14.242 14.182 14120 14.055 13.988 13.919 13.847 13.773 13.696 13:617 13.536 13.452 13.366 13.278 1w3 .7 .: 16, 13.093 12.998 12.900 12.799 12.696 12.591 12.483 12.373 12.261 12.146 12.028 11.908 11.786 11.661 `534 11.405 Tension Governed Side As Req`d by i Title BioL1( Lire 1 You can change itis area using the 'Settings* me% item and then using the `Printing & Title Block' selection. Tit a Block Lire Combined Foot. Project Title; Engineer: Project ID: Project Descr: Printed: 19 JUN 2018. 13. 6AA4 17i t]Q719.20_SINHCa_: ntCAtC911311far w ttiCOCF1EC$ Description ` Footing at Grit 0 with CMU waS weight Z•Axis Footing Flexure • Maximum Values for Load Combination Distance Tension Mu from lett Side (ft-kl tftj +1.20D+0,50L+0.20t:4+1.6OH 11.273 2.723 Bottom 1.361 Mn Temo ° 1.550 70.010 0.161 +1.200+0.50L+0.205+}t$50H 11.138 2:734 Bottom 1.361 Min Temo % 1.550 70,010 0.159 +1.20D+O.50L+0.20S+E+1.61H 11.001 2.745 Bottom 1.361 Min Temo'.=L 1.550 70.010 0.157 +1.20D+O.50L+0,20S+E+1.5040 10.862 2.756 Bottom 1,361 Mn Temo 6 1.550 70.010 0.155 +1.20D+0,501+0.20S+E+1.60H ' 10.720 2.768 Bottom 1.361 Min Tema % 1.550 70.010 0.153 +1.20D+0.5OL+0.20S+E+1.6011 10:576 2.779 Bottom 1.361 Min Temp % 1.550 70.010 0.151 +1.20D+0,50L+0.20S+E+1.6011 10.429 2.790 Bottom 1.361 Min Tema % 1.550 70.010. 0.149 +1.200+0.50L+0.20S+E+1.6011 10,281 . 2:801 Bottom 1.361 Min Temp % 1.550 70,010 0,147 +1.200+0.50L+0.20S+E+1.60H 1€0.135 2.813 Bottom 1.361 Min Term % 1.550 70,010 0.145 11 .20D+0.50L+0,20SiiiE +1.60H 9.989 2.824 Bottom 1.361 Min Temp 1550 70.010 0.143 *1.200+r3,50L+4.20S+E+1:6011 845 2.835 Bottom 1.361 Min Temp % 1.550 70.010 0.141 +1.20D'+0.50L+O.20S*E+1.6011 7:02 2.846 Bottom1.361 Min Tema % 1.550 70.010 0.139 +1.200+0.500+0.205+E+1.6011 9.580 2.858 Bottom 1.361 Min Temp Iva 1.550 70.010 0.137 +1.200+0.50L+0.20S+E+1.6OH 9.419' 2.869 Bottom 1.361 Min Temp % 1.550 70.010 0.135 +1.200+O.50L+0.20S+E+1.60H 9.279 \ 2.880 Bottom 1.361 Min Temp % 1.550 70.010 0.133 +1.200+0.50L+O.20S+E+1.60H 9.141 2.891. Bottom 1.361 Min Temp % 1.550 70.010 0.131 +1.20D+0.50L+0.20S+E+1.60H 9.004 .903 Bottom 1.361 Min Temp % 1.550 70.010 0.129 +1.20D+0.50L+0.20S+E+1.60H 8.868 ' 14 Botlm . 1.361 Min Terns; % 1,550. 70.010 0.127 +1.20D+0,50L+O.20S+E+1.6011 6.733 2. , ; Buttons 1.361 Min Temp ° 1. 70.010 0.125 +1:200+0.50L*0.20S+£+1.5011 8.599 2.936 Bottom 1.361 Min Tema 1.550550 70.010 0.123 +1.20D+0.50L+0.20S+E+1.60H 8.456 2.948 Bottom 1.361 Min Termo °-a ':..550 70,01E 0.121 +120D+0.50L70,20S+E+1.6OH 8.335 2.959 $ tom 1.361 Min Tetro % '.550 70.010 0.119 +1.20D+0.50L+0.20S+E+1.60H 8.205 2.970 8• t.,tn 1.361 Min Temo % 1,550 70.010 0.117 +1.200+G.50L+0,20S+E+1.60H 8,076 2.981 Bot r : 11.361 Min Temp % 1.550 70.010 0.115 +i.2t}D+0.501+{1.2i1S+E+1.6011 7.948 2.993 Both 1,361 Min Temo % 1.550 70010 0.114 *1.200+0.50L+0. tS+i +1.6011 7.821 3004 Bottom 1.361 Min Temmp % 1.550 70.010 0.112 +1.20D+0.501+0.20S+E+1.8011 7,695 3.015 Bottom1.361 MinTema % 1.550 70.010 0:110 +1.200+�3.50L+0,20S+E+1:6011 7.571 3.026 Bottom 1.361 Min Temp % 1.550 70 010 0.108 +1.20D+0.501+0.20S+E+1.6011 7.447 3.038 Bottom 1.361 Min Temp % 1.550 70.010 0106 *1.200+0.50L+0.20S+E+1.6OH 7.325 3.049 Bottom 1.361 Min Temp % 1.550 70.010 0.105 +1.200+0.50L+0.20S+E+1,60H 7.204 3,060 Bottom 361 Min Temo % 1.550 70.010 0.103 +1.20D+0.50L+0.20S+E+1.60H 7 084 3.071 B,ttorn 1, '1 Min Temo % 1.550 70.010 0,101 +1.200+0.50L+0.20S+' +1.60H 6.965 3.083 Bottom 1. Min Temp % 1.550 70.010 0.099 +1.200+0.501+0,2OS+E+1.6011 1.847 3.094 Bottom 1361 :4s, Min Temp % 1.550 70.010 0.098 +1.200+0.500+0.205+E+1.60H 6.731 3.105 Bottom 1 361 Min Temo % 1,550 70.010 0.096 +1.200+0.500+0.205+E+1.60H 6.615 3.116 Bottom 1.361 ',Min Temo % 1.550 70.010 0.094 +1.200+0.50L+0,20S+E+1,60H 6.501 3.126 Bottom 1,361 KV Temo % 1.550 70,010 0.093 +1,20D+0.50L+0.20S+E+1.60H 6.387 3.139 Bottom 1.361 Mor Temo ° 1.550 70.01 t 0.091 +1.20D+0.50L+0.20S+E+1.6014 6:275 3.150 Batton 1.361 Min I mo 1.550 7 .010 (0,090 +.20D+0.5OL+0.205+E+1.8Oh 6.164 3.161 Bottom 1.361 Min T " 0 5c' 1.550 70.010 0.088 +i.200+0.50L+0.20S+E+1.11011 6.054 3.173 Bottom 1.361 Min T °11 554 70.010 0.086 +1.200+0.500+{} 23S+E+1.60H 5.945 3.184 Bottom 1361 Min Temp" 1.550 70.010 0.085 +1.200+0.50L+0 20S+E+1.60H 5.838 3.195 Bottom:. 1.361 Min Temp'; 1 550 70.010 0.083 +1.200+0,50L'++3.20S+E+1.6011 5.731 3.206 Bottom 1361 Min Temp % 1.550 70.010 0.082 +1,2000+0 50L+0.20S+E+1.6011 5.625 3.218 Bottom 1.361 Min Temp % 1.550 70.010 0.080 +1.20D+0.50L+0.20S+E+1.60H 5.521 3.229 Bottom 1.361 Min Temo % 1.550 70.010 0.079 +1.200+0.50L+0.20S+E+1.60H 5.417 3.240 Bottom 1.361 Min Term % 1550 70.010 0.077 +1.200+0.501*0.205+E+1.6011 5.315 3.251 Bottom 1.361 4 =n Temo %1.550 70 f010 0.076 *1.20D+0.50L+0.205 E+1.6011 5 214 3.263 Boron 1,361 Min Temp % 1.550 70.010 0.074 +1.200+0.50L+0,20S+E+1,60H 5.114 3.274 Bottom 1.361 Mtn Temo % 1.550 70.010 0.073 +1.200+0.50L+0.20S+E+1.80H 5:+015 3.285 Bottom 1.361 Min Temp % 1550 70.010' 0.072 +1.200+0,50L+0,20S+E+1.6010 4.917 3.296 Bottom 1.361 Min Temo % 1.550 70.010 0.070 +1.20D+0.50L+0.20S+E+1.601 4 820 3.308 Bottom 1.351 Mire Temp % 1.5501 550 70.010 0,069 +1.200+0.5k -42064+1.60H 4.724 3.319 Bottom 1 361 Min Tempt 1.550 70:010 0.067 +1.20D+0.50L+0.205+E+1.60fix 4.629 3.330 Bolton. 1.361 Min Temo % 70.010 0.066 +1.20D+0.50L+0,20$+€+1.6011 4,535 3.341 Bottom 1.361 Min Tern % 1.550 770.010 0.065 +1.200+0.50L+0.20S+E*1,60H 4.442 3.353 Bottom 1.361 Min Temp' 1.550 70.810 (0 063 +1.20D+0.50L+0.20:S+E+16011 4.351 3.364 Bottom1.361 Mn8Temo 1.550 70.010 0.062 +1.200+0.500+0.205+E+1.6011 4.260 x.375 Bottom 1.361 MniTemp 10 1,550 70.010 0.061 +1.20D+0.50L+0.205+E+1.601 4.171 3.386 Bottom 1.361 Min Temo % 1.550 70.010 0.060 +1.200+0.50L+0.205+EE+1.60H 4.082 3.398 Bottom 1.361 Min Temp % 1.550 70.010 0.058 +1.20010.50L+0.20S+E+1:601 3.995 3.409 Bottom 1 361 Min Temp % 1.550 70.010 0.057 +1.200+0.50L+0,20S+E+1,60H 3.908 3.420 Bottom 1.361 Min Temp % 1.550 70.010 0.056 Load Combination... Governed As Req'd by (in' ,ts= 2) Actual As Phi•Mn Mu 1 PhlMnn (in^2) (ft -k) Title Block vine 1 You can change this area using the "Settings' menu item and then using ttte'Printing & Tine Block' selection, Title Block Line 6 Combined Footin Project Title: Engineer: Protect ID: Project Descr: Printed. 19 JUN 2018, 11.18AM Description : Footing at Grid C with CMU wail weight Z -Axis Footing Flexure • Maximum Values for Load Combination Distance Tension Governed Mu from tett Side As Req`d by Actual As Phi`Mn Mu 1 PhiMn 11.-k1 (ft) 0n"2) (in"2} (tt4t) +1,20D+0.50L+020S+E+1.60H 3.823 3.431 Bottom 1.361 Min Temp % 1.550 70.010 0.055 +1.20D+0.50L+0.20S+E+1.60H 3,738 3.443 Bottom 1.361 Min Temo % 1.550 70.010 0.053 *1.20D+0.50L+0.20S+E+1.60H 3.555 3.454 Bottom 1.361 Min Temp % 1.550 70.010 0.052 +1.20D+0.501.+0.204!+1.60H 3.573 3,465 Bottom 1.361 Min Temo % 1.550 70.010 0.051 +1.20D+U,50L020S+&1.60; 3.491 3.476 Bottom 1:361 Min Temp % 1.550 70.010 0.050 +1.20D+0,50L+0.20S+EA60H 3.411 3.488 Bottom 1.361 Min Temp % 1.550 70.010 0.049 +1.200+0.50L+0.20S+E+1.6t 3.332 3.499 Bottom 1.361 Min Temo % 1.550 70.010 0.048 +1.20D+0.50L+0.205+E+1,60 ;: 3.254 3.510 Bottom 1.361 Min Temp % 1.550 70.010 0.046 +1.20D+O.50L+0,20S+E+1,60H ` 3.176 3,521 Bottom 1.361 Min Temp °% 1.550 70.010 0.045 +1.20D+0.50L+0.20S+E+1,60H 3.100 3.533 Bottom 1.361 Min Temp % 1.550 70.010 0.044 +1.20D+0.50L+0,20S+E+1.GOH 3.025 3.544 Bottom 1.361 Min Temp % 1.550 70.010 0.043 +1.20D+0.50L+0.20S+1+1.60H 2.951 3.555 Bottom 1.361 Min Terre % 1.550 70.010 0.042 +1.20D+0.50L+0.20S+E+1.60H2.878 3.566 Bottom 1.361 Mir Temp ;; 1.550 70.010 0,041 +1.20D+0.50L+0.20S+E+1.60H ``, 2.805 3.578 Bottom 1.361 Mir Term % 1.550 70.010 0.040 +1.200+0.50L+0.205+E+1.60;1 `;1.2:734 3.589 Bottom 1.361 Mir Temo % 1.550 70.010 0,039 +1.20D+0.50L+0.205+E+1.60H 1664 3.600 Bottom 1.361 Min Temo % 1.550 70.010 0.038 +1.20D+0,50L+020S+E+1,60H 2. 3.611 Batlom 1.361 Min Tcrro % 1.550 70.010 0,037 +1.20D+0.50L+0.20S+E+1.60H 2.5 3.623 Bottom 1.361 Min Temp % 1.550 70.010 0.036 +1.20D+0.50L+9,20S+E+1,60H 2.459 0 3.634 Bottom 1.361 Min Temp% 1.550 70.010 0.035 +1,20D+0.501.+0.20S+E.t1.60H 2.393 ` _:. 3.645 Bottom 1.361 Min Temo % 1,550 70.010 0.034 +1.20D+0,50L+0,2OS+E+1.60H 2.328-\. 3.656 Bottom 1.361 Min Temp % 1.550 70.010 0,033 +1.20D+0,50L+0.20S+E+1.60H 2.263 `3,668 Bottom 1.361 Min Temp % 1,550 70.010 0.032 +1.20D+0,50L+0.20S+E+1;60H 2.200 W9 Bottom 1.361 Min Tamp % 1.550 70.010 0,031 +1.200+0.50L+0.20S+E+1.60H 2.138 3.6Bottom 1.361 Min Temp % 1.550 70.010 0.031 +1.20D+0.50L+0.20S+E+1.60H 2.076 3.70Q :x, Bottom 1.361 Min Temo % 1,550 70.010 0.030 +1.20D+0.50L+0.20S+E+1.60H 2.016 3.713 1 Bottom 1.361 Min Temp % 1.550 70.010 0,029 +1,20D+0.50L+0.20S+E+1.60H 1.956 3.724 >,Bottom 1.361 Min Temo % 1.550 70.010 0.028 +1.20D+0 50L+0.20S+E+1,60H 1.898 3.735 Spttom 1.361 Min Temo % 1.550 70.010 0.027 +1.20D+0.50L+0.20S+E+1.60H 1.840 3,746 0 on€ 1.361 Min Tamp % 1.550 70.010 0.026 +1,20D+0.50L+0.205+E+1.60H 1.783 3.758 Boo 1.361 Min Temo % 1.550 70.010 0.025 +1.20D+0.50L+0.205+E+1.60H 1.728 3.769 Bottor> 1.361 Min Temp % 1.550 70.010 0,025 +1.20D+0.50L+0.20S+E+1.60H 1.673 3.780 Bottom`:: 1.361 Min Temp % 1.550 70.010 0.024 11.20010,50E+0,20S+E+1.60H 1.619 3.792 Bottom : 1.361 Min Temp % 1.550 70.010 0.023 +1.20D10.50L+0,205+E+1.60H 1,566 3.803 Bottom t 1.361 Min Temp % 1.550 70.010 0.022 +1,20D+0,50L+0.20S+E+1.60H 1.514 3.814 Bottom 1.361 Min Temo % 1.550 70.010 0.,022 +1.20D+0.50L+0.20S+E+1.60H 1.463 3.825 Bottom \ 1.361 Min Temo % 1.550 70.010 0.021 +1,20D+0.50L+0.205+E+1.60H 1.413 3.837 Bottom ` 1.361 Min Temo % 1.550 70.010 0.020 +1.20D+0.50L+0.205+E+1.60H 1.364 3.848 Bottom .1.36 Min Tema % 1.550 70.010 0.019 +1,20D+0.50L+0.205+E+1.60+ 1.316 3.859 Bottom x.36 3 Min Temp % 1.550 70.010 0.019 +1.20D+0.50L+0.205+E+1.60H 1.269 3:870 Bottom 1.35' Min Temo % 1.550 70.010 0.018 +1.20D+0.50L+0.20S+E+1.60H 1.222 3.882 Bottom 1,31 Min Temp % 1.550 70.010 0.017 +1.20D+0,50L+0.20S+E+1.80H 1.177 3.893 Bottom 1.36t\ Min Temp % 1.550 70.010 0.017 +1.20D+0,50L+0,20S+E+1.60H 1.132 3.904 Bottom 1.361 - ti Min Terni % 1,550 70.010 0.016 +1,20D+0.50L+0.20S+E+1.60H 1.089 3.915 Bottom 1.36 t \ Min Temp % 1.550 70.010 0.016 +1.20D+0.50L+0.205+E+1.60H 1.046 3.927 Bottom 1.361 in Temp % 1.550 70.010 0.015 +1.20D+0.50L+0.20S+E+1.60H 1.004 3.938 Bottom 1.361 'n Temp % 1.550 70.010 0.014 +1.20D+0.50L+0,20S+E+1,60H 0,963 3.949 Bottom 1.361 Mt Temp % 1.550 70.010 0.014 +1.20D+0,50L+0.205+E+1.60H 0.923 3.960 Bottom 1.381 Min ema % 1.550 70.010 0.013 +1.20Q+0.50L+0.205+E+1.60H 0.884 3.972 Bottom 1.361 Min .o % 1.550 70.010 0.013 +1.20D+0.50L+0,20S+E+1.60H 0,846 3.983 Bottom ' 1.361 Min Tem 'x 1,550 70:010 0.012 +1,20D+0.50L+0.20S+E+1.60H 0.808 33.994 Bottom 1.361 MniT: em % 1.550 70.010 0.012 +1.20D+0.50L+0.20$+E+1.60H 0.772 4.005 Bottom 1,361 Min Temp 1.550 70,010 0.011 +1.20D+0.50L+0.20S+E+1.640H 0.736 4.017 Bottom 1.361 Min Temo % 1.550 70.010 0,011 +1,20D+0.50L+0,20S+E+1,60H 0.701 4.028 Bottom 1.361 Min Temo % 1.550 70,010 0.010 +120D+0.50L+0.20S+E+1.60H 0.668 4.039 Bottom 1.361 Min Temp % 1,550 70.010 0,010 +1,20D+0.50L+0.20S+E+1,60H 0.635 4.050 Bottom 1.361 Min Temp % 1.550 70.010 0.0009 +1.200+0.50L+0.205+E+1.60H 0.603 4.062 Bottom 1.361 Min Temp % 1.550 70.010 0.009 +1.200+0.50L+0,205+E+1.60H 0.571 4.073 Bottom 1.361 Min Temp % 1.550 '70.010 0.008 +1,20D+0.50L+0.20S+E+1.60H 0,541 4.084 Bottom 1.361 Min Temp % 1.550 70.010 0.008 +1,200+0.50L+0.20S+E+1,60H 0.512 4.095 Bottom 1.361 Min Temp % 1.550 70.010 0.007 +1.20D+0.50L+0,205+E+1.63H 0.483 4.107 Bottom 1.361 M n Temp °% 1.550 70.010 0:007 +1.20D+0.50L+0.20S+E+1.60H 0:455 4,118 Bottom 1.361 M n Temp % 1.550 70.010 0.007 +1.20D+0.50L+0,20S+E+1.60H 0,428 4.129 Bottom 1.361 Min Temp % 1.550 70.010 0.006 Load Combination.,. Title Block Line 1 You can change this area using the 'Settings' menu tem and then using the 'Printing & Title Block* selection. Title Block Line , I Combiner' Project Title: Engineer: Project ID: Project Descr: Printed lir JUN 2018, 11:18AM 170719120_ST iWitedsiDICALCOPI' -iMMN'€COCF-3.E Description ° Footi at Grki C with CMU wait we•ht Z•Axis Footing Flexure • Maximum Values for Load Combination Distance Tension Governed Side As Req'd by Actual As ift-k) jft) lir, !h2j €InA2) . 0.402 4,140 Bottom 1.361 M n Terni % 1.550 0.377 4.152 Bottom 1.361 Min Temp % 1.550 0.353 4,163 Bottom 1.361 Min Temp % 1.550 0.329 4.174 Bottom 1.361 Mn Temp % 1.550 0.306 4.185 Bottom 1.361 Mn Temp % 1.550 0.285 4.197 Bottom 1.361 Min Tem % 1.550 0,254 4.208 Bottom 1.361 Min Temp % 1.550 0.243 4.219 Bottom 1.3361 Min Temp % 1.550 0,224 4.230 Bottom 1.361 Min Temp % 1.550 0.205 4.242 Bottom 1.361 Min Temo % 1.550 `0.188 4.253 Bottom 1.361 Min 'Temp % 1.550 71 4.264 Bottom 1.361 Min Temp % 1.550 4.275 Bottom 1.361 Min Temp % 1.550 0.14.E 4.287 Bottom 1.361 Min Temp % 1.550 0.125 k ,, 4.298 Bottom 1.361 Min Temp % 1.650 0.111 �,. 4,309 Bottom 1.361 Min Temp % 1550 0.099 \320 Bottom 1,361 Mir Tem % 1.550 0.087 3322 Bottom 1.351 Min Temp % 1.550 0.075 4. Bottom 1.361 Mtn Tema % 1.550 0.065 4.3 Bottom 1.361 Min Teruo % 1.550 0.055 4.365 Bottom 1 361 Min Temp % 1:550 0.046 4.377 ttom 1.361 Min Temp % 1.550 0.038 4.388 : j om 1,361 Min Temo % 1,550 0.031 4.399 Bo, 1.361 Min Temo % 1.550 0.024 4.410 Botto 1:361 Min Temp % 1.550 0.019 4.422 Bottom 1.361 Min Temp % 1.550 0:014 4.433 Bottom \ 1.361 Min Temp % 1.550 0.000 4.444 0 \: 0.000 0 0.000 0,000 4.455 0 0.000 0 0,000 0.000 4.467 0 ` . 0.000 0 0.000 0.000 4.478 0 " 0.000 0 0.000 0.000 4.489 0 000 0 0.000 0.00,E 4.500 0 0 0 0.000 Punching Shear Phi Vn vu ©Col #1 vu rg Col #2 Phi Vn vu @ Col #1 82.16 psi 5.82 Psi 5.82 psi 1o�+ 33 ,2 psi 2.57: ps_._' ..._ 62.16 psi 4.99 psi 4.99 psi 164.32 Psi 82.16 psi 4.99 psi 4.99 psi 164.32 Psi 82.16 psi 4.99 psi 4.99 psi X164.32 Psi 82.16 psi 4.99 psi 4.99 psi 4.32 psi 62.16 psi 4.99 psi 4.99 psi 1 32 psi 82.18 psi 4,99 psi 4,99 Psi 164: ; psi 82.16 psi 4.99 psi 4.99 psi 164.3 82.16 psi 4,99 psi 4.99 psi 164,32 82.16 psi 12.38 psi 12,38 psi 164.32 Psi 82.16 psi 3 74 psi 3.74 psi 164.32 psi 82.16 psi 13.63 psi 13 63 psi 164.32 psi Load Combination.. Mu from left + 1.200+0.501+0.20 +1.601-1 r1.200+0.50L+0.205 6061 +1.200+0.50L+0.20S+E+1. +1.200+0,501+0.20S+E+1.6'0 *1.20D+0. 50L+0: 20S+E+1.60H + 1.200+0: SOL+0.20S+E+1.6011 +1.200+0.50L+0, 20S+E+1,60H +1.200+0.50L+0.20S+E+1.6014 41.20040.50E+0.24S+E+160H *1.200+0.50L40.20S+E+1.60H +1.200+0.50 L 40.20 S+E+1.60 H + 1.200+0.50L+O.20S+E+1.60H +1.200+0,50L+0:20S+E+1.60H + 1.200+0.50L+0.20S+E+16011 +1.20040.50L+0.20S+E+1,6011 +1.200+0.5'0L+0.20S+E+1.8011 +1.200+OE5OL+0.20S+E+1.60H +1.20D+0,50L+0.20S+E+1.6011 + 1.200+0.50L+0.20S+E+1.60H +1.200+0.50L+O,20S+E+1.60H +1.200+0.500+0.205+E+1.60H +1.200+0.50L+0.20S+E+1.60H i-1.200+0 : 50L+0. 20S+E+1.60H 1'1.200+0.50L+0,20S+E+1.6014 + 1 20040.50L+0.20S+E+1.60H +1.200+0.50L+0.205 E+1,.601 + 1.200+0.50L+0,20S+E+1.6011 +1.200+0.50L+0.20S+E+1.6011 +1.200+0.501+0.20S+E+1.6011 +1.200+0.5OL+0.20S+E+160H +1.200+3.50L+0.20S+E+1.60H +1.20D+0.50L+0.20S+E+1,50H +1.200+0.50L+0,20S+E+1.60H One Way Shear Load Combination... +1.400+1.60H +1.200+0.50Lr+1.60L+1.6011 +1.200+1.60L+0.505+1.6011 +1.200+1.60Lr+050L+1.6011 +1.200+1.601J40.50W+1.6011 +1.200+0.501.+1606+1.6011 +1.200+1.60S+0.50W+1.60H +1.200+0.50Lr+0,50L+W+1.6011 +1.200+0.50L40.505+1N+1.6014 + 1.200+0 50L+0.205+E+1.6011 +0.900+11/40.90H +0 900+E+0 90H Phi*Mn Mu i Ph!Mn (10k) 70.010 ' 0.006 70 010 0:005 70.010 0.005 70,010 0.005 70.010 0.004 70.010 0.004 70.010 0.004 70.010 0.003 70.010 0.003 70.010 0.003 70.010 0.003 70.010 0.002' 70.010 0.002 70.010 0.002 70.010 0.002 70.010 0.0}2 70.010 0.001 70.010 0.001 70.010 0,001 73.010 0.001 70.010 0.001 70.010 0.001 70.010 0.001 70.010 0.000 70.010 0.000 70.010 0.000 70.010 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 1078ps 10.78 psi 10,78 psi 10.78 psi 10.78psi 10.76 psi 10.78 psi 10.78 psi 6.12psi 8,08 psi 3.43 psi vu @ Col #2 13.38 psi 11,47 psi 11.47 psi 11.47 psi 11.47 psi 11.47 psi 11.47 psi 1147 psi 11.47 psi,F. 6.56 psi 8.60 psi 3.69 psi Project Project No 0 Page of 0 Calculations Subject Phone 0 Fax Withrto Fax # 0 Memorandum Address # Faxed Pages 0 Meeting Minutes Date By 0 Telephone Memo 4 k rtA4.4.--4 froftsii --1//0/743P)- 0(4k:4i. /a ri4 7,-trtt 54% 4 4, d. L.' 0.3 - S44- et 0-'4(1" ' pi X tlo 4(:11 NI It this does not meet with your understanding, please contact us in writing within seven days. THANK YOU, Civil Engineers Structural Engineers Landscape Architects Community Planners Land Sutveyors Title Block Line 1 You can change this area using the "Settings' menu item and then using the "Printing & Title Block' selection, Title Block Line 6 Combined Footing Project Title: Engineer: Project ID: Project Descr: Printed: 28 SEP 2018, 9:44AM Re= t.ehbl.comilatatPropects057‘217071%2G STRNON_CAJtCALestPIi68J�-Vaiutua? Matenats eo6_ Software yrkht ENERCALC, INC.1983.2018, Bui 1,14.18.8.15` Licensee r AKBL, INC Description : Footing at Grid 6 with cmu weight Code References Calculations per ACI 318-14, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used : ASCE 7-10 General Information Material Properties f'c : Concrete 28 day strength fy : Rebar Yield Ec : Concrete Elastic Modulus Concrete Density 4) : Phi Values Soil Information Flexure Shear Allowable Soil Bearing Increase Bearing By Footing Weight Soil Passive Sliding Resistance (Uses entrJ for "Rioting base Coefficient of Soil/Concrete Friction Dirriensionalk Reinforcing Distance Left of Column #1 Between Columns Distance Right of Column #2 Total Footing Length Footing Width Footing Thickness 3 ksi 60 ksi 3122 ksi • 145 pcf 0.9 0,75 2 ksf No 300 pcf ith below sell :surface for force) 0.350 Rebar Center to Concrete Edge @ Top Rebar Center to Concrete Edge (@ Bottom Applied Loads, Applied @ Left Column Ax al Load Downward 952+0 Moment (+CW) Shear (+X) Applied @ Right Column Axial Load Downward Moment (+CW) Shear (+X) Overburden d Analysistf)esign Settings Calculate footing weight as dead load ? Caicu ate Pedestal weight as dead load ? Min Steel % Bending Reinf (based on'd) Min Allow % Temp Reinf (based on thick) Min, Overturning' Safety Factor Min. Slid ng Safety Factor No Yes Soil Bearing Increase Footing base depth below soi surface ncreases based on footing Depth Allowable pressure increase per foot -when base of footing is be ow Increases based on footing Width .. . Allowable pressure increase per foot when maximum length or width is greater than Maximum Allowed Bearing Pressure (.4 value of zero implies no fling) Ad,usted A towable Soil Bearing Allowable Soil Bearing adjusted for footing weight and depth & width Increases as specified by user.) 1.0 ft Pedestal dimensions... 0.750 ft „ 41 1.750 ft not f 3.50 ft Sq. Um. = 12.250 Height - 8.67 3.50 ft 12.0 i n 2.720 3 in 3.625 in Co 42 13 in 0.67 in 0.0018 1:1 1:1 0.67 ft ksf ft ksf ft 10 ksf 2.0ksf As As Bars left of Col 41 Count Size 4 Provided Reqd Bottom Bars 4.0 5 1.240 0.9072 in"2 Top Bars 2.0 3 0.220 0.0 in^2 Bars Btwn Cols Bottom Bars 4.0 5 1.240 0.0 in"2 Top Bars 2.0 3 0.220 0.0 in^2 Bars Right of Col 42 Bottom Bars 4,0 5 1.240 0.9072 in^2 Top Bars 2.0 3 0.220 0.0 in^2 E 11.880 H k k -ft k k k -`t k Title Block Line 1 You can change this area using the 'Settings' menu item and then using the 'Printing & Title Block' selection. Title Block Line 6 Combined Footing Project Title: Engineer: Project ID: Project Descr: printed: 26 SEP 2016, 9:44AM ts',2o17‘2i7071 03TraNON_CAL,CALectpitS0J-iMMutu Materiais.ec6. Software cop. ri:ht ENERCALC, INC.1983-2018, Bu id 1018.6.16 . nsee c A; RLg I G - Description : Footing at Grid 6 with crnu weight DESIGN SUMMARY Factor of Safety PASS No OTM PASS No Sliding PASS No Uplift Utilization Ratio FAIL 1.339 PASS 0.09810 PASS 0.09810 PASS 0.05613 PASS 0,06642 PASS No Bending PASS 0.02950 PASS No Bending PASS No Bending PASS No Bending PASS 0,0710 Sod Bearing Item Overturning Sliding Upilft Item Soil Bearing 1 -way Shear - Col 41 1 -way Shear • Col 42 2 -way Punching - Col 41 2 -way Punching - Col 42 Flexure - Left of Col 41 - Top Flexure - Left of Col #1 - Bottom Flexure - Between Cols - Top Flexure - Between Cols - Bottom Flexure - Right of Cel #2 - Top Flexure - Right of Col #2 - Bottom Load Combination.. Applied 0.0 k --ft 0.0 k 0,0 k Applied 2.677 ksf 8.059 ps 8.059 psi 9.223 psi 10.913 psi 0.0 k -ft 1.322 k -ft 0.0 k -ft 0.0 k -ft 0.0 k -ft 3.181 k -ft Capacity 0,0 k -ft 4.526 k 0.0 k Capacity 2.0 ksf..._.. 82.158 psi 82.158 psi 164,317 psi 164.317 psi 0.0 k -ft 44,794 k -ft Ere Governing Load Comb nation No OTM No Sliding No Uplift fd�f. Governing Load Combination +D+0.70E+H +0.90D+E+0.90H +0.90D 4-E+0 90H +1.40(0+1.60H +1.40D+1.60H N/A i-1.20 D+0.50 L=O.20 S+E+1.60 H 0.0 k -ft NiA 0.0 k -ft N/A 0.0 k -ft N/A +1.20D+0.50L.+0,20S+E+11.60H 44.794 k -ft Eccentricity Actual Soil Bearing Stress Total Bearing from Ftg CL @ Left Edge @, Right Edge Actual 1 Allow Allowable Ratio +D+H +D+L+H +D+Lr+H +D+S+y +D+0.750Lr+0,750L+H +D+0.750L+0.750S+H +D+0.60`W`+H +D+0.70E+H +D+ 0.750Lr+0.750L+{}.450WJ .H +D+0.750L+0 750S-f0.450W+H +D+0.750L+0.750S+0.5250E+H +0.60 D+0.60W+3.60 H +0.600+0,70E1 -0.60H Overturning Stability Load Combination... +D+H +D+L+H +D+Lr+H +D+S+H +0+0.750Lr+0.750L+H +D+0.750L+0.750S+H +D+O.60W+H +D+0.70E+H'. +D+0.750Lr +0,750L+0.450W+H +D+0.750L+0.750S+O.450`W+H +D+0.750 L+0.750S+0, 5250E+H +0,60D+0.60W+0,60H +0.60D+0.70E+0.60H Sliding; Stability.., .,.. Load Combination... 12.26 k -0.563 ft 2,00 ksf 12.26 k -0.583 ft 2.00 ksf 12,26 k -0.583 ft 2.00 ksf 12.26 k 0.583 ft 2.00 ksf 12.26 k -0.583 ft 2.00 ksf 12.26 k -0.583 ft 2.00 ksf 12.26 k -0.583 ft 2.00 ksf 20,57 k -0.347 ft 2.68 ksf 12.26 k -0.583 ft 2.00 ksf 12.26 k -0.583 ft 2.00 ksf 18.49 k -0.386 ft 2.51 ksf 7.35 k -0.583 ft 1.20 ksf 15.67 k -0.274 ft 1.88 ksf Moments about Lett Edge k -ft Ratio 0.00 0.00 995.000 0.00 0.00 999.000 0.00 0,00 999:000 0.00 0.00 999.000 0.00 0.00 999,000 0.00 0.00 999.000 0.00 0.00 999,000 0.00 0,00 999.000 0.00 0.00 999.000 0.00 0.00 999.000 0.00 0.00 999.000 0.00 0,00 999.000 0.00 0.00 999.000 Overturning Resisting 0.00 ksf 0.00 ksf 0,00 ksf 0.00 ksf 0.00 ksf 0.00 ksf 0.00 ksf 0.68 ksf 0.00 ksf 0,00 ksf 0.51 ksf 0.00 ksf 0.68 ksf 2.00 ksf 0.999 2.00 ksf 0.999 2.00 ksf 0.999 2.00 ksf 0.999 2.00 ksf 0.999 2.00 ksf 0.999 2.00 ksf 0.999 2.00 ksf 1.339'""`". 2.00 ksf 0.999 2.00 ksf 0,999 2.00 ksf 1.254 y 2.00 ksf 0,599 2.00 ksf 0.939 Moments about Right Edge Overturning Resisting 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 k -ft Ratio 999.000 999.000 999.000 999.000 999.000 999.000 999.000 999.000 999.000 999.000 999.000 999.000 999.000 Sliding Force Resisting Force Sliding SafetyRatio +D+H +D+L+H . D7 Lr+H +D+S+sH +D+0.750Lr+0.750L+H +0+0.750L+0.750S+H 0.00 k 0.00 k 0.00 k 0.00 k 0.00 k 0.00 k 4.53 k 4 53 k 4.53k 4.53k 4.53k 4,53 k 999 999 999 999 999 999 Title Block Line 1 You can change this area using the 'Settings' menu item and then using the 'Printing & Title Block' selection. Title Block Line 6 Combined Footing Project Title: Engineer: Project ID: Project Descr: Printed: 28 SEP 2018, 9:44AM i!e Vattbt cdiltdaVroictst201N17071C4Q_BTR` ON GAEYCALCsTi! Bi-VtiMutuei Materiais.ec& SSa8 are ca.yright ENERCALC, INc.1983.2018. Bui#d:10,18.8,15 BL.., N Description : Footing at Grid 6 with cmu weight Sliding Stability, Load Combination... Sliding Force +D+0.60W+H +D+O,70E+H +D+0.750Lr+0.750L+0.450W+H +D+0.750L+0<750S+0.450W+H +D+0.750L+0.750S+0.5250E+H +0.60D+0.60W+0.60H 0.00 k 0.00 k 0.00 k 0.00 k 0.00 k 0.00 k 470,600+0.70E4 -0.60H„0.00 k Z -Axis Footing Flexure Maimum Values for Load Combination Distance Tension Mu from left Side ift kj (ftJ 6.000 0.00`3 0 0:000 0.009 0 0.000 0.018 0 0,000 0.026 0 0.000 0.035 0 0.011 0.044 Bottom 0.016 0.053 Bottom 0.022 0.061 Bottom 0,029 0,070 Bottom 0.036 0.079 Bottom 0.045 0.088 Bottom 0.054 0.096 Bottom 0.065 0.105 Bottom 0,076 0.114 Bottom 0.088 0.123 Bottom 0.101 0,131 Bottom 0.115 0.140 Bottom 0.129 0.149 Bottom 0.145 0.158 Bottom 0.161 0,166 Bottom 0.179 0.175 Bottom 0.197 0.184 Bottom 0.216 0.193 Bottom 0.236 0.201 Bottom 0.256 0.210 Bottom 0.278 0.219 Bottom 0.301 0,228 Bottom 0.324 0.236 Bottom 0,348 0,245 Bottom 0.373 0.254 Bottom 0.399 0.263 ' Bottom 0.426 0.271 Bottom 0.454 0.280 Bottom 0.482 0.289 Bottom 0.512 0.298 Bottom 0.542 0.306 Bottom 0.573 0.315 Bottom 0.605 0.324 Bottom 0.637 0.333 Bottom 0.671 0.341 Bottom 0.705 0.350 Bottom 0.741 0.359 Bottom 0.777 0.368 Bottom 0.814 0.376 Bottom 0.851 0.385 Bottom 0.890 0.394 Bottom 0.930 0.403 Bottom 0.970 0.411 Bottom 1<011 0.420 Bottom 1.053 0.429 Bottum 1.096 0.436 Bottom 1.139 0.446 Bottom 1.183 0.455 Bottom Load Combination... +0,60D+0.70E+0.6OH +0.60D+0.70E+0.60H +0, 60D+0.70E+0.60H +0.60D+0.70E+0.60H +0.60D+0.70E+0.BOH +1.20D+O.50L+O.20S+E+1.60H +1.20D+0.50L+0,20S±E+1,60H i-1, 20 D+O. 50L+0.205+E+1.60 H +1.20D+0.50L+0.205+E+1,60H .+i .20D+O.50L+0.20S+E+1.60H +1.20D+0.50L+0.20S+E+1.60H +1.20D+0.50L+O.20S+E+1.60H +1.20D+0.50L+0.20S+E+1.60H +1.20D+0.50L+0,20S+E+1.60H +1.20D+O.50L+0.20S+E+1.60H +1.20D+0.50L+0.20S+E+1.6OH +1 ,20D+0.50L+0,20S+E+1.60H +1.20D+0.50L+0.2OS+E+1.60H +1.20D+0,50L+O.20S+E+1.60H +1.20D+0.5OL+0.205+E+1.60H +1.20D+0.50L+0,20S+E+1, 60H +1.20 D+0.50 L+0.20 S+E+1.60 H +1,20D+0.50L+0.20S+E+1.60H +1.20D+0.50L+0.20S+E+1.60H +1 ,20D+0.50L+0,20S+E+1.60H +1.20D+0.50L+0.20S-+E+1.60H +1.20D+0.50L+0.20S+E+1.60H +1.20D+0.50L+0.20S+E+1.60H +1.200+0.50L+0.20S+E+1.60H +1 ,20D+0,50L+0.205+E+1.SOH +1.20 D+0.5O L+0.20 S+E+1.60 H +1.2OD+0.50L+0.20S+E+1.60H +1.20D O.50L+0,205+E+1.60H +1.200+0.50 L+O.20 S+E+-1.60 H +1.20 D+0.50 L+1.20S+E+1.6 0 H +1.20D+0.50L4t1.20S+E+1.60H +1.20D+0.50L+0.20S+E+1.60H +1.20D+0.50L+0,20S+E+1.60H +1.20D+0,50L+0.20S+E+1,60H +1.20D+0.50L+0.20S+E+1.60H +1.20D+O.50L+O,20S+E+1.60H +1.20D+0.50L+0.20S+E+1.60H +1.20D+0.50L ; 3.20S+E+1.60H +1.20D+O.50L+O.20S+E+1.60H 31.20 D+0, 5OL+0.20S+E+1.60H +1.20D+0.50L+0.20S+E+1.6OH +1.20D+0.50L+0.20S+E+1.60H +1.20 D+O.50 L+0.20 S -+E+1.60 H +1.20D+0.50L+0.20S+E+1.60H +1.20D+O.50L+O.20S+E+1.60H +1.20D*0.50L+0.20S+E+1.60H +1.20D+O.50L+0.20S+E+1.60H +1 ,200+0,50L+0.20S+E+1.60H Resisting Force 4.53 k 7.44 k 4.53 k 4.53 k 6.71 k 2.81 k 5.72 k Governed As Req'd by (inn2) 0.000 0.000 0.000 0.000 0.000 0.907 0.907 0,907 0.907 0.907 0.907 0.907 0.907 0.907 0.907 0.907 0.907 0.907 0.907 0.907 0.907 0.907 0,907 0.907 0.907 0.907 0.907 0.907 0.907 0.907 0.907 0.907 0.907 0.907 0.907 0.907 0.907 0.907 0.907 0.907 0.907 0,907 0.907 0.907 0.907 0.907 0.907 0.907 0.907 0.907 0.907 0.907 0.907 Sliding SafetyRatio 999 999 999 999 999 999 999 Actual As Phi*Mn Mu f PhiMn (inA2) (ft -k) 0 0 0 0 Min Temo % Min Temp % Min Temo % Min Temp % Min Temp % Min Temp% Min Temp % Min Temp % Min Temp % Min Temp 94 Min Temp % Min Temp % MnTerno% Min Tem % Min Temp % Min Temp % Min Temp % Min Terms % Min Temp % Min Temp % Min Temp % Min Temp % Min T=emp % Min Temp % M(n Temp % Min Temp % Min Tema % Min Tenio % Min Temo % Min Temp % Min Temp % Min Temp % Min Temp % Min Temo % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temo % Min 'Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temo % Min Tema % 0.000 0.000 0.000 0.000 0.000 1.240 1.240 1.240 1,240 1.240 1.240 1.240 1.240 1..240 1.240 1.240 1.240 1.240 1.240 1.240 1.240 1.240 1.240 1.240 1.240 1.240 1.240 1.240 1.240 1.240 1.240 1.240 1.240 1.240 1.240 1.240 1.240 1.240 1.240 1.240 1.240 1.240 1.240 1.240 1.240 1.240 1.240 1.240 1,240 1.240 1,240 1.240 1.240 0.000 0.000 0.000 0.000 0.000 44.794 44,794 44.794 44.794 44.794 44,794 44.794 44,794 44.794 44.794 44.794 44,794 44.794 44,794 44.794 44.794 44.794 44,794 44.794 44,794 44.794 44.794 44,794 44.794 44.794 44.794 44.794 44.794 44.794 44.794 44.794 44,794 44.794 44.794 44.794 44.794 44.794 44.794 44.794 44,794 44.794 44,794- 44.794 44.794 44.794 44,794 44.794 44.794 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.001 0.001 €0.001 0.001 0.001 0.002 0.002 0.002 0.003 0.003 0,003 0.004 0.004 0.004 0.005 0.005 0.006 0.006 0,007 0.007 0.008 0.008 0.009. 0.010 0.010 0.011 0.011 0.012 0.013 0.013 0.014 0.015 0.016 0.017 0.017 0.018 0.019 0,020 0.021 0.x3222 0.023 0.024 0.024 0.025 0.026 Title Block Line 1 You can change this area using the "Settings' menu item and then using the 'Printing & Title Block" selection. Title Block Line 6 Combined Footing Project Title: Engineer: Project ID: Project Descr: Printed: 28 SEP 2018, 9.44AM tlahtA.cri atH\pf0), 4 p1 ,,u"1707.8. 0_STR. NON_cAPtc,nLGs1P1kp[34 , 4utual ?Aafe• • .ec.? 5affir e cr}pyr ghi ENERCALC, INC.1983 2018, isut i:10,f8.8. 8 . Description : Footing at Grid 6 with cnku weight Z Axis Footing Flexure • Maximum Values for Load Combination Distance Mu from left (ft -k) (0) Load Combination... +1.200+0.500+0.205+E+1.60H +1.20D+0,50L+0,20S+E+1.60H +1.20D+0.50L+0.20S+E+1.60H +1.20 D+O, 50L+0.20S+E+1.60 H +1.20D+0.50L+e0.20S+E+1,60H +1,20D+0,50L+0.20S+E+1.60H +1.20D+0 .50L+0.20 S+E+1.60 H +1.20D+0.50L 3.20S+E+1.60H +1.20D+0.50L+0.20S+E+1.60H +1,200+0,50L+0.20S+E11.60H +1.20D+0.50L+0,20S+E+1.60H +1.20D+0.50L+0.20S+E+1.60H +1.20D+0.50L+0,20S+E+1.60H +1.20D+0.50L+0.20S+E+1.60H +120D+0.50L40,20S+E+1.6.0H +1.20D+0.50L +0.205+E+1.60H +120D-+0.50L+0,20S+E+1.60H +1,20D+0,50L+020S+E+1.60H +1.20D+0.50L+0.20S+-E+1:60H +1.20D+0,50L+020S+E+1.60H +1.20D+0.50L+0.20S+E+1.60H +1.20D+0.50L+0.20S+E+1.60H +1.20D+0.50L+0.20S+E+1.60H +1.200+0,50L+0.208+E+1.60H +1.20D+0.50L+0.20S+E+1,60H +1.20DT0.50L+0.20S+E+1.60 i +1.20D+0.50L+020S+E+1,60H +-1.20D+0,50L+0.20S+E+1.60H +1.20D+0.50L+0.20S+E+1.60H 1'1.20D;0.50L+0.20S+E+1.60H +1.20D+0.50L+0.20S+E+1.60H +1, 200+0.50L+0.20S+E+1.60H + 1.20D+0,50L+0.205+E+1.60H +1.20 D+0 , 5 0 L+0.20 S+E+1.60 H +1.20D+0.50L+020S+E+1,60H '1, 200+0.50L+0f .20 S+E+1.60 H +1.20D+0.50L+0,20S+E+1,60H +1.20D+0.50L+0.20S+E+1.80H +1, 20D+0.50L+0.20S+E+1.60H +1.20:+0.50L+020S+E+1.60H +1.20D+0.50L+0.20S+E+1.60H +1,20D+0.50L+0.20S+E+1.60H +1.20D+0.50L+0.20S+E+1:60H +1,20D+0,50L+020S+E+1.60H +1.20D+O.50L+0.20S+E+1.60H +1.20D+0.50L+0,20S+E+1.60H +1.200+0.50L+0.205 E+1.60H +1.20D+0.50L+0.20S+E+1.60H +1.20D+0.SOL+0.20S+E+1.60H +1.20D' O.50L+0.20S+E+1.60H +1,20D+0.5OL+0.20S+E+1.60H +1.20D+0.50L+O.20S+E+1.60H +1,20D+0, 50L+0,205+E+1.60H +1.20D+0.50L+0.20S+E+1.60H +1.20D+0.50L+0.20S+E+1.60H +1.20D+0.50L+0.20S+E+1,60H +1, 28D+0.50L+0.20S+E+1.60H +1.20D+0.50L40.20S+E+1.60 H +1.20D+0.50L-+0.20S+E+1.80H +1.20D+0.50L+0,205+E+1.60H +1,20D+0.50L+0.20S+E+1.60H +1.20: +0.50L+0.20S+E+1.60H +1.20D+0.5OL+0.205+E+1.60H Tension Side Governed As Req'd by Actual As Phi*Mn Mu 1 PhiMn 011' 2) (in^2) (ft -k) 1.229 0.464 Bottom 0.907 Min Temp % 1.240 44.794 0.027 1.275 0.473 Bottom 0.907 Min Temo % 1.240 44.794 0.028 1.322 0.481 Bottom 0.907 Min Temp % 1.240 44.794 0.030 1.369 0.490 Bottom 0.907 Min Temo % 1.240 44.794 0.031 1.417 0.499 Bottom 0,907 Mtn Temp % 1.240 44.794 0.032 1.465 0.508 Bottom 0.907 Min Temp % 1.240 44.794 0.033 1.513 0.516 Bottom 0.907 i'ikn Temo °fa 1.240 44.794 0.034 1.561 0,525 Bottom 0.907 Min Temp % 1,240 44.794 0.035 1.509 0.534 Bottom 0.907 Min Temo % 1.240 44.794 0.036 1.656 0,543 Bottom 0.907 Min Temp % 1.240 44.794 0.037 1.704 0.551 Bottom 0.907 Min Temp % 1.240 44,794 0.038 1,752 0.560 Bottom 0.907 Min Temp % 1.240 44,794 0.039 1.799 0.569 Bottom 0,907 Min Temp % 1.240 44.794 0.040 1,847 0,578 Bottom 0.907 Min Temp %. 1.240 44.794 0.041 1.894 0.586 Bottom 0.907 Min Temp % 1.240 44.794 0.042 1.942 0.595 Bottom 0.907 Min Temp % 1.240 44,794 0.043 1.989 0,604 Bottom 0.907 Min Temp % 1.240 44.794 0.044 2.036 0.613 Bottom 0.907 Min Temo `,/a . 1.240 44.794 0.045 2.084 0.621 Bottom 0.907 Min Temo % 1.240 44.794 0,047 2.131 0.630 Bottom 0.907 Min Temo % 1.240 44.794 0.048 2,178 0.639 Bottom. 0.907 Min Temp % 1.240 44.794 0.049 2.225 0.648 Bottom 0.907 Min Temo, °i 1.240 44.794 0.050 2.272 0.656 Bottom 0.907 Min Temp % 1,240 44,794 0,051 2.319 0.665 Bottom 0.907 Min Temp % 1.240 44.794 0.052 2.365 0.674 Bottom 0.907 Min Temp % 1,240 44.794 0.053 2.412 0.683 Bottom 0.907 • Min Temp % 1.240 44.794 0.054 2.459 0.691 Bottom 0.907 Min Temp % 1,240 44.794 0.055 2.505 0.700 Bottom 0.907 Min Temp % 1.240 44.794 0.056 2,552 0,709 Bottom 0.907 Min Temp % 1,240 44.794 0.057 2.598 0.718 Bottom 0.907 Min Temp % 1.240 44.794 0.058 2,644 0,726 Bottom 0.907 Min Temo °r`o 1,240 44.794 0.059 2.690 0.735 Bottom 0.907 Mia Temp % 1.240 44.794 0.060 2337 0.744 Bottom 0.907 Min Temp % 1,240 44.794 0.051 2.783 0.753 Bottom 0.907 Min Tema % 1.240 44.794 0.062 2,828 0.761 Bottom 0.907 Min Temp % 1.240 44.794 0.063 2.874 0.770 Bottom 0.907 Min Temp % 1.240 44.794 0.064 2.920 0,779. Bottom 0.907 ' Min Temp % 1,240 44.794 0.065 2.966 0.788 Bottom 0.907 Min Temp %. 1.240 44.794 0.066 3,011 0.796 Bottom 0.907 Min Temp % 1.240 44.794 0.067 3.057 0.805 Bottom 0.907 Min Temp % 1.240 44.794 0.068 3.102 0.814 Bottom 0.907 Min Temp % 1.240 44.794 0.069 3.147 0.823 Bottom 0.907 Mtn Temp % 1.240 44.794 0.070 3.192 0.831 Bottom 0.907 Min Temp % 1.240 44.794 0.071 3.237 0.840 Bottom 0.907 Min Temp % 1.240 44.794 0.072 3.282 0.849 Bottom 0.907 Min Temp % 1.240 44,794 0.073 3.327 0.858 Bottom 0.907 Min Temp % 1,240 44.794 0.074 3.372 0.866 Bottom 0.907 Min Temp %. 1.240€ 44.794 0.075 3.416 0.875 Bottom 0.907 Min Temp % 1.240 44.794 0.076 3.461 0.884 Bottom 0.907 Min Temo % 1.240 44.794 0.077 3.505 0.893 Bottom 0.907 Mtn Temp % 1,240 44.794 0.078 3.549 0.901 Bottoms 0.907 Min Temp % 1.240 44.794 0.079 3.593 0.910 Bottom 0.907 M n Temp % 1.240 44.794 0.080 3.637 0.919 Bottom 0.907 Min Terno % 1.240 44.794 0,081 3.681 0.928 Bottom 0.907 Min Temo % 1.240 44.794 0.082 3.725 0.936 Bottom 0.907 Min Temp % 1.240 44,794 0.083 3.769 0.945 Bottom 0,907 Min Temp % 1.240 44.794 0.084 3.812 0.954 Bottom 0.907 Mn Temp % 1.240 44.794 0.085 3.855 0.963 Bottom 0.907 Min Temp % 1.240 44.794 0.086 3.899 0.971 Bottom 0.907_Min Temp % 1.240 44.794 0.087 3.942 0.980 Bottom 0,907 Min Temp °,4 1.240 44.794 0.088 3.985 0.989 Bottom 0.907 Min Temo % 1.240 44.794 0.089. 4.027 0.998 Bottom 0.907 Min Temp % 1.240 44.794 0.090 4.070 1.006 Bottom 0.907 Min Terno % 1.240 44.794 0.091 Title Block Line 1 You can change this area using the *Settings' menu item and then using the *Printing & Title Block" seiection, Title Block Line 6 Project Title: Engineer: Project ID: Project Descr: Printed: 28 SEP 2018, 9:44AM 170719'20 STRN0 _G$W CASL03`P 6BJ VitM. U8i M t a(s,@rj at 8 *+ r4ht ENERCALC, ih.C.1883•2018, 8jitd:10. i8,8,W3 01735 L I 1 e Atte Description : Footing at Grid 6 with cmu we.ght Z•Axis Footing Flexure Maximum Valuesfor Load ;Combination Distance Tension Governed Mu from left Side As Req'd by Actual As Phi*Mn Mu 1 PhiMn (t -k) (ft) (in" 2) 042) (ft -k; +1,20D+0.50L+0.20S+E+1.60H 4.113 1.015 Bottom 0.907 Min Temp % 1,240 44.794 0.092 +1.20D+0,50L+0.20S+E+1,60H 4.155 1.024 Bottom 0.907 Min Temp % 1.240 44.794 0.093 +120D+0.50L+0.20S+E+1.6OH 4.197 1,033 Bottom 0.907 Min Temp % 1.240 44.794 0.094 +1.20D+0,50L+0.20S+E+1.60H 4.239 1.041 Bottom 0.907 Min Temp % 1.240 44.794 0.095 -41.20D+0.50L+0,20S+E+1.60H 4.281 1.050 Bottom 0.907 Min Tema % 1,240 44.794 0,096 +1.20D+0,50L+0,20S+E+1,60H 4.323 1.059 Bottom 0.907 Min Terno `° 1.240 44.794 0.097 41.20D+0.50L+0.20S+E+1.60H 4.365 1.068 Bottom 0.907 Min Temp % 1.240 44.794 0.097 +1.20D+0.50; +0,205+E+1.60H 4.406 1.076 Bottom 0.907 Min Temp % 1.240 44.794 0.098 +1.200+0.50L+0.205+E+1.SOH 4,448 1.085 Bottom 0.907 Min Temp % 1.240 44,794 0.099 +120D+0.50L+0,20S+E+1,60H 4.489 1.094 Bottom 0.907 Min Temp %° 1.240 44.794 0.100 + 1.20D+0,50L+0.20S+E+1.60H 4.530 1.103 Bottom 0.907 Min Temp % 1,240 44.794 0.101 +1.20D+0,50L+0,20S+E+1,60H 4.571 1.111 Bottom 0.907 Min Temp % 1.240 44.794 0.102 +1,20D+0,50L+0,20S+E+1.60H 4.612 1,120 Bottom 0.907 Min Temp % 1.240 44.794 0.103 +1.20D+0.50L+0,20S+E+1.60H 4.652 1.129 Bottom 0.907 Min Tema % 1.240 44.794 0.104 +1,20D+0.50L+0.20S+E+1,60H 4.693 1.138 Bottom 0.907 Min Temp% 1.240 44.794 0.105 +1.20D+0.50L+0.20S+E+1.60H 4.733 1.146 Bottom 0.907 Min Temo % 1.240 44,794 0.106 +1.20D+0.50L+0.20S+E+1.608 4,773 1,155 Bottom 0.907 Min Temp % 1.240 44.794 0.107 +1.20D+0.50L+0.20S+E+1.608 4.813 1.164 Bottom 0.907 Min Temo % 1.240 44,794 0.107 +1.20D+0.50L+0.205+E+1.60H 4.853 1.173 Bottom 0.907 Min Temp % 1.240 44.794 0.108 +1.20D+0.50L-40.20S+E''1.608 4.892 1.181 Bottom 0.907 Min Tema % 1.240 44.794 0.109 + 1,20D+0,50L+O.20S+E+1.608 4,932 1.190 Bottom 0.907 Min Temp % 1.240 44.794 0.110 +1.20D+0.50L+0.20S+E+1.60H 4.971 1.199 Bottom 0.907 Min Temp % 1.240 44.794 0.111 +1.20D+0.50L+0.20$+E+1,60H 5,010 1.2308 Bottom 0,9+07 Min Temp % 1.240 44.794 0.112 +1.200+0,50L+0.20S+E+1.608 5.048 1.216 Bottom 0.907 Min Temp % 1.240 44.794 0.113 +1.20 ;+0.50L+J,20S+E+1:$0H 5.085 1.225 Bottom 0.907 Min Tenn % 1.240 44.794 0.114 +1.20D+0,50L+0.20S+E+1.60H 5.121 1.234 Bottom 0.907 Min Temp % 1.240 44.794 0.114 +1.20D+0.50L+0.20S+E+1.60H 5.156 1.243 Bottom 0,907 Min Tema % 1.240 44.794 0.115 +1.200+0.50L+0.20S+E+1,60H 5.190 1.251 Bottom 0.907 Min Temp % 1.240 44.794 0.116 +-1.20D+0.50L+0.20S+E+1.608 5,222 1.260 Bottom 0.907 Min Temp % 1.240 44.794 0.117 +1.20D+0.50L-+-0.20S'E+1.608 5.253 1.269 Bottom 0.907 Min Temp % 1.240 44.794 0.117 +1,20D+0 50L+0,20S+E+1.60H 5.282 1.278 Bottom 0.907 Min Temp % 1.240 44.794 0,118 +1.20D+0.50L+0.20S+E+1.60H 5.311 1.286 Bottom 0.907 Min Temp % 1.240 44.794 0.119 +1,20D+0,50L+020S+E+1.60H 5.338 1.295 Bottom 0.907 Min Temp % 1.240 44.794 0,119 +1.20D+0.50L+0.20S+E+1.60H 5,364 1:304 Bottom 0.907 Min Temo % 1.240 44.794 0.120 +1.20D+0,50L+0.20S+E+1.60H 5.388 1.313 Bottom 0.907 Min Temp % 1.240 44.794 0.120 +1, 20D+0.50L+0,20S+-E+1.60H 5:412 1,321 Bottom 0.907 Min Temp % 1.240 44.794 0.121 +1.20D+0.50L+0,20S+E+1.608 5.434 1.330 Bottom 0.907 Min Temp % 1.240 44.794 0.121 + 1.20D+0.50L40.20S+E+1.608 5,455 1.339 Bottom 0.907 Min Temp % 1,240 44.794 0.122 +1.20D+0.50L' 0.205+E+1.608 5.474 1.348 Bottom 0.907 Min Temo % 1.240 44.794 0.122 +41.20D+0.50L+0,20S+E+1.608 5.493 1.356 Bottom 0.907 Min Temp % 1.240 44.794 0.123 +1.20D+0.50L+0.20S+E+1.60H 5.510 1.365 Bottom 0.907 Min Terr+o % 1.240 44.794 0.123 +1.20D+0.50L+0.20S+E+1-60H 5,525 1.374 Bottom 0.907 Min Temp % 1.240 44.794 0.123 +1.20D+0.50L+0.20S+E+1.60H 5.540 1.383 Bottom 0.907 Min Tema % 1:240 44.794 0.124 +1.20D+0.50L+0.20S+E+1.608 5,553 1,391 Bottom 0.907 Min Temp % 1,240 44,794 0.124 +1.20D+0.50L+0,20S+E+1.60H 5.565 1.400 Bottom 0.907 Min Temp % 1.240 44.794 0.124 +1.20D+0.50L+0.20S+E+1:608 5.575 1,409 Bottom 0.907 Min Temp ° 1.240 44.794 0.124 41,20D+0.50L+020S+E+1.60H 5.585 1,418 Bottom 0.907 Min Temp % 1,240 44.794 0.125 • +1.20D+0.50L+0,20S+E+3,60H 5.593 1.426 Bottom 0.907 Min Temp % 1.240 44.794 0.125 +1,20D+0,50L+0,20S+E+1.6GH 5.599 1.435 Bottom 0.907 Min Temp % 1.240 44.794 0.125 +1.20D+0.50L+0.20S+E+1,60H 5.605 1.444 Bottom 0.907 Min Temp °A 1.240 44.794 0.125 +1,200+0,50L+0.20S+E+1.60H 5.609 1.453 Bottom 0.907 Min Temp % 1.240 44.794 0.125 +1.20D+0.50L-+0,20S+E+1.60H 5.612 1.461 Bottom 0.907 Min Term % 1.240 44,794 0.125 +1,20D*0.50L+0.20S+E+1.60H 5.614 1,479 Bottom 0.907 Min Temp % 1:249 44.794 0.125 +1.20D+0.50L+0.20S+E+1.60H 5.614 1.479 Bottom 0.907 Min Temo % 1.240 44.794 0.125 +1.20D 3.50..+0.20S+B+1.60H 5.613 1.483 Bottom 0.907 Min Temo % 1,240 44.794 0.125 +1.20D+0.50L+0.20S+E+1.60H 5.611 1.496 Bottom 0.907 Min Temp % 1.240 44.794 0.125 +1.20D+0.50L+0.20S+E+1.608 5.607 1.505 Bottom 0.907 Min Temo % 1.240 44,794 0.125 +1.20D+0.50L+0.205+E+1.69H 5.602 1.514 Bottom 0.907 Min Temp % 1.240 44.794 0.125 +1.20D+0.50L+0.20S+E+1.608 5.597 1.523 Bottom 0.907 M n Temo % 1,240 44.794 0.125 +1,20D*0,50L+0,20S+E+1.608 5.591 1.531 Bottom 0.907 Min Tem. % 1:240 44.794 0.125 +1.20D+0.50L+0.20S+E+1.601.1 5.584 1.540 Bottom 0,907 Min Temp % 1.240 44.794 0.125 +1,20D+ ,50L+8,205+E+1.60H 5.578 1.549 Bottom 0.907 Min Temp % 1.240 44,794 0.125 +1.2OD+0,50L+0,20S+E+1,60H 5.570 1.558 Bottom 0.907 Min Temp % 1.240 44.794 0.124 Load Combination... Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Engineer: Project ID: Project Descr: Printed: 28 SEP 2018, 9:44AM Combined Footing= Description : Footing at Grid 6 with crnu weight Z.Axis Footing Flexure .• Maximum 'Values for Load Combination Fit -itahW can idatetPra ist\20..1,21707 9tiO_STR‘N0N_-raAD CALCs1Pi{883-W1Mutt al Materialse 57. Software cop rihtE tERGALC, INC. 1983-2018, Buiid.1018.8,15 . ......I to nsee o AE4DLi l 8£ Distance Tension Governed Load Combination... Mu from left Side As Req'd by Actual As Phi*Mn Mu / PhiMn (ft -k) .. (ft) fin"2j (in"21 (ft -k) +1.20D+0,50L+0.20S+E+1,60H 5.563 1.566 Bottom 0.907 Min Temp % 1.240 44.794 0.124 +1.20D+0.50L+0.20S+E+1.60H 5.554 1,575 Bottom 0.907 Min Temp % 1.240 44.794 0.124 +1.20D+0.50L+0,20S+E+1.60H 5.546 1.584 Bottom 0.907 Min Temp °la 1.240 44.794 0,124 +1,20D+0.50L+0.20S+E+1.60H 5.537 1.593 Bottom 0.907 Min Temp % 1.240 44.794 0.124 +1.20D+0.50L+0.20S+E+1.60H 5.527 1.601 Bottom 0.907 Min Temp % 1.240 44.794 0.123 +1.20D+0.50L+0.20S+E+1.60H 5.517 1.610 Bottom 0.907 Min Temp % 1,240 44.794 0.123 +1,200+0.50L+0.20S+E+1.60H 5.507 1.619 Bottom 0.907 Min Temp % 1.240 44.794 0.123 +1.20D+0.50L+0,20S+E+1.60H 5.496 1.628 Bottom 0.907 Min Temp °r° 1.240 44.794 0.123 +1.20D+0,50L+0.20S+E+1.60H 5.484 1.636 Bottom 0.907 Min Temp % 1.240 44.794 0.122 +1.20D+0.50L+0.205+E+1.60H 5.472 1.645 Bottom 0.907 Min Temp% 1.240 44.794 0,122 +1.200+0.5OL+0.20S+E+1,60H 5.460 1.664 Bottom 0.907 Min Temp % 1.240 44.794 0.122 +1.20D+0.50L+0.2OS+E+1.60H 5,447 1.663 Bottom 0.907 Min Terno % 1,240 44,794 0.122 +1.20D+0.5000.20S+E+i.60H 5.434 1.671 Bottom 0.907 Min Temp % 1.240 44.794 0.121 +1.20D+0.50L+0,20S+E+1.60H 5:420 1.680 Bottom 0.907 Min Temo % 1.240 44.794 0.121 +1 ,20D+0.50L+0.20S+E+1,60H 5.406 1.689 Bottom 0.907 Min Temp % 1.240 44.794 0,121 +1.20D+0.50L+0.20S+E+1.60H 5.391 1.698 Bottom 0,907 Min Temp % 1.240 44.794 0.120 +1.200+0.50L+0.20S+E+1.60H 5.376 1.706 Bottom 0.907 Min Temp % 1,240 44.794 0.120 +1.20D+0.50L+0,20S+E+1.60H 5.360 1.715 Bottom 0.907 Min Temp % 1.240 44.794 0.120 +1,20D+0.50L+0.2OS+E+1.60H 5.344 1.724 Bottom 0.907 Min Temp % 1.240 44.794 0.119 +1.20D+0.50L+0,20S+E+1.60H 5.328 1.733 Bottom 0,907 Min Tema % 1.240 44.794 0.119 +1.200+0,50L+0.20S+E+1.60H 5.310 1.741 Bottom 0.907 Min Temp % 1.240 44.794 0,119 +1.20D+O.50L+0,20S+E+1.60H 5.293 1.750 Bottom 0.907 Min Temp %. 1.240 44.794 0.118 +1.20D+0.50L+Q.20S+E+1,60H 5.275 1.759 Bottom 0.907 Min Temp % 1.240 44.794 0.118 +1.20D+0.50L+0.20S+E+1.60H 5.256 1.768 Bottom 0.907 Min Temp % ' 1.240 44.794 0.117 +1.20D+0.50L+0.20S+E+1,60H 5.237 1.776 Bottom 0.907 Min Temp % 1:240 44.794 0.117 +1.20D+0.50L+0.2OS+E+1.60H 5.217 1.785 Bottom 0.907 Min Temp % 1.240 44.794 0.116 +1.200+0,50L+0.20S+E+1.60H 5.197 1.794 Bottom 0.907 Min Temo % 1,240 44.794 0.116 +1.20D+0.50L+0.20S+E+1.60 t 5.177 1.803 Bottom 0.907 Min Temp % 1.240 44.794 0.116 +1, 20D+0.50L+0.20S+E+1.60H 5.156 1.811 Bottom 0.907 Min Temo°'° 1.240 44.794 0.115 +1.20D+0.50L+0.20S+E+1.6OH 5.134 1.820 Bottom 0.907 Min Temp % 1.240 44.794 0.115 +1.20D+0.50L+0,20S+E+1:6014 5.112 1.829 Bottom 0.907 Min Temp % 1.240 44.794 0,114 +1,20D+0.50L-+0.20S+E+1.6OH 5.089 1.838 Bottom 0.907 Min Temp % 1.240 44.794 0.114 +1.20D+0.50L+0,205+E+1,6OH 5.066 1.846 Bottom 0.907 Min Temp % 1.240 44,794 0,113 +1,20D+0.50L+0.20S+E+1.60H 5.043 1.855 Bottom 0.907 Min Temp % 1.240 44.794 0.113 +1.20D+0.50L+0.20S+E+1'.60H 5.019 1.864 Bottom 0.907 Min Temp % 1.240 44.794 0.112 +1,20D+0,50L+O.20S+E+1.60H 4.994 1.873 Bottom 0.907 Min Temp re 1.240 44.794 0.111 +1.20D+0.50L+0,20S+E+1,60H 4.969 1.881 Bottom 0.907 Min Tomo % 1.240 44.794 0.111 +1,20D+0.50L+0.20S+E+1,6OH 4.943 1.890 Bottom 0.907 Min Terre % 1.240 44.794 0.110 +1.20D+0.50L+0.20S+E+1.60H 4.917 1.899 Bottom 0.907 Min Tomo % 1.240 44,794 0.110 +1.20D+0.50L+0.20S+E+1.60H 4.890 1.908 Bottom 0.907 Mn Temp % 1.240 44.794 0.109 +1.200+0.50L+0,20S+E+1,60H 4.863 1.916 Bottom 0.907 Min Temp % 1.240 44.794 ' 0.109 +1.20D+0.50L+0.20S+E+1.60H 4.835 1.925 Bottom 0.907 Min Temp % 1.240 44.794 0.108 +1.20D+0.50L+0,20S+E+1;60H 4.807 1.934 Bottom 0.907 Min Temp % 1.240 44.794 0.107 +1.20D+0.50L+Q.20S+E+1.60H 4.778 1.943 Bottom 0.907 Min Temp % 1.240 44.794 0.107 +1.20D+0.50L+Q.20S+E+1,50H 4.749 1.951 Bottom 0.907 Min Temp % 1.240 44.794 0.106 +1,20D+0,50L+0,20S+E+1,60H 4.719 1.960 Bottom 0.907 Min Temp % 1.240 44.794 0.105 +1.20D+0.50L+0.20S+E+1.6014 4.689 1.969 Bottom 0.907 Min Temo °i, 1.240 44.794 0.105 +1.20D+0.50L+0,20S+E+1,60H 4.658 1.978 Bottom 0.907 Min Temp °1° 1.240 44.794 0.104 +1.20D+0.50L+,0.20S+E+1.60H 4.627 1.986 Bottom 0.907 Min Temp % 1.240 44.794 0.103 +1,20D40,50L+0.20S+E+1.60H 4.595 1.995 Bottom 0.907 Min Temp % 1.240 44,794 0.103 +1.20D+0,50L+0.20$+E+1,60H 4.562 2.004 Bottom 0,907 Min Temp % 1.240 44.794 0,102 +1.20D+Q.50L+0:205+E+1,00;' 4,529 2,013 Bottom 0.907 Min Temp °t° 1,240 44,794 0.101 +1.20D+0,50L+0.20S+E+1.60H 4.496 2.021 Bottom 0.907 Min Temp % 1.240 44.794 0.100 +1.20D+0.50L+0,20S+E+1,601.1 4.462 2,030 Bottom 0.907 Min Temp ''° 1,240 44.794 0.100 +1.20D+0.50L+0.20S+E+1.60H 4.427 2.039 Bottom 0.907 Min Terrto % 1.240 44.794 0.099 +1.200+O.50L+0.20S+E+1.60H 4,392 2.048 Bottom 0.907 Min Temo % 1,240 44.794 0.098 +1,20D+0,50L+0.20S+E+1,60H 4.356 2.056 Bottom 0.907 Min Temp % 1.240 44.794 0.097 +1.20D+0.50L+0.20S+E+1.60H 4.320 2.065 Bottom 0.907 M n Temp % 1.240 44.794 0.096 +1,20D+Q.5OL+Q.20S+E+1.60H 4.283 2.074 Bottom 0.907 M n Temp % 1.240 44.794 .0.096 +1.20D+0.50L+0.20S+E+1.60H 4.246 2.053 Bottom 0.907 Min Temp % 1.240 44.794 0.095 +1.20D+0.50L+3.20S+E+1.60H 4,208 2.091 Bottom 0.907 Min Temo % 1.240 44,794 0,094 +1,20D+0,50L+0.20S+E+1.50H 4.169 2.100 Bottom 0,907 Min Temp % 1,240 44.794 0.093 +1.20D+0.50L+0.20S+E+1.60H 4.130 2.109 Bottom 0.907 Min Temp % 1.240 44.794 0,092 Title Block Line 1 You can change this area using the "Settings" menu item and then us ng the "Printing & Title Block selection. Title Block Line 6 tic<# K+ r -o6001735 o Project Title: Engineer: Project ID: Project Descr: Printed: 28 SEP 2018, 9:44AM c.rnidate,Pro c1$320i71217Q719WLSTR\NON CAocALCsI{86J y'MuivalMe40*.ed8. SoBiv&re cap r w t ENERCALC, INC.1983-2018, Bu 4:10.18.8115 , Description : Footing at Grid 6 with ctim€ weight Z•Axis Footing Flexure Maximum Values for Load Combination Distance Load Combination.,, Mu from left eft -k) (ft) +1.200+0.50L+0.20B+E+1.60H 4.091 2.118 Bottom +1.200+0.501.+0.205+E+1.60H 4.051 2.126 Bottom +1.200+0.50L+O.20S+E+1.6011 4.010 2.135 Bottom +1.20D+0.50L+0.205+E+1.60H 3.969 2.144 Bottom +1.200+0.50L+0.20S+E+1.60H 3.927 2.153 Bottom +1.20D+0,50L+0.20S+B+1,60H 3.885 2.161 Bottom +1.200+0.50L+0.20S+E+1.60H 3.842 2.170 Bottom +1.20D+0.50L+0.20S+E+1,60H 3.798 2.179 Bottom +1,20D+0.50L+0.20S+E+1.60H 3.754 2.188 Bottom +1.20D+0,50L+0.2OS+E+1.60H 3.710 2.196 Bottom +1.200+0.54L-+0.20S+E+1.60H 3.664 2.205 Bottom +1.20D+0,50L+0.20S+E+1.60H 3.619 2.214 Bottom +1.200+0,50L +0.20S+E+1.60H 3.572 2,223 Bottom +1.20D+0.50L+0.20S+E+1,60H 3,525 2.231 Bottom +1.20D+0.501.+0.20S+E+1.63H 3.478 2.240 Bottom +1.20D+0.50L+0.245+E+1,60H 3.430 2.249 Bottom +1.20D+4.50L+0.205+E+1,60H 3.381 2.258 Bottom +1.20D+0.50L+0,20S+E+1.60H 3.332 2.266 Bottom +1.200+0.50L+0.20S+E+1.60H 3.282 2.275 Bottom +1.2OD+0.50L+0:20S+E+1.60H 3.232 2.284 Bottom +1.20D+0,50L+0.20S+E+1.60H 3.181 2,293 Bottom +1.20D+4.50L+0.20S+E+1.60H 3.130 2.301 Bottom +1.20D+4.50L+0.20S-i-E+1.60H 3.079 2.310 Bottom +1.20D+0.50L+0.205+E+1,60H 3.029 2.319 Bottom +1.200+0.50L+0.20S+E+1.601i 2.980 2.328 Bottom +1.20D+0.50L+0.20S+E+1.60H 2.931 2.336 Bottom +1.200+0.50L+0.205+E+1.60H 2.882 2.345 Bottom +1.20D+0.50L+0.20S+E+1.60H 2,834 2.354 Bottom +1,200+0.50L+0.20S+E+1.60H 2.786 2.363 Bottom +1.20D+0.50L+0.20S+E+1.60H 2.739 2.371 Bottom +1.20D+0,50L+0.205+E+1.60H 2.692 2.380 Bottom +1.20D+0.501.+0.205+E+1.60H 2.646 2.389 Bottom +1,200+0.50L+0.20S+E+1.60H 2.600 2.398 Bottom +1.20D+4.50L+0.20S+E+1.60H 2.555 2,406 Bottom +1.20D+0.50L +0.20S+E+1.60H 2.510 2.415 Bottom +1.20D+0.50L+0.20S+E+1,60H 2,466 2,424 Bottom +1.200+0.50L+0.205+E+1.60H 2.422 2.433 Bottom +1.20D+0.50L+0.20S+E+1.60H 2.379 2.441 Bottom +1.20D+0,50L+0.20S+E+1,60H 2.336 2.450 Bottom +1:200+0.501.+4.205+E+1.60H 2.293 2:459 Bottom +1.20D+0.50L+0.20S+E+1.60H 2.251 2.468 Bottom +1.20D+0.50L+0.205+E+1,60H 2.209 2.476 Bottom +1.20D+0.50L+0,20S+E+1.60H 2.1668 2.485 Bottom +1.200+0,50L+0.20S+E+1.SOH 2.127 2.494 Bottom +1.20D+4.50L+0.20S+E+1.60H 2.087 2.503 Bottom +1.20D+0,50L+0.20S+E+1.60H 2.047 2.511 Bottom +1.20D+0.50L++O205+E+1.60H 2.008 2.520 Bottom. +1.20D+O.50€ +0.20S+E+1.60H 1.969 2.529 Bottom +1.20D+0.50L+0.24S+E+1.60H 1.930 2.538 Bottom +1.20D+0.50L+0.20S+E+1.60H 1.892 2.546 Bottom +1.20D+0,5OL+0.24S+E+1,60H 1,854 2:555 Bottom +1.200-+0.50L+0.20S+E+1.60H 1.817 2.564 Bottom +1.200+0.501.+0.205+E+1.60H 1.780 2.573 Bottom i+-1.20D+0.50L+0.20S+E+1.60ii 1.744 2.581 Bottom +1.20D+0.50L+0.20S+E+1.60H 1.708 2.590 Bottom +1.20D+4.50L+0.20S+E+1.64H 1.672 2.599 Bottom +1.24D+0.50L+0.20S+E+1.60H 1.637 2.608 Bottom +1.200+0.50L+0.20S+E+1.60H 1.603 2.616 Bottom +1.20D O.50L+0,20S+E+1.60H 1.568 2.625 Bottom +1,20D+0.50L+0.20S+E+1.60H 1.534 2.634 Bottom +1.20D+0.50L+0.20S+E+1.60H 1.501 2.643 Bottom +1,20D+0.50L+0.205+E+1.64H 1.468 2.651 Bottom +120D+0.50L+0.24S+E+1.60H 1.435 2.660 Bottom Tension Side Governed As Req'd by Actual As PhiMn Mu 1 PhiMn (in"2 0.907 Min Temp % 0.907 MT Temp % 0.907 Min Tema % 0.907 MnTemp % 0.907 Min Temp % 0:907 Min Terno % 0.907 Min Temp % 0:907 Min Temp % 0.907 Min Temp % 0.907 Min Temp % 0.90.7 Min Temp % 0,907 Min Terra % 0.907 Min Tema % 0.907 Min Tema % 0.907 Min Tema % 0,907 Min Tema % 0.907 Min Temp % 0.907 Min Tema % 0,907 Min Temp % 0.907 Min Temp % 0.907 Min Temp % 0.907 Min Temo % 0.907 Min Temp % 0.907 Min Temp % 0.907 Mtn Temp % 0.907 Min Temp % 0.907 Min Temp % 0.907 Min Temp % 0.907 Min Temp % 0.907 Min Temp % 0.907 Min Terno % 0.907 Mn Tenn % 0.907 Min Temp 0.907 Min Temp % 0.907 Min Temo % 0.907 Min Temp % 0.907 Min Temp % 0.907 Min Tema % 0.907 Min Temp % 0.907 Min Tema % 0.907 Min Temic % 0.907 Min Temo % 0.907 Min Temp % 0.907 Min Temp % 0.907 Min Temp % 0.907 Min Temo % 0.907 Min Temp % 0,907 Min Temp % 0.907 Min Temp % 0.907 Min Temp % 0.907 Min Tema % 0:907 Mn Temp % 0.9€07 M. n Temp % 0,907 M n Temp % 0.907 M n Temp a% 0,907 MnTemp % 0.907 M n Temp % 0.907 Min Temp % 0.907 Min Temp % 0.907 Min Temo % 0.907 Min Temp % 0.907 Min Temp % 0.907 Min Temp % (n' 2) (ft -k) 1.240 1.240 1.240 1.240 1.240 1.240 1.240 1.240 1.240 1.240 1,240 1.240 1.240 1.240 1.240 1.240 1.240 1.240 1,240 1.240 1.240 1.240 1,240 1.240 1.240 1.240 1.240 1.240 1.240 1.240 1.240 1.240 1.240 1.240 1.240 1.240 1.240 1.240 1.240 1.240 1.240 1.240 1.240 1.240 1.240 1.240 1.240 1.240 1.240 1.240 1.240 1.240 1.240 1.240 1.240 1.240 1.240 1.240 1.240 1.240 1.240 1.240 1.240 44.794 44,794 44.794 44.794 44.794 44.794 44.794 44.794 44.794 44.794 44,794 44.794 44,794 44.794 44,794 44.794 44,794 44.794 44.794 44.794 44,794 44.794 44,794 44.794 44.794 44,794 44.794 44.794 44.794 44.794 44.794 44.794 44.794 44.794 44.794 44,794 44.794 44.794 44.794 .44.794 44.794 44.794 44.794 44.794 44.794 44.794 44,794 44.794 44.794 44.794 44.794 44,794 44.794 44.794 44.794 44.794 44.794 44.794 44,794 44.794 44,794 44.794 44.794 0.091 0.090 0.090 0.089 0.088 0.087 0,086 0.085 0.084 0.083 0.082 0.081 0.080 0.079 0.078 0.077 0.075 0.074 0.073 0.072 0.071 0.070 0.069 0.068 0.067 0.065 0.064 0.063 0,062 0.061 0,060 0.059 0.058 0.057 0.056 0,055 0.054 0.053 0.052 0.051 0.050 0.049 0.048 0.047 0.047 0.046 0.045 0.044 0.043 0.042 0.041 0.041 0.040 0.039 0.038 0.037 0.037 0.036 0.035 0.034 0,034 0.033 0.032 Title Block Line 1 You can change this area using the *Settings' menu item and then using the 'Printing & TitleBlock' selection. Title Block Line 6 Combined Footing' Description : Footing at Grid 6 with em=u weight Z•Axis Footing Flexure Maximum Values for Load Combination Project Title: Engineer: Project ID: Project Descr: Printed: 28 SEP 2018, 9:44AM htu,camtdatauPro} t12017t2170'r1810,,STR1NON_CADCALCan168J-WiMutuat Nateriais.ea . Software copy `. ht ENERCALC, iNC, 5812018. Bultd:10.18.8.5 toe sd Load Combination,. Distance Tension Mu from left Side (ft -k) . (ft) Governed As.Req'd by Actual As Phi°Mn Mu 1 PhiMn (n"2) +1.20Dm3.50L+0,205+E+1,60H 1.403 2.669 Bottom 0.907 Min Temp % 1.240 44.794 0.031 +120D+O.50L+0,20S+E+1.60H 1.372 2.678 Bottom 0.907 Min Temp % 1.240 44.794 0.031 +1.20D+0.50L+0.205+E+1,60H 1.340 2,686 Bottom 0.907 Min Temp % 1.240 44.794 0.030 +1,20D+O.50L+0,20S+E+1,60H 1.309 2.695 Bottom 0,907 Min Temp % 1.240 44.794 0.029 +1.20D+0,50L+0.20S+E+1.60H 1.279 2.704 Bottom 0.907 Min Temp % 1.240 44.794 0.029 +1.20D*0.50L*0,20S+E+1,6OH 1.249 2.713 Bottom 0,907 Min Temp % 1.240 44.794 0.028 +1.20D+0.50L+O,20S+E+1.6OH 1.219 2.721 Bottom 0.907 Min Temo % 1.240 44,794 0.027 +1.20D+O.50L*0,20S+E+1.60H 1.190 2.730 Bottom 0:907 Min Temp % 1.240 44.794 0.027 +1,20D+0,50L+0.20S+£+1.60H 1.161 2.739 Bottom 0.907 Min Tomo % 1.240 44.794 0.026 +i,20D+0.50L+0.20S+E+1.6OH 1,132 2.748 Bottom 0,907 Min Temp % 1,240 44.794 0.025 +1.20D+O.50L+0.20S+E+1.60H 1.104 2.756 Bottom 0.907 Min Temo % 1.240 44.794 0.025 +1.20D+0.50L+0.203+E+1,60H 1,076 2.765 Bottom 0,907 Min Temp % 1.240 44.794 0.024 +1 ,20D+0,50L+0.20S+E+1.60H 1.049 2,774 Bottom 0.907 Min Temp % 1,240 44,794 0,023 +1.20D+0.50L+0,20S+-E+1.60H 1.022 2.783 Bottom 0.907 Min Tomo % 1.240 44.794 0.023 +1,20D+0,5OL+0.20S+E+1.60H 0,996 2,791 Bottom 0.907 Min Temp % 1.240 44.794 0.022 +1.20D+0.50L+0,20S+E0.60H 0.969 2.800 Bottom 0.907 Min Temo % 1.240 44,794 0:022 +1 ,200+0,50L+O.20S+E+1.60H 0.944 2.809 Bottom 0.9107 Min Temp % 1.240 44.794 0.021 +1.20D+O.50L+0,20S+E+1.60H 0.918 2.818 Bottom 0.907 Min Temp % 1.240 44.794 0.020 +120D+O.50L+0.20S+E+1.60H 0.893 2.826 Bottom 0.907 Min Temp % 1.240 44.794 0.020 f1.20D+'O 50L+0,20S+E+1,60H 0,869 2.835 Bottom 0.907 Min Temo % 1.240 44.794 0.019 +1,200+0.50L+0.205+E+1.60H 0,844 2.844 Bottom 0.907 Min Temp % 1,240 44,794 0.019 +1.20D+0.50L+0,20S+E+1.60H 0.821 2.853 Botiom 0.907 Min Temp % 1.240 44.794 0.018 +1:20D+0.50L+0.20S+E+1,60H 0.797 2.861 Bottom 0.907 Min Temp % 1.240 44.794 0.018 +1.20D+0,50L+0,205 E+1.60H 0.774 2.870 Bottom 0.907 Min Temp % 1.240 44.794 0.017 +1,200+0.50L+0.205+E+1.60H 0.751 2.879 Bottom 0.907 Min Temp % 1.240 44.794 0.017 +1.20D*3,50L+0.20S+E+1.60H 0.729 2.888 Bottom 0.907 Min Temo % 1.240 44.794 0.016 +1.20D+0.5OL+0.20S+E+1,60H 0.707 2,896 Bottom 0.907 Min Temp °% 1.240. 44.794 0.016 +1.20D+0.50L+O.20S+E+1,60H 0,686 2.905 Bottom 0.907 Min Temo % 1.240 44.794 0.015 +1,20D+0,50L+0.20S+E+1.60H 0.664 2.914 Bottom 0.907 Min Temp % 1.240 44.794 0.015 +1.20D+0,50L+O,2OS+E+1.60H 0.643 2.923 Bottom 0.907 Min Temp % 1.240 44.794 0.014 +1.200 i.50L-riO.20S+E+1.60H 0.623 2.931 Bottom 0.907 Min Temp % 1.240 44,794 0,014 +1.20D+0.50L 0.205+E+1.60H 0.603 2,940 Bottom 0.907 Min Temp % 1.240 44.794 0.013 +1.20D+O.50L+0.20S+E+1.6OH 0.583 2.949 Bottom 0,907 Min Temp % 1.240 44.794 0.013 +1.20D+0.50L+O,20S+E:+1.60H 0.564 2.958 Bottom 0.907 Min Temp % 1.240 44.794 0.013 +1.20D+0,50L+0.20S+E+1.60H 0.545 2.966 Bottom 0.907 Min Temp % 1.240 44.794 0.012 +120D+0.50L+0,20S+E+1.60H 0.526 2.975 Bottom 0.907 Min Temp % 1.240 44.794 0.012 +1,20D+0,5OL+02OS+E+1,60H 0.508 2.984 Bottom 0.907 Min Temp % 1.240 44.794 0.011 +1,2OD+0.501.+020S+E+1.60H 0,490 2.993 Bottom 0.907 Min Tome % 1.240 44.794 0.011 +1.20D+0,50L+0.20S+E+1.60H 0.472 3.001 Bottom 0.907 Min Temp %.. 1.240 44.794 0.011 +1.20D+0,50L+0.20S+E+1.80H 0.455 3.010 Bottom 0.907 Min Terno % 1.240 44.794 0,010 +1,20D+0.50L+0.20S+E+1.60H 0.438 3.019 Bottom 0.907 Min Temp % 1.240 44.794 0.010 +1,20D+0-.50L+0.20S+E+1.60H 0.421 3:028 Bottom 0.907 Min Temp % 1,240 44.794 0,009 +1.20D+0,50L'+0.20S+E+1,60H 0.405 3.036 Bottom 0,907 Min Temo % 1.240 44.794 0.009 +1,20D+0.50L+0.20S+E+1.60H 0.389 3:045 Bottom 0.907 Min Temo % 1.240 44,794 0.009 +1.20D+0,50L+0.20S+£+1,60H 0,374 3.054 Bottom 0.907 Min Temp % 1.240 44.794 0.008 +1,20D+0.50L+0.20S+£+1,60H 0.359 3.063 Bottom 0.907 Min Temp % 1.240 44,794 0.008 +1.20D+0,50L+0.20S+E+1.606 0.344 3.071 Bottom 0.907 Min Temp % 1.240 44.794 0.008 +120D+0.50L+O.20S+E+1.60H 0.329 3,060 Bottom 0.907 Min Temp % 1,240 44,794 0.007 +1.20D+O.50L+0,205+E+1,606 0.315 3.089 Botiom '3.907 Min Temp % 1.240 44.794 0.007 +1,20D+0,50L+0,205+E+1,6OH 0.301 3.098 Bottom 0.907 Min Temp % 1.240 44.794 0.007 +1.20D+0.50L+O,20$+E+1.60H 0.288 3.106 Bottom 0.907 Min Temp % 1.240 44,794 0.006 +1,20D+0.50L+0.2OS+E+1.60H 0.275 3,115 Bottom - 0,907 Min Temp Vc 1.240 44.794 0.006 +1.20D+0.50L*O.20S+E+1.60H 0.262 3.124 Bottom 0.907 Min Temp % 1,240 44.794 0.006 +1,20D+0,50L+0.210S+E+1.60H 0.249 3.133 Bottom 0.907 Min Terno % 1.240 44.794 0.006 +1.2OD+0,50L+O,20S+E+1,6OH 0.237 3.14s1 Bottom 0.907 Min Temp °% 1.240 44.794 0.005 +1,2OD+0.50L+0.2OS+E+1,60H 0,225 3.150 Bottom 0.907 Min Temp % 1.240 44.794 0,005 +1.20D+0.50L+020S+E+1.60H 0.214 3.159 Bottom 0.907 Min Temo as 1.240 44.794 0.005 +1,20D+0,50L- I.20S+E+1.60H 0.202 3.167 Bottom 0.907 Min Temp % 1.240 44.794 0.005 +1.20D+0.50L+0.20S+E+1.60H 0.192 3.176 Bottom 0.907 Min Temp % 1.240 44.794 0.004 +1,20D+0,50L+0.20S+E+1.6OH 0.181 3.185 Bottom 0,907 M n Temo % 1.240 44.794 0.004 +1,20D+O,50L+O.20S+E+1,60H 0.171 3.194 Bottom 0.907 M n Temp % 1.240 44,794 0.004 +120D+0.50L +0.20S+E+1.60H 0.161 3.202 Bottom 0.907 M n Temp % 1,240 44.794 0.004 +1.2OD+3.50L+0,2OS+E+1,606 0.151 3.211 Bottom 0:907 M n Temp % 1.240 44,794 0.003 <n^2) (ft -k) Title Block Line 1 You can change this area using the "Settings' menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Engineer: Project ID: Project Descr: . .......................... ............. . Printed: 28 SEP 2018, 9:44AM i ils i'i oi.cartdatalPro ts12O17\2170719'.20_STRtN0N_CAR',CA1C 1PIIS&t-MMutuat Materials . Software t pyria ht ENERCAE C, INC 1583-2018, Bu:'ld 10.18 8:15 . AHBL, INC.. Description : Footing at Grid 6 with cmu weight Z -Axis Footing Flexure Maximum Values for Load Combination, Distance Tension Load Combination.., Mu from left Side +1.200+0.50 L+0.20S+E+1.60H +1.20D+0.50L+0.20S+E+1,60H +1.20 D+0.50 +0.20 S+E+1.60 H +1.200+0.50L+0.20S+E+1.60H +1.20D+0.50L+0.20S+E+1.60H +1.20D+0.50L+0.20S+E+1.60H +1.20D+0.50L+0.20S+E+1.60H +1.20D+0.50L+O.20S+E+1.60H +1.20D+0.50L+0.20S+E+1.60H +1.200+0.50L+O.20S+E+1.60H +1.200++0.50`:.+0.205+E+1.60H +1.20D+0,50L+0.20S+E+1.60H +1.20D+0.50L+0.20S+E+1.60H +1.20D+0.50L+0.20$+E+1.60H +1,20D+0.50L+0.20S+E+1.60H +1.20 D+0.50 L+0.20 S+E+1.60H +1.20D+0.50L-+0.20S+E+1.60H +1.200+0.50L+0.20S+E+1.60H +1.200+0,50L+0,20S+E+1.60H + 1.200+0.50L+0,205+E+1.60H +1.20D+O.50L+0.20S+E+1.60H +1,20D+0,50L+0.20S+E+1.60H +1.200+0.50L+0,20S+E+1.6OH +1,200+0.50L+0,20S+E+1.60H +1.200+0.50L+0,20S+E+1.60H +1.200+0.50L+O.20S+E+1.60H +1.200+0.50L+0,20S+E+1.60H +1.200+0.50L+0.20S+E+1.60H +1.200+0.50L+O, 20S+E+1.60H +1.20D+O.50L+0.20S+E+1.6OH +1.200+0,50L+0.20S+E+1.60H +1.20 0+0.50 L+O.20 S+°E+1.60 H +1.20D+O.501L+,0 20S+ -+1.60H• :. One Way Shear •Load Combination... (f' -k) (ft) 0.142 0.133 0,124 0.116 0.108 0.100 0.093 0.085 0.079 0.072 0.066 0.060 0,054 0.049 0.044 0.039 0.034 0.030 0.026 0.023 0.019 0.016 0.013 0.011 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0,000 Phi Vn 3.220 Bottom 3.229 Bottom 3.237 Bottom 3.246 Bottom 3.255 Bottom 3,264 Bottom 3.272 Bottom 3.231 Bottom 3.290 Bottom 3.299 Bottom 3.307 Bottom 3.316 Bottom 3.325 Bottom 3.334 Bottom 3.342 Bottom 3.351 Bottom 3.360 Bottom 3.369 Bottom 3.377 Bottom 3,386 Bottom 3.395 Bottom 3.404 Bottom 3.412 Bottom 3,421 Bottom 3.430 0 3.439 0 3.447 0 3.456 0 3.465 0 3,474 0 3.482 0 3,491 0 3.500 0 +1.400+1.60H +1.200+0.5OLr+1.60L+1.60H -+ 1.200+1.60L+0,50S+1.60H +1,200+1.60Lr+0.50L+1.60H +1.200+1.601J+0,50W+1,601-1 +1.20 D+O.50 L+1.60 S+1.60 H +1.200+1.60S+0.50W+1.60H +1.20D+0.50Lr+0.50L+W+1,60H +1.20 D+0.50 L+O.50 S+'W'+1.60 H +1,20D+0.50L+0.20S+E+1.60H-i +0.90D+W+0.90H +0.90D+E+O.90H 82.16 psi 82.16 psi 82.16 psi 82.16 psi 82.16 psi 82.16 psi 82.16 psi 82.16 psi 82.16 psi 82.16 psi 82.16 psi 82.16 psi vu @ Col #1 6.65 psi 5.70 p.si 5.70 psi 5.70 psi 5.70 psi 5.70 psi 5.70 psi 5.70 psi 5.70 psi 6.63 psi 4.28 psi 8,06 psi As Req'd (inn2j Governed by Actual As Phl`Mn Mu 1 PhiMn (i02) (ft -k) 0.907 Min Temp % 0.907 Min Temp % 0.907 Min Temp 0.907 Min Temp % 0.907 Man Temo % 0.907 Min Temp % 0,907 Min Temo % 0.907 Min Temp % Min Temo % Min Temp % Min Tema % Min Temp % Min Tema % Min Temp % Min Temp % Min Temo % Min Temp °% Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % 0 0 0 0 0 0 0 0 0.907 0.907 0.907 0.907 0.907 0.907 0.907 0.907 0.907 0.907 0.907 0.907 0.907 0.907 0.907 0.907 0,000 0.000 0.000 0,000 0.000 0,000 0.000 0.000 0.000 vu@ Col#2 0 1.240 44.794 1.240 44,794 1.240 44.794 1.240 44.794 1.240 44,794 1.240 44.794 1.240 44.794 1.240 44.794 1.240 44.794 1,240 44.794 1.240 44.794 1.240 44.794 1.240 44.794 1.240 44.794 1.240 44.794 1.240 44.794 1,240 44.794 1.240 44.794 '1.240 44.794 1.240 44.794 1.240 44.794 1.240 44.794 1.240 44,794 1.240 44.794 0.000 0,000 0.000 0.000 0,000 0.000 0.000 0.000 0,000 0.000 0.000 0.000 0.000 0:000 0.000 0.000 0,000 0.000 0,003 0.003 0,003 0.003 0.002 0.002 0,002 0.002 0.002 0.002 0,001 0.001 0,001 0.001 0.001 0.001 0.001 0,001 0.001 0.001 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0,000 0.000 0.000 Punching Shear PhiVn vu@Col #1 vu@Col #2 6,65 psi 5.70 psi 5.70 psi 5.70 psi 5.70 psi 5.70 ps 5.70 ps 5.70 psi 5.70 psi 6.63 ps 4.28 Osi 8:06 psi 164.32 psi 9.22psi 10.91 psi 164,32 psi 7:91 osi 9,35 psi 164.32 psi 7.91 psi 9.35 psi 164.32 pci 7.91 psi 9.35 psi 164.32 psi 7.91 psi 9,35 psi 164.32 psi 7,91 psi 9.35 psi 164.32 psi 7.91 psi 9.35 psi 164.32 psi 7.91 psi 9,35 psi 164.32 05i 7.91 psi 9.35 psi 164.32 psi 3.93 psi 5.25osi 164.32 psi 5.93 psi 7.02 psi • 164.32 psi 1.95psi 2.91 psi Project Project No Subject Phone kiVithiTo Fax # Address # Faxed Pages Date By $i. Page of__ ` Calculations O Fax ur Memorandum Li Meeting Minutes O Telephone Memo • ,/'`Y h? ,a'7 It this does not meet with your understanding: please contact us in writ ng with€n seven days. THANK YOU. Civil Engineers Structural Engineers Landscape Architects Community Planners Land Surveyors VP BUILDINGS 18-038.165 Design Calculations Date: 9/24/2018 Time: 02:10 PM Page: 1 of 90 VP Buildings 3200 Players Club Circle Memphis, TN 38125-8843 STRUCTURAL DESIGN DATA Project: Mutual Materials Canopy Name: Mutual Material - Open Builder PO #: 28097 Jobsite: 10411 Martin Luther King Jr Way S City, State: Seattle, Washin County: King Country: United Sta TABLE OF CONTENTS Letter of Certification 2 Building Loading - Summary Report 4 Reactions - Summary Report w/Controlling Load Comb 8 Bracing - Summary Report 23 Secondary - Summary Report 34 Framing - Summary Report .... 48 Covering - Summary Report 81 Hand Calculations �.. ... H-1 REVIEWED FOR CODE COMPLIANCE APPROVED OCT 22 2018 City of Tukwila BUILDING DIVISION EICEINIE:1 Al OCT 052018 --' z(oaoi8�cC6. C�6o� z(paoltar6. ex60x.. REID MIDDLETON, INC. V'Q,104 i D1�- D2-zZ File: Mutual Material - Open Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc. Version: 2018.1c VP BUILDINGS vAaeo P (F,+ 18-038165 Design Calculations ter pf Cerhfeaa#00 Contact: Name: CliG Building Systems, Inc. Address: 1.120 SW 16th, #A4 City, State: Renton, Washington 98057 Country: United States Project: Mutual Materials Canopy Builder PO It: 28097 Jobsite: 10411 Martin Luther King Jr Way S City, State: Seattle, Washington 981 ] 8 County, Country: King, United States Date: 9/24/2018 Time: 02:10 PM Page: 2 of 90 This is to certify that the above referenced project has been designed in accordance with the applicable portions of the Building Code specified below. All loading and building design criteria shown below have been specified by contract and applied in accordance with the building code. Overall Building Description Shape Overall Width Overall Length Floor Arca (sq. ft.) Wall Area (sq. ft.) Roof Area (sq. ft.) Max. Eave Height Min. Eave Height 2 Max. Roof Pitch Min. Roof Pitch Peak Height Mutual Materials 26/0/0 145/10/0 3792 9766 3805 29/6/0 27/4/0 -1.000:12 Loads and Codes - Shape: Mutual Materials City: Seattle County: King Building Code: 2015 international Building Code Building. Risk/Occupancy Category: II (Standard Occupancy Structure) Dead and Collateral Loads Collateral Gravity:3.00 psf Collateral Uplift: 0.00 psf State: Washington Structural: 1 OAISC - ASD Cold Forni: 12AISI - ASD Country: United States Rainfall: t: 4.00 inches per hour fc: 3000.00 psi Concrete Roof Live Load Roof Covering + Second. Dead Load: 2.68 psf Roof Live Load: 20.00 psf Reducible Frame Weight (assumed for seismic):3.45 psf - USR WindLoad. `. - - • - Snow Load Wind Speed: Vult: q10.00 (Vasd: 85.21) mph Gr fund Snow Load: pg: 25.00 psf Thet'All Heights' Method is Used ,Flat Roof Snow: pt: 21.00 psf Wind Exposure- C - Kz: 0.963 1 Design Snow (Sloped): ps: 21.00 psf Parts Wind Exposure Factor: 0.963 ` Rain Surcharge: 0.00 Wirid Enclosure: Partially Enclosed f '-. Specified Minimum Roof Snow: 25.00 psf (USR) Topographic Factor: Kzt: 1.0000 i Exposure Factor: 2 Partially Exposed - Ce: 1.00 Snow Importance: Is: 1.000 NOT Windborne Debris Region Thermal Factor: Unheated - Ct: 1.20 Base Elevation: 0/0/0 . . ' ' i i Ground / Roof Conversion: 0.70 Primary Zone Strip Width: 2a:•13/8/0 Parts ; Portions Zone Strip Width: a: 3/0/0 Basic Wind Pressure: q: 25.36 psf Longitudinal Direction Parameters Special Reinforce 1.Masonry Shear Wall Redundancy Factor: Rho: 1.30 Fundamental Period: Ta: 0.2462 R -Factor: 5.50 Overstrength Factor: Omega: 2.50 I} _ 1 Deflection Amplification Factor: Cd: 4.00 r ,' Base Shear: V: 0.3077 x W Building design Loads and governing building code is provided by the Builder and is not validated by Varco Pruden Buildings, a division of BlueScope Buildings North America, Inc. The Builder is responsible for contacting the local Building Official or project Design Professional to obtain all code and loading information for this specific building site. )IiH i. 1 i`.1 .i. - Seismic Load Lateral Force Resisting Systems using Equivalent Force Procedure Mapped MCE Acceleration: Ss: 150.80 %g Mapped MCE Acceleration: Sl: 56.90 %g Site Class: Stiff soil (D) Seismic Importance: ie: 1.000 Design Acceleration Parameter: Sds: 1.0000 Design Acceleration Parameter: Shc: 0.5690 Seismic Design Category: D Seismic Snow Load: 0.00 psf % Snow Used in Seismic: 0.00 Diaphragm Condition: Flexible Fundamental Period Height Used: 28/5/0 Transverse .Direction Parameters Ordinary. Steel .Moment Frames Redundancy Factor: Rho: 1.30 Fundamental Period: Ta: 0.4074 R -Factor: 3.50 Overstrength Factor: Omega: 2.50 Deflection Amplification Factor: Cd: 3.00 Base Shear: V: 0.2857 x W Longitudinal Direction Parameters Ordinary Steel Moment Frames Redundancy Factor: Rho: 1.30 Fundamental Period: Ta: 0.4074 R -Factor: 3.50 Overstrength Factor: Omega: 2.50 Deflection Amplification Factor: Cd: 3.00 Base Shear: V: 0.2857 x W File: Mutual Material - Open Version: 2018.1c Varco Pruden Buildings is a division of B1ueScope Buildings North America, Inc. 4. VP BUILDINGS v lCO a&UOEN 18-038165 Design Calculations Date: 9/24/2018 Time: 02:10 PM Page: 3 of 90 The design of this building is in accordance with Varco Pruden Buildings, a division of BlueScope Buildings North America, Inc. design practices which have been established based upon pertinent procedures and recommendations of the Standards listed in the Building Code or later editions. This certification DOES NOT apply to the design of the foundation or other on-site structures or components not supplied by Varco Pruden Buildings, a division of BlueScope Buildings North America, inc., nor does it apply to unauthorized modifications to building components. Furthermore, it is understood that certification is based upon the premise that all components will be erected or constructed in strict compliance with pertinent documents for this project. Varco Pruden Buildings, a division of BlueScope Buildings North America, Inc. DOES NOT provide general review of erection during or after building construction unless specifically agreed to in the contract documents. The undersigned engineer in responsible charge certifies that this building has been designed in accordance with the contract documents as indicated in this letter. Derrick Wessel Engineer in responsible charge Date: Q/,2 7/1 g Engineer's Seal: This documer has been electronically signed and sealed by Derrick Wessel, PE. The seal and slgnature„appled are mine and I approve this document 2018 09 2i ! 1 171:19 07'00' 09/27/2018 File: Mutual .Material - Open Version: 2018.1c Varco Pruden Buildings is a division of BlueScope Buildings North America, inc. VP BUILD NG S v&RCO Ykll <ihN 18-038.165 Design Calculations 13e€ l Ing Ltrad n Summary Repart Shape: Mutual Materials Loads and Codes - Shape: Mutual Materials City: Seattle County: King Building Code: 2015 International Building Code Building Risk/Occupancy Category: Il (Standard Occupancy Structure) Dead and Collateral Loads Collateral Gravity:3.00 psf Collateral Uplift: 0.00 psf Wind Load Wind Speed: Vult: 110.00 (Vasd: 85.21) mph The 'All Heights' Method is Used Wind Exposure: C - Kz: 0.963 Parts Wind Exposure Factor: 0.963 Wind Enclosure: Partially Enclosed Topographic Factor: Kzt: 1.0000 NOT Windborne Debris Region Base Elevation: 0/0/0 Primary Zone Strip Width: 2a: 13/8/0 Parts / Portions Zone Strip Width: a: 3/0/0 Basic Wind Pressure: q: 25.36 psf State: Washington Structural: IOAISC - ASD Cold Form: 12AISI - ASD Roof Covering + Second. Dead Load: 2.68 psf Frame Weight (assumed for seismic):3.45 psf - USR Snow Load Ground Snow Load: pg: 25.00 psf Flat Roof Snow: pf: 21.00 psf Design Snow (Sloped): ps: 21.00 psf Rain Surcharge: 0.00 Specified Minimum Roof Snow: 25.00 psf (USR) Exposure Factor: 2 Partially Exposed - Ce: 1.00 Snow Importance: Is: 1.000 Thermal Factor: Unheated - Ct: 1.20 Ground / Roof Conversion: 0.70 Longitudinal Direction Parameters Special Reinforced Masonry Shear Wall Redundancy Factor: Rho: 1.30 Fundamental Period: Ta: 0.2462 R -Factor: 5.50 Overstrength Factor: Omega: 2.50 Deflection Amplification Factor: Cd: 4.00 Base Shear: V: 0.3077 x W Deflection Conditions Frames are vertically supporting:Metal Roof Purlins and Panels Frames are laterally supporting:Metal Wall Girts and Panels Deflection Limit Override H/200 Purlins are supporting:Metal Roof Panels Girts are supporting:Unreinforced Masonry Wall Design Load Combinations - Framin Date: 9/24/2018 Time: 02:10 PM Page: 4 of 90 Country: United States Rainfall: I: 4.00 inches per hour fc: 3000.00 psi Concrete Roof Live Load Roof Live Load: 20.00 psf Reducible Seismic Load Lateral Force Resisting Systems using Equivalent Force Procedure Mapped MCE Acceleration: Ss: 150.80 %g Mapped MCE Acceleration: SI: 56.90 %g Site Class: Stiff soil (D) Seismic Importance: le: 1.000 Design Acceleration Parameter: Sds: 1.0000 Design Acceleration Parameter: Shc : 0.5690 Seismic Design Category: D Seismic Snow Load: 0.00 psf % Snow Used in Seismic: 0.00 Diaphragm Condition: Flexible Fundamental Period Height Used: 28/5/0 Transverse Direction Parameters Ordinary Steel Moment Frames Redundancy Factor: Rho: 1.30 Fundamental Period: Ta: 0.4074 R -Factor: 3.50 Overstrength Factor: Omega: 2.50 Deflection Amplification Factor: Cd: 3.00 Base Shear: V: 0.2857 x W Longitudinal Direction Parameters Ordinary Steel Moment Frames Redundancy Factor: Rho: 1.30 Fundamental Period: Ta: 0.4074 R -Factor: 3.50 Overstrength Factor: Omega: 2.50 Deflection Amplification Factor: Cd: 3.00 Base Shear: V: 0.2857 x W No. Origin Factor Application Description 1 System 1.000 1.0 D + 1.0 CG + 1.0 SMS> D + CG + SMS> 2 System 1.000 1.0 D + 1.0 CG + 1.0 <SMS D + CG + <SMS 3 System 1.000 1.0 D + 1.0 CG + 1.0 S> + 1.0 SD D + CG + S> + SD 4 System 1.0(10 1.0 D + 1.0 CG + 1.0 <S + 1.0 SI) D + CG + <S + SI) 5 System 1.000 1.0 D + 1.0 CG + 0.6 W I > D + CG + WI> 6 System 1.000 1.0 1)+1.0 CG + 0.6 <W1 D + CG + <W 1 7 System 1.000 1.OD+1.00G+0.6W2> D+CG+W2> 8 System 1.000 1.0 D + 1.0 CG + 0.6 <W2 I) + CG + <W2 9 System 1.000 1.0 D + 1.0 CG + 0.6 WP D + CG + WP 10 System 1.000 0.6 MW MW - Wall: 1 11. System 1.000 0.6 MW MW - Wall: 2 File: .Mutual Material - Open Varco Pruden Bi4ildings is a division of BlueScope Buildings North America, Inc. Version: 2018.1 c v t u+t,t-D+NGS vxssO 18-038165 Design Calculations Date: 9/24/2018 Time: 02:10 PM Page: 5 of 90 System System System System System System System System System System System System System System System System Special Special Special Special OMF Connection OMF Connection OMF Connection OMF Connection System Derived System Derived System Derived System Derived System Derived System Derived System Derived System Derived System Derived System Derived System Derived System Derived System Derived System Derived System Derived System Derived System Derived System Derived System Derived System Derived System Derived System Derived System Derived System Derived Special Special OMF Connection OMF Connection System Derived System Derived System Derived System Derived System Derived System Derived System Derived System Derived Special Special OMF Connection OMF Connection 1.000 0.6 MW 1.000 0.6 MW 1.000 0.6 D + 0.6 CU + 0.6 W1> 1.000 0.6 D+ 0.6 CU + 0.6 <W1 1.000 0.6 D+ 0.6 CU+0.6 W2> 1.000 0.6 D + 0.6 CU +0.6<W2 1.000 0.6 D + 0.6 CU + 0.6 WP 1.000 1.0 D + 1.0 CG+0.75 S + 0.45 WI> 1.000 1.OD+1.00G+0.75S+0.45<W1 1.000 1.0 D + 1.0 CG + 0.75 S -+- 0.45 W2> 1.000 1.0 D + 1.0 CG + 0.75 S+0.45<W2 1.000 1.0D--1.0CG+0.755+0.45W.P 1.000 1.0D+ 1.00G+0.91 E>+0.7 EG+ 1.000 1.OD+1.0CG+0.91 <E+0.7EG+ 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG - 1.000 0.6 D+ 0.6 CU+0.91 <E + 0.7 EG - 1.000 1.01) +- 1.O CG + 1.75 E> + 0.7 .EG+ 1.000 1.0D+ 1.0 CG + 1.75 <E+ 0.7 EG+ 1.000 0.6 D + 0.6 CU + 1.75 E> + 0.7 EG - 1.000 0.6 D + 0.6 CU+ 1.75 <E+0.7 EG - 1.000 1.0D+1.0 CG+2.45 E>+0.7 EG+ 1.000 1.0 D + 1.0 CG+ 2.45 <E+ 0.7 EG+ 1.000 0.6 D+0.6 CU+2.45 E>+0.7 EG 1.000 0.6 D .;. 0.6 CU + 2.45 <E + 0.7 EG - 1.000 l.OD+1.0CG+0.6WP+0.6WBI> 1.000 0.6 D + 0.6 CU+ 0.6 WP+ 0.6 WBI> 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WP+0.45 WB1> 1.000 1.0 D+ 1.0 CG + 0.6 WP + 0.6 <W131 1.000 0.6 D + 0.6 CU + 0.6 WP + 0.6 <WB1 1.000 1.0D+ 1.0CG+0.75 S-+-0.45 WP+0.45 <WB1 1.000 1.0 D + 1.0 CG + 0.6 WP + 0.6 WB2> 1.000 0.6 D + 0.6 CU + 0.6 WP + 0.6 WB2> 1.000 1.0 D+ 1.0 CG+0.75 S+0.45 WP+0.45 WB2> 1.000 1.0 D + 1.0 CG + 0.6 WP + 0.6 <WB2 1.000 0.6 D + 0.6 CU + 0.6 WP + 0.6 <WB2 1.000 1.0 D+ 1.0 CG + 0.75 S + 0.45 WP + 0.45 <WB2 1.000 0.6 MWB 1.000 0.6 MWB 1.000 0.6 MWB 1.000 0.6 MWB 1.000 1.0 D + 1.0 CG + 0.273 E> + 0.7 EG+ + 0.91 EB> 1.000 I.OD+1.00G+0.91E>+0.7EG++0.273EB> 1.000 1.OD+1.00G+0.273<E+0.7EG++0.91 EB> 1.000 1.0D+1.00G+0.91<E+ 0.7 EG+ + 0.273 EB> 1.000 0.6D±0.6CU+0.273E>+0.7EG- +0.91EB> 1.000 0.6 D+0.6 CU+0.91 E>+0.7 EG- + 0.273 EB> 1.000 0.6 D + 0.6 CU + 0.273 <E + 0.7 EG- +0.91EB> 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- + 0.273 EB> 1.000 1.0 D+ 1.0 CG+ 1.75 EB> +0.7 EG+ 1.000 0.6 D+0.6 CU+ 1.75 EB> +0.7 EG - 1.000 1.0 D + 1.0 CG + 2.45 EB> + 0.7 EG+ 1.000 0.6 D + 0.6 CU + 2.45 EB> + 0.7 EG - 1.000 1.0 D + 1.0 CG+0.273 E> + 0.7 EG+ + 0.91 <EB 1.000 1.0 D + 1.0 CG + 0.91 .E> + 0.7 EG+ + 0.273 <EB 1.000 1.0 D + 1.0 CG + 0.273 <E + 0.7 EG+ + 0.91 <EB 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG++ 0.273 <EB 1.000 0.6 D 4 0.6 CU + 0.273 E> + 0.7 EG- + 0.91 <EB 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- + 0.273 <EB 1.000 0.6 D+ 0.6 CU + 0.273 <E+0.7 EG- + 0.91 <EB 1.000 0.6 I)+ 0.6 CU + 0.91 <E + 0.7 EG- + 0.273 <EB 1.000 1.0 D + 1.0 CG+1.75 <EB + 0.7 EG+ 1.000 0.6 D + 0.6 CU + 1.75 <EB + 0.7 EG - 1.000 1.0 D + 1.0 CG + 2.45 <EB + 0.7 EG+ 1.000 0.6D+0.6CU+2.45 <EB +0.7EG- MW - Wall: 3 MW - Wall: 4 D+CU+W1> D + CU + <WI D+CU+W2> D -+ CU + <W2 D+CU+WP D+CG+S+W1> D+CG+S+<W1 D-+CG+S-+-W2> D+CG+S+<W2 D+CG+S+WP D+CG+E>+EG+ D+CG+<E+EG+ D+CU+E>+EG- D + CU + <E + EG- D+CG+E>+ EG+ D+CG+<E+EG+ D+CU+E>+EG- D +CU+<E+EG- D +CG+E>+ EG+ D + CG + <E + EG+ D+CU+1.'>+EG- D 4CU+<E+EG- D +CG+WP+WBI> D + CU+ WP + WB1> D+CG+S±WP+ WBI> D + CG + WP + <W131 D+CU+WP+<WB1 D+cc; +S+WP+<WB1 D+CG+WP+WB2> D + CU + WP + WB2> D + CG + S + WP + WB2> D+CG+WP-+-<WB2 D+CU+WP+<WB2 D+CG+S+WP+<WB2 MWB - Wall: 1 MWB - Wall: 2 MWB - Wall: 3 MWB - Wall: 4 D+CG+E>+EG++EB> D+CG+E>+EG++EB> D + CG + <E + EG+ + EB> D + CG + <E + EG+ + EB> D+C.0+E>+EG-+EB> D+CU+E>+EG-+EB> D+CU+<E+EG-+EB> D+CUJ+<E+EG- +EB> D + CG + EB> + EG+ D + CU + EB> + EG- D + CG + EB> + EG+ D+ CU +.EB>+ EG- D + CG + E> + EG++<EB D + CG + E> + EG++<EB D+CG+<E.+EG++<EB D+CG+<E+EG++<EB D+CU+E>-E EG -.+-<EB D+CU+E>+EG-+<EB D + CU + <E + EG- + <EB I)+CU+<E+EG-+<EB D -f CG + <EB + EG+-. D+CU+<EB+EG- D + CG + <EB + EG+ D+CU+ <EB +EG- File:Mutual Material - Open Version: 2018.1c Varco Pruden Buildings is a division of B1ueScope Buildings North America, inc. VP BUILDNGS 18-038165 Design Calculations Design Load Combinations - Bracin Date: 9/24/2018 • Time: 02:10 PM Page: 6 of 90 No. Origin Factor Application Description 1 System 1.000 1.0 D -- 0.6 W I> D + WI> 2 System 1.000 1.0 D ± 0.6 <W1 D + <WI. 3 System 1.000 1.0 D + 0.6 W2> D + W2> 4 System 1.000 1.0 D + 0.6 <W2 D + <W2 5 System 1.000 0.6 MW MW - Wall: 1 6 System 1.000 0.6 MW MW - Wall: 2 7 System 1.000 0.6 MW MW - Wall: 3 8 System 1.000 0.6 MW MW - Wall: 4 9 System 1.000 1.0 D + 0.7 E> 0 + E> 10 System 1.000 1.00+0.7<E 0 + <E 11 System Derived 1.000 1.0 D + 1.0 CG + 0.6 W 1> D + C:G + W 1> 12 System Derived 1.000 1.0 D ± 1.0 CG + 0.6 <W i. D + CG + <W1 13 System Derived 1.000 1.0 D + 1.0 CG + 0.6 W2> D + CG + W2> 14 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W2 D + CG + <W2 15 System Derived 1.000 0.6 0 + 0.6 CU + 0.6 W 1> D + CU+ W I> 1.6 System Derived 1.000 0.6 U + 0.6 CU + 0.6 <WI 0 + CU + <WI 17 System Derived 1.000 0.6 0 + 0.6 CU + 0.6 W2> D + CU + W2> 18 System Derived 1.000 0.6 D ± 0.6 CU + 0.6 <W2 0 + CU + <W2 19 System Derived • 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 W 1> D + CG + S + W 1 > 20 System Derived 1.000 1.0 D 1.0 CG + 0.75 S ± 0.45 <W1 D + CG + S + <W I 21 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 W2> D + CG + S + W2> 22 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 <W2 D+ CG + S + <W2 23 System Derived 1.000 1.0 D + 1.0 CG + 0.7 E> + 0.7 EG -t- D + CG + E> + EG+ 24 System Derived 1.000 1.0 0 + 1.0 CG + 0.7 <E + 0.7 EG+ D + CG + <E + EG+ 25 System Derived 1.000 0.6 D + 0.6 CG + 0.7 E> + 0.7 EG- D + CG + E> + EG - 26 System Derived 1.000 0.6 D + 0.6 CG + 0.7 <E + 0.7 EG- D + CG + <E + EG - Design Load Combinations - Purlin No. Origin Factor Application Description 1 System 1.000 1.0 0 + 1.0 CG + 1.0 SMS D + CG +SMS 2 System 1.000 1.0D+ 1.0 CG + 1.0 S+ 1.0 SD D + CG + S + SD 3 System 1.000 1.0 D ± 1.0 CG + 1.0 PEI D + CG + PFI (Span I) 4 System 1.000 1.0 0+ 1.0 CG + 1.0 PFI D + CG + PFI (Span 5) 5 System 1.000 1.0 0+ 1.0 CG + I.O PH 1 D + CG +PHI (Span 1) 6 System 1.000 1.0 0+ 1.0 CG + 1.0 PH 1 D + CG + PH 1(Span 5) 7 System 1.000 1.0 D + 1.0 CG + 1.0 PF2 D + CG + PF2- :Pattern 1 8 System 1.000 1.0 D + 1.0 CG + 1.0 PF2 D + CG +PF2- Pattern 2 9 System 1.000 1.0 D + 1.0 CG + 1.0 PF2 D + CG + PF2- Pattern 3 10 System 1.000 1.0 D + 1.0 CG + 1.0 PF2 D + CG + PF2- Pattern 4 I I System Derived 1.000 1.0 D + 1.0 CG + 0.6 WI> + 0.6 WB 1> D + CG +W1>+ WB I> 12 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W2 + 0.6 WB I> D + CG + <W2 + WB 1> 13 System Derived 1.000 0.6 D+ 0.6 CU+0.6W1>+0.6WBI> D+CU+WI>+WB1> 14 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W2 + 0.6 WB I > D + CU + <W2 + WB1> 15 System Derived 1.000 1.00+1.0CG+0.75S+0.45W1>+0.45WB1> D+CG+S+WI>+WBI> 16 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 <W2 + 0.45 WB 1> D + CG + S + <W2 + WB 1> 17 Systcm Dcrived 1.000 1.0 D + 1.0 CG + 0.6 W1> + 0.6 <WI31 D + CG + W I> + <W B I 18 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W2 + 0.6 <WBI D + CG + <W2 + <WB1 19 System Derived 1.000 0.60±0.6CU+0.6W1>+0.6<W131 D+CU+W1>+<WBI 20 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W2 + 0.6 <WB1 D+CU+<W2+<WB1 21 System Derived 1.000 LAD + 1.0 CG + 0.75 S + 0.45 W I.> + 0.45 <WB1 D + CG + S + W 1> + <WB I 22 System Derived 1.000 1.0 D + 1_0 CG + 0.75 S + 0.45 <W2 + 0.45 <WB I D + CG + S + <W2 + <WB 1 23 System Derived 1.000 1.0 D + 1.0 CG + 0.6 W I> + 0.6 WB2> D + CG + WI> + WB2> 24 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W2 + 0.6 WB2> D + CG + <W2 + WB2> 25 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WI> + 0.6 W132> D+CU+W1>+WB2> 26 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W2 + 0.6 WB2> D + CU +- <W2 + WB2> 27 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 W I> + 0.45 WB2> D + CG + S + W I > + WB2> 28 System Derived 1.000 1.0 0 + 1.0 CG + 0.75 S + 0.45 <W2 + 0.45 WB2> D + CG + S + <W2 + WB2> 29 System Derived 1.000 1.0 D + 1.0 CG + 0.6 W I> + 0.6 <WB2 D + CG + W 1> + <WB2 30 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W2 + 0.6 <WB2 D -t CG + <W2 +- <WB2 31 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W 1> + 0.6 <WB2 0 + CU + W i> + <WB2 32 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W2 + 0.6 <WB2 D + CU + <W2 + <WB2 33 System Derived 1.000 1.0 0 + 1.0 CG + 0.75 S + 0.45 W 1> + 0.45 <WB2 D + CG + S + W 1> + <WB2 34 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 <W2 + 0.45 <WB2 D + CG + S + <W2 + <WB2 File: Mutual Material - Open Varco Pruden Buildings is a division of B1ueScope Buildings North America, Inc. Version: 2018.1c VP BUILDINGS 18-038165 Design Calculations Date: 9/24/2018 Time: 02:10 :PM Page: 7 of 90 35 36 37 38 System Derived System Derived System Derived System Derived 1.000 1.000 1.000 1.000 1.OD+1.00G+0.7EB>+0.7EG+ 0.6 D + 0.6 CU + 0.7 EB> + 0.7 EG - 1.0 D + 1.0 CG + 0.7 <EB + 0.7 EG+ 0.6 D + 0.6 CU + 0.7 <EB + 0.7 EG- D + CG + EB> + EG+ D + CU + EB> + EG- D + CG + <EB + EG+ D+CU+<EB + EG - Desi gn Load Combinations - Girt No. Origin Factor Application Description 1 System 1.000 0.7 E> E> 2 System 1.000 0.7 <E <E 3 System Derived 1.000 0.6 WI> +0.6WB1> WI> +WB1> 4 System Derived 1.000 0.6 <W2 + 0.6 WB1> <W2 + WB1> 5 System Derived 1.000 0.6Wl>+0.6<WBI WI> -I.<WBI 6 System Derived 1.000 0.6 <W2 + 0.6 <WB 1 <W2 + <RB I 7 System Derived 1.000 0.6 WI> + 0.6 WB2> WI> + WB2> 8 System Derived 1.000 0.6 <W2 + 0.6 WB2> <W2 + WB2> 9 System Derived 1.000 0.6 WI> + 0.6 <WB2 W I> + <W132 10 System Derived 1.000 0.6 <W2 + 0.6 <WB2 <W2 + <WB2 11 System Derived 1.000 0.7 EB> EB> 12 System Derived 1.000 0.7 <EB <EB Design Load Combinations - Roof - Panel No. Origin Factor Application Description 1 System 1.000 1.0 D + 1.0 SMS D + SMS 2 System 1.000 1.0 D + 1.0 S + 1.0 SD D+S+SD 3 System 1.000 1.0 D + 0.6 <W2 D + <W2 4 System 1.000 0.6D+0.6WI> D+W1> Design Load Combinations - Wall - Panel No. Origin Factor Application Description 1 System 1.000 0.6 Wl> WI> 2 System 1.000 0.6 <W2 <W2 Deflection Load Combinations - Framin No. Origin Factor Def H Def V Application Description 1 System 1.000 0 180 1.0 SMS SMS 2 System 1.000 200 180 0.42 W1> WI> 3 System 1.000 200 180 0.42 <W I <WI 4 System 1.000 200 180 0.42 W2> W2> 5 System 1.000 200 180 0.42 <W2 <W2 6 System 1.000 200 180 0.42 WP WP 7 System Derived 1.000 200 180 0.42 WB1> WB1> 8 System Derived 1.000 200 180 0.42 <WBI <WB1 9 System Derived 1.000 200 180 0.42 WB2> WB2> 10 System Derived 1.000 200 180 0.42 <WB2 <WB2 11 System 1.000 200 0 1.0 E> + 1.0 EG- E> + EG - 12 System 1.000 200 0 1.0 <E + 1.0 EG- <E + EG - 13 System Derived 1.000 200 0 1.0 EB> EB> 14 System Derived 1.000 200 0 1.0 <EB <EB Deflection Load Combinations - Purlin No. Origin Factor Deflection Application Description 1 System 1.000 180 1.0 SMS SMS 2 System 1.000 180 0.42 WI> WI> 3 System 1.000 180 0.42 <W2 <W2 Deflection Load Combinations - Girt No. Origin Factor Deflection Application Description 1 System 1.000 240 0.5 E> F. 2 System 1.000 240 0.5 <E <E 3 System 1.000 240 0.42 WI> W 1> 4 System 1.000 240 0.42 <W2 <W2 Deflection Load Combinations - Roof - Panel No. 1 Origin 1 Factor 1 Def H Def V 1 Application Description File: Mutual Material - Open Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc. Version: 20 l 8.1c VP t3U3LO1NGS VARtt} PR3.10 3 18-038165 Design Calculations 6 60 0.42 <W2 11.0 SMS ISMS <W2 Date: 9/24/2018 Time: 02:10 PM Page: 8 of 90 File: .Mutual Material - Open Version: 2018.1c Varco Pruden Buildings is a division of B1ueScope Buildings North America, Inc. VP HU v•ccu mune« 18-038165 Design Calculations Date: 9/24/2018 Time: 02:10 PM Page: 9 of 90 €actions - Summary Report w/Controlling Load Comb Shape: Mutual Materials Builder Contact: Ryan Grouws Name: CHG Building Systems. Inc. Address: 1120 SW 16th, #A4 City, State Zip: Renton, Washington 98057 Country: United States Loads and Codes - Shape: Mutual Materials City: Seattle County: King Building Code: 2015 International Building Code Building Risk/Occupancy Category: 11 (Standard Occupancy Structure) Dead and Collateral Loads Collateral Gravity:3.00 psf Collateral Uplift: 0.00 psf Wind Load Wind Speed: Vult: 1 10.00 (Vasd: 85.21) mph The 'All Heights Method is Used Wind Exposure: C - Kz: 0.963 Parts Wind Exposure Factor: 0.963 Wind Enclosure: Partially Enclosed Topographic Factor: Kzt: 1.0000 NOT Windbome Debris Region Base Elevation: 0/0.0 Primary Zone Strip Width: 2a: 13%810 Parts i Portions Zone Strip Width: a: 3/0/0 Basic Wind Pressure: q: 25.36 psf Project: Mutual Materials Canopy Builder PO #: 28097 Jobsite: 10411 Martin Luther King Jr Way S City, State Zip: Seattle, Washington 98118 County, Country: King, United States State: Washington Structural: I OAISC - ASD Cold Form: I2AISI - ASD Country: United States Rainfall: 1: 4.00 inches per hour fc: 3000.00 psi Concrete Roof Live Load Roof Covering + Second. Dead Load: 2.68 psf Roof Live Load: 20.00 psf Reducible Frame Weight (assumed for seismic):3.45 psf - USR Snow Load Ground Snow Load: pg: 25.00 psf Flat Roof Snow: pi: 21.00 psf Design Snow (Sloped): ps: 21.00 psf Rain Surcharge: 0.00 Specified Minimum Roof Snow: 25.00 psf (USR) Exposure Factor: 2 Partially Exposed - Ce: 1.00 Snow Importance: Is: 1.000 Thermal Factor: Unheated - Ct: 1.20 Ground ! Roof Conversion: 0.70 Longitudinal Direction Parameters Special Reinforced Masonry Shear Wall Redundancy Factor: Rho: 1.30 Fundamental Period: Ta: 0.2462 R -Factor: 5.50 Overstrength Factor: Ortega: 2.50 Deflection Amplification Factor: Cd: 4.00 Base Shear: V: 0.3077 x W Seismic Load Lateral Force Resisting Systems using Equivalent Force Procedure Mapped MCG Acceleration: Ss: 150.80 "rog Mapped MCG Acceleration: SI: 56,90 °„g Site Class: Stiff soil (D) Seismic Importance: le: 1.000 Design Acceleration Parameter: Sds: 1.0000 Design Acceleration Parameter: Sd I : 0.5690 Seismic Design Category: I) Seismic Snow Load: 0.00 psf % Snow Used in Seismic: 0.00 Diaphragm Condition: Flexible Fundamental Period Height Used: 28/5//0 Transverse Direction Parameters Ordinary Steel Moment Frames Redundancy Factor: Rho: 1.30 Fundamental Period: Ta: 0.4074 R -Factor: 3.50 Overstrength Factor: Omega: 2.50 Deflection Amplification Factor: Cd: 3.00 Base Shear: V: 0.2857 x W Longitudinal Direction Parameters Ordinary Steel Moment Frames Redundancy Factor: Rho: 1.30 Fundamental Period: Ta: 0.4074 R -Factor: 3.5(1 Overstrength Factor: Omega: 2.50 Deflection Amplification Factor: Cd: 3.00 Base Shear: V: 0.2857 x W File: Mutual Material - Open Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc. Version: 2018.1c 18-038165 Design Calculations Overall Buildin¢ Description Date: 9/24/2018 Time: 02:10 PM Page: 10 of 90 Shape Overall Width Overall Length Floor Area (sq. 11.) Wall Area (sq. ft.) Roof Area (sq. ft.) Max. Eave Height Min. Eave Height 2 Max. Roof Pitch Min. Roof Pitch Peak Height Mutual Materials 26/0/0 145/10/0 3792 9766 3805 29/6/0 27/4/0 -1.000:12 -1.000:12 Overall Shape Description Roof 1 Roof 2 From Grid To Grid Width Length Eave Ht. Eave Ht. 2 Pitch Pitch 2 Dist. to Ridge Peak Height A 1-A 1-B 26/0/0 145/10/0 29/6/0 27/4/0 -1.000:12 X1-7 2a -a O 1 = a 2 a I' - f 1 1 11r 1 - .__.______ a __._J - i& -1tr <•> The building is designed with bracing diagonals in the designated bays. Column base reactions, base plates and anchor rods are affected by this bracing and diagonals may not be relocated without consulting the building supplier's engineer. File: Mutual Material - Open Version: 2018.1c Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc. 18-038165 Design Calculations Date: 9/24/2018 Time: 02:10 PM Page: 11 of 90 Wall: 4 Frame ID:Portal Frame Frame Type:Portal Frame This is a flush portal frame and applicable reactions are shown with the main frame. x File: Mutual Material - Open Version: 2018.1 c Varco Pruden Buildings is a division of B1ueScope Buildings North America, Inc. Wig 18-038165 Design Calculations Wall: 4, Frame at: 0/6/0 Frame ID:Rigid Frame Frame Type:Rigid Frame Values shown are resisting forces of the foundation. Base Connection Design is Based on 3000.00 (psi) Concrete Reactions - Unfactored Load Tvpe at Frame Cross Sectio, Date: 9/24/2018 TIme: 02:10 PM Page: 12 of 90 Type X -Loc Grid l - Grid2 Base Plate W x L (in.) Base Plate Thickness (in.) Anchor Rod Qty/Diam. (in.) Column Base Elev. Exterior Column 0/0/0 1.1-B 9 X 13 0.375 4 - .000 100' 0 3/4" Exterior Column 26/0/0 1.1-A 10 X 13 0.375 4 - .000 100'-0 3/4" Load Type Load Description Desc. Hx Vy Hx Vy D Material Dead Weight Frm 0.19 1.73 -0.19 2.04 - - CG Collateral Load for Gravity Cases Frm 0.11 0.60 -0.11 0.58 - - SMS> Specified Min. Roof Snow - Notional Right Frm 0.90 4.96 -0.90 4.84 - - <SMS Specified Min. Roof Snow - Notional Left Frm 0.90 4.96 -0.90 4.84 - - S> Snow - Notional Right Frm 0.75 4.17 -0.75 4.07 - - SD Snow Drift Load Frm 0.03 0.07 -0.03 0.67 - - <S Snow - Notional Left Frm 0.75 4.17 -0.75 4.07 - - WI> Wind Load, Case 1, Right Frm -4.15 -13.93 -6.62 -1.31 - - <Wl Wind Load, Case 1, Left Frm -0.59 -4.71 2.21 -6.74 - - W2> Wind Load, Case 2, Right Frm - -1.23 1.46 -3.01 - - <W2 Wind Load, Case 2, Left Frm 3.56 7.99 10.30 -8.44 - - WP Wind Load, Parallel to Ridge Frm -4.39 -13.57 -8.34 1.41 - - MW Minimum Wind Load Frm - - - - - - MW Minimum Wind Load Frm 1.85 4.21 5.26 -4.21 - - MW Minimum Wind Load Frm - - - - MW Minimum Wind Load Frm -4.80 -3.88 -2.04 3.88 - - CU Collateral Load for Wind Cases Frm - - - - - - S Snow Load Frm 0.75 4.17 -0.75 4.07 - - E> Seismic Load, Right Frm -3.79 -8.64 -9.94 8.56 - - EG+ Vertical Seismic Effect, Additive Frm 0.07 0.36 -0.07 0.36 - - <E Seismic Load, Left Frm 3.79 8.64 9.94 -8.56 - - EG- Vertical Seismic Effect, Subtractive Frm -0.07 -0.36 0.07 -0.36 - - SMS Specified Min. Roof Snow Fnn 0.90 4.96 -0.90 4.84 - - Maximum Combined Reactions Summary with Factored Loads - Framing Note: All reactions are based on 1st order structural analysis. Appropriate Load Factors must be applied for design of foundations. 1 X -Loc 1 Grid 1 Hrz left I Load 1 Hrz Right 1Load1 Hrz In 'Load' Hrz Out' Load 1 Uplift 1 Load' Vrt Down l Load) Mom cw Load l Mom ccw l Load l File: Mutual Material - Open Varco Pruden Buildings is a division of B1ueScope Buildings North America, Inc. Version: 2018.1 c • Nal 18-038165 Design Calculations Date: 9/24/2018 Time: 02:10 PM Page: 13 of 90 Maximum Frame Reactions - Factored Load Cases at Frame Cross Section: 1.1 Note: All reactions are based on ist order structural analysis. X -Loc 0/0/0 (-Hx) Case (Hx) ' Case (-Hz) Case (Hz) Case (-Vy) Case (Vy) Case (-Mzz) Case (Mzz) Case 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ D + CG + <E + EG+ (k) Cs (k) (k) (k) (k) (k) 1.000 (k) D+CU+<E+EG- (k) D + CU + WI> (in -k) -7.32 (in -k) 0.44 0/0/0 1.1-B 3.38 26 3.79 25 - - - - 7.32 14 10.44 25 - - - - 26/0/0 1.1-A 9.39 24 8.98 27 - - - - 6.81 27 10.66 24 - - - - Maximum Frame Reactions - Factored Load Cases at Frame Cross Section: 1.1 Note: All reactions are based on ist order structural analysis. X -Loc 0/0/0 26/0/0 Application Description 14 Gridl -Grid2 1.1-B L1 -A D+CU+WI> 24 System Ld Description Hx Vy Hx Vy 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ D + CG + <E + EG+ 26 Cs (application factor not shown) (k) (k) (k) (k) 1.000 0.6D+0.6CU+0.91<E+0.7EG- D+CU+<E+EG- 14 D + CU + WI> -2.38 -7.32 -4.09 0.44 - - - 24 D+CG+E>+EG+ -3.10 -5.28 -9.39 10.66 - - - 25 D + CG + <E + EG+ 3.79 10.44 8.70 -4.91 - - - 26 D+CU+E>+EG- -3.38 -7.08 -9.12 8.76 - - - 27 D + CU + <E + EG- 3.52 8.65 8.98 -6.81 - - - ASD Load Combinations - Framin No. Origin Factor Application Description 14 System 1.000 0.6 D + 0.6 CU + 0.6 WI> D+CU+WI> 24 System 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ D + CG + E> + EG+ 25 System 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ D + CG + <E + EG+ 26 System 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- D+CU+E>+EG- 27 System 1.000 0.6D+0.6CU+0.91<E+0.7EG- D+CU+<E+EG- Bracin X -Loc Grid Description 26/0/0 1.I -A Diagonal bracing at base is attached to column. Reactions ARE included with frame reactions. File: Mutual Material - Open Version: 2018.lc Varco Pruden Buildings is a division of B1ueScope Buildings North America, Inc. 18-038165 Design Calculations Wall: 4, Frame at: 29/8/0 Frame ID:Rigid Frame Frame Type:Rigid Frame Values shown are resisting forces of the foundation. Base Connection Design is Based on 3000.00 (psi) Concrete Reactions - Unfactored Load Type at Frame Cross Secfio- Date: 9/24/2018 Time: 02:10 PM Page: 14 of 90 Type X-Loe Grid I. - Grid2 Base Plate W x L (in.) Base Plate Thickness (in.) Anchor Rod Qty/Diam. (in.) Column Base Elev. Exterior Column 0/0/0 2-B 12 X 13 0.500 4 - .000 100'-0 3/4" Exterior Column 26/0/0 2-A 13 X 13 0.750 4 - .000 100'-0 3/4" Load Type Load Description Desc. Hx Vy Hx Vy D Material Dead Weight Frm 0.27 2.50 -0.27 3.14 - - CG Collateral Load for Gravity Cases Fnn 0.16 1.13 -0.16 1.13 - - SMS> Specified Min. Roof Snow - Notional Right Frm 1.36 9.40 -1.36 9.40 - - <SMS Specified Min. Roof Snow - Notional Left Frm 1.36 9.40 -1.36 9.40 - - S> Snow - Notional Right Frm 1.14 7.89 -1.14 7.89 - - SD Snow Drift Load Frm 0.02 0.06 -0.02 1.37 - - <S Snow - Notional Left Frm 1.14 7.89 -1.14 7.89 - - W I> Wind Load, Case 1, Right Fnn -6.13 -23.83 -12.58 -4.25 - - <W1 Wind Load, Case 1, Left Frm -0.14 -7.18 . 4.77 -14.69 - - W2> Wind Load, Case 2, Right Fnn 0.39 -1.26 2.90 -5.81 - - <W2 Wind Load, Case 2, Left Frm 6.37 15.39 20.25 -16.25 WP Wind Load, Parallel to Ridge Frm -6.68 -22.45 -16.43 3.16 - - M W Minimum Wind Load Frm - - - - - - MW Minimum Wind Load Frm 3.28 8.07 10.34 -8.07 - - MW Minimum Wind Load Frm - - - - - - MW Minimum Wind Load Frm -8.58 -7.44 -4.54 7.44 - - CU Collateral Load for Wind Cases Frm - - - - - - S Snow Load Frm 1.14 7.89 -1.14 7.89 - - E> Seismic Load, Right Frm -6.69 -16.56 -19.62 1-6.40 - - EG+ Vertical Seismic Effect, Additive Frm 0.10 0.69 -0.10 0.69 - - <E Seismic Load, Left Frm 6.69 16.56 19.62 -16.40 - - EG- Vertical Seismic Effect, Subtractive Frm -0.10 -0.69 0.10 -0.69 - - SMS Specified Min. Roof Snow Fnn 1.36 9.40 -1.36 9.40 - - Maximum Combined Reactions Summary with Factored Loads - Framing Note: All reactions are based on 1st order structural analysis. Appropriate Load Factors must be applied for design of foundations. 1 X -Loc 1 Grid 1 Hrz left 1 Load 1 Hrz Right l Load l Hrz 1n I Load Hrz Out !Load' Uplift I Load l Vrt Down 1 Load i Mom cw'Load ' Mom ccw1 Load File: Mutual Material - Open Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc. Version: 2018.1c 18-038165 Design Calculations Date: 9/24/2018 Time: 02:10 PM Page: 15 of 90 Maximum Frame Reactions - Factored Load Cases at Frame Cross Section: 2 Note: All reactions are based on 1st order structural analysis. X -Loc 0/0/0 (-Hx) Case (Hx) Case (-Hz) Case (Hz) Case (-Vy) Case (Vy) Case (-Mzz) Case (Mzz) Case 0.6D + 0.6 CU + 0.91 E> + 0.7 EG- D+CU+E>+EG- (k) Cs (k) (k) (k) (k) (k) (k) (k) D + CG + E> + EG+ (in -k) -10.96 (in -k) 19.67 0/0/0 2-B 6.00 26 6.59 25 - - - - 14.06 26 19.18 25 - - - - 26/0/0 2-A 18.36 24 17.76 27 - - - - 13.52 27 19.67 24 - - - - Maximum Frame Reactions - Factored Load Cases at Frame Cross Section: 2 Note: All reactions are based on 1st order structural analysis. X -Loc 0/0/0 26/0/0 Application Description 24 Or' - Grid2 2-B 2-A D + CG + E> + EG+ 25 System Ld Description Hx Vy Hx Vy 0.6D + 0.6 CU + 0.91 E> + 0.7 EG- D+CU+E>+EG- 27 Cs (application factor not shown) (k) (k) (k) (k) 24 D + CG + E> + EG+ -5.59 -10.96 -18.36 19.67 - - - 25 D+CG+<E+EG+ 6.59 19.18 17.35 -10.18 - - - 26 D+CU+E>+EG- -6.00 -14.06 -17.95 16.32 - - - 27 D + CU + <E + EG- 6.18 16.09 17.76 -13.52 - - - ASD Load Combinations - Framin No. Origin Factor Application Description 24 System 1.000 1.0 D+ 1.0 CO + 0.91 E>+ 0.7 EG+ D + CG + E> + EG+ 25 System 1.000 1.0 D + 1.0 CG + 0.91 <E+ 0.7 EG+ D + CG + <E + EG+ 26 System 1.000 0.6D + 0.6 CU + 0.91 E> + 0.7 EG- D+CU+E>+EG- 27 System 1.000 0.6 D - 0.6 CU + 0.91 <E + 0.7 EG- D + CU + <E + EG- Bracin X -Loc Grid Description 26/0/0 A-2 Diagonal bracing at base is attached to column. Reactions ARE included with frame reactions. File: Mutual Material - Open Version: 2018.1 c Varco Pruden Buildings is a division of B1ueScope Buildings North America, lnc. 18-038165 Design Calculations Date: 9/24/2018 Time: 02:10 PM Page: 16 of 90 Wall: 4, Frame at: 58/4/0 Frame ID:Rigid Frame Frame Type:Rigid Frame Values shown are resisting forces of the foundation. Base Connection Design is Based on 3000.00 (psi) Concrete Reactions - Unfactored Load 'lope at Frame Cross Section. 3 Type X -Loc Grid( -Grid2 Base Plate W x L (in.) Base Plate Thickness (in.) Anchor Rod Qty/Diam. (in.) Column Base Elev. Exterior Column 0/0/0 3-B 12 X 13 0.500 4 - 1.000 100'-0 3/4" Exterior Column 26/0/0 3-A 13 X 13 0.750 4 - 1.000 100' 0 3/4" Load Type Load Description Desc. Hx Hz Vy Hx Vy 4xx/gigmAtrioi,„r)44441 t.,v—v Material Dead Weight Frm 0.26 0.05 3.79 -0.26 3.09 - - Collateral Load for Gravity Cases Frm 0.17 - 1.13 -0.17 1.10 - - Specified Min. Roof Snow - Notional Right Frm 1.43 - 9.43 -1.43 9.20 - - Specified Min. Roof Snow - Notional Left Frm 1.43 - 9.43 -1.43 9.20 - - Snow - Notional Right Frm 1.20 - 7.92 -1.20 7.73 - - Snow Drift Load Frm 0.05 - 0.14 -0.05 1.28 - - Snow - Notional Left Frm 1.20 - 7.92 -1.20 7.73 - - Wind Load, Case 1, Right Frm -7.13 - -25.93 -13.35 -1.95 - - Wind Load, Case 1, Left Frm -0.85 - -8.90 3.93 -12.79 - - Wind Load, Case 2, Right Frm 0.16 - -1.84 2.61 -5.20 - - Wind Load, Case 2, Left Frm 6.44 - 15.19 19.90 -16.04 - - Wind Load, Parallel to Ridge Frm -7.36 - -23.51 - I.6.89 5.04 - - Minimum Wind Load Frm - - - - - - - Minimum Wind Load Frm 3.33 - 8.00 10.17 -8.00 - - Minimum Wind Load Frm - - - - - - - Minimum Wind Load Frm -8.62 - -7.37 -4.39 7.37 - Collateral Load for Wind Cases Frm - - - - - - - Snow Load Frm 1.20 - 7.92 -1.20 7.73 - - Seismic Load, Right Frm -6.80 - -16.42 -19.29 16.26 - - Vertical Seismic Effect, Additive Fnn 0.10 - 0.69 -0.10 0.68 - - Seismic Load, Left Frm 6.80 - 16.42 19.29 - I.6.26 - - Vertical Seismic Effect, Subtractive Frm -0.10 - -0.69 0.10 -0.68 - - Wind Brace Reaction, Case 1, Right Brc 0.04 -1.41 -2.85 -0.04 0.05 - - Wind Brace Reaction, Case 1, Left Brc -0.04 1.57 3.16 0.04 -0.06 - - Wind Brace Reaction, Case 2, Right Brc 0.04 -1.42 -2.86 -0.04 0.05 - - Wind Brace Reaction, Case 2, Left Brc -0.04 1.57 3.17 0.04 -0.06 - - Minimum Wind Bracing Reaction Brc 0.02 -0.63 -1.28 -0.02 0.02 - - Minimum Wind Bracing Reaction Brc - - - - - - - Minimum Wind Bracing Reaction Brc -0.02 0.82 1.66 0.02 -0.03 - - Minimum Wind Bracing Reaction Brc - - - - - - - File: Mutual Material - Open Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc. Version: 2018.1 c • 18-038165 Design Calculations Date: 9/24/2018 Time: 02:10 PM Page: 17 of 90 EB> Seismic Brace Reaction, Right <EB Seismic Brace Reaction, Left SMS Specified Min. Roof Snow Brc 0.07 Frm 0.0 2.7 -2.74 9.43 0.07 9.20 -5.52 -0.07 0.10 Brc -0.07 2.74 5.53 -0.10 Maximum Combined Reactions Summary with Factored Loads - Framing Note: All reactions are based on 1st order structural analysis. Appropriate Load Factors must be applied for design of foundations. X -Loc Grid Hrz left Load Hrz Right Load Hrz In Load Hrz Out Load Uplift Load Vrt Down Load Mom cw Load Mom ccw Load Vy D + CU + E> + EG- + EB> (-Hx) Case (Hx) Case (-Hz) Case (Hz) Case (-Vy) Case (Vy) Case (-Mzz) Case (Mzz) Case -11.04 -18.08 (k) - (k) - (k) D + CG + <E + EG+ + EB> (k) -0.70 (k) 17.02 (k) - (in -k) - (in -k) D+CU+E>+EG-+EB> 0/0/0 3-B 6.12 67 6.71 55 2.46 56 2.54 62 14.66 57 21.85 65 - - - - 26/0/0 3-A 18.08 53 17.48 69 - - - - 13.44 69 19.49 53 - - - - Maximum Frame Reactions - Factored Load Cases at Frame Cross Section: 3 Note: All reactions are based on 1st order structural analysis. X -Loc 0/0/0 26/0/0 Application Description 53 Grid/ - Grid2 3-B 3-A D + CG + F> + EG++ EB> 55 System Derived Ld Description Hx Hz Vy Hx Vy D + CU + E> + EG- + EB> 57 System Derived Cs (application factor not shown) (k) (k) (k) (k) (k) D + CG + E> + EG+ + <EB 65 System Derived 53 D + CG + .E> + EG+ + EB> -5.66 -0.70 -11.04 -18.08 19.49 - - - 55 D + CG + <E + EG+ + EB> 6.71 -0.70 18.84 17.02 -10.10 - - - 56 D+CU+E>+EG-+EB> -1.71 -2.46 -7.71 -5.41 5.91 - - - 57 D+CU+E>+EG-+EB> -6.08 -0.72 -14.66 -17.66 16.20 - - - 62 D + CG + E> + EG+ + <EB -1.41 2.54 5.95 -5.71 9.01 - - - 65 D + CG + <E + EG+ + <EB 6.68 0.80 21.85 17.06 -10.16 - - - 67 D + CU + E> + EG- + <EB -6.12 0.78 -11.64 -17.62 16.15 - - - 69 D + CU + <E + EG- + <EB 6.25 0.78 18.24 17.48 -13.44 - - - ASD Load Combinations - Framin No. Origin Factor Application Description 53 System Derived 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ + 0.273 EB> D + CG + F> + EG++ EB> 55 System Derived 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG} + 0.273 EB> D + CG + <E + EG+ + EB> 56 System Derived 1.000 0.6 D + 0.6 CU + 0.273 E> + 0.7 EG- + 0.91 EB> D + CU + E> + EG- + EB> 57 System Derived 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- + 0.273 EB> D + CU + Fj + EG- + EB> 62 System Derived 1.000 1.0 D + 1.0 CG + 0.273 E> + 0.7 EG+ + 0.91 <EB D + CG + E> + EG+ + <EB 65 System Derived 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ + 0.273 <EB D + CG + <E + EG+ + <EB 67 System Derived 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- + 0.273 <EB D + CU + E> + EG- + <EB 69 System Derived 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- + 0.273 <EB D + CU+ <E + EG- + <EB Bracin X -Loc Grid Description 0/0/0 B-3 Flush Portal Frame is attached to the column so reactions are included with the above frame reactions 26/0/0 A-3 Diagonal bracing at base is attached to column. Reactions ARE included with frame reactions. File: Mutual Material - Open Version: 2018.1c Varco Pruden Buildings is a division ofBlueScope Buildings North America, Inc. 18-038165 Design Calculations Wall: 4, Frame at: 87/0/0 • Frame ID:Rigid Frame Frame Type:Rigid Frame Values shown are resisting forces of the foundation. Base Connection Design is Based on 3000.00 (psi) Concrete Reactions - Unfactored Load Type at Frame Cross Section: Date: 9/24/2018 Time: 02:10 PM Page: 18 of 90 Type X -Loc Grid( - Grid2 Base Plate W x L (in.) Base Plate Thickness (in.) Anchor Rod Qty/Diam. (in.) Column Base Elev. Exterior Column 0/0/0 4-B 12 X 13 0.500 4 - 1.000 100'-0 3/4" Exterior Column 26/0/0 4-A 13 X 13 0.750 4 - .000 100' 0 3/4" Load Type Load Description Desc. Hx Hz Vy Hx Vy D Material Dead Weight Frm 0.26 -0.05 3.75 -0.26 3.07 - - CG Collateral Load for Gravity Cases Frm 0.17 - 1.13 -0.17 1.10 - - SMS> Specified Min. Roof Snow - Notional Right Frm 1.44 - 9.43 -1.44 9.20 - - <SMS Specified Mia. Roof Snow - Notional Left Frm 1.44 - 9.43 -1.44 9.20 - - S> Snow - Notional Right Frm 1.21 - 7.92 -1.21 7.73 - - SD Snow Drift Load Frm 0.05 - 0.14 -0.05 1.28 - - <S Snow - Notional Left Frm 1.21 - 7.92 -1.21 7.73 - - W 1> Wind Load, Case 1, Right Frm -7.07 - -25.93 -13.41 -1.95 - - <W1 Wind Load, Case 1, Left Frm -0.87 - -8.90 3.95 -12.79 - - W2> Wind Load, Case 2, Right Fnn 0.15 - -1.84 2.62 -5.20 - - <W2 Wind Load, Case 2, Left Fnn 6.35 - 15.19 19.99 -16.04 - - WP Wind Load, Parallel to Ridge Frm -7.28 - -23.51 -16.96 5.04 - - MW Minimum Wind Load Frm - - - - - - - MW Minimum Wind Load Frm 3.29 - 8.00 10.22 -8.00 - - MW Minimum Wind Load Frm - - - - - _ - MW Minimum Wind Load Frm -8.60 - -7.37 -4.41 7.37 - - CU Collateral Load for Wind Cases Frm - - - - - - - S Snow Load Frm 1.21 - 7.92 -1.21 7.73 - - E> Seismic Load, Right Frm -6.70 - -16.42 -19.38 16.26 - EG+ Vertical Seismic Effect, Additive Frm 0.11 - 0.69 -0.11 0.68 - - <E Seismic Load, Left Frm 6.70 - 16.42 19.38 -16.26 - - EG- Vertical Seismic Effect, Subtractive Frm -0.11 - -0.69 0.11 -0.68 - - WB1> Wind Brace Reaction, Case 1, Right Brc -0.04 -1.41 2.86 0.04 -0.06 - - <WB1 Wind Brace Reaction, Case 1, Left Brc 0.05 1.57 -3.17 -0.05 0.07 - - WB2> Wind Brace Reaction, Case 2, Right Bre -0.04 -1.42 2.87 0.04 -0.06 - - <WB2 Wind Brace Reaction, Case 2, Left Brc 0.05 1.57 -3.18 -0.05 0.07 - - MWB Minimum Wind Bracing Reaction Brc -0.02 -0.63 1.28 0.02 -0.03 - - MWB Minimum Wind Bracing Reaction Brc - - - - - - _ MWB Minimum Wind Bracing Reaction Brc 0.02 0.82 -1.66 -0.02 0.04 - - MWB Minimum Wind Bracing Reaction Brc - - - - - - - File: Mutual Material - Open Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc. Version: 2018.1c 18-038165 Design Calculations Date: 9/24/2018 Time: 02:10 PM Page: 19 of 90 EB> SMS Seismic Brace Reaction, Right Brc I -0.08 I -2.74 15.54 0.08 -0.12 <.EB Seismic Brace Reaction, Left Brc 0.08 2.74 -5.55 -0.08 0.12 pecifed Min. Roof Snow Frm 1.44 9.43 -1.44 9.20 Maximum Combined Reactions Summary with Factored Loads - Framing Note: All reactions are based on 1st order structural analysis. Appropriate Load Factors must be applied for design of foundations. X -Loc Grid Hrz left Load Hrz Right Load Hrz In Load Hrz Out Load Uplift Load Vrt Down Load Mom cw Load Mom ccw Load Vy System Derived (-Hx) Case (Hx) Case (-Hz) Case (Hz) Case (-Vy) Case (Vy) Case (-Mzz) Case (Mzz) Case 5.92 -5.72 (k) - (k) - (k) D + CG + <E + EG+ + EB> (k) -0.79 (k) 17.15 (k) - (in -k) - (in -k) D + CU + E> + EG- + EB> 0/0/0 4-B 6.04 57 6.63 65 2.54 52 2.47 66 14.69 67 21.82 55 - - - - 26/0/0 4-A 18,16 63 17.58 59 - - - - 13.45 59 19.47 63 - - - - Maximum Frame Reactions - Factored Load Cases at Frame Cross Section: 4 Note: All reactions are based on 1st order structural analysis. X -Loc 0/0/0 26/0/0 Application Description 52 Grid 1 - Grid2 4-B 4-A D + CG + E> + EG++ EB> 55 System Derived Ld Description Hx Hz Vy Hx Vy System Derived 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- + 0.273 EB> D + CU + <E + EG- + EB> Cs (application factor not shown) (k) (k) (k) (k) (k) D + CG + <E + EG+ + <EB 66 System Derived 52 D + CG + E> + EG+ + EB> -1.40 -2.54 5.92 -5.72 8.98 - - - 55 D + CG + <E + EG+ + EB> 6.59 -0.79 21.82 17.15 -10.18 - - - 57 D + CU + E> + EG- + EB> -6.04 -0.78 -11.67 -17.70 16.13 - - - 59 D+CU+<E+EG-+EB> 6.16 -0.78 18.22 17.58 -13.45 - - - 63 D+CG+E>+EG++<EB -5.57 0.70 -11.09 -18.16 19.47 - - - 65 D + CG + <E + EG++ <EB 6.63 0.70 18.79 17.11 -10.11 - - - 66 D + CU + E> + EG- + <EB -1.67 2.47 -7.76 -5.45 5.92 - - - 67 D + CU + E> + EG- + <EB -6.00 0.72 -14.69 -17.74 16.20 - - - ASD Load Combinations - Framin No. Origin Factor Application Description 52 System Derived §��§ssss 1.0 D+ 1.0 CG + 0.273 E>+ 0.7 EG++ 0.91 EB> D + CG + E> + EG++ EB> 55 System Derived 1.0 D+ 1.0 CG + 0.91 <E + 0.7 EG+ + 0.273 EB> D + CG + <E+ EG++ EB> 57 System Derived 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- + 0.273 EB> D + CU + E> + EG- + EB> 59 System Derived 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- + 0.273 EB> D + CU + <E + EG- + EB> 63 System Derived 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ + 0.273 <EB D + CG + E> + EG+ + <EB 65 System Derived 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ + 0.273 <EB D + CG + <E + EG+ + <EB 66 System Derived 0.6 D + 0.6 CU + 0.273 E> + 0.7 EG- + 0.91 <EB D'+ CU + E> + EG- + <EB 67 System Derived 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- + 0.273 <EB D + CU + E> + EG- + <EB Bracin X -Loc Grid Description 0/0/0 B-4 Flush Portal Frame is attached to the column so reactions are included with the above frame reactions 26/0/0 A-4 Diagonal bracing at base is attached to column. Reactions ARE included with frame reactions. File: Mutual Material - Open Version: 2018.lc Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc. 18-038165 Design Calculations Wall: 4, Frame at: 115/810 Frame ID:Rigid Frame Frame Type:Rigid Frame Values shown are resisting forces of the foundation. Base Connection Design is Based on 3000.00 (psi) Concrete Reactions - Unfactored Load Type at Frame Cross Sectio Date: 9/24/2018 Time: 02:10 PM Page: 20 of 90 Type X -Loc Grid i - Grid2 Ba.se Plate W x L (in.) Base Plate Thickness (in.) Anchor Rod Qty/Diam. (in.) Column Base Elev. Exterior Column 0/0/0 5-B 12 X 13 0.500 4 - .000 100'-0 3/4" Exterior Column 26/0/0 5-A 13 X 13 0.750 4 - .000 100' 0 3/4" Load Type Load Description Desc. Hx Vy Hx Vy D Material Dead Weight Frm 0.27 2.50 -0.27 3.14 - - CG Collateral Load for Gravity Cases Frm 0.16 1.1.3 -0.16 1.13 - - SMS> Specified Min. Roof Snow - Notional Right Frm 1.36 9.40 -1.36 9.40 - - <SMS Specified Min. Roof Snow - Notional Left Frm 1.36 9.40 -1.36 9.40 - - S> Snow - Notional Right Frm 1.14 7.89 -1.14 7.89 - - SD Snow Drift Load Frm 0.06 0.37 -0.06 1.55 - - <S Snow - Notional Left Frm 1.14 7.89 -1.14 7.89 - - W 1> Wind Load, Case 1, Right Frm -6.13 -23.83 -12.58 -4.25 - - <Wl Wind Load, Case 1, Left Frm -0.14 -7.18 4.77 -14.69 - - W2> Wind Load, Case 2, Right Frm 0.39 -1.26 2.90 -5.81 - - <W2 Wind Load, Case 2, Left Frm 6.37 15.39 20.25 -16.25 - - WP Wind Load, Parallel to Ridge Fnn -6.68 -22.43 -1.6.43 3.19 - - MW Minimum Wind Load Frm - - - - - - MW MinimumWind Load. Frm 3.28 8.07 10.34 -8.07 - - MW Minimum Wind LoadFrm - - - - - - MW Minimum Wind Load Frm -8.58 -7.44 -4.54 7.44 - - CU Collateral Load for Wind CasesFrm - - - - - - S Snow Load Frm 1.14 7.89 -1.14 7.89 - - E> Seismic Load, Right Frm -6.69 -16.56 -19.62 16.40 - - EG+ Vertical Seismic Effect, Additive Fnn 0.10 0.69 -0.10 0.69 - - <E Seismic Load, Left Frm (,.69 16.56 19.62 -16.40 - - EG- Vertical Seismic Effect, Subtractive Fnn -0.10 -0.69 0.10 -0.69 - - SMS Specified Min. Roof Snow Frm 1.36 9.40 -1.36 9.40 - - Maximum Combined Reactions Summary with Factored Loads - Framing Note: All reactions are based on 1st order structural analysis. Appropriate Load Factors must be applied for design of foundations. X -Loc I Grid 1 Hrz left 1 Load 1 Hrz Right 1 Load 1 Hrz In 1 Load 1 Hrz Out 1 Load 1 Uplift I Load Nit Down I Load' Mom cw I Load IMom ccw l Load File: Mutual Material - Open Varco Pruden Buildings is a division of BlueScope Buildings North America, inc. Version: 2018.1c • 18-038165 Design Calculations Date: 9/24/2018 Time: 02:10 PM Page: 21 of 90 Maximum Frame Reactions - Factored Load Cases at Frame Cross Section: 5 Note: All reactions are based on 1st order structural analysis. X -Loc 0/0/0 (-Hx) Case (Hx) Case (-Hz) Case (Hz) Case (-Vy) Case (Vy) Case (-Mzz) Case (Mzz) Case 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- D + CU + E> + EG - (k) Cs (k) (k) (k) (k) (k) (k) (k) D+CG+E>+EG+ (in -k) -10.96 (in -k) 19.67 0/0/0 5-B 6.00 26 6.59 25 - - - - 14.06 26 19.18 25 - - - - 26/0/0 5-A 18.36 24 17.76 27 - - - - 13.52 27 19.67 24 - - - - Maximum Frame Reactions - Factored Load Cases at Frame Cross Section: 5 Note: All reactions are based on 1st order structural analysis. X -Loc 0/0/0 26/0/0 Application Description 24 Grid! - Grid2 5-B 5-A D+CG+E>+EG+ 25 System Ld Description Hx Vy Hx Vy 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- D + CU + E> + EG - 27 Cs (application factor not shown) (k) (k) (k) (k) 24 D+CG+E>+EG+ -5.59 -10.96 -18.36 19.67 - - - 25 D+CG+<E+EG+ 6.59 19.18 17.35 -10.18 - - - 26 D+CU+E>+EG- -6.00 -14.06 -17.95 16.32 - - - 27 D + CU + <E + EG- 6.18 16.09 17.76 -13.52 - - - ASD Load Combinations - Framin No. Origin Factor Application Description 24 System 1.000 1.0 D + 1.0 CG + 0.91 E>+0.7EG+ D+CG+E>+EG+ 25 System 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ 0 + CG + <E + EG+ 26 System 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- D + CU + E> + EG - 27 System 1.000 0.6D+0.6CU+0.91<E+0.7EG- D+CU+<E+EG- Bracin X -Loc Grid Description 26/0/0 A-5 Diagonal bracing at base is attached to column. Reactions ARE included with frame reactions. File: Mutual Material - Open Version: 2018.1c Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc. 18-038165 Design Calculations Wall: 4, Frame at: 144/10/0 Frame ID:Rigid Frame Frame Type:Rigid Frame Values shown are resisting forces of the foundation. Base Connection Design is Based on 3000.00 (psi) Concrete Reactions - Unfactored Load Type at Frame Cross Sectio Date: 9/24/2018 Time: 02:10 PM Page: 22 of 90 Type X -Loc Grid I. - Grid2 Base Plate W x L (in.) Base Plate Thickness (in.) Anchor Rod Qty/Diam. (in.) Column Base Elev. Exterior Column 0/0/0 5.9-B 9X 13 0.375 4 - .000 100' 0 3/4" Exterior Column 26/0/0 5.9-A 10X 13 0.375 4 - .000 100' 0 3/4" Load Type Load Description Desc. Hx Vy Hx Vy D Material Dead Weight Frm 0.20 1.75 -0.20 2.06 - - CG Collateral Load for Gravity Cases Frm 0.11 0.62 -0.11 0.60 - - SMS> Specified Min. Roof Snow - Notional Right Frm 0.93 5.13 -0.93 5.01 - - <SMS Specified Min. Roof Snow - Notional Left Frm 0.93 5.13 -0.93 5.01 - - S> Snow - Notional Right Frm 0.78 4.31 -0.78 4.21 - - SD Snow Drift Load Frm 0.46 2.86 -0.46 2.50 • - - <S Snow - Notional Left Frm 0.78 4.31 -0.78 4.21 - - Wl> Wind Load, Case 1, Right Frm -4.29 -14.40 -6.85 -1.35 - - <W1 Wind Load, Case 1, Left Frm -0.61 -4.87 2.29 -6.97 - - W2> Wind Load, Case 2, Right Fnn - -1.27 1.51 -3.11 - - <W2 Wind Load, Case 2, Left Frm 3.69 8.26 10.65 -8.73 - - WP Wind Load, Parallel to Ridge Frm -4.54 -14.01 -8.63 1.47 - - MW Minimum Wind Load Frm - - - - - - MW Minimum Wind Load Frm 1.91 4.36 5.44 -4.36 - - MW Minimum Wind Load Frm - - - - - - MW Minimum Wind Load Frm -4.97 -4.01 -2.11 4.01 - - CU Collateral Load for Wind Cases Frm - - - - - - S Snow Load Frm 0.78 4.31 -0.78 4.21 - - E> Seismic Load, Right Frm -3.92 -8.94 -10.28 8.85 - - EG+ Vertical Seismic Effect, Additive Frm. 0.07 0.38 -0.07 0.37 - - <E Seismic Load, Left Frm 3.92 8.94 10.28 -8.85 - - EG- Vertical Seismic Effect, Subtractive Frm -0.07 -0.38 0.07 -0.37 - - SMS Specified Min. Roof Snow Frm 0.93 5.13 -0.93 5.01 - - Maximum Combined Reactions Summary with Factored Loads - Framing Note: All reactions are based on 1st order structural analysis. Appropriate Load Factors must be applied for design of foundations. 1 X -Loc 1 Grid 1 Hrz left 1 Load 1 Hrz Right l Load I Hrz In 1 Load 1 Hrz Out 1 Load i Uplift 1 Load 1 Vrt Down 1 Load l Mom cw 1 Load I Mom ccwl Load File: Mutual Material - Open Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc. Version: 2018.1 c 1 18-038165 Design Calculations Date: 9/24/2018 Time: 02:10 PM Page: 23 of 90 Maximum Frame Reactions - Factored Load Cases at Frame Cross Section: 5.9 Note: All reactions are based on 1st order structural analysis. X -Loc 0/0/0 (-Hx) Case (Hx) Case (-Hz) Case (Hz) Case (-Vy) Case (Vy) Case (-Mzz) Case (Mzz) Case 1.0 D y 1.0 CG + 0.91 <E + 0.7 EG+ D + CG + <E + EG+ (k) Cs (k) (k) (k) (k) (k) 1.000 (k) D + CU + <E + EG- (k) D + CU + W l> (in -k) -7.59 (in -k) 0.43 0/0/0 5.9-B 3.49 26 3.92 25 - - - - 7.59 14 10.76 25 - - - - 26/0/0 5.9-A 9.71 24 9.28 27 - - - - 7.07 27 10.97 24 - - - - Maximum Frame Reactions - Factored Load Cases at Frame Cross Section: 5.9 Note: All reactions are based on 1st order structural analysis. X -Loc 0/0/0 26/0/0 Application Description 14 Gridl - Grid2 5.9-B 5.9-A D+CU+W1> 24 System Ld Description Hx Vy Hx Vy 1.0 D y 1.0 CG + 0.91 <E + 0.7 EG+ D + CG + <E + EG+ 26 Cs (application factor not shown) (k) (k) (k) (k) 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- D + CU + <E + EG- 14 D + CU + W l> -2.46 -7.59 -4.23 0.43 - - - 24 D + CG + E> + EG+ -3.21 -5.50 -9.71 10.97 - - - 25 D + CG + <E + EG+ 3.92 10.76 9.00 -5.13 - - - 26 D + CU + E> + EG- -3.49 -7.35 -9.43 9.03 - - - 27 D+CU+<E+EG- 3.63 8.92 9.28 -7.07 - - - ASD Load Combinations - Framin No. Origin Factor Application Description 14 System 1.000 0.6D+0.6CU+0.6W1> D+CU+W1> 24 System 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ D + CG + E> + EG+ 25 System 1.000 1.0 D y 1.0 CG + 0.91 <E + 0.7 EG+ D + CG + <E + EG+ 26 System 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- D + CU + E> + EG - 27 System 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- D + CU + <E + EG- Rracin X -Loc Grid Description 26/0/0 A-5.9 Diagonal bracing at base is attached to column. Reactions ARE included with frame reactions. File: Mutual Material - Open Version: 2018.lc Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc. 18-038165 Design Calculations Shape: Mutual Materials Loads and Codes - Shape: Mutual Materials City: Seattle County: King Building Code: 2015 International Building Code Building Risk/Occupancy Category: II (Standard Occupancy Structure) Dead and Collateral Loads Collateral Gravity:3.00 psf Collateral Uplift: 0.00 psf Wind Load Wind Speed: Vult: 110.00 (Vasd: 85.21) mph The 'All Heights' Method is Used Wind Exposure: C - Kz: 0.963 Parts Wind Exposure Factor: 0.963 Wind Enclosure: Partially Enclosed Topographic Factor: Kzt: 1.0000 NOT Windborne Debris Region Base Elevation: 0/0/0 Primary Zone Strip Width: 2a: 13/8/0 Parts / Portions Zone Strip Width: a: 3/0/0 Basic Wind Pressure: q: 25.36 psf State: Washington Structural: 10AISC - ASD Cold Form: 12AISI - ASD Roof Covering + Second. Dead Load: 2.68 psf Frame Weight (assumed for seismic):3.45 psf - USR Snow Load Ground Snow Load: pg: 25.00 psf Flat Roof Snow: pf: 21.00 psf Design Snow (Sloped): ps: 21.00 psf Rain Surcharge: 0.00 Specified Minimum Roof Snow: 25.00 psf (USR) Exposure Factor: 2 Partially Exposed - Ce: 1.00 Snow Importance: Is: 1.000 Thermal Factor. Unheated - Ct: 1.20 Ground / Roof Conversion: 0.70 Longitudinal Direction Parameters Special Reinforced Masonry Shear Wall Redundancy Factor: Rho: 1.30 Fundamental Period: Ta: 0.2462 R -Factor. 5.50 Overstrength Factor. Omega: 2.50 Deflection Amplification Factor: Cd: 4.00 Base Shear: V: 0.3077 x W Deflection Conditions Frames are vertically supporting:Metal Roof Purlins and Panels Frames are laterally supporting:Metal Wall Girts and Panels Deflection Limit Override 11/200 Purlins are supporting:Metal Roof Panels Girts are supporting:Unreinforced Masonry Wall J Date: 9/24/2018 Time: 02:10 PM Page: 24 of 90 Country: United States Rainfall: I: 4.00 inches per hour Pc: 3000.00 psi Concrete Roof Live Load Roof Live Load: 20.00 psf Reducible Seismic Load Lateral Force Resisting Systems using Equivalent Force Procedure Mapped MCE Acceleration: Ss: 150.80 %g Mapped MCE Acceleration: SI: 56.90 %g Site Class: Stiff soil (D) Seismic Importance: Ie: 1.000 Design Acceleration Parameter. Sds: 1.0000 Design Acceleration Parameter: Shc: 0.5690 Seismic Design Category: D Seismic Snow Load: 0.00 psf % Snow Used in Seismic: 0.00 Diaphragm Condition: Flexible Fundamental Period Height Used: 28/5/0 Transverse Direction Parameters Ordinary Steel Moment Frames Redundancy Factor: Rho: 1.30 Fundamental Period: Ta: 0.4074 R -Factor: 3.50 Overstrength Factor: Omega: 2.50 Deflection Amplification Factor: Cd: 3.00 Base Shear: V: 0.2857 x W Longitudinal Direction Parameters Ordinary Steel Moment Frames Redundancy Factor: Rho: 1.30 Fundamental Period: Ta: 0.4074 R -Factor: 3.50 Overstrength Factor: Omega: 2.50 Deflection Amplification Factor: Cd: 3.00 Base Shear: V: 0.2857 x W UMW! Loau lArnrinau00s - isracm No. Origin Factor Application Description 1 System 1.000 1.0D+0.6 W1> D+W1> 2 System 1.000 1.0 D + 0.6 <WI D + <Wi 3 System 1.000 1.0 D + 0.6 W2> D + W2> 4 System 1.000 1.0 D + 0.6 <W2 D + <W2 5 System 1.000 .6 MW MW - Wail: 1 6 System 1.000 .6 MW MW - Wall: 2 7 System 1.000 .6 MW MW - Wall: 3 8 System 1.000 .6 MW MW - Wall: 4 9 System 1.000 1.0 D + 0.7 E> D + E> 10 System 1.000 1.0 D + 0.7 <E D + <E File: Mutual Material - Open Varco Pruden Buildings is a division of B1ueScope Buildings North America, Inc. Version: 2018.1 c 18-038165 Design Calculations Date: 9/24/2018 Time: 02:10 PM Page: 25 of 90 11 t2 13 14 15 16 17 18 19 20 21 22 23 24 25 26 System Derived System Derived System Derived System Derived System Derived System Derived System Derived System Derived System Derived System Derived System Derived System Derived System Derived System Derived System Derived System Derived 1.000 1.0D+1.0CG+0.6W1> 1.000 1.0D+1.0CG+0,6<W1 1.000 1.0 D + 1.0 CG + 0.6 W2> 1.000 1.OD+1.00G+0.6<W2 1.000 0.6 D+0.6 CU+0.6 Wl> 1.000 0.6D+0.6CU+0.6<Wl 1.000 0.6 D + 0.6 CU + 0.6 W2> 1.000 0.6 D+0.6 CU+0.6<W2 1.000 1.0 D+ 1.0 CG+0.75 S+0.45 W1> 1.000 1.OD+1.0CG+0.75S+0.45<Wl 1.000 1.0 D+ 1.0 CG + 0.75 S+ 0.45 W2> 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 <W2 1.000 1.OD+1.00G+0.7E>+0.7EG+ 1.000 1.OD+1.00G+0.7<E+0.7EG+ 1.000 0.6D+0.6CG+0.7E>+0.7EG- 1.000 0.6 D+0.6 CG+0.7 <E+0.7 EG- D+CG+WI> D+CG+<W1 D + CG + W2> D + CG + <W2 D+CU+W1> D+CU+<W1 D + CU + W2> D + CU + <W2 D+CG+S+W1> D+CG+S+<W1 D+CG+S+W2> D+CG+S+<W2 D + CG + E> + EG+ D+CG+<E+EG+ D+CG+E>+EG- D +CG+<E+EG- File: Mutual Material - Open Version: 2018.1c Varco Pruden Buildings is a division of B1ueScope Buildings North America, Inc. 18-038165 Design Calculations J Date: 9/24/2018 Time: 02:10 PM Page: 26 of 90 Diagonal Bracing Member Design Summary: Mem. No. r . . Length (ft) Angle Design Axial (k) Seismic Factor Stress Factor Stress Ratio Governing Load Case (0)573 (5) "w 1 •• - 41)4.43_ .414-.729 -11.04 1.0000 (977/1 (R)777 '{, (Q)R17 (17)111Q (19 QM R 0.875 74.7 7R.R. -11.03 7R.41" 1 7R -R" 7Q.7 1 passed 3 R 0.375 31.41 25.3 -1.29 Diagonal Bracing Member Design Summary: Mem. No. Bracing Shape Length (ft) Angle Design Axial (k) Seismic Factor Stress Factor Stress Ratio Governing Load Case Design Status Comment 1 R 0.875 31.67 26.9 -11.04 1.0000 1.0000 0.740 1.0D+1.0CG+0.7E>+0.7EG+ passed 2 R 0.875 31.67 26.9 -11.03 1.0000 1.0000 0.739 1.0D+1.0CG+0.7<E+0.7EG+ passed 3 R 0.375 31.41 25.3 -1.29 1.0000 1.0000 0.504 I.OD+I.00G+0.7E>+0.7EG+ passed 4 R0.375 31.41 25.3 -1.28 1.0000 1.0000 0.501 1.0D+1.0CG+0.7<E+0.7EG+ passed Mem. End Diagonal Connection Design Information 1 Left Right Slot: Web Thk = 0.250, Load Case 1.0D+1.0CG+0.7E>+0.7EG=, Factored F = 11.04, E factor = 1.000, stress increase = 1.000, slot offset, = 3.000, web -flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK, » PASSED. Slot: Web Thk = 0.188, Load Case 1.OD+1.00G+0.7E>+0.7EG+, Factored F = 11.04, E factor = 1.000, stress increase = 1.000, slot offset, = 3.000, web -flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK, » PASSED. 2 Left Right Slot: Web Thk = 0.250, Load Case 1.0D+1.0CG+0.7<E+0.7EG-, Factored F = 11.03, E factor = 1.000, stress increase = 1.000, slot offset, _ 3.000, web -flange weld OK, web direct shear OK. web punching shear OK, tensile fracture of web OK, » PASSED. Slot: Web Thk = 0.250, Load Case 1 AD+1.00G+0.7<E+0.7EG+, Factored F = 11.03, E factor =1.000, stress increase = 1.000, slot offset, _ 3.000, web -flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK, » PASSED. 3 Left Right Slot: Web Thk = 0.250, Load Case 1.OD+1.00G+0.7E>+0.7EG , Factored F = 1.29, E factor = 1.000, stress increase = 1.000, slot offset, = 3.000, web -flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK, » PASSED. Slot: Web Thk = 0.188, Load Case 1.OD+1.00G+0.7E>+0.7EG+, Factored F = 1.29, E factor = 1.000, stress increase = 1.000, slot offset, = 3.000, web -flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK, » PASSED. 4 Left Right Slot: Web Thk = 0.188, Load Case 1.0D+1.0CG+0.7<E+0.7EG÷, Factored F = 1.28, E factor = 1.000, stress increase = 1.000, slot offset, = 3.000, web -flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK, » PASSED. Slot: Web Thk = 0.188, Load Case 1.OD+1.00G+0.7<E+0.7EG+, Factored F = 1.28, E factor = 1.000, stress increase = 1.000, slot offset, _ 3.000, web -flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK, » PASSED. File: Mutual Material - Open Version: 2018.1c Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc. 18-038165 Design Calculations Date: 9/24/2018 Time: 02:10 PM Page: 27 of 90 File: Mutual Material - Open Version: 2018.1c Varco Pruden Buildings is a division of B1ueScope Buildings North America, Inc. n,.....—.__ Y 1W x 2q.7 1 2R -Fr 1 2R -A" TELA" 71.7 File: Mutual Material - Open Version: 2018.1c Varco Pruden Buildings is a division of B1ueScope Buildings North America, Inc. 18-038165 Design Calculations Date: 9/24/2018 Time: 02:10 PM Page: 28 of 90 i 1 1 Y= •� ( I ) row of (2) 0.750" A325T 4 3MZE0440607000002B 11 MIIII =IIICOMM 11 3 CI X 70.7 1 Portal Frame to Main Frame Connection Design leforma 1w Left Portal Clip Design Left Main Frame Clip Design ( I ) row of (2) 0.750" A325T (1) row of (2) 0.750" A325T 3MZE0440607000002B 3MZE0500607600002B Horizontal Shear 4.80 Horizontal Shear 4.80 Vertical Shear 0.00 Vertical Shear 0.00 Bolt Group Coefficient 1.03 Bolt Group Coefficient 1.18 Bolt Group Shear Strength Ratio 0.39 PASSED. Bolt Group Shear Strength Ratio 0.34 PASSED. Clip Buckling Min Thickness 0.144 PASSED. Clip Buckling Min Thickness 0.172 PASSED. Clip Rupture Min Thickness 0.026 PASSED. Web Rupture Min Thickness 0.033 PASSED. Bolt Bearing Min Thickness 0.059 PASSED. Bolt Bearing Min Thickness 0.052 PASSED. Clip Weld Fillet Both Sides 0.188 PASSED. Clip Weld Fillet Both Sides 0.188 PASSED. BASE CONNECTION (1) row of (2)0.750" A325T 3MZE060060900000213 Horizontal Shear 1.00 Vertical Shear 0.00 Bolt Group Coefficient 0.69 Bolt Group Shear Strength Ratio 0.12 PASSED. Clip Buckling Min Thickness 0.219 PASSED. Bolt Bearing Min Thickness 0.018 PASSED. Web Rupture Min Thickness 0.012 PASSED. Web Block Shear Min Thickness 0.011 PASSED. Clip Weld Fillet One Side 0.188 PASSED. Right Portal Clip Design Right Main Frame Clip Design (1) row of (2) 0.750" A325T (1) row of (2) 0.750" A325T 3MZE0440607000002B 3MZE0500607600002B Horizontal Shear 4.80 Horizontal Shear 4.80 Vertical Shear 0.00 Vertical Shear 0.00 Bolt Group Coefficient 1.03 Bolt Group Coefficient 1.18 Bolt Group Shear Strength Ratio 0.39 PASSED. Bolt Group Shear Strength Ratio 0.34 PASSED. Clip Buckling Min Thickness 0.144 PASSED. Clip Buckling Min Thickness 0.172 PASSED. Clip Rupture Min Thickness 0.026 PASSED. Web Rupture Min Thickness 0.033 PASSED. Bolt Bearing Min Thickness 0.059 PASSED. Bolt Bearing Min Thickness 0.052 PASSED. Clip Weld Fillet Both Sides 0.188 PASSED. Clip Weld Fillet Both Sides 0.188 PASSED. BASE CONNECTION (I) row of (2) 0.750" A325T File: Mutual Material - Open Varco Pruden Buildings is a division of B1ueScope Buildings North America, Inc. Version: 2018.1c • 18-038165 Design Calculations Date: 9/24/2018 Time: 02:10 PM Page: 29 of 90 File: Mutual Material - Open Version: 2018.1 c Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc. 3MZE0600609000002B Horizontal Shear 1.00 Vertical Shear 0.00 Bolt Group Coefficient 0.69 Bolt Group Shear Strength Ratio 0.12 PASSED. Clip Buckling Min Thickness 0.219 PASSED. Bolt Bearing Min Thickness 0.018 PASSED. Web Rupture Min Thickness 0.012 PASSED. Web Block Shear Min Thickness 0.011 PASSED. Clip Weld Fillet One Side 0.188 PASSED. File: Mutual Material - Open Version: 2018.1 c Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc. 18-038165 Design Calculations Frame Cross Section: B Dimension Key 1 1/2" 2 F-4" Y n r -r -a m r 0 0 0 Li v 0 214.7" Frame Clearances Horiz. Clearance between members 1(CX0I3) and 4(CX0I4): 23'41" Vert. Clearance at member 1(CX013): 23'-I 1 1/16" Vert. Clearance at member 4(CX014): 23'-11 1/16" Finished Floor Elevation = 100'-0" (Unless Noted Otherwise) 1 Date: 9/24/2018 Time: 02:10 PM Page: 30 of 90 File: Mutual Material - Open Version: 2018.1c Varco Pruden Buildings is a division of.BlueScope Buildings North America, Inc. 18-038165 Design Calculations Date: 9/24/2018 Time: 02:10 PM Page: 31 of 90 Frame Location Design Parameters: Location Avg. Bay Space Description Angle Group Trib. Override Design Status 0/0/0 0/0/0 Portal Frame 0.0000 Automatic Design Design Load Combinations - Framin No. Origin Factor Application Description 1 System 1.000 1.0 D + 1.0 CG + 1.0 SMS> D + CG + SMS> 2 System 1.000 1.0 D + 1.0 CG + 1.0 <SMS D + CG + <SMS 3 System 1.000 1.0 D + 1.0 CG + 1.0 S> + 1.0 SD D + CG + S> + SD 4 System 1.000 1.OD+1.00G+1.0<S+1.0 SD D+CG+<S+SD 5 System 1.000 1.0D+1.00G+0.6W1> D+CG+W1> 6 System 1.000 1.0 D + 1.0 CG + 0.6 <W1 D+CG+<WI 7 System 1.000 1.0 D + 1.0 CG + 0.6 W2> D + CG + W2> 8 System 1.000 1.0 D + 1.0 CG + 0.6 <W2 D + CG + <W2 9 System 1.000 1.0 D+ 1.0 CG + 0.6 WP D + CG + WP 10 System 1.000 0.6 MW MW - Wall: 1 11 System 1.000 0.6 MW MW - Wall: 2 12 System 1.000 0.6 MW MW - Wall: 3 13 System 1.000 0.6 MW MW - Wall: 4 14 System 1.000 0.6D+0.6CU+0.6W1> D+CU+W1> 15 System 1.000 0.6 D + 0.6 CU + 0.6 <WI D+ CU + <W1 16 System 1.000 0.6D+0.6CU+0.6W2> D+CU+W2> 17 System 1.000 0.6 D + 0.6 CU + 0.6 <W2 D + CU + <W2 18 System 1.000 0.6 D + 0.6 CU + 0.6 WP D+CU+WP 19 System 1.000 1.0 D+ 1.00G+0.75 S+0.45 W1> D+CG+S+W1> 20 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 <WI D+CG+S+<W1 /1 System 1.000 1.0 D+ 1.0 CG + 0.75 S+ 0.45 W2> D + CG + S + W2> 22 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 <W2 D+CG+S+<W2 23 System 1.000 1.0D + 1.0 CG + 0.75 S+ 0.45 WP D + CG + S + WP 24 System 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ D + CG + 1> + EG - 25 System 1.000 1.0 .D + 1.0 CG + 0.91 <E + 0.7 EG+ D + CG + <E + EG+ 26 System 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- D + CU + E> + EG - 27 System 1.000 0.6 D + 0.6 CU + 0.91 <E+0.7EG- D+CU+<E+ECr- 28 Special 1.000 1.0 D + 1.0 CG + 1.75 E> + 0.7 EG+ D + CG + E> + EG+ 29 Special 1.000 1.0 D + 1.0 CG + 1.75 <E + 0.7 EG+ D + CG + <E + EG+ 30 Special 1.000 0.6 D + 0.6 CU + 1.75 E> + 0.7 EG- D + CU + E> + EG - 3 1 Special 1.000 0.6 D + 0.6 CU + 1.75 <E + 0.7 EG- D + CU + <E + EG - 32 OMF Connection 1.000 1.0 D + 1.0 CG + 2.45 E> + 0.7 EG+ D + CG + E> + EG+ 33 OMF Connection 1.000 1.0 D + 1.0 CG + 2.45 <E + 0.7 EG+ D + CG + <E + EG+ 34 OMF Connection 1.000 0.6 D + 0.6 CU + 2.45 E> + 0.7 EG- D + CU + E> + EG - 35 OMF Connection 1.000 0.6 D + 0.6 CU + 2.45 <E + 0.7 EG- D + CU + <E + EG - 36 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WP + 0.6 WB l> D + CG + WP + WB 1 > 37 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WP + 0.6 WB I> D + CU + WP + WB 1> 38 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WP + 0.45 W131> D + CG + S + WP + WB 1> 39 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WP + 0.6 <WB 1 D + CG + WP + <WB I 40 • System Derived 1.000 0.6 D + 0.6 CU + 0.6 WP + 0.6 <WB 1 D + CU + WP + <WB 1 41 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WP + 0.45 <WB 1 D + CG + S + WP + <WB 1 42 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WP + 0.6 WB2> D + CG + WP + WB2> 43 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WP + 0.6 WB2> D + CU + WP + W.B2> 44 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WP + 0.45 WB2> D + CG + S + WP + WB2> 45 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WP + 0.6 <WB2 D + CG + WP + <WB2 46 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WP + 0.6 <WB2 D + CU + WP + <WB2 47 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WP + 0.45 <WB2 D + CG + S + WP + <WB2 48 System Derived 1.000 0.6 MWB MWB - Wall: 1 49 System Derived 1.000 0.6 MWB MWB - Wall: 2 50 System Derived 1.000 0.6 MWB MWB - Wall: 3 51 System Derived 1.000 0.6 MWB MWB - Wall: 4 52 System Derived 1.000 1.0 D + 1.0 CG + 0.273 E> + 0.7 EG+ + 0.91 EB> D 4 CG + E> + EG++ EB> 53 System Derived 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ + 0.273 EB> D + CG + E> + EG+ + EB> 54 System Derived 1.000 1.0 D + 1.0 CG + 0.273 <E + 0.7 EG+ + 0.91 EB> D + CG + <E + EG+ + EB> 55 System Derived 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ + 0.273 EB> D + CG + <E + EG+ + EB> 56 System Derived 1.000 0.6 D + 0.6 CU + 0.273 E> + 0.7 EG- + 0.91 EB> D + CU 4. E> 4. EG- + EB> 57 System Derived 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- + 0.273 EB> D+ C U + E> + EG- + EB> File: Mutual Material - Open Varco Prudcn Buildings is a division of B1ueScope Buildings North America, Inc. Version: 2018.1c Wiz 18-038165 Design Calculations 58 59 60 61 62 63 64 65 66 67 68 69 70 71 72 73 74 75 System Derived System Derived Special Special OMF Connection OMF Connection System Derived System Derived System Derived System Derived System Derived System Derived System Derived System Derived Special Special OMF Connection OMF Connection 1.000 0.6 D + 0.6 CU + 0.273 <E + 0.7 EG- + 0.91 EB> 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- + 0.273 EB> 1.000 1.0 D + 1.0 CG + 1.75 EB> + 0.7 EG+ 1.000 0.6 D + 0.6 CU + 1.75 EB> + 0.7 EG - 1.000 1.OD+ 1.0CG+2.45 EB> +0.7EG+ 1.000 0.6 D + 0.6 CU + 2.45 EB> + 0.7 EG - 1.000 1.0D+ 1.0CG+0.273 E> + 0.7 EG+ + 0.91 <EB 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG++ 0.273 <EB 1.000 1.0 D + 1.0 CG + 0.273 <E + 0.7 EG+ + 0.91 <EB 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ + 0.273 <EB 1.000 0.6 D + 0.6 CU + 0.273 E> + 0.7 EG- + 0.91 <EB 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- + 0.273 <EB 1.000 0.6D+O.6CU+0.273<E+0.7EG- +0.91 <EB 1.000 0.6D+0.6CU+0.91 <E + 0.7 EG- + 0.273 <EB 1.000 1.0 D + 1.0 CG + 1.75 <EB + 0.7 EG+ 1.000 0.6D+0.6CU+ 1.75 <EB + 0.7 EG - 1.000 1.0D+1.00G+2.45<EB +0.7EG+ 1.000 0.6D+0.6CU+2.45<EB+0.7EG- J Date: 9/24/2018 Time: 02:10 PM Page: 32 of 90 D+CU+<E+EG-+EB> D + CU + <E + EG- + EB> D + CG + EB> + EG+ D + CU + EB> + EG- D + CG + EB> + EG+ D + CU + EB> + EG- D + CG + E> + EG+ + <EB D + CG + E> + EG++<EB D + CG + <E + EG++<EB D+CG+<E+EG++<EB D+CU+E>+EG- +<EB D + CU + E> + EG- + <EB D + CU + <E + EG- + <EB D + CU + <E + EG- + <EB D + CG + <EB + EG+ D + CU + <EB + EG- D + CG + <EB + EG+ D+CU+<EB+EG- Frame Member Sizes Mem. No. Flg Width (in.) Flg Thk (in.) Web Thk (in.) Depth] (in.) Depth2 (in.) Length (ft) Weight (p) Flg Fy (ksi) Web Fy (ksi) Splice Jt.1 Codes Jt.2 Shape 1 9.00 0.3750 0.1345 28.00 28.00 25.98 937.7 55.00 55.00 SS KN 3P 2 6.00 0.3750 0.1644 22.00 22.00 14.28 348.5 55.00 55.00 KN SS 3P 3 6.00 0.3750 0.1644 22.00 22.00 14.28 348.5 55.00 55.00 KN SS 3P 4 9.00 0.3750 0.1345 28.00 28.00 25.98 937.7 55.00 55.00 SS KN 3P Boundary Condition Su otai Frame Weight = 2572.5 (p) (Includes all plates) Member X -Loc Y -Loc Supp. X Supp. Y Moment Displacement X(in.) Displacement Y(in.) Displacement ZZ(rad.) 0.0 0/0/0 0/0/12 Yes Yes No 0/0/0 0/0/0 0.0000 0.0 28/8/0 0/0/12 Yes Yes No 0/0/0 0/0/0 0.0000 Sum of Forces with Reactions Check - Fram Load Type Horizontal Load (k) Reaction (k) Vertical Load (k) Reaction (k) D 0.0 0.0 2.6 0.0 CG 0.0 0.0 0.0 0.0 SMS> 0.0 0.0 0.0 0.0 <SMS 0.0 0.0 0.0 0.0 S> 0.0 0.0 0.0 0.0 SD 0.0 0.0 0.0 0.0 <S 0.0 0.0 0.0 0.0 Wl> 0.0 0.0 0.0 0.0 <W1 0.0 0.0 0.0 0.0 W2> 0.0 0.0 0.0 0.0 <W2 0.0 0.0 0.0 0.0 WP 0.0 0.0 0.0 0.0 MW 0.0 0.0 0.0 0.0 MW 0.0 0.0 0.0 0.0 MW 0.0 0.0 0.0 0.0 MW 0.0 0.0 0.0 0.0 CU 0.0 . 0.0 0.0 0.0 S 0.0 0.0 0.0 0.0 E> 0.0 0.0 0.0 0.0 EG+ 0.0 0.0 0.0 0.0 <E 0.0 0.0 0.0 0.0 EG- 0.0 0.0 0.0 0.0 WBI> 2.8 0.0 0.0 0.0 <WBI 3.1 0.0 0.0 0.0 WB2> 2.8 0.0 0.0 0.0 <WB2 3.1 0.0 0.0 0.0 MWB 1.3 0.0 0.0 0.0 MWB 0.0 0.0 0.0 0.0 MWB 1.6 0.0 0.0 0.0 File: Mutual Material - Open Version: 2018.1c Varco Pruden Buildings is a division of B1ueScope Buildings North America, Inc. 18-038165 Design Calculations Date: 9/24/2018 Time: 02:10 PM Page: 33 of 90 MWB EB> <EB SMS 0.0 5.5 5.5 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Base Plate Summary Base Connection Design is Based on 3000.00 (psi) Concrete Plate Fy = 55.00 ksi Grade A36 Anchor Rods used to determine quantity and diameter Gage & pitch standards are based on ACI -318 Appendix. D criteria for "cast -in-place" anchor rods (Min space = 4• X -Loc Grid Mem. Thickness Width Length Stiff. Num. Of Rod Diam. Pitch Gage Hole Welds to Welds to Load Case Shear _ (k) No. (in.) (in.) (M.) Shear Rods (in.) (in.) (in.) Type Flange Web Pinned Base Plate Connection Loadin Base Plate Connection Strength Ratios X-Loe Maximum Shear Case Maximum Tension Case Maximum Comp Case Maximum Bracing/WA Case X -Loc Shear (k) Axial (k) Load Case Shear (k) Tension (k) Load Case Shear (k) Comp (k) Load Case Shear _ (k) Axial (k) Frame Shear (k) Load Case Base Plate Connection Strength Ratios X-Loe Rod Load Rod Load Rod Load Rod Load Conc. Load Plate Load Plate Load Flange Load Web Load 0.1644 Shear Case Tension Case V + T Case Bending Case Bearing Case Tension Case Comp Case Weld Case Weld. Case Web Stiffener Summary Mem. No. Stiff. No. Desc. Loc. (ft) Web Depth (in.) hit a'h a (in.) Thick. (in.) Width (in.) Side Welding Description 1 1 SI l Configuration Alternate Web Thick.= 0.1644 0.1875 4.000 Opposite W -OS -0.1250 0.500 9.00 (S10) 0.875 F1852X/PT 4.00 42 Ext/Gusset 4.25:2.50 32 Extended 4._'5/2.50 Fillet 2 1 2 S3 23.44 27.250 N/A N/A N/A 0.2500 3.000 Both SP -BS -01250,W -BS -0.1250,F -OS - 0.631 2 1 74 -0.0 13. 1917.5 AISC DG-16/Thin plate 0.776 0.081 0.994 0.1250 4 1 Sll 0.631 Alternate Web Thick.= 0.1644 0.1875 4.000 Opposite W -OS -0.1250 0.081 0.994 (S10) 0.000 0.071 0.959 0.631 4 2 74 Fillet 13. 4 2 S3 23.44 27.250 N/A N/A N/A 0.2500 3.000 Both SP -BS -0.1250,W -BS -0.1250,F -OS - 0.1250 Bolted End -Plate Connections (Plate Fv = 55.00 ksi Mem. No. Jt. No. Type End -Plate Dimensions Bolt Outside Flange Inside Flange Thick. (in.) Width (in.) Length (in.) Diam. (in.) Spec/Joint Gages In/Out (in.) Configuration Pitches 1 st/2nd Configuration Pitches 1st/2nd IDI Desc. (in.) IDI Desc. (in.) 1 (k) KN(Face) 0.500 9.00 29.00 0.875 F1852X/PT 4.00 42 Ext/Gusset 4.25:2.50 32 Extended 4._'5/2.50 Gusset Out 3.500 x 0.3750 x 6.13 SP -BS -0.3125, 2 1 KN(Face) 0.500 8.00 29.00 0.875 F1852X/PT Gusset Out 3.500 x 0.3750 x 6.13 SP -BS -0.3125, 3 1 KN(Face) 0.500 8.00 29.00 0.875 .F1852X/PT Gusset Out 3.500 x 0.3750 x 6.13 SP -BS -0.3125. 4 1 2 KN(Face) 0.500 1 9.00 1 29.00 0.875 F1852X/PT Gusset Out 3.500 x 0.3750 x 6.13 SP -BS -0.3125, 4.00 42 1 Ext/Gusset 4.25,2.50 42 Gusset In 3 500 x 03750 x 6.13 4.00 42 I Ext/Gusset 4.25 2,.50 42 Gusset In 3 500x03750x6.13 4.00 42 1 Ext/Gusset 4.25t2.50 1 32 1Ext/Gusset 4.25/2.50 SP -BS -0.3125, Ext/Gusset 4.25/2.50 SP -BS -0.3125, 1 Extended 4.25/2.50 Moment Connections: Outside Flange Required Stren h Strength Ratios * Mem. Jt. Ld Axial Shear Moment Design Bolt Bolt Plate Shear Shear Bearing Flange Web No. No. Cs (k) (k) (in -k) Proc. Tension Shear BendingYielding Rupture Tearing Weld Weld 1 2 74 -0.0 13. 1917.5 ABC DG-16/Thin plate 0.776 0.081 0.994 0.000 0.000 0.071 0.859 0.631 2 1 74 -0.0 13. 1917.5 AISC DG-16/Thin plate 0.776 0.081 0.994 0.000 0.000 0.071 0.959 0.631 3 1 74 -0.0 13. 1917.5 AISC DG-16/Thin plate 0.776 0.081 0.994 0.000 0.000 0.071 0.959 0.631 4 2 74 -0.0 13. 1917.5 AISC DG-16/Thin plate 0.776 0.081 0.994 0.000 0.000 0.071 0.859 0.631 Inside Flange Required Streng h Strength Ratios * Mem. Jt. Ld Axial Shear Moment Design Bolt Bolt Plate Shear Shear Bearing Flange Web No. No. Cs (k) (k) (in -k) Proc. Tension Shear BendingYielding Rupture Tearing Weld Weld 1 2 75 -0.0 13.1 1902.5 RISC DG-16/Thin plate 0.770 0.078 0.987 0.000 0.000 0.069 0.852 0.631 2 1 75 -0.0 13.1 1902.5 AISC DG-16/Thin plate 0.770 0.078 0.987 0.000 0.000 0.069 0.959 0.631 3 1 75 -0.0 13.1 1902.5 AISC DG-16/Thin plate 0.770 0.078 0.987 0.000 0.000 0.069 0.959 0.631 4 2 75 -0.0 13.1 1902.5 AISC DG-16/Thin plate 0.770 0.078 0.987 0.000 0.000 0.069 0.852 0.631 File: Mutual Material - Open Varco Pruden Buildings is a division of B1ueScope Buildings North America, Inc. Version: 2018.1c 18-038165 Design Calculations • Date: 9/24/2018 Time: 02:10: PM Page: 34 of 90 Strength ratios shown for the connections are reported as a percentage of the system default or user Override Stress Limit (Stress Limit = 1.03) Flange Brace Summa Member From Member Joint 1 From Side Point 1 Part Axial Load per FB (k) Load Case Design Note 1 4 24/9/1 24/9/1 24/11/13 24/11/13 HFB4106 HFB4106 0.000 0.000 1 1 Mom -y Frame Design Member Summary - Controlling Load Case and Maximum Combined Str Parameters Used for Axial and Flexural D Mem. No. Controlling Cases Required Strength Available Strength MV4V _-_ - Strength Ratios Ag in.2 Afn in.2 Ixx in.4 Axial Sx in.3 Axial Shear Mom -x Mom -y Axial Shear Mom -x Mom -y Axial Qa Mem. Loc. Depth + Shear Pr Vr Mrx Mry Pc Vc Mex Mcy + Shear No. ft in. Flexure 0.79 k k in -k in -k k k in -k in -k Flexure 59.78 1 24.15 28.00 64 1579.21 -6.2 1.00 -741.7 0.0 81.7 3 2089.3 372.6 0.39 287.0 1 20.12 28.00 13.51 64 4.50 -2.6 6.89 0.24 1579.21 7.2 1.00 1.00 1.00 0.35 2 3.16 22.00 64 289.8 -0.0 3.38 -597.0 0.0 24.7 10.13 840.7 227.5 0.71 8693.70 2 1.17 22.00 0.84 64 1.000 5.3 0 1.0 <EB <EB 17.1 0.31 3 3.16 22.00 52 -0.0 -595.9 0.0 24.7 840.7 227.5 0.71 3 1.17 22.00 52 -5.3 17.1 0.31 4 24.15 28.00 52 -6.2 -740.4 0.0 81.7 2089.3 372.6 0.39 4 20.12 28.00 52 2.6 7.2 0.35 Parameters Used for Axial and Flexural D Mem. No. Loc. ft Lx in. Ly/Lt in. Lb in. Ag in.2 Afn in.2 Ixx in.4 lyy i.n.4 Sx in.3 Sy in.3 Zx in.3 Zy in.3 J in.4 Cw in.6 Cb Rpg Rpc Qs Qa 1 24.15 289.79 289.8 289.8 10.42 3.38 1514.68 45.57 108.19 10.13 118.20 15.31 0.34 8693.70 1.66 0.98 1.00 0.84 0.79 2 3.16 287.00 287.0 287.0 7.99 2.25 657.61 13.51 59.78 4.50 67.22 6.89 0.24 1579.21 2.26 1.00 1.00 1.00 0.95 3 3.16 287.00 287.0 287.0 7.99 2.25 657.61 13.51 59.78 4.50 67.22 6.89 0.24 1579.21 2.26 1.00 1.00 1.00 0.95 4 24.15 289.79 289.8 289.8 10.42 3.38 1514.68 45.57 108.19 10.13 118.20 15.31 0.34 8693.70 1.66 0.98 1.00 0.84 0.79 Deflection Load Combinations - Framtn No. Origin Factor Def H Def V Application Description 1 System 1.000 0 180 1.0 SMS SMS 2 System 1.000 200 180 0.42 W1> WI> 3 System 1.000 200 180 0.42 <W1 <W1 4 System 1.000 200 180 0.42 W2> W2> 5 System 1.000 200 180 0.42 <W2 <W2 6 System 1.000 200 180 0.42 WP WP 7 System Derived 1.000 200 I80 0.42 WBI> W131> 8 System Derived 1.000 200 180 0.42 <WB1 <WBI 9 System Derived 1.000 200 180 0.42 WB2> WB2> 10 System Derived 1.000 200 180 0.42 <WB2 <WB2 11 System 1.000 200 0 1.01s> + 1.0 EG- E> + EG - 12 System 1.000 200 0 1.0 <E + 1.0 EG- <E + EG - 1.3 System Derived 1.000 200 0 1.0 EB>' EB> 14 System Derived 1.000 200 0 1.0 <EB <EB Controlling Frame Deflection Ratios for Cross Section: Description Ratio Deflection (in.) Member Joint Load Case Load Case Description Max. Horizontal Deflection (H/234) -1.284 4 2 14 <E13 Max. Vertical Deflection for Span 1 (L99999) 0.001 4 2 10 <WB2 * Negative horizontal deflection is left * Negative vertical deflection is down Lateral deflections of primary frames are calculated on a bare frame basis and do not include resistance from systems such as roof and endwall diaphragms or partial base fixity. Therefore, these deflections may be considerably overstated. Frame Lateral Stiffness (K): 0.000 (k/in) Fundamental Period (calculated) (T): 0.000 (sec.) File: Mutual Material - Open Varco Pruden Buildings is a division of B1ueScope Buildings North America, lnc. Version: 2018.1c 18-038165 Design Calculations Date: 9/24/2018 Time: 02:10 PM Page: 35 of 90 Loads and Codes - Shape: Mutual Materials City: Seattle County: King Building Code: 2015 International Building Code Building Risk/Occupancy Category: II (Standard Occupancy Structure) Dead and Collateral Loads Collateral Gravity:3.00 psf Collateral Uplift: 0.00 psf Wind Load Wind Speed: Vult: 110.00 (Vasd: 85.21) mph The 'All Heights' Method is Used Wind Exposure: C - Kz: 0.963 Parts Wind Exposure Factor: 0.963 Wind Enclosure: Partially Enclosed Topographic Factor: Kzt: 1.0000 NOT Windbome Debris Region Base Elevation: 0/0/0 Primary Zone Strip Width: 2a: 13/8/0 Parts / Portions Zone Strip Width: a: 3/0/0 Basic Wind Pressure: q: 25.36 psf Desi¢n Load Combinations - Purlin State: Washington Structural: 10AISC - ASD Cold Form: 12AISI - ASD Roof Covering + Second. Dead Load: 2.68 psf Frame Weight (assumed for seismic):3.45 psf - USR Snow Load Ground Snow Load: pg: 25.00 psf Flat Roof Snow: pf: 21.00 psf Design Snow (Sloped): ps: 21.00 psf Rain Surcharge: 0.00 Specified Minimum Roof Snow: 25.00 psf (USR) Exposure Factor: 2 Partially Exposed - Ce: 1.00 Snow Importance: Is: 1.000 Thermal Factor: Unheated - Ct: 1.20 Ground / Roof Conversion: 0.70 Longitudinal Direction Parameters Special Reinforced Masonry Shear Wall Redundancy Factor: Rho: 1.30 Fundamental Period: Ta: 0.2462 R -Factor: 5.50 Overstrength Factor. Omega: 2.50 Deflection Amplification Factor: Cd: 4.00 Base Shear: V: 0.3077 x W Country: United States Rainfall: 1: 4.00 inches per hour fc: 3000.00 psi Concrete Roof Live Load Roof Live Load: 20.00 psf Reducible Seismic Load Lateral Force Resisting Systems using Equivalent Force Procedure Mapped MCE Acceleration: Ss: 150.80 %g Mapped MCE Acceleration: SI: 56.90 %g Site Class: Stiff soil (D) Seismic Importance: le: 1.000 Design Acceleration Parameter: Sds: 1.0000 Design Acceleration Parameter: Sdl: 0.5690 Seismic Design Category: D Seismic Snow Load: 0.00 psf % Snow Used in Seismic: 0.00 Diaphragm Condition: Flexible Fundamental Period Height Used: 28/5/0 Transverse Direction Parameters Ordinary Steel Moment Frames Redundancy Factor: Rho: 1.30 Fundamental Period: Ta: 0.4074 R -Factor: 3.50 Overstrength Factor: Omega: 2.50 Deflection Amplification Factor: Cd: 3.00 Base Shear: V: 0.2857 x W Longitudinal Direction Parameters Ordinary Steel Moment Frames Redundancy Factor: Rho: 1.30 Fundamental .Period: Ta: 0.4074 R -Factor: 3.50 Overstrength Factor: Omega: 2.50 Deflection Amplification Factor: Cd: 3.00 Base Shear: V: 0.2857 x W No. Origin Factor Application Description 1 System 1.000 1.0 D + 1.0 CG + 1.0 SMS D + CG + SMS 2 System 1.000 1.OD+I.00G+1.0S+I.OSD D+CG+S+SD 3 System 1.000 1.0 D + 1.0 CG + 1.0 PFI D + CG + PFI (Span 1) 4 System 1.000 1.0 D + 1.0 CG + 1.0 PFI D + CG + PF1(Span 5) 5 System 1.000 1.0 D+ 1.0 CG + 1.0 PHI D + CG +PHI (Span 1) 6 System 1.000 1.0 D+ 1.0 CG+ 1.0 PHI D + CG + PHI(Span 5) 7 System 1.000 1.0 D+ 1.0 CG + 1.0 PF2 D + CG + PF2- Pattern 1 8 System 1.000 1.0 D + 1.0 CG + 1.0 PF2 D + CG + PF2- Pattern 2 9 System 1.000 1.0 D + 1.0 CG + 1.0 PF2 D + CG + PF2- Pattern 3 10 System 1.000 1.0 D + 1.0 CG + 1.0 PF2 D .. CG + PF2- Pattern 4 11 System Derived 1.000 1.OD+1.00G+0.6W1>+0.6WBI> D+CG+WI>+WB1> 12 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W2 + 0.6 WB I> D + CG + <W2 + WB 1 > 13 System Derived 1.000 0.6D+0.6CU+0.6W1>+0.6WB1> D+CU+WI>+WBI> 14 System Derived 1.000 0.6D+0.6CU-f 0.6<W2•+0.6WBI> D + CU 4- <W2 + WBI> 15 System Derived 1.000 1.0D+1.0CG+0.75S+0.45W1>+0.45WB1> D+CG+S+WI>+WB1> 16 System Derived 1.000 1.OD+I.00G+0.75S+0.45<W2+0.45WB1> D+CG+S+<W2+WBI> 17 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WI> + 0.6 <WB1 D +CG+WI>+<WBI 18 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W2 + 0.6 <WB 1 D + CG + <W2 + <WB I 19 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WI> + 0.6 <WB1 D+CU+W1>+<WBI File: Mutual Material - Open Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc. Version: 2018.1c 18-038165 Design Calculations • Date: 9/24/2018 Time: 02:10 PM Page: 36 of 90 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 System Derived System Derived System Derived System Derived System Derived System Derived System Derived System Derived System Derived System Derived System Derived System Derived System Derived System Derived System Derived System Derived System Derived System Derived System Derived 1.000 0.6D+0.6CU+0.6<W2+0.6<WB1 1.000 I.OD+1.0CG+0.75 S+0.45 WI> +0.45<WB1 1.000 1.OD+ 1.00G+0.75 S+0.45 <W2 + 0.45 <WBI 1.000 1.OD+1.00G+0.6WI>+0.6WB2> 1.000 1.OD+1.0CG+0.6<W2+0.6W132> 1.000 0.6 D + 0.6 CU + 0.6 WI> •{- 0.6 WB2> 1.000 0.6 D + 0.6 CU + 0.6 <W2 + 0.6 WB2> 1.000 1.0 D+ 1.0 CG + 0.75 S+ 0.45 W1>+ 0.45 WB2> 1.000 1.0 D+ 1.0 CG+0.75 S+0.45 <W2+0.45 WB2> 1.000 1.OD+1.00G+0.6W1>+0.6<WB2 1.000 1.OD+1.00G+0.6<W2+0.6<WB2 1.000 0.6 D + 0.6 CU + 0.6 WI> + 0.6 <WB2 1.000 0.6D+0.6CU+0.6<W2+0.6<WB2 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WI> + O.45 <WB2 1.000 1.0 D+1.00G+0.75S+0.45<W2+0.45<WB2 1.000 1.OD+ I.00G+0.7EB> +0.7EG+ 1.000 0.6 D + 0.6 CU + 0.7 EB> + 0.7 EG - 1.000 1.0D+1.0CG+0.7 <EB +0.7EG+ 1.000 0.6 D + 0.6 CU + 0.7 <EB + 0.7 EG- D +CU+<W2+<WB1 D+CG+S+WI>+<WBI D+CG+S+<W2+<WB1 D+CG+WI>+WB2> D + CG + <W2 + WB2> D+CU+WI> = WB2> D+CU+<W2+W132> D+CG+S+WI>+WB2> D+CG+S+<W2+WB2> D+CG+ WI> <WB2 D + CG + <W2 + <WB2 D + CU + W1> + <WB2 D+CU+<W2+<WB2 D+CG+S+WI>+<WB2 D+CG + S +<W2 + <WB2 D+CG+EB> + EG+ D+CU+EB> +EG- D +CG+ <EB +EG+ D+CU+ <EB + EG - Desi gn Load Combinations - Girt No. Origin Factor Application Description 1 System 1.000 0.7 E> E> 2 System 1.000 0.7 <E <E 3 System Derived 1.000 0.6 WI> +0.6 WBl> Wl>+ WBI> 4 System Derived 1.000 0.6 <W2 + 0.6WBI> <W2+WB1> 5 System Derived 1.000 0.6 WI> + 0.6 <WB 1 W1>+ <WB 1 6 System Derived 1.000 0.6 <W2 + 0.6 <WB 1 <W2 + <WB 1 7 System Derived 1.000 0.6 WI> + 0.6 WB2> W 1> + WB2> 8 System Derived 1.000 0.6 <W2 + 0.6 WB2> <W2 + WB2> 9 System Derived 1.000 0.6 WI> + 0.6 <WB2 W1>+<WB2 10 System Derived 1.000 0.6 <W2 + 0.6 <WB2 <W2 + <WB2 11 System Derived 1.000 0.7 EB> EB> 12 System Derived 1.000 0.7 <EB <EB Deflection Load Combinations - Purlin No. Origin Factor Deflection Application Description 1 System 1.000 180 1.0 SMS SMS 2 System 1.000 180 0.42 W1> WI> 3 System 1.000 180 0.42 <W2 <W2 Deflection Load Combinations - Girt No. Origin Factor Deflection Application Description 1. System 1.000 240 0.5 F..> E> 2 System 1.000 240 0.5 <E <E 3 System 1.000 240 0.42 Wl> WI> 4 • System 1.000 240 0.42 <W2 <W2 File: Mutual Material - Open Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc. Version: 2018.1 c 18-038165 Design Calculations ••• NOMMONsiona e:tz,v.:7k->tm ROpp:fi,,-0: • ,U4AiWooa,ggga:a., Date: 9/24/2018 Time: 02:10 PM Page: 37 of 90 cgr" ""“ 7,'"zom File: Mutual Material - Open Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc. Version: 2018.1c 18-038165 Design Calculations • Date: 9/24/2018 Time: 02:10 PM Page: 38 of 90 Dimension Key 1 V-0" 2 6" xr_a dL aa -R" 7R -R" d` 2R -Fe d� btUU1VJatalgiVA I IUIV A I A 7q_7 File: Mutual Material - Open Version: 2018.1c Varco Pruden Buildings is a division of B1ueScope Buildings North America, Inc. 1,1 7,1 7,7 73 3,1 844V1D1 aav_T» 10" CMU Wall 2a011t1 '111,%MA .,.... ,.. Dimension Key 1 V-0" 2 6" xr_a dL aa -R" 7R -R" d` 2R -Fe d� btUU1VJatalgiVA I IUIV A I A 7q_7 File: Mutual Material - Open Version: 2018.1c Varco Pruden Buildings is a division of B1ueScope Buildings North America, Inc. 18-038165 Design Calculations Date: 9/24/2018 Time: 02:10 PM Page: 39 of 90 Precast Panel Support Beam(Id=1,1) Frame Member Sizes Mem. No. Flg Width (in.) Flg Thk (in.) Web Thk (in.) Depthl (in.) Depth2 (in.) Length (ft) Weight (p) Flg Fy (ksi) Web Fy (ksi) Splice Jt.1 Codes Jt.2 Shape 25000 25001 8.00 8.00 0.3750 0.3750 0.1345 0.1345 13.00 13.00 13.00 13.00 14.53 14.53 374.4 373.1 55.00 55.00 55.00 55.00 SS SS SS SS 311 3P Total Frame Weight 747.6 (p) (includes all plates) Spandrel Beam Connection Design (ASD Boundary Condition Summar• Member Connection Plate Bolt Group Edge Weld Beam Co e Mem. Jt. Type Thick. Height Length Fy Diam. SpeclJt. Bolts Rows Gage Pitch 'a' Size Side C Depth Id No. in -k in. in. in. ksi in. % n r in. in. in. in. 9 in. in. 1,1 1 ST 0.375 7.00 4.50 55 0.750 A325N/ST 2 1 0.00 3.00 2.50 (2(-0.1250 FO 4.38 0.88 1,1 2 ST 0.375 7.00 4.50 55 _ 0.750A325N/ST 0.0890 2 I 0.00 3.00 2.50 (2(-0.1250 FO 5.88 1.00 Boundary Condition Summar• Member Required Strength Y -Loc Available Strength Ratio Min. Thickness Mem. Jt. Load Axial Shear Beam Moment Pr Angle Bolt Group Bolt Shear Bearing Rupture Max. Ratio Description Beam Web Column Id No. Case k k in -k k Deg. C % % % % Shear in. in. 1,1 1 9 0.63 -5.29 0.00 5.33 6.8 1.03 0.43 0.49 0.18 0.49 OK->BearingAt: Beam Web 0.0657 0.0890 1,1 2 9 -0.63 -5.29 0.00 5.33 6.8 1.03 0.43 0.49 0.18 0.49 OK->BearingAt: Beam Web 0.0657 0.0890 Boundary Condition Summar• Member X -Loc Y -Loc Supp. X Supp. Y Moment Displacement X(in.) Displacement Y(in.) Displacement ZZ(rad.) 25000 0/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 25001 29/2/0 0/0/0 No Yes No 0/0/0 0/0/0 0.0000 Frame Design Member Summary - ControU n¢ Load Case and Maximum Combined Stresses per Member (Locations Parameters Used for Axial and Flexural Des un Mem. Controll'ng Cases Required Strength Available Strength Strength Ratios Ag Afn Ixx. Axial Sx Axial Shear Mom -x Mom -y Axial Shear Mom -x Mom -y Axial Qa Mem. Loc. Depth + Shear Pr Vr Mrx Mry Pc Vc Mcx Mcy + Shear No. ft in. Flexure k k in -k in -k k k in -k in -k Flexure 39.96 25000 14.58 13.00 9 1275.22 -0.6 1.00 -463.0 0.0 39.3 25001 465.5 347.1 1.00 350.0 25000 0.00 13.00 32.00 3 8.00 -5.3 12.06 0.29 1275.22 16.6 1.00 1.07 0.95 0.32 25001 0.00 13.00 9 -0.6 -463.0 0.0 39.3 465.5 347.1 1.00 25001 14.58 13.00 3 5.3 16.6 0.32 Parameters Used for Axial and Flexural Des un Mem. Loc. Lx Ly/Lt Lb Ag Afn Ixx. Iyy Sx Sy Zx Zy J Cw Cb Rpg Rpc Qs Qa No. ft in. in. in. in.2 in.2 in.4 in.4 in.3 in.3 in.3 in.3 in.4 in.6 25000 14.58 350.00 350.0 350.0 7.65 3.00 259.76 32.00 39.96 8.00 42.92 12.06 0.29 1275.22 1.14 1.00 1.07 0.95 0.99 25001 0.00 350.00 350.0 350.0 7.65 3.00 259.76 32.00 39.96 8.00 42.92 12.06 0.29 1275.22 1.14 1.00 1.07 0.95 0.99 Deflection Load Combinations - Framin No. Origin Factor Def H Def V Application Description 1 System 1.000 240 240 0.5 E> B> 2 System 1.000 240 240 0.5 <E <E 3 System 1.000 240 240 0.42 WI> WI> 4 System 1.000 240 240 0.42 <W2 <W2 Controlling Frame Deflection Ratios for Cross Section: Precast Panel Support Beam (Id=1,1 Description Ratio Deflection (in.) Member Joint Load Case Load Case Description . ax. Horizontal Deflection (L/637) 0.549 25001 1 3 W I> Negative horizontal deflection is left * Negative vertical deflection is down Lateral deflections of primary frames are calculated on a bare frame basis and do not include resistance from systems such as roof and endwall diaphragms or partial base fixity. Therefore, these deflections may be considerably overstated. File: Mutual Material - Open Varco Pruden Buildings is a division of B1ueScope Buildings North America, Inc. Version: 2018.1 c 18-038165 Design Calculations Date: 9/24/2018 Time: 02:10 :PM Page: 40 of 90 Precast Panel Support Beam(Id-2,1) Frame Member Sizes Mem. Flg Width Flg Thk Web Thk Depth] Depth2 Length Weight Flg Fy Web Fy Splice Codes Shape No. (in.) (in.) (in.) (in.) (in.) (ft) (p) (ksi) (ksi) Jt.1 Jt.2 No. 25000 8.00 0.3750 0.1345 11.00 11.00 14.28 353.6 55.00 55.00 SS SS 3P 25001 8.00 0.3750 0.1345 11.00 11.00 14.28 353.6 55.00 55.00 SS SS 3P Spandrel Beam Connection Design (ASD To al Frame Weight = 707.1 (p) (Includes all plates) Boundary Condition Summa Member Connection Plate Bolt Group Edge Weld Beam Cope Mem. Jt. Type Thick. Height Length Fy Diam. Spec/Jt. Bolts Rows Gage Pitch 'a' Size Side C Depth Id No. in -k in. in. in. ksi in. % n r in. in. in. in. 9 in. in. 2,1 1 ST 0.375 7.00 4.50 55 0.750 A325N/ST 2 1 0.00 3.00 2.50 (2(-0.1250 FO 5.88 1.00 2,1 2 ST 0.375 7.00 4.50 55 0.750 A325N/ST 2 1 0.00 3.00 2.50 (2(-0.1250 FO 5.88 1.00 Boundary Condition Summa Member Required Strength Y -Loc Available Strength Ratio Min. Thickness Mem. Jt. Load Axial Shear Beam Moment Pr Angle Bolt Group Balt Shear Bearing Rupture Max. Ratio Description Beam Web Column Id No. Case k k in -k k Deg. C % % % % Shear in. in. 2,1 1 9 0.48 -5.21 0.00 5.23 5.3 1.03 0.43 0.48 0.22 0.53 OK->CopedBeamFlexure 0.0975 0.0884 2,1 2 9 -0.48 -5.21 0.00 5.23 5.3 1.03 0.43 0.48 0.22 0.53 OK->CopedBeamFlexure 0.0975 0.0884 Boundary Condition Summa Member X -Loc Y -Loc Supp. X Supp. Y Moment Displacement X(in.) Displacement Y(in.) Displacement ZZ(rad.) 25000 0/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 25001 28/8/0 0/0/0 No Yes No 0/0/0 0/0/0 0.0000 Frame Design Member Summary - Controlling Load Parameters Used for Axial and Flexural Des en Mem. Controlling Cases Required Strength Available Strength Strength Ratios Ag Afn lxx Axial Sx Axial Shear Mom -x Mom -y Axial Shear Mom -x Mom -y Axial Qa Mem. Loc. Depth + Shear Pr Vr Mrx Mry Pc Vc Mcx Mcy + Shear No. ft in. Flexure k k in -k in -k k k in -k in -k Flexure 33.00 25000 14.33 11.00 9 903.18 -0.5 1.00 -447.7 0.0 40.i 25001 441.7 351.3 1.02 344.0 25000 0.00 11.00 32.00 3 8.00 -5.2 12.05 0.29 903.18 20.1 1.00 1.07 0.97 0.26 25001 0.00 11.00 9 -0.5 -447.7 0.0 40.7 441.7 351.3 1.02 25001 14.33 11.00 3 5.Z 20.1 0.26 Parameters Used for Axial and Flexural Des en Mem. Loc. Lx Ly/Lt Lb Ag Afn lxx Iyy Sx Sy Zx Zy J Cw Cb Rpg Rpc Qs Qa No. ft in. in. in. in.2 in.2 in.4 in.4 in.3 in.3 in.3 in.3 in.4 in.6 25000 14.33 344.00 344.0 344.0 7.38 3.00 181.48 32.00 33.00 8.00 35.41 12.05 0.29 903.18 1.14 1.00 1.07 0.97 1.00 25001 0.00 344.00 344.0 344.0 7.38 3.00 181.48 32.00 33.00 8.00 35.41 12.05 0.29 903.18 1.14 1.00 1.07 0.97 1.00 Deflection Load Combinations - Framin No. Origin Factor Def H Def V Application Description 1 System 1.000 240 240 0.5 E> E> 2 System 1.000 240 240 0.5 <E <E 3 System 1.000 240 240 0.42 Wl> W I > 4 System 1.000 240 240 0.42 <W2 <W2 Controlling Frame Deflection Ratios for Cross Section: Precast Panel Support Beam(Id= Description (Max. Ratio Deflection (in.) Member Joint Load Case Load Case Description Horizontal Deflection (L1468) 0.734 25001 1 3 W I> * Negative horizontal deflection is left * Negative vertical deflection is down Lateral deflections of primary frames are calculated on a bare frame basis and do not include resistance from systems such as roof and endKall diaphragms or partial base fixity. Therefore, these deflections may be considerably overstated. File: Mutual Material - Open Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc. Version: 2018.1c 18-038165 Design Calculations Date: 9/24/2018 Time: 02:10 :PM Page: 41 of 90 Precast Panel Support Beam(Id=2,2) Frame Member Sizes Mem. No. Flg Width (in.) Flg Thk (in.) Web Thk (in.) Depth] (in.) Depth2 (in.) Length (ft) Weight (p) Flg Fy (ksi) Web Fy (ksi) Splice Jt.1 Codes Jt.2 Shape 25000 25001 8.00 8.00 0.3750 0.3750 0.1345 0.1345 11.00 11.00 11.00 11.00 14.28 14.28 353.6 353.6 55.00 55.00 55.00 55.00 SS SS SS SS 3P 3P To al Frame Weight = 707.1 (p) (Includes all plates) Spandrel Beam Connection Desi¢n (ASD Boundary Condition Summars Member Connection Plate Bolt Group Edge Weld Beam Cope Mem. Jt. Type Thick. Height Length Fy Diam. Spec/Jt. Bolts Rows Gage Pitch 'a' Size Side C Depth Id No. in -k in. in. in. ksi in. % n r in. in. in. in. 9 in. in. 2,2 1 ST 0.375 7.00 4.50 55 0.750 A325N/ST 2 1 0.00 3.00 2.50 (2(-0.1250 FO 5.88 1.00 2,2 2 ST 0.375 7.00 4.50 55 0.750 A325N/ST 2 I 0.00 3.00 2.50 (2(-0.1250 FO 5.88 1.00 Boundary Condition Summars Member Required Strength Y -Loc Available Strength Ratio Min. Thickness Mem. Jt. Load Axial Shear Beam Moment Pr Angle Bolt Group Bolt Shear Bearing Rupture Max. Ratio Description Beam Web Column Id No. Case k k in -k k Deg. C % % % % Shear in. in. 2,2 1 9 0.36 -5.21 0.00 5.22 3.9 1.03 0.42 0.48 0.22 0.53 OK->CopedBeamflexure 0.0975 0.0884 2,2 2 9 -0.36 -5.21 0.00 5.22 3.9 1.03 0.42 0.48 0.22 0.53 OK->CopedBeamFlexure 0.0975 0.0884 Boundary Condition Summars Member X -Loc Y -Loc Supp. X Supp. Y Moment Displacement X(in.) Displacement Y(in.) Displacement ZZ(rad.) 25000 0/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 25001 28/8/0 0/0/0 No Yes No 0/0/0 0/0/0 0.0000 Frame Design Member Summary - Controlline Load Parameters Used for Axial and Flexural Design Mem. Controll'ng Cases Required Strength Available Strength Strength Ratios Ag Afn Ixx Axial Sx Axial Shear Mom -x Mom -y Axial Shear Mom -x Mom -y Axial Qa Mem. Loc. Depth + Shear Pr Vr Mrx MI), Pc Vc Mcx Mcy + Shear No. ft in. Flexure k k in -k in -k k k in -k in -k Flexure 33.00 25000 14.33 11.00 9 903.18 -0.4 1.00 -447.7 0.0 40.7 25001 441.7 351.3 1.02 344.0 25000 0.00 11.00 32.00 3 8.00 -5.2 12.05 0.29 903.18 20.1 1.00 1.07 0.97 0.26 25001 0.00 11.00 9 -04 -447.7 0.0 40.7 441.7 351.3 1.02 25001 14.33 11.00 3 5.2 20.1 0.26 Parameters Used for Axial and Flexural Design Mem. Loc. Lx Ly/Lt Lb Ag Afn Ixx lyy Sx Sy Zx Zy J Cw Cb Rpg Rpc Qs Qa No. ft in. in. in. in.2 in.2 in.4 in.4 in.3 in.3 in.3 in.3 in.4 in.6 25000 14.33 344.00 344.0 344.0 7.38 3.00 181.48 32.00 33.00 8.00 35.41 12.05 0.29 903.18 1.14 1.00 1.07 0.97 1.00 25001 0.00 344.00 344.0 344.0 7.38 3.00 181.48 32.00 33.00 8.00 35.41 12.05 0.29 903.18 1.14 1.00 1.07 0.97 1.00 Deflection Load Combinations - Framin No. Origin Factor Def H Def V Application Description 1 System 1.000 240 240 0.5 E> E> 2 System 1.000 240 240 0.5 <E <E 3 System 1.000 240 240 0.42 W 1> W 1> 4 System 1.000 240 240 0.42 <W2 <W2 Controlling Frame Deflection Ratios for Cross Seed on: PrecastPanel Support Beam(Id=_ Description Ilax. Ratio Deflection (in.) Member Joint Load Case Load Case Description Horizontal Deflection (L/468) 0.734 25001 1 3 W 1> * Negative horizontal deflection is left * Negative vertical deflection is down Lateral deflections of primary frames are calculated on a bare frame basis and do not include resistance from systems such as roof and endwall diaphragms or partial base fixity. Therefore, these deflections may be considerably overstated. File: Mutual Material - Open Varco Pruden Buildings is a division of B1ueScope Buildings North America, Inc. Version: 2018.1c 18-038165 Design Calculations Date: 9/24/2018 Time: 02:10 PM Page: 42 of 90 Precast Panel Support Beam(Id=2,3) Frame Member Sizes Mem. No. Flg Width (in.) Flg Thk (in.) Web Thk (in.) Depth] (in.) Depth2 (in.) Length (ft) Weight (p) Flg Fy (ksi) Web Fy (ksi) Splice Jt.1 Codes Jt.2 Shape 25000 25001 8.00 8.00 0.3750 0.3750 0.1345 0.1345 11.00 11.00 11.00 11.00 14.28 14.28 353.6 353.6 55.00 55.00 55.00 55.00 SS SS SS SS 3P 3P To al Frame Weight = 707.1 (p) (Includes all plates) Spandrel Beam Connection Design (ASD Boundary Condition Summary Member Connection Plate Bolt Group Edge Weld Beam Cope Mem. Jt. Type Thick. Height Length Fy Diam. Spec/Jt. Bolts Rows Gage Pitch 'a' Size Side C Depth Id No. in -k in. in. in. ksi in. % n r in. in. in. in. 7 in. in. 2,3 1 ST 0.375 7.00 4.50 55 0.750 A325N/ST 2 1 0.00 3.00 2.50 (2(-0.1250 FO 5.88 1.00 2,3 2 ST 0.375 7.00 4.50 55 0.750 A325N/ST 2 1 0.00 3.00 2.50 (2(-0.1250 FO 5.88 1.00 Boundary Condition Summary Member Required Strength Y -Loc Available Strength Ratio Min. Thickness Mem. Jt. Load Axial Shear Beam Moment Pr Angle Bolt Group Bolt Shear Bearing Rupture Max. Ratio Description Beam Web Column Id No. Case k k in -k k Deg. C % % % % Shear in. in. 2,3 1 7 0.38 -5.21 0.00 5.22 4.2 1.03 0.42 0.48 0.22 0.53 OK->CopedBeamFlexure 0.0975 0.0885 2,3 2 7 -0.38 -5.21 0.00 5.22 4.2 1.03 0.42 0.48 0.22 0.53 OK->CopedBeamFlexure 0.0975 0.0885 Boundary Condition Summary Member X -Loc Y -Loc Supp. X Supp. Y Moment Displacement X(in.) Displacement Y(in.) Displacement ZZ(rad.) 25000 0/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 25001 28/8/0 0/0/0 No Yes No 0/0/0 . 0/0/0 0.0000 Frame Desi to Member Summary - Control' ne Load Case and Maximum Combined Stresses per Member (Locations are from Joint 1 Parameters Used for Axial and Flexural Des en Mem. Controll'ng Cases Required Strength Available Strength Strength Ratios Ag Afn Ixx Axial Sx Axial Shear Mom -x Mom -y Axial Shear Mom -x Morn -y Axial Qa Mem. Loc. Depth + Shear Pr Vr Mrx Mry Pc Vc Mcx Mcy + Shear No. ft in. Flexure k k in -k in -k k k in -k in -k Flexure 33.00 25000 14.33 11.00 7 903.18 -0.4 1.00 -447.7 0.0 40.7 25001 441.7 351.3 1.02 344.0 25000 0.00 11.00 32.00 3 8.00 -5.2 12.05 0.29 903.18 20.1 1.00 1.07 0.97 0.26 25001 0.00 11.00 7 -0.4 -447.7 0.0 40.7 441.7 351.3 1.02 25001 14.33 11.00 3 5.2 20.1 0.26 Parameters Used for Axial and Flexural Des en Mem. Loc. Lx Ly/Lt Lb Ag Afn Ixx Iyy Sx Sy Zx Zy J Cw Cb Rpg Rpc Qs Qa No. ft in. in. in. in.2 in.2 in.4 in.4 in.3 in.3 in.3 in.3 in.4 in.6 25000 14.33 344.00 344.0 344.0 7.38 3.00 181.48 32.00 33.00 8.00 35.41 12.05 0.29 903.18 1.14 1.00 1.07 0.97 1.00 25001 0.00 344.00 344.0 344.0 7.38 3.00 181.48 32.00 33.00 8.00 35.41 12.05 0.29 903.18 1.14 1.00 1.07 0.97 1.00 Deflection Load Combinations - Framin No. Origin Factor Def H Def V Application Description 1 System 1.000 240 240 0.5 E> E> 2 System 1.000 240 240 0.5 <E <E 3 System 1.000 240 240 0.42 Wl> WI> 4 System 1.000 240 240 0.42 <W2 <W2 Controlling Frame Deflection Ratios for Cross Section: Precast Panel Support Bea 1c1=2 * Negative horizontal deflection is left * Negative vertical deflection is down Lateral deflections of primary frames are calculated on a bare name basis and do not include resistance from systems such as roof and endwall diaphragms or partial base fixity. Therefore, these deflections may be considerably overstated. File: Mutual Material - Open Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc. Version: 2018.1c Ratio Deflection (in.) Member Joint Load Case Load Case Description INIDescription ax. Horizontal Deflection (L/468) 0.734 25001 1 3 WI> * Negative horizontal deflection is left * Negative vertical deflection is down Lateral deflections of primary frames are calculated on a bare name basis and do not include resistance from systems such as roof and endwall diaphragms or partial base fixity. Therefore, these deflections may be considerably overstated. File: Mutual Material - Open Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc. Version: 2018.1c 18-038165 Design Calculations Date: 9/24/2018 Time: 02:10 PM Page: 43 of 90 Precast Panel Support Beam(Id=3,1) Frame Member Sizes Mem. No. Flg Width (in.) Flg Thk (in.) Web Thk (in.) Depth] (in.) Depth2 (in.) Length (ft) Weight (p) Flg Fy (ksi) Web Fy (ksi) Splice Jt.1 Codes Jt.2 Shape 25000 25001 8.00 8.00 0.3750 0.3750 0.1345 0.1345 13.00 13.00 13.00 13.00 14.53 14.53 373.1 374.4 55.00 55.00 55.00 55.00 SS SS SS SS 3P 3P To al Frame Weight = 747.6 (p) (Includes all plates) Spandrel Beam Connection Design (ASD Boundary Condition Summary Member Connection Plate Bolt Group Edge Weld Beam Co e Mem. Jt. Type Thick. Height Length Fy Diam. Spec/Jt. Bolts Rows Gage Pitch 'a' Size Side C Depth Id No. in -k in. in. in. ksi in. % n r in. in. in. in. 7 in. in. 3,1 1 ST 0.375 7.00 4.50 55 0.750 A325N/ST 2 1 0.00 3.00 2.50 (2(-0.1250 FO 5.88 1.00 3,1 2 ST 0.375 7.00 4.50 55 0.750 A325N/ST 2 1 0.00 3.00 2.50 (2(-0.1250 FO 4.38 0.88 Boundary Condition Summary Member Required Strength Y -Loc Available Strength Ratio Min. Thickness Mem. Jt. Load Axial Shear Beam Moment Pr Angle Bolt Group Bolt Shear Bearing Rupture Max. Ratio Description Beam Web Column Id No. Case k k in -k k Deg. C % % % % Shear in. in. 3,1 1 7 0.54 -5.29 0.00 5.32 5.8 1.03 0.43 0.49 0.18 0.49 OK->BearingAt: Beam Web 0.0656 0.0890 3,1 2 7 -0.54 -5.29 0.00 5.32 5.8 1.03 0.43 0.49 0.18 0.49 OK->BearingAt: Beam Web 0.0656 0.0890 Boundary Condition Summary Member X -Loc Y -Loc Supp. X Supp. Y Moment Displacement X(in.) Displacement Y(in.) Displacement ZZ(rad.) 25000 0/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 25001 29/2/0 0/0/0 No Yes No 0/0/0 0/0/0 0.0000 Frame Design Member Summary - Controll ng Load Case and Maximum Combined Stresses per Member (Locations Parameters Used for Axial and Flexural Des an Mem. Controll'ng Cases Required Strength Available Strength Strength Ratios Ag Afn Ixx Axial Sx Axial Shear Mom -x Mom -y Axial Shear Mom -x Mom -y Axial Qa Mem. Loc. Depth + Shear Pr Vr Mrx Mry Pc Vc Mex Mcy + Shear No. ft in. Flexure k k in -k in -k k k in -k in -k Flexure 39.96 25000 14.58 13.00 7 1275.22 -0.5 1.00 -463.0 0.0 39.3 25001 465.5 347.1 1.00 350.0 25000 0.00 13.00 32.00 3 8.00 -5.3 12.06 0.29 1275.22 16.6 1.00 1.07 0.95 0.32 25001 0.00 13.00 7 -0.5 -463.0 0.0 39.3 465.5 347.1 1.00 25001 14.58 13.00 3 5.3 16.6 0.32 Parameters Used for Axial and Flexural Des an Mem. Loc. Lx Ly/Lt Lb Ag Afn Ixx Iyy Sx Sy Zx Zy J Cw Cb Rpg Rpc Qs Qa No. ft in. in. in. in.2 in.2 in.4 in.4 in.3 in.3 in.3 in.3 in.4 in.6 25000 14.58 350.00 350.0 350.0 7.65 3.00 259.76 32.00 39.96 8.00 42.92 12.06 0.29 1275.22 1.14 1.00 1.07 0.95 0.99 25001 0.00 350.00 350,0 350.0 7.65 3.00 259.76 32.00 39.96 8.00 42.92 12.06 0.29 1275.22 1.14 1.00 1.07 0.95 0.99 Deflection Load Combinations - Framin No. Origin Factor Def H Def V Application Description 1 System 1.000 240 240 0.5 E> E> 2 System 1.000 240 240 0.5 <E <E 3 System 1.000 240 240 0.42 WI> - W 1> 4 System 1.000 240 240 0.42 <W2 <W2 Controlling Frame Deflection Ratios for Cross Section: Precast Panel Support Beam (Id -3,1 Description Ratio Deflection (in.) Member Joint Load Case Load Case Description Max. Horizontal Deflection (L/637) 0.549 25001 I 3 W I> * Negative horizontal deflection is left * Negative vertical deflection is down Lateral deflections of primary frames are calculated on a bare frame basis and do not include resistance from systems such as roof and endwall diaphragms or partial base fixity. Therefore, these deflections may be considerably overstated. File: Mutual Material - Open Varco Pruden Buildings is a division of B1ueScope Buildings North America, Inc. Version: 2018.1 c 18-038165 Design Calculations Date: 9/24/2018 Time: 02:10 PM Page: 44 of 90 10" CMU Wall 24VV3B0 File: Mutual Material - Open Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc. Version: 2018.1c 18-038165 Design Calculations Date: 9/24/2018 Time: 02:10 PM Page: 45 of 90 Ledger angle(Id=1,1) : MC6X7 Frame Member Sizes Mem. No. Flg Width (in.) Flg Thk (in.) Web Thk (in.) Depth] (in.) Depth2 (in.) Length (ft) Weight (p) Flg Fy (ksi) Web Fy (ksi) Splice Jt.l Codes Jt.2 Shape 25000 25001 1.88 1.88 0.2910 0.2910 0.1790 0.1790 6.00 6.00 6.00 6.00 13.00 13.05 7.0 7.0 50.00 50.00 50.00 50.00 SS SS SS SS MC MC Total Frame Weight - 14.0 (p) (Includes all plates) Spandrel Beam Connection Desit=.n (ASD) Boundary Condition Summary Member Connection Plate Bolt Group Edge Weld Beam Co e Mem. Jt. Type Thick. Height Length Fy Diam. Spec/Jt. Bolts Rows Gage Pitch 'a' Size Side C Depth )d No. in -k in. in. in. ksi in. % n r in. in. in. in. 3 in. in. 1.1 1 ST 0.375 7.00 4.50 55 0.750 A325N/ST 2 1 0.00 3.00 2.50 (2(-0.1250 None 0.00 0.00 1,1 2 0.00 0.000 0.00 0.00 0 0.000 0.0000 0 0 0.00 0.00 0.00 (0(-0.0000 19.3 0.00 0.00 Boundary Condition Summary Member Required Strength Y -Loc Available Strength Ratio Min. Thickness Mem. Jt. Load Axial Shear Beam Moment Pr Angle Bolt Group Bolt Shear Bearing Rupture Max. Ratio Description Beam Web Column Id No. Case k k in -k k Deg. C % % % % Shear in. in. 1,1 1 3 0.00 0.48 0.00 0.48 0.0 1.03 0.04 0.04 0.03 0.38 OK->ClipLocalBuckling 0.0063 0.1875 1,1 2 -1 0.00 0.00 0.00 0.00 0.0 0.00 0.00 0.00 0.00 0.00 2.17 0.0000 0.0000 Boundary Condition Summary Member X -Loc Y -Loc Supp. X Supp. Y Moment Displacement X(in.) Displacement Y(in.) Displacement ZZ(rad.) 25001 26/1/1 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 0 0/0/0 0/0/0 No Yes No 0/0/0 0/0/0 0.0000 Frame Design Member Summary - Control] ng Load Case and Maximum Combined Stresses per Membe Parameters Used for Axial and Flexural Deslun Mem. Controlling Cases Required Strength Available Strength Strength Ratios Ag Afn Ixx Axial Sx Axial Shear Mom -x Mom -y Axial Shear Mom -x Mom -y Axial Qa Mem. Loc. Depth + Shear Pr Vr Mrx Mry Pc Vc Mex Mcy + Shear No. ft in. Flexure k k in -k in -k k k in -k in -k Flexure 3.81 25000 4.35 6.00 3 0.00 0.0 1.00 21.6 0.0 0.9 25001 22.7 21.1 0.95 313.1 25000 2.17 6.00 0.60 3 0.44 0.5 0.87 0.05 0.00 19.3 1.00 1.18 1.00 0.02 25001 0.00 6.00 3 0.0 12.3 0.0 0.9 22.7 21.1 0.54 25001 13.05 6.00 3 -0.4 19.3 0.02 Parameters Used for Axial and Flexural Deslun Mem. Loc. Lx Ly/Lt Lb Ag Afn Ixx lyy Sx Sy Zx Zy J Cw Cb Rpg Rpc Qs Qa No. ft in. in. in. in.2 in.2 in.4 in.4 in.3 in.3 in.3 in.3 in.4 in.6 25000 4.35 313.08 313.1 313.1 2.09 0.55 11.40 0.60 3.81 0.44 4.50 0.87 0.05 0.00 1.69 1.00 1.18 1.00 1.00 25001 0.00 313.08 313.1 313.1 2.09 0.55 11.40 0.60 3.81 0.44 4.50 0.87 0.05 0.00 1.69 1.00 1.18 1.00 1.00 Deflection Load Combinations - Framin No. Origin Factor Def H Def V Application Description 1 System 1.000 240 240 0.5 E> E> 2 System 1.000 240 240 0.5 <E <E 3 System 1.000 240 240 0.42 W 1> W 1> 4 System 1.000 240 240 0.42 <W2 <W2 Controlling Frame Deflection Ratios for Cross Section: Leder angle(Id=1.1) : MC6X7 Description Ratio Deflection (in.) Member Joint Load Case Load Case Description ax. Horizontal Deflection (L/979) -0.320 25001 1 3 W I> * Negative horizontal deflection is left * Negative vertical deflection is down Lateral deflections of primary frames are calculated on a bare frame basis and do not include resistance from systems such as roof and endwall diaphragms or partial base fixity. Therefore, these deflections may be considerably overstated. File: Mutual Material - Open Varco Pruden Buildings is a division of B1ueScope Buildings North America, Inc. Version: 2018.1c 18-038165 Design Calculations Date: 9/24/2018 Time: 02:10 PM Page: 46 of 90 Open Dimension Key 1 6" 2 1'-0" 2R -Fr 21? -11" 7A"8" �L b VrlrctAI IUVAI 13 CI -7 File: Mutual Material - Open Version: 2018.1c Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc. f'*r"-- 11 18-038165 Design Calculations 1,1 '{1 1,1 1,1 1.1 1.2 12 X 12 113 Date: 9/24/2018 Time: 02:10 PM Page: 47 of 90 3--- 17 19 X42X 1,1 1,4 1/1 14 1,4 15 1,5 !k5 15 X4AX .7 xe.R2R-R" as -r 1W X 15 Maximum Secondary Desi ns for Shape Mutual Materials on Side A Des Id Len (ft) Description - Fy(ksi) Design Status Detail Lap (in.) Exterior Interior Exterior % And % Shr % Cmb % Wcp Ld Cs Lap (in.) % And % Shr % Cmb % Wcp Ld Cs % And % Shr % Cmb % Wcp Ld Cs Lap (in.) 1.1 29.67 10.00x0.073 Z Con -60.0 Yes 46.5 -0.20 (L'1711) 99.88 1 1.0SMS 1 1.00 0.48 0.93 0.00 1 0.69 0.35 0.91 0.90 1 46.5 1,2 28.67 10.00x0.060 Z Con -60.0 Yes 34.5 0.69 0.30 0.91 0.90 1 22.5 0.92 0.62 0.97 0.00 1 0.56 0.36 0.86 0.96 1 22.5 1,3 28.67 10.00x0.060 Z Con -60.0 Yes 22.5 0.56 0.39 0.86 0.96 1 22.5 0.85 0.67 0.97 0.00 1 0.56 0.39 0.86 0.96 1 22.5 1,4 28.67 10.00x0.060 Z Con -60.0 Yes 22.5 0.56 0.36 0.86 0.96 1 22.5 0.92 0.62 0.97 0.00 1 0.64 0.25 0.83 0.81 1 22.5 1,5 29.42 10.00x0.079 Z Con -60.0 Yes 46.5 0.64 0.30 0.83 0.81 1 46.5 0.00 0.36 0.00 0.98 2 2,1 29.67 10.00x0.060 Z Con -60.0 Yes 46.5 0.11 0.08 0.80 0.00 37 0.34 0.13 0.36 0.00 2 16.5 2,2 28.67 10.00x0.088 Z Con -60.0 Yes 34.5 0.06 0.02 0.58 0.00 37 34.5 0.09 0.03 0.97 0.00 37 0.03 0.01 0.40 0.00 37 34.5 2,3 28.67 10.00x0.113 Z Con -60.0 Yes 22.5 0.03 0.01 0.60 0.00 37 16.5 0.03 0.00 1.03 0.00 37 0.03 0.01 0.70 0.00 37 16.5 2,4 28.67 10.00x0.060 Z Con -60.0 Yes 22.5 0.03 0.01 0.20 0.00 35 22.5 0.87 0.42 0.81 0.00 2 0.44 0.23 0.50 0.00 2 22.5 2,5 29.42 10.00x0.060 Z Con -60.0 Yes 46.5 0.44 0.27 0.51 0.00 2 16.5 0.72 0.48 0.75 0.00 2 3,1 29.67 10.00x0.098 Z Con -60.0 Yes 46.5 0.59 0.00 0.93 0.00 25 0.48 0.16 0.62 0.53 28 46.5 3,2 28.67 10.00x0.068 Z Con -60.0 Yes 34.5 0.50 0.14 0.60 0.54 1 22.5 0.75 0.42 0.94 0.00 28 0.41 0.19 0.58 0.60 1 22.5 3,3 28.67 10.00x0.079 Z Con -60.0 Yes 22.5 0.40 0.20 0.63 0.59 34 22.5 0.44 0.00 1.02 0.00 31 0.33 0.16 0.63 0.00 31 22.5 3,4 28.67 10.00x0.068 Z Con -60.0 Yes 22.5 0.41 0.19 0.58 0.60 1 22.5 0.74 0.41 1.00 0.00 34 0.43 0.10 0.51 0.43 34 22.5 3,5 29.42 10.00x0.113Z Con -60.0 Yes 46.5 0.43 0.12 0.61 0.43 34 46.5 0.49 0.00 0.88 0.00 31 4,1 29.67 10.00x0.113 EZ Sim -60.0 Yes 0.0 0.79 0.00 1.01 0.00 25 4,2 28.67 10.00x0.113 EZ Sim -60.0 Yes 0.0 0.76 0.00 0.98 0.00 25 4,3 28.6710.00x0.113 EZ Sim -60.0 Yes 0.0 0.76 0.00 0.90 0.00 31 4,4 28.6710.00x0.113 EZ Sim -60.0 Yes 0.0 0.47 0.00 0.66 0.00 31 4,5 29.4210.00x0.113 EZ Sim -60.0 Yes 0.0 0.49 0.00 0.68 0.00 31 Maximum Secondary Deflections for Shape Mutual Materials on Side A Design Id Segment Deflection(in.) Ratio Location(ft) Load Case Description 1 1 -1.33 (L/263) 13.00 1 1.0SMS 1 2 -0.19 (L11767) 45.54 1 1.0SMS 1 3 -0.71 (L/483) 72.71 1 1.OSMS 1 4 -0.20 (L'1711) 99.88 1 1.0SMS 1 5 -1.25 (L/279) 132.04 1 1.0SMS 2 1 -0.58 (IJ606) 13.00 1 1.0SMS 2 2 0.05 (L/7159) 33.54 1 1.OSMS 2 3 -0.16 (112159) 72.71 1 1.0SMS 2 4 -0.09 (113902) 99.88 1 1.0SMS 2 5 -0.62 (L'561) 132.04 1 1.0SMS 3 1 -1.01 (11348) 13.00 1 1.0SMS 3 2 -0.19 (111785) 45.04 1 1.0SMS 3 3 -0.55 (11630) 72.71 1 1.0SMS 3 4 -0.20 (L/1709) 100.38 1 1.0SMS File: Mutual Material - Open Varco Pruden Buildings is a division of B1ueScope Buildings North America, Inc. Version: 2018.1c 18-038165 Design Calculations 3 4 4 4 4 4 5 2 3 4 5 -0.89 -0.92 -0.86 -0.86 -0.60 -0.65 (U392 ) (L1382) (U402 ) ( U402 ) (L/570) ( U542 ) 132.04 15.00 44.17 72.83 101.50 130.17 1.OSMS 1.OSMS 1.OSMS 1.0SMS 1.0SMS 1.0SMS Date: 9/24/2018 Time: 02:10 PM Page: 48 of 90 Purlin Anchors Forces for Shape Mutual Materials Roof A, Psnel Type is PR Pitch = -1 000• 'a Bay Thickness Load(psf) Ld Case # Purlins Length Simple? Diaphragm Width Allowable Defl Actual Defl 1 0.073 -29.11 1 7 29.67 zzzzz 26.09 0.989 0.039 2 0.060 -29.11 1 7 28.67 26.09 0.956 0.035 3 0.060 -29.11 1 7 28.67 26.09 0.956 0.035 4 0.060 -29.11 1 7 28.67 26.09 0.956 0.035 5 0.079 -32.78 _ 2 7 29.42 26.09 0.981 0.043 Reference Frm-Line Located 04 Force per Anch. Line(k) Force per Anchor Anch. Allow Req'd AR Anchors Actual AR, STD Required Stiffness Available Stiffness Diaphragm Allow Diaphragm Shr Diaphragm Stress Ratio 1(0.00) Frame 0.03D 0.0113 (k) 0.49W 0 0, 1 0.101 3.746 0.126 0.001 0.006 2(29.67) Frame 0.28D 0.0613 (k) 0.48W 0 0, 1 1.134 6.704 0.126 0.003 0.023 3(58.33) Frame 0.44D 0.12D (k) 0.48W 0 0, 1 1.762 5.499 0.126 0.004 0.028 4(87.00) Frame 0.44D O.I2D (k) 0.48W 0 0, 1 1.762 5.499 0.126 0.004 0.028 5(115.67) Frame 0.2313 0.05D (k) 0.50W 0 0, 1 0.931 7.370 0.126 0.004 0.032 6(145.08) Frame 0.03U 0.0IU (k) 0.50W 0 0, 1 0.129 4.264 0.126 0.001 0.008 File: Mutual Material - Open Version: 2018.1c Varco Pruden Buildings is a division of B1ueScope Buildings North America, Inc. 18-038165 Design Calculations Date: 9/24/2018 Time: 02:10 PM Page: 49 of 90 1w 2c1-7 2e -ft" File: Mutual Material - Open Version: 20 I8. l c Varco Pruden Buildings is a division of B1ueScope Buildings North America, Inc. 18-038165 Design Calculations • trie,..af Date: 9/24/2018 Time: 02:10 PM Page: 50 of 90 9R-cr. Mosbandomeaws monamassIMMEingte- "MO ASIR* —40,M Ij File: Mutual Material - Open Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc. Version: 2018.1c 18-038165 Design Calculations Date: 9/24/2018 Time: 02:10 PM Page: 51 of 90 Loads and Codes - Shape: Mutual Materials City: Seattle County: King Building Code: 2015 International Building Code Building Risk/Occupancy Category: II (Standard Occupancy Structure) Dead and Collateral Loads Collateral Gravity:3.00 psf Collateral Uplift: 0.00 psf Wind Load Wind Speed: Vult: 110.00 (Vasd: 85.21) mph The 'AH Heights' Method is Used Wind Exposure: C - Kz: 0.963 Parts Wind Exposure Factor: 0.963 Wind Enclosure: Partially Enclosed Topographic Factor: Kzt: 1.0000 NOT Windbome Debris Region Base Elevation: 0/0/0 Primary Zone Strip Width: 2a: 13/8/0 Parts / Portions Zone Strip Width: a: 3/0/0 Basic Wind Pressure: q: 25.36 psf State: Washington Structural: 10AISC - ASD Cold Form: I2AISI - ASD Roof Covering + Second. Dead Load: 2.68 psf Frame Weight (assumed for seismic):3.45 psf - USR Snow Load Ground Snow Load: pg: 25.00 psf Flat Roof Snow: pf: 21.00 psf Design Snow (Sloped): ps: 21.00 psf Rain Surcharge: 0.00 Specified Minimum Roof Snow: 25.00 psf (USR) Exposure Factor: 2 Partially Exposed - Ce: 1.00 Snow Importance: Is: 1.000 Thermal Factor: Unheated - Ct: 1.20 Ground / Roof Conversion: 0.70 Longitudinal Direction Parameters Special Reinforced Masonry Shear Wall Redundancy Factor: Rho: 1.30 Fundamental Period: Ta: 0.2462 R -Factor: 5.50 Overstrength Factor: Omega: 2.50 Deflection Amplification Factor: Cd: 4.00 Base Shear: V: 0.3077 x W Deflection Conditions Frames are vertically supporting:Metal Roof Purlins and Panels Frames are laterally supporting:Metal Wall Girts and Panels Deflection Limit Override H/200 Purlins are supporting:Metal Roof Panels Girts are supporting:Unreinforced Masonry Wall Country: United States Rainfall: I: 4.00 inches per hour fc: 3000.00 psi Concrete Roof Live Load Roof Live Load: 20.00 psf Reducible Seismic Load Lateral Force Resisting Systems using Equivalent Force Procedure Mapped MCE Acceleration: Ss: 150.80 %g Mapped MCE Acceleration: S 1: 56.90 %g Site Class: Stiff soil (D) Seismic Importance: Ie: 1.000 Design Acceleration Parameter: Sds: 1.0000 Design Acceleration Parameter: Sdl: 0.5690 Seismic Design Category: D Seismic Snow Load: 0.00 psf % Snow Used in Seismic: 0.00 Diaphragm Condition: Flexible Fundamental Period Height Used: 28/5/0 Transverse Direction Parameters Ordinary Steel Moment Frames Redundancy Factor: Rho: 1.30 Fundamental Period: Ta: 0.4074 R -Factor: 3.50 Overstrength Factor: Omega: 2.50 Deflection Amplification Factor: Cd: 3.00 Base Shear: V: 0.2857 x W Longitudinal Direction Parameters Ordinary Steel Moment Frames Redundancy Factor: Rho: 1.30 Fundamental Period: Ta: 0.4074 R -Factor: 3.50 Overstrength Factor: Omega: 2.50 Deflection. Amplification Factor: Cd: 3.00 Base Shear: V: 0.2857 x W File: Mutual Material - Open Varco Pruden Buildings is a division of B1ueScope Buildings North America, Inc. Version: 2018.1 c 18-038165 Design Calculations Date: 9/24/2018 Time: 02:10 PM Page: 52 of 90 rame Cross Section: 1.1 Dimension Key 1 1" 2 5" 3 l'-10 3/8" 4 2 @ 2'-6 3/8" 5 I'-8 1/2" Frame Clearances Horiz. Clearance between members I(CX001) and 4(CX002): 19'-1 3/4" Vert. Clearance at member 1(CX001): 24'-0 11/16" Vert. Clearance at member 4(CX002): 24'-9 3/4" Finished Floor Elevation = 100'-0" (Unless Noted Otherwise) File: Mutual Material - Open Varco Pruden Buildings is a division of B1ueScope Buildings North America, Inc. Version: 2018.1c 18-038165 Design Calculations Date: 9/24/2018 Time: 02:10 PM Page: 53 of 90 File: Mutual Material - Open Varco Pruden Buildings is a division of B1ueScope Buildings North America, Inc. Version: 20 l 8. l c WIN 18-038165 Design Calculations Frame Location Design Parameters: Date: 9/24/2018 Time: 02:10 PM Page: 54 of 90 Location Avg. Bay Space Description Angle Group Trib. Override Design Status 0/6/0 15/1/0 Rigid Frame 90.0000Stress System 1.000 Check Design Load Combinations - Frami No. Origin Factor Application Description 1 System 1.000 1.0 D + 1.0 CG + 1.0 SMS> D + CG + SMS> 2 System 1.000 1.0 D + 1.0 CG + 1.0 <SMS D + CG + <SMS 3 System 1.000 1.0D+1.0CG+1.OS>+1.0SD D+CG+S>+SD 4 System 1.000 1.0D+1.0CG+1.0<S+1.O SD D+CG+<S+SD 5 System 1.000 1.0 D + 1.0 CG + 0.6 WI> D + CG + WI> 6 System 1.000 1.0 D+ 1.0 CG + 0.6 <W1 D + CG + <W 1 7 System 1.000 1.0 D + 1.0 CG + 0.6 W2> D + CG + W2> 8 System 1.000 1.0 D + 1.0 CG + 0.6 <W2 D + CG + <W2 9 System 1.000 1.0 D + 1.0 CG + 0.6 WP D + CG + WP 10 System 1.000 0.6 MW MW - Wall: 1 11 System 1.000 0.6 MW MW - Wall: 2 12 System 1.000 0.6 MW MW - Wall: 3 13 System 1.000 0.6 MW MW - Wall: 4 14 System 1.000 0.6D+0.6CU+0.6W1> D+CU+WI> 15 System 1.000 0.6 D + 0.6 CU •+ 0.6 <W1 D +. CU + <W I 16 System 1.000 0.6 D + 0.6 CU + 0.6 W2> D + CU + W2> 17 System 1.000 0.6 D + 0.6 CU + 0.6 <W2 D + CU + <W2 18 System 1.000 0.6D+0.6CU+0.6WP D+CU+WP 19 System 1.000 1.OD+I.00G+0.75S+0.45W1> D+CG+S+W1> 20 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 <W 1 D + CG + S + <W 1 21 System 1.000 1.0D+1.0 CG + 0.75 S+ 0.45 W2> D + CG + S + W2> 22 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 <W2 D+CG+S+<W2 23 System 1.000 1.0 D+ 1.0 CG + 0.75 S + 0.45 WP D+CG+S+WP 24 System 1.000 1.0 D _ 1.0 CG + 0.91 E> + 0.7 EG+ D + CG + E> + EG+ 25 System 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ D + CG + <E + EG+ 26 System 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- D+ CU + F>+ EG - 27 System 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- D+CU+<E+EG- 28 Special 1.000 1.0 D+ 1.0 CG + 1.75 E>+ 0.7 EG+ D + CG + E> + EG+ 29 Special 1.000 1.0 D + 1.0 CG + 1.75 <E + 0.7 EG+ D + CG + <E + EG+ 30 Special 1.000 0.6 D + 0.6 CU + 1.75 E> + 0.7 EG- D + CU + E> + EG - 31 Special 1.000 0.6 D + 0.6 CU + 1.75 <E + 0.7 EG- D + CU + <E + EG - 32 OMF Connection 1.000 1.0 D + 1.0 CG + 2.45 E> + 0.7 EG+ D + CG + E> + EG+ 33 OMF Connection 1.000 1.0 D + 1.0 CG + 2.45 <E + 0.7 EG+ D + CG + <E + EG+ 34 OMF Connection 1.000 0.6 D + 0.6 CU + 2.45 E> + 0.7 EG- D + CU + E> + EG - 35 OMF Connection 1.000 0.6 D + 0.6 CU + 2.45 <E + 0.7 EG- D + CU + <E + EG - Frame Member Sizes Mem. No. Flg Width (in.) Flg Thk (in.) Web Thk (in.) Depthl (in.) Depth2 (in.) Length (ft) Weight (p) Flg Fy (ksi) Web Fy (ksi) Splice Jt.1 Codes Jt.2 Shape 1 8.00 0.3750 0.1875 12.00 36.00 26.44 1018.5 55.00 55.00 BP KN 3P 2 5.00 0.2500 0.1644 29.00 12.00 12.94 236.4 55.00 55.00 KN SS 3P 3 5.00 0.1875 0.1875 12.00 39.08 12.95 234.8 55.00 55.00 SS KN 3P 4 9.00 0.3750 0.2500 12.00 44.00 28.59 1419.4 55.00 55.00 BP KN 3P Boundary Condition Summa Total Frame Weight = 2909.1 (p) (Includes all plates) Member X -Loc Y -Loc Supp. X Supp. Y Moment Displacement X(in.) Displacement Y(in.) Displacement ZZ(rad.) 1 0/0/0 0/0/12 Yes Yes No 0/0/0 0/0/0 0.0000 4 26/0/0 0/0/12 Yes Yes No 0/0/0 0/0/0 0.0000 Values shown are resisting forces of the foundation. Base Connection Design is Based on 3000.00 (psi) Concrete Reactions - Unfactored Load Type at Frame Cross Section: Type Exterior Column Exterior Column X -Loc 0/0/0 26/0/0 Grid l - Grid2 1.1-B 1.1-A Base Plate W x L (in.) 9 X 13 10 X 13 Base Plate Thickness (in.) 0.375 0.375 File: Mutual Material - Open Varco Pruden Buildings is a division of B1ueScope Buildings North America, Inc. Version: 2018.1c 18-038165 Design Calculations Date: 9/24/2018 Time: 02:10 PM Page: 55 of 90 Anchor Rod Qty/Diam. (in.) Column Base Elev. 4 - 1.000 100' 0 3/4" 4 - 1.000 100'-0 3/4" Vertical Load (k) Reaction (k) D Load Type Desc. Hx Vy Hx Vy 0.0 1.2 1.2 D Frm 0.19 1.73 -0.19 2.04 - - - CG Frm 0.11 0.60 -0.11 0.58 - - - SMS> Frm 0.90 4.96 -0.90 4.84 - - - <SMS Frm 0.90 4.96 -0.90 4.84 - - - S> Frm 0.75 4.17 -0.75 4.07 - - - SD Fmt 0.03 0.07 -0.03 0.67 - - - <S Frm 0.75 4.17 -0.75 ' 4.07 - - - WI> Frm -4.15 -13.93 -6.62 -1.31 - - - <WI Frm -0.59 -4.71 2.21 -6.74 - - - W2> Frm - -1.23 1.46 -3.01 - - - <W2 Frm 3.56 7.99 10.30 -8.44 - - - WP Frm -4.39 -13.57 -8.34 1.41 - - - MW Frm - - - - - - - MW Frm 1.85 4.21 5.26 -4.21 - - - MW Frm - - - - - - - MW Frm -4.80 -3.88 -2.04 3.88 - - - CU Frm - - - - - - - S Frm 0.75 4.17 -0.75 4.07 - - - E> Frm -3.79 -8.64 -9.94 8.56 - - - EG+ Frm 0.07 0.36 -0.07 0.36 - - - <E Frm 3.79 8.64 9.94 -8.56 - - - EG- Frm -0.07 -0.36 0.07 -0.36 - - - SMS Frm 0.90 4.96 -0.90 4.84 - - - Sum of Forces with Reactions Check - Framin Load Type Horizontal Load (k) Reaction (k) Vertical Load (k) Reaction (k) D 0.0 0.0 4.0 3.8 CG 0.0 0.0 1.2 1.2 SMS> 0.0 0.0 9.8 9.8 <SMS 0.0 0.0 9.8 9.8 S> 0.0 0.0 8.2 8.2 SD 0.0 0.0 0.7 0.7 <S 0.0 0.0 8.2 8.2 WI> 9.7 10.8 15.2 15.2 <W1 • 2.4 1.6 11.4 11.4 W2> 1.8 1.5 4.2 4.2 <W2 13.9 13.9 0.4 0.5 WP 11.9 12.7 12.1 12.2 MW 0.0 0.0 0.0 0.0 MW 7.1 7.1 0.0 0.0 MW 0.0 0.0 0.0 0.0 MW 6.8 6.8 0.0 0.0 CU 0.0 0.0 0.0 0.0 S 0.0 0.0 8.2 8.2 E> 13.7 13.7 0.0 0.1 EG+ 0.1 0.0 0.7 0.7 <E 13.7 13.7 0.0 0.1 EG- 0.1 0.0 0.7 0.7 SMS 0.0 0.0 9.8 9.8 Maximum Combined Reactions Summary w th Factored Loads - Framing Note: All reactions are based on I st order structural analysis. X -Loc Grid Hrz. left Load Hrz Right Load Hrz 1n Load Hrz Out Load Uplift Load Vrt Down Load Mom cw Load Mom ccw Load (-Hx) Case (Hx) Case (-Hz) Case (Hz) Case (-Vy) Case (Vy) Case (-Mzz) Case (Mzz) Case (k) (k) (k) (k) (k) (k)(in-k) (in -k) 0/0/0 1.1-B 6.56 30 6.97 29 14.34 30 17.70 ! 29 - - - - 26/0/0 1.1-A 17.75 28 17.33 31 - - - - 13.99 31 17.85 28 - - - - File: Mutual Material - Open Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc. Version: 2018.1 c 18-038165 Design Calculations Base Nate Summary Base Connection Design is Based on 3000.00 (psi) Concrete Plate Fy = 55.00 ksi Grade A36 Anchor Rods used to determine quantity and diameter Gage & pitch standards are based onACI-318 Appendix D criteria for `cast -in-place" anchor rod (M' Date: 9/24/2018 , Time: 02:10 PM Page: 56 of 90 X -Loc Grid Mem. Thickness Width Length Stiff. Num. Of s Rod Diam. m space - Pitch t - uI w, Gage Hole Welds to Welds to Load Case Shear (k) No. (in.) (in.) (in.) 6.78 17.56 Rods (in.) (in.) (in.) Type Flange Web 0/0/0 1.1-B 1 0.375 9 13 No 4 1.000 5.0 5.0 Std OS -0.1875 OS -0.1875 26/0/0 1.1-A 4 0.375 10 13 No 4 1.000 5.0 5.0 Std OS -0.1875 OS -0.1875 Pinned Base Nate Con Base Plate Connection Str X -Loc Maximum Shear Case Maximum Tension Case Maximum Comp Case Maximum Bracing/WA Case X -Loc Shear (k) Axial (k) Load Case Shear (k) . Tension (k) Load Case Shear (k) Comp (k) Load Case Shear (k) Axial (k) Frame Shear (k) Load Case 0/0/0 26/0/0 6.78 17.56 -14,40 -14.06 30 31 6.78 17.56 -14.40 -14.06 30 31 6.77 17.55 17.82 17.96 29 28 - - - - - - 0 0 Base Plate Connection Str X -Loc Rod Load Rod Load Rod Load Rod Load Conc. Load Plate Load Plate Load Flange Load Web Load N/A N/A Shear Case Tension Case V + T Case Bending Case Bearing Case Tension Case Comp Case Weld Case Weld Case 0/0/0 0.165 30 0.211 30 - 0 - 0 0.138 29 0.429 30 0.108 29 0.192 29 0.221 30 26/0/0 0.428 31 0.206 31 0.236 31 - 0 0.125 28 0.361 31 0.113 28 0.164 28 0.527 28 Web Stiffener Summa Mem. No. Stiff. No. Desc. Loc. (ft) Web Depth (in.) h/t a/h a (in.) Thick. (in.) Width (in.) Side Welding Description 1 4 1 1 S9 S3 23.99 24.99 35.497 43.250 189.32 N/A N/A N/A N/A N/A 0.3125 0.2500 3.000 3.000 Both Both SP -BS -0.2500,W -BS -0.1250,F -OS -0.1875 SP -BS -0.2500,W -BS -0.1250,F -OS -0.1250 Bolted End -Plate Connections (Plate Fy = vussei uut �., u x v.S 1 u x n.uu SY US -0.3125, 4 2 KN(Face) 0.500 1 9.00 45.75 0.750 F1852X/PT 4.00 42 Ext/Gusset 4.25/2.00 32 Extended 4.25/2.00 Gusset Out 3.250 x 0.3750 x 6.00 SP -BS -0.3125, Moment Connections: Outside Flange Required Strength From Side Point 1Part End -Plate Dimensions Bolt Outside Flange Inside Flange Mem. Jt. Type Thick. Width Length Diam. Spec/Joint Gages In/Out Configuration Pitches 1st/2nd Configuration Pitches lsd2nd No. No. (k) (in.) (in.) (in.) (in.) Shear (in.) ID Desc. (in.) ID Desc. (in.) 1 2 KN(Face) 0.625 8.00 35.50 0.750 F1852X/PT 4.00 32 Extended 4.25/2.00 32 Extended 4.25/2.00 2 '3 1 KN(Face) 0.625 6.00 35.50 0.750 F1852X/PT 4.00 32 Extended 4.25/2.00 32 Extended 4.25/2.00 2 2 KN(Face) 0.500 6.00 45.68 0.750 F1852X/PT 4.00 42 Ext/Gusset 4.25/2.00 32 Extended 4.25/2.00 vussei uut �., u x v.S 1 u x n.uu SY US -0.3125, 4 2 KN(Face) 0.500 1 9.00 45.75 0.750 F1852X/PT 4.00 42 Ext/Gusset 4.25/2.00 32 Extended 4.25/2.00 Gusset Out 3.250 x 0.3750 x 6.00 SP -BS -0.3125, Moment Connections: Outside Flange Required Strength From Side Point 1Part Strength Ratios * Mem. Jt. Ld Axial Shear Moment Design Bolt Bolt Plate Shear Shear Bearing Flange Web No. No. Cs (k) (k) (in -k) Proc. Tension Shear Bending Yielding Rupture Tearing Weld Weld 1 2 33 -11.7 20.8 2277.3 AISC DG-16/Thin plate 0.801 0.168 0.786 0.325 0.436 0.107 0.803 0.719 2 1 33 -11.7 20.8 2277.3 AISC DG-16/Thin plate 0.801 0.168 0.786 0.325 0.436 0.107 0.799 0.719 3 2 32 6.8 22.4 2531.8 AISC DG-16/Thin plate 0.737 0.181 0.845 0.000 0.000 0.144 0.799 0.959 4 2 32 6.8 22.4 2531.8 AISC DG-16/Thin plate 0.737 0.181 0.845 0.000 0.000 0.144 0.959 0.959 Inside Flange Required Strength From Side Point 1Part Strength Ratios * Mem. Jt. Ld Axial Shear Moment Design Bolt Bolt Plate Shear Shear Bearing Flange Web No. No. Cs (k) (k) (in -k) Proc. Tension Shear Bending Yielding Rupture Tearing Weld Weld I 2 34 1 t.0 19.4 2215.9 AISC DG-16/Thin plate 0.901 0.157 0.884 0.366 0.491 0.100 0.904 0.719 2 1 34 11.0 19.4 2215.9 A1SCDG-16/Thin plate 0.901 0.157 0.884 0.366 0.491 0.100 0.799 0.719 3 2 35 -7.2 21.3 2496.9 AISC DG-16/Thin plate 0.652 0.172 0.999 0.364 0.473 0.137 0.799 0.959 4 2 35 -7.2 21.3 2496.9 AISC DG-16/Thin plate 0.652 0.172 0.999 0.364 0.473 0.137 0.959 0.959 * Strength ratios shown for the connections are reported as a percentage of the system default or user Override Stress Limit (Stress Limit = 1.03) Flange Brace Summa Member From Member Joint 1 From Side Point 1Part Axial Load per FB (k) Load Case Design Note 2 2/2/9 21/0/6 GFB3000 0.609 25 2 9/8/9 13/6/6 GFB2050 0.102 24 File: Mutual Material - Open Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc. Version: 2018.1 c 18-038165 Design Calculations Date: 9/24/2018 Time: 02:10 PM Page: 57 of 90 3 1 7/1/0 6/0/6 1 GFB4027 1 0.327 27 Frame Design Member Summary - ControUing Load Case and Maximum Combined Stresses per Member (Locations are from Joint 1 Parameters Used for Axial and Flexural Desien Mem. No. Controlling Cases Required Strength Available Strength Strength Ratios Ag in.2 Afn in.2 lxx in.4 Axial Sx in.3 Axial Shear Mom -x Morn -y Axial Shear Mom -x Mom -y Axial Qa Mem. Loc. Depth + Shear Pr Vr Mrx Mry Pc Ve Mcx Mcy + Shear No. ft in. Flexure 0.77 k k in -k in -k k k in -k in -k Flexure 7 I 24.29 36.00 25 7 -10.6 8 -989.2 0.0 56.8 2 1910.9 342.1 0.61 28.4 1 24.29 36.00 5.22 25 2.09 -3.4 3.32 0.09 1078.43 15.1 0.94 1.00 0.94 0.23 2 1.37 29.00 25 23.3 -4.6 0.94 -887.9 0.0 109.2 1.57 1678.0 97.8 0.55 1485.37 2 1.37 29.00 0.78 25 4 8.6 300.67 300.7 300.7 12.5 3.38 1850.69 45.60 0.69 3 9.08 39.08 24 9332.88 2.3 1.00 -968.1 0.0 301.4 1881.7 52.6 0.52 3 9.08 39.08 24 -9.1 13.6 0.67 4 13.30 28.99 24 -10.9 -1002.3 0.0 76.0 1663.9 388.9 0.67 4 0.00 12.00 24 8.8 59.4 0.15 Parameters Used for Axial and Flexural Desien Mem. No. Loc. ft Lx in. Ly/Lt in. Lb in. Ag in.2 Afn in.2 lxx in.4 [yy in.4 Sx in.3 Sy in.3 Zx in.3 Zy in.3 J in.4 Cw in.6 Cb Rpg Rpc Qs Qa 1 24.29 291.45 291.4 291.4 12.61 3.00 2588.16 32.02 143.79 8.00 165.12 12.31 0.36 10159.2 1.66 1.00 1.00 0.90 0.77 0.42 <W2 <W2 6 System 1.000 200 180 0.42 WP WP 7 System 1.000 200 0 7 E> + EG - 8 System 1.000 200 2 1.37 231.10 28.4 28.4 7.19 1.25 833.76 5.22 57.50 2.09 69.32 3.32 0.09 1078.43 1.00 0.94 1.00 0.94 0.51 3 9.08 231.10 23.3 23.3 9.13 0.94 1615.25 3.93 82.66 1.57 106.69 2.68 0.11 1485.37 1.10 0.87 1.00 0.78 1.00 4 13.30 300.67 300.7 300.7 13.81 3.38 1850.69 45.60 127.69 10.13 146.40 15.63 0.47 9332.88 1.24 1.00 1.06 0.86 0.89 Deflection Load Combinations - Framin No. Origin Factor Def H Def V Application Description 1 System 1.000 0 180 1.0 SMS SMS 2 System 1.000 200 180 0.42 WI > W l > 3 System 1.000 200 180 0.42 <W1 <W1 4 System 1.000 200 180 0.42 W2> W2> 5 System 1.000 200 180 0.42 <W2 <W2 6 System 1.000 200 180 0.42 WP WP 7 System 1.000 200 0 1.0 E> + 1.0 EG- E> + EG - 8 System 1.000 200 0 1.0 <E + 1.0 EG- <E + EG- Controlline Frame Deflection Ratios for Cross Section: 1.1 Description Ratio Deflection (in.) Member Joint Load Case Load Case Description Max. Horizontal Deflection (H/235) 1.288 1 2 7 E> + EG - Max. Vertical Deflection for Span 1 (L/4272) -0.063 3 1 1 SMS * Negative horizontal deflection is left * Negative vertical deflection is down Lateral deflections of primary frames are calculated on a bare frame basis and do not include resistance from systems such as roof and endwall diaphragms or partial base fixity. Therefore, these deflections may be considerably overstated. Frame Lateral Stiffness (K): 10.660 (k/in) Fundamental Period (calculated) (T): 0.679 (sec.) FFIFFF:<'kl'u aG",aiel,Tii f. File: Mutual Material - Open Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc. Version: 2018.1c 18-038165 Design Calculations Date: 9/24/2018 Time: 02:10 PM Page: 58 of 90 Frame Cross Section: 2 Dimension Key 1 1" 2 5" 3 1'-10 3/8" 4 2 (i 2'-6 3/8" 5 1'-8 1/2" Frame Clearances Horiz. Clearance between members I(CX003) and 4(CX004): 19'-1 1 1/16" Vert. Clearance at member 1(CX003): 24'-0 7/16" Vert. Clearance at member 4(CX004): 24'-6 11/16" Finished Floor Elevation = 100'-0" (Unless Noted Otherwise) File: Mutual Material - Open Varco Pruden Buildings is a division of B1ueScope Buildings North America, Inc. Version: 2018.1c 18-038165 Design Calculations Date: 9/24/2018 Time: 02:10 PM Page: 59 of 90 File: Mutual Material - Open Version: 2018.1c Varco Pruden Buildings is a division of B1ueScope Buildings North America, Inc. 18-038165 Design Calculations Frame Location Desi¢n Parameters: Date: 9/24/2018 , Time: 02:10 PM Page: 60 of 90 Location Avg. Bay Space Description Angle Group Trib. Override Design Status 29/8/0 28/11/0 Rigid Frame 90.0000 System - Stress Check Design Load Combinations - Framin No. Origin Factor Application Description 1 System 1.000 1.0 D + 1.0 CG +. 1.0 SMS> D + CG + SMS> 2 System 1.000 1.0 D+ 1.0 CG + 1.0 <SMS D + CG + <SMS 3 System 1.000 1.OD+1.00G+1.OS>+L.OSD D+CG+S>+SD 4 System 1.000 1.0 D+ 1.O CG + 1.0 <S+ 1.0 SD D + CG + <S + SD 5 System 1.000 1.0D+1.0CG+0.6Wi> D+CG+WI> 6 System 1.000 1.0 D+ 1.0 CG + 0.6 <W1 D + CG + <W 1 7 System 1.000 1.0 D + 1.0 CG + 0.6 W2> D + CG + W2> 8 System 1.000 1.0 D + 1.0 CG + 0.6 <W2 D + CG + <W2 9 System 1.000 1.0 D + 1.0 CG + 0.6 WP D + CG + WP 10 System 1.000 0.6 MW MW - Wall: 1 11 System 1.000 0.6 MW MW - Wall: 2 12 System 1.000 0.6 MW MW - Wall: 3 13 System 1.000 0.6 MW MW - Wall: 4 14 System 1.000 0.6D+0.6CU+0.6W1> D+CU+Wl> 15 System 1.000 0.6 D + 0.6 CU + 0.6 <W1 D+CU+<W1 16 System 1.000 0.6 D + 0.6 CU + 0.6 W2> D + CU + W2> 17 System 1.000 0.6 D + 0.6 CU + 0.6 <W2 D + CU + <W2 18 System 1.000 0.6 D + 0.6 CU + 0.6 WP D + CU + WP 19 System 1.000 1.OD+1.00G+0.75S+0.45W1> D+CG+S+W1> 20 System 1.000 1.0 D + 1.0 CG + 0.75 S+ 0.45 <W1 D + CG + S + <W 1 21 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 W2> D+CG+S+W2> 22 System 1.000 1.0 D+ 1.0 CG + 0.75 S+ 0.45 <W2 D + CG + S + <W2 23 System 1.000 1.0D+1.0CG+0.755+0.45 WP D+CG+S+WP 24 System 1.000 1.0 D+ 1.0 CG + 0.91 E> + 0.7 EG+ D + CG + E> + EG+ 25 System 1.000 L.O D + 1.0 CG + 0.91 <E+ 0.7 EG+ D + CG + <E + EGA-. 26 System 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- D+CU+E>+EG- 27 System 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- D +CU+ <E+ EG - 28 Special 1.000 1.0 D+ 1.0 CG + 1.75 E>+ 0.7 EG+ D + C.G + E> + EG+ 29 Special 1.000 1.0 D+ 1.0 CG + 1.75 <E+ 0.7 EG+ D + CG + <E + EG+ 30 Special 1.000 0.6 D + 0.6 CU + 1.75 E> + 0.7 EG- D + CU + E> + EG - 31 Special 1.000 0.6 D + 0.6 CU + 1.75 <E + 0.7 EG- D + CU + <E + EG - 32 OMF Connection 1.000 1.0 D + 1.0 CG + 2.45 E> + 0.7 EG+ D + CG + E> + EG+ 33 OM F Connection 1.000 1.0 D = 1.0 CG + 2.45 <E + 0.7 EG+ D + CG + <E + EG+ 34 OMF Connection 1.000 0.6 D = 0.6 CU + 2.45 E> + 0.7 EG- D + CU + E> + EG - 35 OM.F Connection 1.000 0.6 D + 0.6 CU + 2.45 <E + 0.7 EG- D + CU + <E + EG - Frame Member Sizes Mem. No. Flg Width (in.) Fig Thk (in.) Web Thk (in.) Depth 1 (in.) Depth2 (in.) Length (ft) Weight (p) Flg Fy (ksi) Web Fy (ksi) Splice Jt.1 Codes Jt.2 Shape 1 10.00 0.3750 0.1875 12.00 36.00 26.44 1189.8 55.00 5-5.00 BP KN 3P 2 6.00 0.2500 0.2500 29.00 25.00 12.93 390.6 55.00 55.00 KN SS 3P 3 6.00 0.2500 0.2500 25.00 42.00 12.95 390.1 55.00 55.00 SS KN 3P 4 12.00 0.5000 0.2500 12.00 44.00 28.59 1958.6 55.00 55.00 BP KN 3P Boundary Condition Summa Total Frame Weight = 3929.1 (p) (Includes all plates) Member X -Loc Y -Loc Supp. X Supp. Y Moment Displacement X(in.) Displacement Y(in.) Displacement ZZ(rad.) 1 0/0/0 0/0/12 Yes Yes No 0/0/0 0/0/0 0.0000 4 26/0/0 0/0/12 Yes Yes No 0/0/0 0/0/0 0.0000 Values shown are resisting forces of the foundation. Base Connection Design is Based on 3000.00 (psi) Concrete Reactions - Unfactored Load Type at Frame Cross Sectio Type Exterior Column Exterior Column X -Loc 0/0/0 26/0/0 Grid 1 - Grid2 2-B 2-A Base Plate W x L (in.) 12 X 13 13 X 13 Base Plate Thickness (in.) 0.500 0.750 File: Mutual Material - Open Varco Pruden Buildings is a division of B1ueScope Buildings North America, Inc. Version: 2018.1c 18-038165 Design Calculations Date: 9/24/2018 Time: 02:10 PM Page: 61 of 90 Anchor Rod Qty/Diam. (in.) Column Base Elev. 4 - 1.000 100'-0 3/4" 4 - 1.000 100'413/4" Vertical Load (k) Reaction (k) D Load Type Desc. Hx Vy Hx Vy 0.0 2.3 2.3 D Frm 0.27 2.50 -0.27 3.14 - - - CG Frm 0.16 1.13 -0.16 1.13 - - - SMS> Fnn 1.36 9.40 -1.36 9.40 - - - <SMS Frm 1.36 9.40 -1.36 9.40 - - - S> . Fnn 1.14 7.89 -1.14 7.89 - - - SD Fnn 0.02 0.06 -0.02 1.37 - - - <S Frm 1.14 7.89 -1.14 7.89 - - - Wl> Fnn -6.13 -23.83 -12.58 -4.25 - - - <Wl Frm -0.14 -7.18 4.77 -14.69 - - - W2> Fnn 0.39 -1.26 2.90 -5.81 - - - <W2 Fnn 6.37 15.39 20.25 -16.25 - - - WP Frm -6.68 -22.45 -16.43 3.16 - - - MW Fnn - - - • - - - - MW Frm 3.28 8.07 10.34 -8.07 - - - MW Frm - - - - - - - MW Frm -8.58 -7.44 -4.54 7.44 - - - CU Frm - - - - - - - S Frm 1.14 7.89 -1.14 7.89 - - - E> Frm -6.69 -16.56 -19.62 16.40 - - - EG+ Frm 0.10 0.69 -0.10 0.69 - - - <E Frm 6.69 16.56 19.62 -16.40 - - - EG- Frm -0.10 -0.69 0.10 -0.69 - - - SMS Frm 1.36 9.40 -1.36 9.40 - - - Sum of Forces with Reactions Check - Framin Load Type Horizontal Load (k) Reaction (k) Vertical Load (k) Reaction (k) D 0.0 0.0 5.9 5.6 CG 0.0 0.0 2.3 2.3 SMS> 0.0 0.0 18.8 18.8 <SMS 0.0 0.0 18.8 18.8 S> 0.0 0.0 15.8 15.8 SD 0.0 0.0 1.4 1.4 <S 0.0 0.0 15.8 15.8 W I> 18.7 18.7 28.0 28.1 <W1 4.6 4.6 21.8 21.9 W2> 3.3 3.3 7.1 7.1 <W2 26.6 26.6 0.9 0.9 WP 23.1 23.1 19.3 19.3 MW 0.0 0.0 0.0 0.0 MW 13.6 13.6 0.0 0.0 MW 0.0 0.0 0.0 0.0 MW 13.1 13.1 0.0 0.0 CU 0.0 0.0 0.0 0.0 S 0.0 0.0 15.8 15.8 E> 26.3 26.3 0.0 0.2 EG+ 0.1 0.0 1.4 1.4 <E 26.3 26.3 0.0 0.2 EG- 0.1 0.0 1.4 1.4 SMS 0.0 0.0 18.8 18.8 Maximum Combined Reactions Summary w'th Factored Loads - Framing Note: All reactions are based on 1st order structural analysis. X -Loc Grid Hrz left Load Hrz Right Load Hrz In Load Hrz Out Load Uplift Load Vrt Down Load lvfom cw Load Mom ccw Load (-Hx) Case (Hx) Case (-Hz) Case (Hz) Case (-Vy) Case (Vy) Case (-Mzz) Case (Mzz) Case (k) (k) (k) (k) (k) (k) (in -k) (in -k) 0/0/0 2-B 11.62 30 12.21 29 - - - - 27.97 30 33.09 29 - - - - 26/0/0 2-A 34.84 28 34.24 31 - - - - 27.30 31 33.45 28 - - - - File: Mutual Material - Open Varco Pruden Buildings is a division of B1ueScope Buildings North America, Inc. Version: 2018.1c Vol 18-038165 Design Calculations Date: 9/24/2018 Time: 02:10 PM Page: 62 of 90 Base Plate Summary Base Connection Design is Based on 3000.00 (psi) Concrete Plate Fy = 55.00 ksi Grade A36 Anchor Rods used to determine quantity and diameter Gage & pitch standards are based on ACI -318 Appendix D criteria for "cast -in place" anchor rods (Min space 4' X -Loc Grid Mem. Thickness Width Length Stiff. Num. Of Rod Diam. Pitch Gage Hole Welds to Welds to Load Case Shear (k) No. (in.) (in.) (in.) 12.14 34.77 Rods (in.) (in.) (in.) Type Flange Web 0/0/0 2-B 1 0.500 12 13 No 4 1.000 5.0 5.0 Std OS -0.1875 OS -0.1875 26/0/0 2-A 4 0.750 13 13 No 4 1.000 5.0 5.0 Std OS -0.1875 OS -0.2500 Pinned Base Plate Connection Loadin Base Plate Connection Strength Ratios X -Loc Maximum Shear Case Maximum Tension Case Maximum Comp Case Maximum Bracing/WA Case X -Loc Shear (k) Axial (k) Load Case Shear (k) Tension (k) Load Case Shear (k) Comp (k) Load Case Shear (k) Axial (k) Frame Shear (k) Load Case 0/0/0 26/0/0 12.14 34.77 -28.07 -27.41 30 31 12.14 34.77 -28.07 -27.41 30 31 11.73 34.39 33.33 33.67 29 28 - - - - - - 0 0 Base Plate Connection Strength Ratios X -Loc Rod Load Rod Load Rod Load Rod Load Conc. Load Plate Load Plate Load Flange Load Web Load 0.2500 Shear Case Tension Case V + T Case Bending Case Bearing Case Tension Case Comp Case Weld Case Weld Case 0/0/0 0.296 30 0.411 30 0.411 30 - 0 0.193 29 0.325 30 0.201 29 0.302 29 0.390 30 26/0/0 0.848 31 0.401 31 0.888 31 - 0 0.180 28 0.113 31 0.060 28 0.265 28 0.804 31 Web Stiffener Summa Mem. No. Stiff. No. Desc. Loc. (ft) Web Depth (in.) h/t aih a (in.) Thick. (in.) Width (in.) Side Welding Description 1 1 SII Gages In/Out Alternate Web Thick.= 0.2500 0.1875 4.500 Opposite W -OS -0.1250 (in.) (in.) (S10) Shear (in.) ID Desc. (in.) ID Desc. Fillet 1 1 2 S9 23.98 35.497 189.32 N/A N/A 0.3750 3.500 Both SP -BS -0.3125,W -BS -0.1250,F -OS -0.1875 4 1 S3 24.71 43.000 N/A N/A N/A 0.3125 4.000 Both SP -13S -0.2500,W -BS -0.1250,F -OS -0.1875 Bolted End -Plate Connections (Plate Fy = 55.00 ksi Gusset Out 3.375 x 0.3750 x 6.13 SP -BS -0.3125, 4 2 KN(Face) 0.625 12.00 48.94 0.875 F1852X/PT 4.00 43 Ext./Gusset 4.25/2.50 33 Extended 4.25/2.50 Gusset Out 3.375 x 0.3750 x 6.13 SP -BS -0.3125, Moment Connections: Outside Flange Required Strength End -Plate Dimensions Bok Outside Flange Inside Flange Mem. Jt. Type Thick. Width Length Diam. Spec/Joint Gages In/Out Configuration Pitches lst/2nd Configuration Pitches lst/2nd No. No. (k) (in.) (in.) (in.) (in.) Shear (in.) ID Desc. (in.) ID Desc. (in.) 1 2 KN(Face) 0.750 10.00 36.00 0.875 F1852X/PT 4.00 33 Extended 4.25/2.50 33 Extended 4.25/2.50 2 1 KN(Face) 0.750 8.00 36.00 0.875 F1852X/PT 4.00 33 Extended 4.25/2.50 33 Extended 4.25/2.50 3 2 KN(Face) 0.625 8.00 48.84 0.875 F1852X/PT 4.00 43 Ext/Gusset 4.25/2.50 33 Extended 4.25/2.50 Gusset Out 3.375 x 0.3750 x 6.13 SP -BS -0.3125, 4 2 KN(Face) 0.625 12.00 48.94 0.875 F1852X/PT 4.00 43 Ext./Gusset 4.25/2.50 33 Extended 4.25/2.50 Gusset Out 3.375 x 0.3750 x 6.13 SP -BS -0.3125, Moment Connections: Outside Flange Required Strength Strength Ratios * Mem. Jt. Ld Axial Shear Moment Design Bolt Bolt Plate Shear Shear Bearing Flange Web No. No. Cs (k) (k) (in -k) Proc. Tension Shear Bending Yielding Rupture Tearing Weld Weld 1 2 33 -18.7 41.1 3905.3 AISC DG-16/Thin plate 0.795 0.195 0.758 0.374 0.490 0.106 0.886 0.959 2 1 33 -18.7 41.1 3905.3 AISC DG-16/Thin plate 0.795 0.195 0.758 0.374 0.490 0.106 0.799 0.959 3 2 32 13.7 42.4 5279.3 A1SC DG-16/Thin plate 0.816 0.201 0.867 0.000 0.000 0.133 0.799 0.959 4 2 32 13.7 42.4 5279.3 AISC DG-16/Thin plate 0.816 0.201 0.867 0.000 0.000 0.133 0.971 0.959 Inside Flange Required Strength Strength Ratios • Mem. Jt. Ld Axial Shear Moment Design Bolt Bolt Plate Shear Shear Bearing Flange Web No. No. Cs (k) (k) (in -k) Proc. Tension Shear Bending Yielding Rupture Tearing Weld Weld 1 2 34 17.8 38.5 3831.2 AISC DG-16/Thin plate 0.893 0.183 0.851 0.405 0.530 0.099 0.959 0.959 2 1 34 17.8 38.5 3831.2 AISC DG-16/Thin plate 0.893 0.183 0.851 0.405 0.530 0.099 0.799 0.959 3 2 35 -14.3 40.1 5247.7 AISC DG-16/Thin plate 0.726 0.190 0.985 0.388 0.488 0.126 0.799 0.959 4 2 35 -14.3 40.1 5247.7 AISC DG-16/Thin plate 0.726 0.190 0.985 0.388 0.488 0.126 0.959 0.959 ' Strength ratios shown for the connections are reported as a percentage of the system default or user Override Stress Limit (Stress Limit = 1.03) Flange Brace Summary Member 1 From Member Joint 11 From Side Point 1 1 Part (Axial Load per FB (k)I Load Case Design Note File: Mutual Material - Open Varco Pruden Buildings is a division of B1ueScope Buildings North America, Inc. Version: 2018.1c 18-038165 Design Calculations Date: 9/24/2018 Time: 02:10 PM Page: 63 of 90 2 2 3 2/2/7 9/8/7 7/1/0 21/0/6 13/6/6 610/6 (2)GFB3111 GFB3000 (2)GFB4071 0.312 0.219 0.332 25 2 25 Frame Design Member Summary - Controlling Load Case and Maximum Combined Stresses per Membe Parameters Used for Axial and Flexural Desien Mem. No. Controlling Cases Required Strength Available Strength Strength Ratios Ag in.2 Atn in.2 Ixx in.4 Axial Sx in.3 Axial Shear Mom -x Mom -y Axial Shear Mom -x Mom -y Axial Qa Mem. Loc. Depth + Shear Pr Vr Mix Mry Pc Vc Mcx Mcy + Shear No. ft in. Flexure 0.74 k k in -k in -k k k in -k in -k Flexure 7 1 24.29 36.00 25 7 -19.5 8 -1706.3 0.0 110.3 2 3619.0 395.0 0.56 29.2 1 24.29 36.00 9.04 25 3.01 -5.8 4.95 0.21 1867.43 15.1 1.00 1.09 0.86 0.39 2 1.36 29.00 25 22.9 -7.2 1.50 -1504.2 0.0 157.2 3.02 2290.2 120.8 0.68 3945.42 2 1.36 29.00 0.84 25 4 16.9 297.75 297.8 297.8 44.0 6.00 2923.39 144.04 0.38 3 9.02 42.00 27 29519.3 -5.2 1.00 1959.2 0.0 158.7 3557.4 120.9 0.57 3 9.02 42.00 24 -17.2 3 30.0 0.57 4 13.28 29.13 24 -20.1 -1983.3 0.0 229.6 5337.0 911.3 0.42 4 0.00 12.00 24 17.3 59.4 0.29 Parameters Used for Axial and Flexural Desien Mem. No. Loc. ft Lx in. Ly/Lt in. Lb in. Ag in.2 Atn in.2 Ixx in.4 lyy in.4 Sx in.3 Sy in.3 Zx in.3 Zy in.3 J in.4 Cw in.6 Cb Rpg Rpc Qs Qa 1 24.29 291.45 291.4 291.4 14.11 3.75 3064.11 62.52 170.23 12.50 191.84 19.06 0.43 19836.4 1.65 0.97 1.00 0.78 0.74 0.42 <W2 <W2 6 System 1.000 200 180 0.42 WP WP 7 System 1.000 200 0 7 E> + EG - 8 System 1.000 200 2 1.36 230.06 29.2 29.2 10.13 1.50 1102.21 9.04 76.0I 3.01 93.89 4.95 0.21 1867.43 1.00 1.00 1.09 0.86 0.57 3 9.02 230.06 22.9 22.9 13.37 1.50 2796.32 9.05 133.16 3.02 170.26 5.15 0.28 3945.42 1.07 0.95 1.00 0.84 0.44 4 13.28 297.75 297.8 297.8 19.03 6.00 2923.39 144.04 200.70 24.01 221.25 36.44 1.15 29519.3 1.25 1.00 1.04 0.86 0.84 3 Deflection Load Combinations - Framin No. Origin Factor Def H Def V Application Description 1 System 1.000 0 180 1.0 SMS SMS 2 System 1.000 200 180 0.42 WI> W l> 3 System 1.000 200 180 0.42 <W1 <W1 4 System 1.000 200 180 0.42 W2> W2> 5 System 1.000 200 180 0.42 <W2 <W2 6 System 1.000 200 180 0.42 WP WP 7 System 1.000 200 0 1.0 E> + 1.0 EG- E> + EG - 8 System 1.000 200 0 1.0 <E + 1.0 EG- <E + EG - Controlling Frame Deflection Ratios for Cross Section: 2 Description Ratio Deflection (in.) Member Joint Load Case Load Case Description Max. Horizontal Deflection (H/199) 1.524 I 2 7 E> + EG - Max. Vertical Deflection for Span 1 (1J4666) -0.057 3 1 1 SMS * Negative horizontal deflection is left * Negative vertical deflection is down Lateral deflections of primary frames are calculated on a bare frame basis and do not include resistance from systems such as roof and endwall diaphragms or partial base fixity. Therefore, these deflections may be considerably overstated. Frame Lateral Stiffness (K): 17.260 (k/in) Fundamental Period (calculated) (T): 0.739 (sec.) WPWNSW File: Mutual Material - Open Varco Pruden Buildings is a division of B1ueScope Buildings North America, Inc. Version: 2018.1c 18-038165 Design Calculations Frame Cross Section: 3 Dimension Key 1 1" 2 5" 3 l'-10 3/8" 4 2 @ 2'-6 3/8" 5 1-81/2" oal.KAm.t. Frame Clearances Horiz. Clearance between members 1(CX005) and 4(CX006): 19-1 1 1/16" Vert. Clearance at member 1(CX005): 24'-0 7/16" Vert. Clearance at member 4(CX006): 24'-6 11/16" Finished Floor Elevation = 100-0" (Unless Noted Otherwise) Date: 9/24/2018 Time: 02:10 .PM Page: 64 of 90 IrmameR •ftratiikwheg.. File: Mutual Material - Open Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc. Version: 2018.1c 18-038165 Design Calculations Date: 9/24/2018 Time: 02:10 PM Page: 65 of 90 File: Mutual Material - Open Version: 2018.1c Varco Pruden Buildings is a division of B1ueScope Buildings North America, Inc. 18-038165 Design Calculations Frame Location Design Parameters: • Date: 9/24/2018 , Time: 02:10 PM Page: 66 of 90 Location Avg. Bay Space Description Angle Group Trib. Override Design Status . 58/4/0 28/8/0 Rigid Frame 90.0000 System - Stress Check Design Load Combinations - Framin No. Origin Factor Application Description 1 System 1.000 1.0 D+ 1.0 CG + 1.0 SMS> D + CG + SM S> 2 System 1.000 1.0 D + 1.0 CG + 1.0 <SMS D + CG + <SMS 3 System 1.000 1.0 D+ 1.0 CG+ 1.0 S>+ 1.0 SD D+CG+S>+SD 4 System 1.000 1.0 D + 1.0 CG + 1.0 <S + 1.0 SD D + CG + <S + SD 5 System 1.000 1.OD+1.00G+0.6W1> D+CG+W1> 6 System 1.000 1.0 D+ 1.0 CG + 0.6 <W1 D + CG + <W 1 7 System 1.000 1.0 D + 1.0 CG + 0.6 W2> D + CG + W2> 8 System 1.000 1.0 D + 1.0 CG + 0.6 <W2 D + CG + <W2 9 System 1.000 1.0 D + 1.0 CG + 0.6 WP D + CG + WP 10 System 1.000 0.6 MW MW - Wall: I 11 System 1.000 0.6 MW MW - Wall: 2 12 System 1.000 0.6 MW MW - Wall: 3 13 System 1.000 0.6 MW MW - Wall: 4 14 System 1.000 0.6D+0.6CU+0.6W1> D + CU + WI> 15 System 1.000 0.6 D + 0.6 CU + 0.6 <W1 D + CU + <W1 16 System 1.000 0.6 D + 0.6 CU + 0.6 W2> D + CU + W2> 17 System 1.000 0.6 D + 0.6 CU + 0.6 <W2 D + CU + <W2 18 System 1.000 0.6D+0.6CU+0.6WP D+('U+WP 19 System 1.000 1.OD+1.00G+0.755+0.45W1> D+CG+S+W1> 20 System 1.000 1.0D+1.00G+0.75S+0.45<W1 D+CG+S+<W.1 21 System 1.000 1.0 D+ 1.0 CG + 0.75 S+ 0.45 W2> D + CG + S + W2> 22 System 1.000 1.0 D + 1.0 CG + 0.75 S+0.45 <W2 D + CG + S + <W2 23 System 1.000 1.0 D + 1.0 CG + 0.75 S+0.45 WP D + CG + S + WP 24 System 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ D + CG + E> + EG+ 25 System 1.000 I.OD+1.00G+0.91<E+0.7EG+ D+CG+<E+EG+ 26 System 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- D+CU+E>+EG- 27 System 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- D + CU + <E + EG - 28 Special 1.000 1.0 D+ 1.0 CG + 1.75 E>+ 0.7 EG+ D + CG + E> + EG+ 29 Special 1.000 1.0 D+ 1.0 CG + 1.75 <E+ 0.7 EG+ D + CG + <E + EG+ 30 Special 1.000 0.6 D + 0.6 CU + 1.75 E> + 0.7 EG- D + CU + E> + EG - 31 Special 1.000 0.6 D + 0.6 CU + 1.75 <E + 0.7 EG- D + CU + <E + EG - 32 OMF Connection 1.000 1.0 D + 1.0 CG + 2.45 E> + 0.7 EG+ D + CG + E> + EG+ 33 OMF' Connection 1.000 1.0 D + 1.0 CG + 2.45 <E + 0.7 EG+ D + CG + <E + EG+ 34 OMF Connection 1.000 0.6 D + 0.6 CU + 2.45 E> + 0.7 EG- D + CU + E> + EG - 35 OMF Connection 1.000 0.6 D + 0.6 CU + 2.45 <E + 0.7 EG- D+ CU + <E + EG - 36 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WP + 0.6 WB 1> D+ CG + WP+ WB I> 37 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WP + 0.6 WB I> D + CU + WP+ WB 1> 38 System Derived 1.000 1.OD+1.00G+0.755+0.45WP+0.45WBI> D+CG+S+WP+WB1> 39 System Derived 1.000 1.0D+1.0CG+0.6WP+0.6<WB1 D+CG+WP+<WB1 40 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WP + 0.6 <WB 1 D + CU + WP + <WB 1 41 System Derived 1.000 1.0D+1.0CG+0.755+0.45WP+0.45<WBI D+CG+S+WP+<WB1 42 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WP + 0.6 WB2> D + CG + WP + WB2> 43 System Derived 1.000 0.6 D + 0.6 CU + 0.6 \kP + 0.6 WB2> D + CU + WP + WB2> 44 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WP + 0.45 W.B2> D + CG + S + WP + WB2> 45 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WP + 0.6 <WB2 D + CG + WP + <WB2 46 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WP + 0.6 <WB2 D + C U + WP + <WB2 47 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WP + 0.45 <WB2 D + CG + S + WP + <WB2 48 System Derived 1.000 0.6 MWS MWB - Wall: 1 49 System Derived 1.000 0.6 MWB MWB - Wall: 2 50 System Derived 1.000 0.6 MWBMWB - Wall: 3 51 System Derived 1.000 0.6 MWB MWB - Wall: 4 52 System Derived 1.000 1.0 D +• 1.0 CG + 0.273 E> + 0.7 EG+ + 0.91 EB> D + CG + E> + EG+ + EB> 53 System Derived 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ + 0.273 EB> D + CG + .E> + EG+ + EB> 54 System Derived 1.000 1.0 D + 1.0 CG + 0.273 <E + 0.7 EG+ + 0.91 EB> D + CG + <E + EG+ + EB> 55 System Derived 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ + 0.273 EB> D + CG + <E + EG+ + EB> 56 System Derived 1.000 0.6 D + 0.6 CU + 0.273 E> + 0.7 EG- •+ 0.91 EB> D + CU + E> -i EG- +. EB> 57 System Derived 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- + 0.273 EB> D + CU + E> + EG- + EB> File: Mutual Material - Open Varco Pruden Buildings is a division of B1ueScope Buildings North America, Inc. Version: 2018.1c 18-038165 Design Calculations Date: 9/24/2018 Time: 02:10 PM Page: 67 of 90 58 59 60 61 62 63 64 65 66 67 68 69 70 71 System Derived System Derived Special Special System Derived System Derived System Derived System Derived System Derived System Derived System Derived System Derived. Special Special 1.000 0.6 D + 0.6 CU + 0.273 <E + 0.7 EG- + 0.91 EB> 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- + 0.273 EB> 1.000 1.0 D+ 1.O CG + 1.75 EB> + 0.7 EG+ 1.000 0.6 D + 0.6 CU + 1.75 EB> + 0.7 EG - 1.000 1.0 D + 1.0 CG + 0.273 E> + 0.7 EG+ + 0.91 <EB 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ + 0.273 <EB 1.000 1.0 D + 1.0 CG+0.273 <E+0.7 EG++0.91 <E13 1.000 1.0 D+ 1.0 CG+ 0.91 <E+0.7 EG++0.273 <EB 1.000 0.6 D + 0.6 CU + 0.273 E> + 0.7 EG- + 0.91 <EB 1.000 0.6 D + 0.6 CU + 0.91 E>+0.7EG-+0.273<EB 1.000 0.6 D + 0.6 CU + 0.273 <E + 0.7 EG- + 0.91 <EB 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- + 0.273 <EB 1.000 1.OD+1ACG+1.75<EB+0.7EG+ 1.000 0.6 D + 0.6 CU + 1.75 <E13 + 0.7 EG- D + CU + <E + EG- + EB> D + CU + <E + EG- + EB> D + CG + EB> + EG+ D + CU + EB> + EG- D + CG + E> + EG+ + <EB D+CG•f E> + EG+ + <EB D+CG+<E+EG++<EB D + CG + <E + EG+ + <E13 D + CU + E> + EG- + <EB D + CU + E> + EG- + <EB D + CU + <E + EG- + <EB D + CU + <E + EG- + <EB D + CG + <EB + EG+ D + CU + <EB + EG - Frame Member Sizes Mein. No. Flg Width (in.) Flg Thk (in.) Web Thk (in.) Depthl (in.) Depth2 (in.) Length (ft) Weight (p) Flg Fy (ksi) Web Fy (ksi) Splice Jt.1 Codes Jt.2 Shape 1 10.00 0.3750 0.1875 12.00 36.00 26.44 1189.8 55.00 55.00 BP KN 3P 2 6.00 0.3125 0.2500 29.00 22.00 12.94 402.7 55.00 55.00 KN SS 3P 3 6.00 0.2500 0.2500 22.00 42.00 12.94 378.5 55.00 55.00 SS KN 3P 4 12.00 0.5000 0.2500 12.00 44.00 28.59 1958.6 55.00 55.00 BP KN 3P Total Frame Weight = 3929.6 (p) (Includes all plates) Boundary Condition Summa Member X -Loc Y -Loc Supp. X Supp. Y Moment Displacement X(in.) Displacement Y(in.) Displacement ZZ(rad.) 1 0/0/0 0/0/12 Yes Yes No 0/0/0 0/0/0 0.0000 4 26/0/0 0/0/12 Yes Yes No 0/0/0 0/0/0 0.0000 Values shown are resisting forces of the foundation. Base Connection Design is Based on 3000.00 (psi) Concrete Reactions - Unfactored Load Type at Frame Cross Section: 3 Type X -Loc Gridl -Grid2 Base Plate W x L (in.) Base Plate Thickness (in.) Anchor Rod Qty/Diam. (in.) Column Base Elev. Exterior Column 0/0/0 3-B 12 X 13 0.500 4 - 1.000 100'-0 3/4" Exterior Column 26/0/0 3-A 13 X 13 0.750 4 - 1.000 100'-0 3/4" Load Type Desc. Hx Hz Vy Hx Vy D Frm 0.26 0.05 3.79 -0.26 3.09 - - - CG Frm 0.17 - 1.13 -0.17 1.10 - - - SMS> Fnn 1.43 - 9.43 -1.43 9.20 - - - <SMS Frm 1.43 - 9.43 -1.43 9.20 - - - S> Frm 1.20 - 7.92 -1.20 7.73 - - - SD Frm 0.05 - 0.14 -0.05 1.28 - - - <S Frm 1.20 - 7.92 -1.20 7.73 - - - WI> Frm -7.13 - -25.93 -13.35 -1.95 - - - <WI Frm -0.85 - -8.90 3.93 -12.79 - - - W2> Frm 0.16 - -1.84 2.61 -5.20 - - - <W2 Frm 6.44 - 15.19 19.90 -16.04 - - - WP Frm -7.36 - -23.51 -16.89 5.04 - - - MW Frm - - - - - - - - MW Frm 3.33 - 8.00 10.17 -8.00 - - - MW Frm - - - - - - - - MW Frm -8.62 - -7.37 -4.39 7.37 - - - CU Frm - - - - - - - - S Frm 1.20 - 7.92 -1.20 7.73 - - - E> Frm -6.80 - -16.42 -19.29 16.26 - - - EG+ Frm 0.10 - 0.69 -0.10 0.68 - - - <E Frm 6.80 - 16.42 19.29 -16.26 - - - EG- Frm -0.10 - -0.69 0.10 -0.68 - - - WBI> Brc 0.04 -1.41 -2.85 -0.04 0.05 - - - <WB I Brc -0.04 1.57 3.16 0.04 -0.06 - - - WB2> Brc 0.04 -1.42 -2.86 -0.04 0.05 - - - <WB2 Brc -0.04 1.57 3.17 0.04 -0.06 - - - File: Mutual Material - Open Varco Pruden Buildings is a division of B1ueScope Buildings North America, inc. Version: 2018.1c 18-038165 Design Calculations MWB MWB MWB MWB EB> <EB SMS Brc Brc Brc Brc Brc Brc Frm 0.02 -0.02 0.07 -0.07 1.43 -0.63 0.82 -2.74 2.74 -1.28 1.66 -5.52 5.53 9.43 -0.02 0.02 -0.07 0.07 -1.43 0.02 -0.03 0.10 -0.10 9.20 Date: 9/24/2018 , Time: 02:10 PM Page: 68 of 90 Sum of Forces with Reactions Check - Load Type Horizontal Load (k) Reaction (k) Vertical Load (k) Reaction (k) D 0.0 0.0 5.9 6.9 CG 0.0 0.0 2.2 2.2 SMS> 0.0 0.0 18.6 18.6 <SMS 0.0 0.0 18.6 18.6 S> 0.0 0.0 15.7 15.7 SD 0.0 0.0 1.4 1.4 <S 0.0 0.0 15.7 15.7 W1> 18.5 20.5 27.8 27.9 <WI 4.6 3.1 21.6 21.7 W2> 3.3 2.8 7.0 7.0 <W2 26.4 26.3 0.9 0.9 WP 23.0 24.2 18.4 18.5 MW 0.0 0.0 0.0 0.0 MW 13.5 13.5 0.0 0.0 MW 0.0 0.0 0.0 0.0 MW 13.0 13.0 0.0 0.0 CU 0.0 0.0 0.0 0.0 S 0.0 0.0 15.7 15.7 E> 26.1 26.1 0.0 0.2 EG+ 0.1 0.0 1.4 1.4 <E 26.1 26.1 0.0 0.2 EG- 0.1 0.0 1.4 1.4 WBl> 0.0 0.0 0.0 2.8 <WBI 0.0 0.0 0.0 3.1 WB2> 0.0 0.0 0.0 2.8 <WB2 0.0 0.0 0.0 3.1 MWB 0.0 0.0 0.0 1.3 MWB 0.0 0.0 0.0 0.0 MWB 0.0 0.0 0.0 1.6 MWB 0.0 0.0 0.0 0.0 EB> 0.0 0.0 0.0 5.4 <EB 0.0 0.0 0.0 5.4 SMS 0.0 0.0 18.6 18.6 Maximum Combined Reactions Summary with Factored Loads - Framing Note: All reactions are based on ist order structural analysis X -Loc Grid Hrz left Lead Hrz Right Load Hrz In Load Hrz Out Load Uplift Load Vrt Down Load Mom cw Load Mom ccw Load (in.) (in.) (-Hx) Case (Hx) Case (-Hz) Case (Hz) Case (-Vy) Case (Vy) Case (-Mu) Case (Mzz) Case 1.000 5.0 (k) Std (k) OS -0.1875 (k) 3-A (k) 0.750 (k) 13 (k) 4 (in -k) 5.0 (in -k) Std 0/0/0 3-B 11.81 30 12.40 29 4.76 61 4.84 70 26.94 30 34.14 29 - - 26/0/0 3-A 34.26 28 33.67 31 - - - - 27.07 31 33.11 28 - - - - Base Plate Summary Base Connection Design is Based on 3000.00 (psi) Concrete Plate Fy = 55.00 ksi Grade A36 Anchor Rods used to determine quantity and diameter Gage & pitch standards are based on ACI -318 Appendix D criteria for `cast -in lace" anchor rode (n r�., s ace = 4* X -Loc Grid Mem. Thickness Width Length Stiff. Num. Of Rod Diam. p Pitch ...'.,,./ Gage Hole Welds to Welds to No. (in.) (in.) (in.) Rods (in.) (in.) (in.) Type Flange Web 0/010 3-B 1 0.500 12 13 No 4 1.000 5.0 5.0 Std OS -0.1875 OS -0.1875 26/0/0 3-A 4 0.750 13 13 No 4 1.000 5.0 5.0 Std OS -0.1875 OS -0.2500 File: Mutual Material - Open Varco Pruden Buildings is a division of B1ueScope Buildings North America, Inc. Version: 2018.1c 18-038165 Design Calculations Date: 9/24/2018 Time: 02:10 PM Page: 69 of 90 Pinned Base Plate Connection Loadin Base Plate Connection Strength Ratios X -Loc Maximum Shear Case Maximum Tension Case Maximum Comp Case Maximum Bracing/WA Case X -Loc Shear Axial Load Shear Tension Load Shear Comp Load Shear Axial Frame Load 0.2500 Shear Case Tension Case V + T Case Bending Case Bearing Case Tension Shear Comp Case (k) (k) Case (k) (k) Case (k) (k) Case (k) (k) (k) Case 0/0/0 12.32 -27.04 30 12.32 -27.04 30 11.93 34.37 29 0.75 -16.19 6.23 57 26/0/0 34.19 -27.18 31 34.19 -27.18 31 33.82 33.33 28 - - - 0 Base Plate Connection Strength Ratios X -Loc Rod Load Rod Load Rod Load Rod Load Conc. Load Plate Load Plate Load Flange Load Web Load 0.2500 Shear Case Tension Case V + T Case Bending Case Bearing Case Tension Case Comp Case Weld Case Weld Case 0/0/0 0.300 30 0.396 30 0.396 30 - 0 0.199 29 0.313 30 0207 29 0.312 29 0.391 30 26/0/0 0.834 31 0.398 31 0.853 31 - 0 0.178 28 0.112 31 0.060 28 0.263 28 0.791 31 Web Stiffener Samna Mem. No. Stiff. No. Desc. Loc. (ft) Web Depth (in.) hit alh a (in.) Thick. (n.) Width (in.) Side Welding Description 1 1 SI 1 Pitches Istl2nd Alternate Web Thick.- 0.2500 0.1875 4.500 Opposite W -OS -0.1250 1 2 3 2 1 2 (S10) 0.750 0.750 0.625 10.00 8.00 8.00 36.00 36.00 48.84 0.875 0.875 0.875 F1852X/PT F1852X/PT F1852X/PT 4.00 4.00 4.00 33 33 43 Fillet 4.25/2.50 4.25/2.50 4.25/2.50 1 2 S9 23.98 35.497 189.32 N/A N/A 0.3750 3.500 Both SP -BS -0.3125,W -BS -0.1250,F -OS -0.1875 4 1 S3 24.71 43.000 N/A N/A N/A 0.3125 4.000 Both SP -BS -0.2500,W -BS -0.1250,F -OS -0.1875 bonen ting-rtate Connecnons (mate ry = aa.uu um Mem. No. Jt. No. Type End -Plate Dimensions Bolt Outside Flange Inside Flange Thick. (in.) Width (in.) Length (in.) Diam. (in.) Spec/Joint Gages In/Out (in.) Configuration Pitches Istl2nd Configuration Pitches 1st/2nd ID Desc. (in.) ID Desc. (in.) 1 2 3 2 1 2 KN(Face) KN(Face) KN(Face) 0.750 0.750 0.625 10.00 8.00 8.00 36.00 36.00 48.84 0.875 0.875 0.875 F1852X/PT F1852X/PT F1852X/PT 4.00 4.00 4.00 33 33 43 Extended Extended Ext/Gusset 4.25/2.50 4.25/2.50 4.25/2.50 33 33 33 Extended Extended Extended 4.25/2.50 4.25/2.50 4.25/2.50 Gusset Out 3.375 x 0.3750 x 6.13 SP BS -0.3125, 4 2 KN(Face) 0.625 12.00 48.94 0.875 F1852X/PT 4.00 43 Ext/Gusset 4.25/2.50 33 Extended 4.25/2.50 Gusset Out 3.375 x 0.3750 x 6.13 SP BS -0.3125. Moment Connections: Outside Flange Required Strength From Side Point 1 Strength Ratios * Mem. Jt. Ld Axial Shear Moment Design Bolt Bolt Plate Shear Shear Bearing Flange Web No. No. Cs (k) (k) (in -k) Proc. Tension Shear Bending Yielding Rupture Tearing Weld Weld 1 2 33 -19.4 40.6 4002.4 AISC DG-16/Thin plate 0.814 0.193 0.776 0.383 0.501 0.105 0.907 0.959 2 1 33 -19.4 40.6 4002.4 AISC DG-16/Thin plate 0.814 0.193 0.776 0.383 0.501 0.105 0.999 0.959 3 2 32 13.4 42.2 5101.5 AISC DG-16/Thin plate 0.789 0.200 0.838 0.000 0.000 0.132 0.799 0.959 4 2 32 13.4 42.2 5101.5 A1SC DG-16/Thin plate 0.789 0.200 0.838 0.000 0.000 0.132 0.959 0.959 Inside Flange Required Strong h From Side Point 1 Strength Ratios * Mem. Jt. Ld Axial Shear Moment Design Bolt Bolt Plate Shear Shear Bearing Flange Web No. No. Cs (k) (k) (in -k) Proc. Tension Shear Bending Yielding Rupture Tearing Weld Weld 1 2 34 18.5 37.9 3918.6 AISC DG-16/Thin plate 0.914 0.180 0.871 0.405 0.530 0.098 0.959 0.959 2 1 34 18.5 37.9 3918.6 AISC DG-16/Thin plate 0.914 0.180 0.871 0.405 0.530 0.098 0.999 0.959 3 2 35 -14.0 39.9 5076.4 AISC DG-16/Thin plate 0.702 0.190 0.952 0.388 0.488 0.125 0.799 0.959 4 2 35 -14.0 39.9 5076.4 AISC DG-16/Thin plate 0.702 0.190 0.952 0.388 0.488 0.125 0.959 0.959 * Strength ratios shown for the connections are reported as a percentage of the system default or user Override Stress Limit (Stress Lint = 1.03) Flange Brace Summary Member From Member Joint 1 From Side Point 1 Part Axial Load per FB (k) Load Case Design Note 2 2/2/7 21/0/6 (2)GFB3021 0.479 65 Mom -y Mry in -k 2 9/8/7 13/6/6 GFB2097 0.254 1 3 7/0/14 6/0/6 (2)GFB4071 0.324 65 Frame Design Member Summary - Controlling Load Case and Maximum Combined Stresses per Member (Locations are from Joint 1 File: Mutual Material - Open Varco Pruden Buildings is a division of B1ueScope Buildings North America, Inc. Version: 2018.1c Controll'ng Cases Required Strength Available Strength Strength Ratios Mem. No. Loc. ft Depth in. Axial + Flexure Shear Axial Pr k Shear Vr k Mom -x Mrx in -k Mom -y Mry in -k Axial Pc k Shear Vc k Mom -x Mcx in -k Morn -y Mcy in -k Axial + Flexure Shear File: Mutual Material - Open Varco Pruden Buildings is a division of B1ueScope Buildings North America, Inc. Version: 2018.1c 18-038165 Design Calculations 1 1 2 3 3 4 4 24.29 24.29 1.36 1.36 9.02 9.02 13.27 0.00 36.00 36.00 29.00 29.00 42.00 42.00 29.11 12.00 65 65 69 53 55 65 53 53 -19.4 -7.5 -5.1 -20.0 -6.0 16.7 -17.1 17.1 -1748.3 -1548.1 1901.8 -1945.7 0.0 0.0 a.0 0.0 110.3 197.5 158.6 229.6 15.1 44.4 30.0 59.4 3599.2 2941.2 3557.4 5319.3 • Date: 9/24/2018 Time: 02:10 PM Page: 70 of 90 395.0 186.6 120.9 911.4 0.57 0.55 0.55 0.41 0.40 0.38 0.57 0.29 Parameters Used for Axial and Flexural Mem. No. Loc. ft Lx in. Ly/Lt in. Lb in. Ag in.2 Afn in.2 lxx in.4 lyy in.4 Sx in.3 Sy in.3 Zx in.3 Zy in.3 J in.4 Cw in.6 Cb Rpg Rpc Qs Qa 1 24.29 291.45 291.4 291.4 14.11 3.75 3064.11 62.52 170.23 12.50 191.84 19.06 0.43 19836.4 1.64 0.97 1.00 0.78 0.74 0.42 <W2 <W2 6 System 1.000 200 180 0.42 WP WP 7 System 1.000 200 0 7 E> + EG - 8 System 1.000 200 2 1.36 230.23 29.0 29.0 10.84 1.88 1247.52 11.29 86.04 3.76 104.11 6.07 0.27 2322.21 1.00 1.00 1.08 0.97 0.59 3 9.02 230.23 23.0 23.0 13.37 1.50 2796.33 9.05 133.16 3.02 170.27 5.15 0.28 3945.43 1.08 0.95 1.00 0.84 0.44 4 13.27 297.75 297.8 297.8 19.03 6.00 2919.64 144.04 200.56 24.01 221.09 36.44 1.15 29484.4 1.25 1.00 1.04 0.86 0.84 4 Deflection Load Combinations - Framin No. Origin Factor Def 11 Def V Application Description 1 System 1.000 0 180 1.0 SMS SMS 2 System 1.000 200 180 0.42 WI > WI > 3 System 1.000 200 180 0.42 <W1 <W1 4 System 1.000 200 180 0.42 W2> W2> 5 System 1.000 200 180 0.42 <W2 <W2 6 System 1.000 200 180 0.42 WP WP 7 System 1.000 200 0 1.0 E> + 1.0 EG- E> + EG - 8 System 1.000 200 0 1.0 <E + 1.0 EG- <E + EG - Controlling Frame Deflection Ratios for Cross Section: Description Ratio Deflection (in.) Member Joint Load Case Load Case Description Max. Horizontal Deflection (H/201 ) 1.510 1 2 7 E> + EG - Max. Vertical Deflection for Span l (L'4370) -0.061 3 1 1 SMS ▪ Negative horizontal deflection is left • Negative vertical deflection is down Lateral deflections of primary frames are calculated on a bare frame basis and do not include resistance from systems such as roof and endwall diaphragms or partial base fixity. Therefore, these deflections may be considerably overstated. Frame Lateral Stiffness (K): 17.280 (k/in) Fundamental Period (calculated) (T): 0.735 (sec.) File: Mutual Material - Open Version: 2018.1 c Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc. • 18-038165 Design Calculations Date: 9/24/2018 Time: 02:10 PM Page: 71 of 90 tame Cross Section: 4 Dimension Key 1 1" 2 5" 3 1'-10 3/8" 4 2 @ 2'-6 3/8" 5 1'-8 1/2" Frame Clearances Horiz. Clearance between members 1(CX007) and 4(CX008): 19'-1 11/16" Vert. Clearance at member 1(CX007): 24'-0 7/16" Vert. Clearance at member 4(CX008): 24'-6 11/16" Finished Floor Elevation = 100'-0" (Unless Noted Otherwise) File: Mutual Material - Open Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc. Version: 2018.1c 18-038165 Design Calculations • Date: 9/24/2018 , Time: 02:10 PM Page: 72 of 90 File: Mutual Material - Open Version: 2018.1c Varco Pruden Buildings is a division of B1ueScope Buildings North America, Inc. 18-038165 Design Calculations Date: 9/24/2018 Time: 02:10 PM Page: 73 of 90 Frame Location Design Parameters: Location Avg. Bay Space Description Angle Group Trib. Override Design Status 87/0/0 28/8/0 Rigid Frame 90.0000 Stress Check Design Load Combinations - Framin No. Origin Factor Application Description 1 System 1.000 1.0 D 4 1.0 CG + 1.0 SMS> D + CG + SMS> 2 System 1.000 1.0 D + 1.0 CG + 1.0 <SMS D + CG + <SMS 3 System 1.000 1.0 D + 1.0 CG + 1.0 S> + 1.0 SD D + CG + S> + SD 4 System 1.000 1.0 D+ 1.0 CG + 1.0<S+ 1.0 SD D + CG + <S + SD 5 System 1.000 1.OD+1.00G+0.6WI> D+CG+W1> 6 System 1.000 1.0 D+ 1.0 CG + 0.6 <W1 D + CG + <W 1 7 System 1.000 1.0 D + 1.0 CG + 0.6 W2> D + CG + W2> 8 System 1.000 1.0 D + 1.0 CG + 0.6 <W2 D + CG + <W2 9 System 1.000 1.0 D + 1.0 CG + 0.6 WP D + CG + WP 10 System 1.000 0.6 MW MW - Wall: 1 11 System 1.000 0.6 MW MW - Wall: 2 12 System 1.000 0.6 MW MW - Wall: 3 13 System 1.000 0.6 MW MW - Wall: 4 14 System 1.000 0.6D+0.6CU+0.6W1> D+CU+WI> 15 System 1.000 0.6 D + 0.6 CU + 0.6 <W1 D + CU + <W 1 16 System 1.000 0.6 D + 0.6 CU + 0.6 W2> D + CU + W2> 17 System 1.000 0.6 D + 0.6 CU + 0.6 <W2 D + CU + <W2 18 System 1.000 0.6D+0.6CU+0.6WP D+CU+WP 19 System 1.000 1.0 D+ 1.0 CG + 0.75 S+ 0.45 W 1> D + CG + S + W 1> 20 System 1.000 1.0 D+ 1.0 CG + 0.75 S + 0.45 <W 1 D + CG + S + <W 1 21 System 1.000 1.OD+1.00G+0.755+0.45W2> D+CG+S+W2> 22 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 <W2 D+CG+S+<W2 23 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WP D + CG + S + WP 24 System 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ D + CG + E> + EG+ 25 System 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ D + CG + <E + .EG+ 26 System 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- D + CU + E> + EG - 27 System 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- D + CU + <E + EG - 28 Special 1.000 1.0 D+ 1.0 CG + 1.75 E>+ 0.7 EG+ D + CG + E> + EG+ 29 Special 1.000 1.0 D + 1.0 CG + 1.75 <E + 0.7 EG+ D + CG + <E + EG+ 30 Special 1.000 0.6 D + 0.6 CU + 1.75 E> + 0.7 EG- D + CU + E> + EG - 31 Special 1.000 0.6 D + 0.6 CU + 1.75 <E + 0.7 EG- D+CU+<E+EG- 32 OMF Connection 1.000 1.0 D + 1.0 CG + 2.45 E> + 0.7 EG+ D + CG + E> + EG+ 33 OMF Connection 1.000 1.0 D + 1.0 CG + 2.45 <E + 0.7 EG+ D + CG + <E + EG+ 34 OMF Connection 1.000 0.6 D + 0.6 CU + 2.45 E> + 0.7 EG- D + CU + E> + EG - 35 OM.F Connection 1.000 0.6 D + 0.6 CU + 2.45 <E + 0.7 EG- D + CU + <E + EG - 36 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WP + 0.6 WB1> D+ CG + WP+ WB I> 37 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WP + 0.6 WB1> D+ CU+ WP+ WB l> 38 System Derived 1.000 1.OD+1.00G+0.75S+0.45WP+0.45WB1> D+CG+S+WP+WB1> 39 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WP + 0.6 <WB 1 D + CG + WP + <WB I 40 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WP + 0.6 <WB 1 D + CU + WP + <WB 1 41 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S ÷ 0.45 WP + 0.45 <WB I D + CG + S + WP + <WB I 42 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WP + 0.6 WB2> D + CG + WP + WB2> 43 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WP + 0.6 WB2> D + CU + WP + WB2> 44 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WP + 0.45 WB2> D + CG + S + WP + WB2> 45 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WP + 0.6 <WB2 D + CG + WP + <WB2 46 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WP + 0.6 <WB2 D + C.0 + WP + <WB2 47 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WP + 0.45 <WB2 D + CG + S + WP + <WB2 48 System Derived 1.000 0.6 MWB MWB - Wall: 1 49 System Derived 1.000 0.6 MWB MWB - Wall: 2 50 System Derived 1.000 0.6 MWB MWB - Wall: 3 51 System Derived 1.000 0.6 MWB MWB - Wall: 4 52 System Derived 1.000 1.0 D + 1.0 CG + 0.273 E> ± 0.7 EG+- + 0.91 EB> D + CG + E> + EG+ + EB> 53 System Derived 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ + 0.273 EB> D + CG + .E> + EG+ + EB> 54 System Derived 1.000 1.0 D + 1.0 CG + 0.273 <E + 0.7 EG+ + 0.91 EB> D + CG + <E + EG+ + EB> 55 System Derived 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ + 0.273 EB> D + CG + <E + EG+ + EB> 56 System Derived 1.000 0.6 D + 0.6 CU + 0.273 E> + 0.7 EG- + 0.91 EB> D + CU + E> + EG- + EB> 57 System Derived 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- + 0.273 EB> D + CU + E> + EG- + EB> File: Mutual Material - Open Varco Pruden Buildings is a division of B1ueScope Buildings North America, Inc. Version: 2018.1c 18-038165 Design Calculations 58 59 60 61 62 63 64 65 66 67 68 69 70 71 System Derived System Derived Special Special System Derived System Derived System Derived, System Derived System Derived System Derived System Derived System Derived Special Special 1.000 0.6 D + 0.6 CU + 0.273 <E + 0.7 EG- + 0.91 EB> 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- + 0.273 EB> 1.000 1.OD+1.00G+L75EB>+0.7EG+ 1.000 0.6 D + 0.6 CU + 1.75 EB> + 0.7 EG - 1.000 1.OD+1.00G+0.273E>+0.7EC++0.91 <E13 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ + 0.273 <E13 1.000 1.0 D+ 1.0 CG+0.273 <E+0.7 EG++0.91 <EB 1.000 I.OD+1.0CG+0.91<E+0.7EG++0.273<EB 1.000 0.6D+0.6CU+0.2731>+0.7EG- +0.91 <EB 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- + 0.273 <EB 1.000 0.6D+0.6CU+0.273<E+0.7EG- +0.91<EB 1.000 0.6 D + 0.6 CU + 0,91 <E + 0.7 EG- + 0.273 <EB 1.000 1.0D+1.0CG+1.75 <EB +0.7EG+ 1.000 0.6D+0.6CU+ 1.75 <E13 + 0.7 EG- Date: 9/24/2018 Time: 02:10 PM Page: 74 of 90 D + CU + <E + EG- + EB> D+CU+<E+EC;-+EB> D + CG + EB> + EG+ D + CU + EB> + EG- D + CG + E> + EG+ + <EB D + CG + E> + EG+ + <EB D + CG + <E + EG+ + <EB D+CG+<E+EG++<EB D + CU + E> + EG- + <EB D + CU + E> + EG- + <EB D + CU + <E + EG- + <EB D + CU + <E + EG- + <EB D + CG + <EB + EG+ D + CU + <EB + EG - Frame Member Sizes Mem. No. Flg Width (in.) Flg Thk (in.) Web Thk (in.) Depthl (in.) Depth2 (in.) Length (ft) Weight (P) Fig Fy (ksi) Web Fy (ksi) Splice Jt.1 Codes Jt.2 Shape 1 10.00 0.3750 0.1875 12.00 36.00 26.44 1189.8 55.00 55.00 BP KN 3P 2 6.00 0.3125 0.1875 29.00 22.00 12.94 349.5 55.00 55.00 KN SS 3P 3 6.00 0.2500 0.2500 22.00 42.00 12.94 378.5 55.00 55.00 SS KN 3P 4 12.00 0.5000 0.2500 ' 12.00 44.00 28.59 1958.6 55.00 55.00 BP KN 311 Boundary Condition Summa otal Frame Weight = 3876.4 (p) (Includes all plates) Member X -Loc Y -Loc Supp. X Supp. Y Moment Displacement X(in.) Displacement Y(in.) Displacement ZZ(rad.) 1 0/0/0 0/0/12 Yes Yes No 0/0/0 0/0/0 0.0000 4 26/0/0 0/0/12 Yes Yes No 0/0/0 0/0/0 0.0000 Values shown are resisting forces of the foundation. Base Connection Design is Based on 3000.00 (psi) Concrete Reactions - Unfactored Load Type at Frame Cross Sectio Type X -Loc Gridl - Grid2 Base Plate W x L (in.) Base Plate Thickness (in.) Anchor Rod Qty/Diam. (in.) Column Base Elev. Exterior Column 0/0/0 4-13 12 X 13 0.500 4 - 1.000 100'-0 3/4" Exterior Column 26/0/0 4-A 13 X 13 0.750 4 - .000 100'-0 3/4" Load Type Desc. Hx Hz Vy Hx Vy D Frm 0.26 -0.05 3.75 -0.26 3.07 - - - CG Frm 0.17 - 1.13 -0.17 1.10 - - - SMS> Fnn 1.44 - 9.43 -1.44 9.20 - - - <SMS Frm 1.44 - 9.43 -1.44 9.20 - - - S> Frm 1.21 - 7.92 -1.21 7.73 - - - SD Frm 0.05 - 0.14 -0.05 1.28 - - - <S Frm 1.21 - 7.92 -1.21 7.73 - - - WI> Frm -7.07 - -25.93 -13.41 -1.95 - - - <W 1 Frm -0.87 - -8.90 3.95 -12.79 - - - W2> Frm 0.15 - -1.84 2.62 -5.20 - - - <W2 Fnn 6.35 - 15.19 19.99 -16.04 - - - WP Frm -7.28 - -23.51 -16.96 5.04 - - - MW Ftm - - - - - - - - MW Frm 3.29 - 8.00 10.22 -8.00 - - - MW Frm - - - - - - - - MW Frm -8.60 - -7.37 -4.41 7.37 - - - CU Frm - - - - - - - - S Frm 1.21 - 7.92 -1.21 7.73 - - - E> Frm -6.70 - -16.42 -19.38 16.26 - - - EG+ Frm 0.11 - 0.69 -0.11 0.68 - - - <E Frm 6.70 - 16.42 19.38 -16.26 - - - EG- Frm -0.11 - -0.69 0.11 -0.68 - - - WB1> Brc -0.04 -1.41 2.86 0.04 -0.06 - - - <WBl Brc 0.05 1.57 -3.17 -0.05 0.07 - - - WB2> Brc -0.04 -1.42 2.87 0.04 -0.06 - - - <WB2 Brc 0.05 1.57 -3.18 -0.05 0.07 - - - File: Mutual Material - Open Varco Pruden Buildings is a division of B1ueScope Buildings North America, Inc. Version: 2018.1c 18-038165 Design Calculations Date: 9/24/2018 Time: 02:10 PM Page: 75 of 90 MWB MWB MWB MWB EB> <EB SMS Brc Brc Brc Brc Brc Brc Frm -0.02 0.02 -0.08 0.08 1.44 -0.63 0.82 -2.74 2.74 1.28 -1.66 5.54 -5.55 9.43 0.02 -0.02 0.08 -0.08 -1.44 -0.03 0.04 -0.12 0.12 9.20 Sum of Forces with Reactions Check - Framm Load Type Horizontal Load (k) Reaction (k) Vertical Load (k) Reaction (k) rn 1 G G 1 N W 00 c) (-^. n V N tt a A C 1 N 4 Vi C7 V 4 C/] iii. C4 CO V ccDvtoto V + �� tiN V -- V Ul V 0.0 0.0 5.9 6.8 0.0 0.0 2.2 2.2 0.0 0.0 18.6 18.6 0.0 0.0 18.6 18.6 0.0 0.0 15.7 15.7 0.0 0.0 1.4 1.4 0.0 0.0 15.7 15.7 18.5 20.5 27.8 27.9 4.6 3.1 21.6 21.7 3.3 2.8 7.0 7.0 26.4 26.3 0.9 0.9 23.0 24.2 18.4 18.5 0.0 0.0 0.0 0.0 13.5 13.5 0.0 0.0 0.0 0.0 0.0 0.0 13.0 13.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 15.7 15.7 26.1 26.1 0.0 0.2 0.1 0.0 1.4 1.4 26.1 26.1 0.0 0.2 0.1 0.0 1.4 1.4 0.0 0.0 0.0 2.8 0.0 0.0 0.0 3.1 0.0 0.0 0.0 2.8 0.0 0.0 0.0 3.1 0.0 0.0 0.0 1.3 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.6 0.0 0.0 0.0 0.0 0.0 0.0 0.0 5.4 0.0 0.0 0.0 5.4 0.0 0.0 18.6 18.6 Maximum Combined Reactions Summary with Factored Loads - Framing Note: All reactions are basad on 1st order structural analysis. X -Loc Grid Hrz left Load Hrz Right Load Hrz In Load Hrz Out Load Uplift Load Vrt Down Load Mom cw Load Mom ccw Load (in.) (in.) (-Hx) Case (Hx) Case (-Hz) Case (Hz) Case (-Vy) Case (Vy) Case (-Ma) Case (Mzz) Case 1.000 5.0 (k) Std (k) OS -0.1875 (k) 4-A (k) 0.750 (k) 13 (k) 4 (in -k) 5.0 (in -k) Std 0/0/0 4-B 11.65 30 12.24 29 4.84 60 4.77 71 26.97 30 34.10 29 - - - - 26/0/0 4-A 34.42 28 33.83 31 - - - - 27.08 31 33.10 28 - - - - Base Plate Summary Base Connection Design is Based on 3000.00 (psi) Concrete Plate Fy = 55.00 ksi Grade A36 Anchor Rods used to determine quantity and diameter Gage & Pitch standards are based on ACI -318 Appendix D criteria for "cast -in-place" anchor rods (Min space = 4" Brod X -Loc Grid Mem. Thickness Width Length Stiff. Num. Of Rod Diam. Pitch Gage Hole Welds to Welds to No. (in.) (in.) (in.) Rods (in.) (in.) (in.) Type Flange Web 0/0/0 4-B 1 0.500 12 13 No 4 1.000 5.0 5.0 Std OS -0.1875 OS -0.1875 26/0/0 4-A 4 0.750 13 13 No 4 1.000 5.0 5.0 Std OS -0.1875 OS -0.2500 File: Mutual Material - Open Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc. Version: 2018.1c 18-038165 Design Calculations Date: 9/24/2018 Time: 02:10 PM Page: 76 of 90 Pinned Base Plate Connection Loadin Base Plate Connection Strength Ratios X -Loc Maximum Shear Case Maximum Tension Case Maximum Comp Case Maximum Bracing/WA Case X -Loc Shear Axial Load Shear Tension Load Shear Comp Load Shear Axial Frame Load 0.2500 Shear Case Tension Case V + T Case Bending Case Bearing Case Tension Shear Comp Case (k) (k) Case (k) (k) Case (k) (1) Case (k) (k) (k) Case 0/0/0 12.17 -27.07 30 12.17 -27.07 30 11.76 34.33 29 0.75 -16.23 6.14 67 26/0/0 34.36 -27.19 31 34.36 -27.19 31 33.98 33.32 28 - - - 0 Base Plate Connection Strength Ratios X -Loc Rod Load Rod Load Rod Load Rod Load Conc. Load Plate Load Plate Load Flange Load Web Load 0.2500 Shear Case Tension Case V + T Case Bending Case Bearing Case Tension Case Comp Case Weld Case Weld Case 0/0/0 0.297 30 0.396 30 0.396 30 - 0 0.199 29 0.313 30 0.207 29 0.311 29 0.387 30 26/0/0 0.838 31 0.398 31 0.861 31 - 0 0.178 28 0.112 31 0.060 28 0.263 28 0.795 31 Web Stiffener Summar• Mem. No. Stiff. No. Desc. Loc. (ft) Web Depth (in.) hit at a (in.) Thick. (in.) Width (in.) Side Welding Description 1 1 SI 1 Pitches Ist/2nd Alternate Web Thick.= 0.2500 0.1875 4.500 Opposite W -OS -0.1250 1 2 3 2 1 2 (S10) 0.750 0.750 0.625 10.00 8.00 8.00 36.00 36.00 48.84 0.875 0.875 0.875 F1852X/PT F1852X/PT F 1852X/PT 4.00 4.00 4.00 33 33 43 Fillet 4.25/2.50 4.25/2.50 4.25/2.50 1 2 S9 23.98 35.497 189.32 N/A N/A 0.3750 3.500 Both SP -BS -0.3125,W -BS -0.1250,F -OS -0.1875 4 1 S3 24.71 43.000 N/A N/A N/A 0.3125 4.000 Both SP -BS -0.2500,W -BS -0.1250,F -OS -0.1875 Donee ram -rime i,onnecnons mate ry = ”.uu RSil Mem. No. Jt. No. Type End -Plate Dimensions Bolt Outside Flange Inside Flange Thick. (in.) Width (in.) Length (in.) Diam. (in.) Spec/Joint Gages In/Out (in.) Configuration Pitches Ist/2nd Configuration Pitches lst/2nd ID Desc. (in.) ID Desc. (in.) 1 2 3 2 1 2 KN(Face) KN(Face) KN(Face) 0.750 0.750 0.625 10.00 8.00 8.00 36.00 36.00 48.84 0.875 0.875 0.875 F1852X/PT F1852X/PT F 1852X/PT 4.00 4.00 4.00 33 33 43 Extended Extended Ext/Gusset 4.25/2.50 4.25/2.50 4.25/2.50 33 33 33 Extended Extended Extended 4.25/2.50 4.25/2.50 4.25/2.50 (russet Out 3.375 x 0.3750 x 6.13 SP BS -0.3125, 4 2 KN(Face) 0.625 12.00 48.94 0.875 F1852X/PT 4.00 43 Ext/Gusset 4.25/2.50 33 Extended 4.25/2.50 Gusset Out 3.375 x 0.3750 x 6.13 SP BS -0.3125. Moment Connections: Outside Flange Required Strength From Side Point 1 Strength Ratios * Mem. Jt. Ld Axial Shear Moment Design Bolt Bolt Plate Shear Shear Bearing Flange Web No. No. Cs (k) (k) (in -k) Proc. Tension Shear Bending Yielding Rupture Tearing Weld Weld 1 2 33 -19.2 40.5 3933.3 AISC DG-16/Thin plate 0.800 0.193 0.762. 0.376 0.492 0.105 0.891 0.719 2 1 33 -19.2 40.5 3933.3 AISC DG-16/Thin plate 0.800 0.193 0.762 0.376 0.492 0.105 0.999 0.719 3 2 32 13.1 42.1 5173.4 AISC DG-16/Thin plate 0.799 0.200 0.849 0.000 0.000 0.132 0.799 0.959 4 2 32 13.1 42.1 5173.4 AISC DG-161Thin plate 0.799 0.200 0.849 0.000 0.000 0.132 0.959 0.959 Inside Flange Required Strength From Side Point 1 Strength Ratios * Mem. Jt. Id Axial Shear Moment Design Bolt Bolt Plate Shear Shear Bearing Flange Web No, No. Cs (k) (k) (in -k) Proc. Tension Shear Bending Yielding Rupture Tearing Weld Weld 1 2 34 18.3 37.9 3849.2 AISC DG-16/Thin plate 0.898 0.180 0.856 0.405 0.530 0.098 0.959 0.719 2 1 34 18.3 37.9 3849.2 AISC DG-16/Thin plate 0.898 0.180 0.856 0.405 0.530 0.098 0.999 0.719 3 2 35 -13.8 40.0 5149.1 AISC DG-16/Thin plate 0.713 0.190 0.967 0.388 0.488 0.125 0.799 0.959 4 2 35 -13.8 40.0 5149.1 AISC DG-16/Thin plate 0.713 0.190 0.967 0.388 0.488 0.125 0.959 0.959 * Strength ratios shown for the connections are reported as a percentage of the system default or user Override Stress Limit (Stress Limit = 1.03) Flange Brace Summa Member From Member Joint 1 From Side Point 1 Part Axial Load per FB (k) Load Case Design Note 2 2/2/7 21/0/6 (2)GFB3021 0.518 55 Mom -y Mry in -k 2 9/8/7 13/6/6 GFB2097 0.287 2 3 7/0/14 6/0/6 (2)GFB4071 0.330 55 Frame Design Member Summary - Controlling Load File: Mutual Material - Open Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc. Version: 2018.Ic Controll'ng Cases Required Strength r Available Strength _ _ -- Strength Ratios Mem. No. Loc. ft Depth in. Axial + Flexure Shear Axial Pr k Shear Vr k Mom -x Mrx in -k Mom -y Mry in -k Axial Pc k Shear Vc k Mom -x Mcx in -k Mom -y Mcy in -k Axial + Flexure Shear File: Mutual Material - Open Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc. Version: 2018.Ic Wsi 18-038165 Design Calculations Date: 9/24/2018 Time: 02:10 PM Page: 77 of 90 2 1 3 3 4 4 24.29 24.29 1.36 1.36 9.02 9.02 13.27 0.00 36.00 36.00 29.00 29.00 42.00 42.00 29.11 12.00 55 55 59 63 65 55 63 63 -19.4 -7.4 -5.0 -19.9 -5.9 16.7 -17.0 17.2 -1723.9 -1522.9 1930.3 -1959.6 0.0 0.0 0.0 0.0 110.3 160.9 158. 229. 15.1 18.7 30.0 59.4 3597.0 2407.0 3557.4 5330.2 395.0 179.9 120.9 911.4 0.57 0.66 0.56 0.41 0.39 0.89 0.57 0.29 Parameters Used for Axial and Flexural Des'en Mem. No. Loc. ft Lx in. Ly/Lt in. Lb in. Ag in.2 Afn in.2 lxx in.4 lyy in.4 Sx in.3 Sy in.3 Zx in.3 Zy in.3 J in.4 Cw in.6 Cb Rpg Rpc Qs Qa 1 24.29 291.45 291.4 291.4 14.11 3.75 3064.1 I 62.52 170.23 12.50 191.84 19.06 0.43 19836.4 1.64 0.97 1.00 0.78 0.74 0.42 <W2 <W2 6 System 1.000 200 180 0.42 WP WP 7 System 1.000 200 0 7 E> + EG - 8 System 1.000 200 2 1.36 230.23 29.0 29.0 9.07 1.88 1128.53 11.27 77.83 3.76 91.53 5.87 0.19 2317.82 1.00 0.98 1.00 0.96 0.58 3 9.02 230.23 23.0 23.0 13.37 1.50 2796.33 9.05 133.16 3.02 170.27 5.15 0.28 3945.43 1.08 0.95 1.00 0.84 0.44 4 13.27 297.75 297.8 297.8 19.03 6.00 2919.64 144.04 200.56 24.01 221.09 36.44 1.15 29484.4 1.25 1.00 1.04 0.86 0.84 4 Deflection Load Combinations - Framin No. Origin Factor Def H Def V Application Description 1 System 1.000 0 180 1.0 SMS SMS 2 System 1.000 200 180 0.42 W1> WI> 3 System 1.000 200 180 0.42 <W1 <WI 4 System 1.000 200 180 0.42 W2> W2> 5 System 1.000 200 180 0.42 <W2 <W2 6 System 1.000 200 180 0.42 WP WP 7 System 1.000 200 0 1.0 E> + 1.0 EG- E> + EG - 8 System 1.000 200 0 1.0 <E + 1.0 EG- <E + EG- Controlline Frame Deflection Ratios for Cross Section: 4 Description Ratio Deflection (in.) Member Joint Load Case Load Case Description Max. Horizontal Deflection (H1197) 1.535 1 2 7 E> + EG - Max. Vertical Deflection for Span 1 (L'4258) -0.063 3 1 1 SMS * Negative horizontal deflection is left * Negative vertical deflection is down Lateral deflections of primary frames are calculated on a bare frame basis and do not include resistance from systems such as roof and endwall diaphragms or partial base fixity. Therefore, these deflections may be considerably overstated. Frame Lateral Stiffness (K): 16.993 (klin) Fundamental Period (calculated) (1): 0.741 (sec.) File: Mutual Material - Open Version: 2018.1c Varco Pruden Buildings is a division of B1ueScope Buildings North America, Inc. 18-038165 Design Calculations Date: 9/24/2018 Time: 02:10 PM Page: 78 of 90 rame Cross Section: 5 Dimension Key 1 1" 2 5" 3 l'-10 3/8" 4 2 @ 2'-6 3/8" 5 l'-8 1/2" Frame Clearances Horiz. Clearance between members 1(CX009) and 4(CX010): 19'-1 1 l/16" Vert. Clearance at member 1(CX009): 24'-0 7/16" Vert. Clearance at member 4(CX010): 24'-6 11/16" Finished Floor Elevation = 100'-0" (Unless Noted Otherwise) File: Mutual Material - Open Varco Pruden Buildings is a division of B1ueScope Buildings North America, Inc. Version: 20 l 8.1 c 18-038165 Design Calculations Date: 9/24/2018 Time: 02:10 PM Page: 79 of 90 File: Mutual Material - Open Version: 20181 c Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc. 18-038165 Design Calculations Frame Location Design Para Date: 9/24/2018 Time: 02:10 PM Page: 80 of 90 Location Avg. Bay Space Description Angle Group Trib. Override Design Status II5/8/0 28/11/0 Rigid Frarne 90.0000- System 1.000 Stress Check Design Load Combinations - Framin No. Origin Factor Application Description 1 System 1.000 1.0 D + 1.0 CG + 1.0 SMS> D + CG + SMS> 2 System 1.000 1.0 D + 1.0 CG + 1.0 <SMS D + CG + <SMS 3 System 1.000 1.0 D + 1.0 CG + 1.0 S> + 1.0 SD D + CG + S> + SD 4 System 1.000 1.OD+1.00G+1.0<S+1.0 SD D+CG+<S+SD 5 System 1.000 1.0 D+ 1.0 CG + 0.6 W i> D+CG+W!> 6 System 1.000 1.OD+1.00G+0.6<W1 D+CG+<W1 7 System 1.000 1.0 D + 1.0 CG + 0.6 W2> D + CG + W2> 8 System 1.000 1.0 D + 1.0 CG + 0.6 <W2 D + CG + <W2 9 System 1.000 1.0 D + 1.0 CG + 0.6 WP D + CG + WP 10 System 1.000 0.6 MW MW - Wall: 1 I.1 System 1.000 0.6 MW MW - Wall: 2 12 System 1.000 0.6 MW MW - Wall: 3 13 System 1.000 0.6 MW MW - Wall: 4 14 System 1.000 0.6D+0.6CU+0.6W1> D+CU+WI> 15 System 1.000 0.6 D + 0.6 CU + 0.6 <W1 D + CU + <W1 16 System 1.000 0.6 D + 0.6 CU + 0.6 W2> D + CU + W2> 17 System 1.000 0.6 D + 0.6 CU + 0.6 <W2 D + CU + <W2 18 System 1.000 0.6D+0.6CU+0.6WP D+CU+WP 19 System 1.000 1.0D+1.00G+0.75S+0.45W7> D+CG+S+W1> 20 System 1.000 1.0 D+ I.O CG + 0.75 S+ 0.45 <W1 D + CG + S + <W 1 21 System 1.000 1.0 D+ 1.0 CG+ 0.75 S+ 0.45 W2> D+CG+S+W2> 22 System 1.000 1.O D + 1.0 CG + 0.75 S+ 0.45 <W2 D + CG + S + <W2 23 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WP D+CG+S+WP 24 System 1.000 1.0 D + 1.0 CG + 0.91 E>+ + 0.7 EG+ D + CG + E> + EG+ 25 System 1.000 1.0D+1.0CG+0.91<E+0.7EG+ D + CG + <E + EG+ 26 System 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- D + CU + E> + EG - 27 System 1.000 0.6D+0.6CU+0.91 <E+0.7EG- D+CU+<E+EG- 28 Special 1.000 1.0 D+ 1.0 CG+ 1.75 E>+ 0.7 EG+ D+CG+E>+EG+ 29 Special 1.000 1.0 D + 1.0 CG + 1.75 <E + 0.7 EG+ D + CG + <E + EG+ 30 Special 1.000 0.6 D + 0.6 CU + 1.75 E> + 0.7 EG- D + CU + E> + EG - 31 Special 1.000 0.6 D + 0.6 CU + 1.75 <E + 0.7 EG- D + CU + <E + EG - 32 OMF Connection 1.000 1.0 D + 1.0 CG + 2.45 E> + 0.7 EG+ D + CG + E> + EG+ 33 OM F Connection 1.000 1.0 D + 1.0 CG + 2.45 <E + 0.7 EG+ D + CG + <E + EG+ 34 OMF Connection 1.000 0.6 D 0.6 CU + 2.45 E> + 0.7 EG- D + CU + E> + EG - 35 OM.F Connection 1.000 0.6 D + 0.6 CU + 2.45 <E + 0.7 EG- D + CU + <E + EG - Frame Member Sizes Mem. No. Flg Width (in.) Flg Thk (in.) Web Thk (in.) Depth l (in.) Depth2 (in.) Length (11) Weight (p) Flg Fy (ksi) Web Fy (ksi) Splice Jt.1 Codes Jt.2 Shape 1 10.00 0.3750 0.1875 12.00 36.00 26.44 1189.8 55.00 55.00 BP KN 3P 2 6.00 0.2500 0.2500 29.00 25.00 12.93 390.6 55.00 55.00 KN SS 3P 3 6.00 0.2500 0.2500 25.00 42.00 12.95 390.1 55.00 55.00 SS KN 3P 4 12.00 0.5000 0.2500 12.00 44.00 28.59 1958.6 55.00 55.00 BP KN 3P Boundary Condition Summa otal Frame Weight = 3929.1 (p) (Includes all plates) Member X -Loc Y -Loc Supp. X Supp. Y Moment Displacement X(in.) Displacement Y(in.) Displacement ZZ(rad.) I 0/0/0 0/0/12 Yes Yes No 0/0/0 0/0/0 0.0000 4 26/0/0 0/0/12 Yes Yes No 0/0/0 0/0/0 0.0000 Values shown are resisting forces of the foundation. Base Connection Design is Based on 3000.00 (psi) Concrete Reactions - Unfactored Load 'lope at Frame Cross Sectio Type Exterior Column Exterior Column X -Loc 0/0/0 26/0/0 Grid l - Grid2 5-B 5-A Base Plate W x L (in.) 12 X 13 13 X 13 Base Plate Thickness (in.) 0.500 0.750 File: Mutual Material - Open Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc. Version: 20 t 8.1 c 18-038165 Design Calculations Date: 9/24/2018 Time: 02:10 PM Page: 81 of 90 Anchor Rod Qty/Diam. (in.) Column Base Elev. 4 - 1.000 100'4) 3/4" 4 - 1.000 100' 0 3/4" Vertical Load (k) Reaction (k) D Load Type Desc. Hx Vy Hx Vy 0.0 2.3 2.3 D Frm 0.27 2.50 -0.27 3.14 - - - CG Frm 0.16 1.13 -0.16 1.13 - - - SMS> Frm 1.36 9.40 -1.36 9.40 - - - <SMS Frm 1.36 9.40 -1.36 9.40 - - - S> Frm 1.14 7.89 -1.14 7.89 - - - SD Fnn 0.06 0.37 -0.06 1.55 - - - <S Fnn I.14 7.89 -1.14 7.89 - - - W1> Frm -6.13 -23.83 -12.58 -4.25 - - - <Wl Frm -0.14 -7.18 4.77 -14.69 - - - W2> Fnn 0.39 -1.26 2.90 -5.81 - - - <W2 Frm 6.37 15.39 20.25 -16.25 - - - WP Frm -6.68 -22.43 -16.43 3.19 - - - M W Fnn - - - - - - - MW Frm 3.28 8.07 10.34 -8.07 - - - MW Frm - - - - - - - MW Frm -8.58 -7.44 -4.54 7.44 - - - CU Frm - - - - - - - S Frm 1.14 7.89 -1.14 7.89 - - - E> Frm -6.69 -16.56 -19.62 16.40 - - - EG+ Fnn 0.10 0.69 -0.10 0.69 - - - <E Fnn 6.69 16.56 19.62 -16.40 - - - EG- Frm -0.10 -0.69 0.10 -0.69 - - - SMS Fnn 1.36 9.40 -1.36 9.40 - - - Sum of Forces with Reactions Check - Framin Load Type Horizontal Load (k) Reaction (k) Vertical Load (k) Reaction (k) D 0.0 0.0 5.9 5.6 CG 0.0 0.0 2.3 2.3 SMS> 0.0 0.0 18.8 18.8 <SMS 0.0 0.0 18.8 18.8 S> 0.0 0.0 15.8 15.8 SD 0.0 0.0 1.9 1.9 <S 0.0 0.0 15.8 15.8 Wl> 18.7 18.7 28.0 28.1 <W1 4.6 4.6 21.8 21.9 W2> 3.3 3.3 7.1 7.1 <W2 26.6 26.6 0.9 0.9 WP 23.1 23.1 19.2 19.2 MW 0.0 0.0 0.0 0.0 MW 13.6 13.6 0.0 0.0 MW 0.0 0.0 0.0 0.0 MW 13.1 13.1 0.0 0.0 CU 0.0 0.0 0.0 0.0 S 0.0 0.0 15.8 15.8 E> 26.3 26.3 0.0 0.2 EG+ 0.1 0.0 1.4 1.4 <E 26.3 26.3 0.0 0.2 EG- 0.1 0.0 1.4 1.4 SMS 0.0 0.0 18.8 18.8 Maximum Combined Reactions Summary w th Factored Loads - Framing Note: All reactions are based on 1st order structural analysis. X -Loc Grid Hrz lett Load Hrz Right Load Hrz In Load Hrz Out Load Uplifi Load Vrt Down Load Mom cw Load Mom ccw Load (-Hx) Case (Hx) Case (-Hz) Case (Hz) Case (-Vy) Case (Vy) Case (-Mzz) Case (Mzz) Case (k) (k) (k) (k) (k) (k) (in -k) (in -k) 0/0/0 5-B 11.62 30 12.21 29 - - - - 27.97 30 33.09 29 - - - - 26/0/0 5-A 34.84 28 34.24 31 - -- - 27.30 31 33.45 28 - - - - File: Mutual Material - Open Varco Pruden Buildings is a division of B1ueScope Buildings North America. Inc. Version: 2018.1c 18-038165 Design Calculations Base Plate Summary Base Connection Design is Based on 3000.00 (psi) Concrete Plate Fy = 55.00 ksi Grade A36 Anchor Rods used to determine quantity and diameter Gage & pitch standards are based on ACI -318 Appendix D criteria for 'cast -in mace"anchor rods (Min space 4* Date: 9/24/2018 Time: 02:10 PM Page: 82 of 90 X -Loc Grid Mem. Thickness Width Length Stiff. Num. Of Rod Diam. Pitch ' Gage Hole Welds to Welds to Load Shear No. (in.) (in.) (in.) Shear Rods (in.) (in.) (in.) Type Flange Web 0/0/0 5-B 1 0.500 12 13 No 4 1.000 5.0 5.0 Std OS -0.1875 OS -0.1875 26/0/0 5-A 4 0.750 13 13 No 4 1.000 5.0 5.0 Std OS -0.1875 OS -0.2500 Pinned Base Plate Connection Loadin Base Plate Connection Strenetlh Ratios X -Loc Maximum Shear Case Maximum Tension. Case Maximum Comp Case Maximum Bracing/WA Case X -Loc Shear Axial Load Shear Tension Load Shear Comp Load Shear Axial Frame Load 0.2500 Shear Case Tension Case V + T Case Bending Case Bearing Case Tension Shear Comp Case (k) (k) Case (k) (k) Case (k) (k) Case (k) (k) (k) Case 0/0/0 12.14 -28.07 30 12.14 -28.07 30 11.73 33.33 29 - - - 0 26/0/0 34.77 -27.41 31 34.77 -27.41 31 34.39 33.67 28 - - - 0 Base Plate Connection Strenetlh Ratios X -Loc Rod Load Rod Load Rod Load Rod Load Conc. Load Plate Load Plate Load Flange Load Web Load 0.2500 Shear Case Tension Case V + T Case Bending Case Bearing Case Tension Case Comp Case Weld Case Weld Case 0/0/0 0.296 30 0.4I1 30 0.411 30 - 0 0.193 29 0.325 30 0.201 29 0.302 29 0.390 30 26/0/0 0.848 31 0.401 31 0.888 31 - 0 0.180 28 0.113 31 0.060 28 0.265 28 0.804 31 Web Stiffener Summa Mem. No. Stitt No. Desc. Loc. (ft) Web Depth (in.) h/t a/h a (in.) Thick. (in.) Width (in.) Side Welding Description 1 1 SI 1 Gages In/Out Alternate Web Thick= 0.2500 0.1875 4.500 Opposite W -OS -0.1250 (in.) (in.) (S10) Shear (in.) ID Desc. (in.) ID Desc. Fillet 1 1 2 S9 23.98 35.497 189.32 N/A N/A 0.3750 3.500 Both SP -BS -0.3125,W -BS -0.1250,F -OS -0.1875 4 1 S3 24.71 43.000 N/A N/A N/A 0.3125 4.000 Both SP -BS -0.2500,W -BS -0.1250,F -OS -0.1875 Bolted End -Plate Connections (Plate FW = 55.00 ksi Gusset Out 3.375 x 0.3750 x 6.13 SP -BS -0.3125, 4 2 KN(Face) 0.625 12.00 48.94 0.875 F1852X/PT 4.00 43 ExtlGusset 4.25/2.50 33 Extended 4.25/2.50 Gusset Out 3.375 x 0.3750 x 6.13 SP -BS -0.3125, Moment Connections: Outside Flange Required Strength End -Plate Dimensions Bolt Outside Flange Inside Flange Mem. Jt. Type Thick. Width Length Diam. Spec/Joint Gages In/Out Configuration Pitches 1st/2nd Configuration Pitches Ist/2nd No. No. (k) (in.) (in.) (in.) (in.) Shear (in.) ID Desc. (in.) ID Desc. (in.) 1 2 KN(Face) 0.750 10.00 36.00 0.875 FI852X/PT 4.00 33 Extended 4.25/2.50 33 Extended 4.25/2.50 2 1 KN(Faee) 0.750 8.00 36.00 0.875 F1852X/PT 4.00 33 Extended 4.25/2.50 33 Extended 4.25/2.50 3 2 KN(Faee) 0.625 8.00 48.84 0.875 F1852X/PT 4.00 43 Ext/Gusset 4.25/2.50 33 Extended 4.25/2.50 Gusset Out 3.375 x 0.3750 x 6.13 SP -BS -0.3125, 4 2 KN(Face) 0.625 12.00 48.94 0.875 F1852X/PT 4.00 43 ExtlGusset 4.25/2.50 33 Extended 4.25/2.50 Gusset Out 3.375 x 0.3750 x 6.13 SP -BS -0.3125, Moment Connections: Outside Flange Required Strength Strength Ratios * Mem. Jt. Ld Axial Shear Moment Design Bolt Bolt Plate Shear Shear Bearing Flange Web No. No. Cs (k) (k) (in -k) Proc. Tension Shear Bending Yielding Rupture Tearing Weld Weld 1 2 33 -18.7 41.1 3905.3 AISC DG-16/Thin plate 0.795 0.195 0.758 0.374 0.490 0.106 0.886 0.959 2 1 33 -18.7 41.1 3905.3 AISC DG-16/Thin plate 0.795 0.195 0.758 0.374 0.490 0.106 0.799 0.959 3 2 32 13.7 42.4 5279.3 AISC DG-I6rrhin plate 0.816 0.201 0.867 0.000 0.000 0.133 0.799 0.959 4 2 32 13.7 42.4 5279.3 AISC DG-16/Thin plate 0.816 0.201 0.867 0.000 0.000 0.133 0.971 0.959 Inside Flange Requ'red Strength Strength Ratios * Mem. Jt. Ld Axial Shear Moment Design Bolt Bolt Plate Shear Shear Bearing Flange Web No. No. Cs (k) (k) (in -k) Proc. Tension Shear Bending Yielding Rupture Tearing Weld Weld 1 2 34 17.8 38.5 3831.2 AISC DG-16/Thin plate 0.893 0.183 0.851 0.405 0.530 0.099 0.959 0.959 2 I 34 17.8 38.5 3831.2 AISC DG-16/Thin plate 0.893 0.183 0.851 0.405 0.530 0.099 0.799 0.959 3 2 35 -14.3 40.1 5247.7 AISC DG-16/Thin plate 0.726 0.190 0.985 0.388 0.488 0.126 0.799 0.959 4 2 35 -14.3 40.1 5247.7 AISC DG-16/Thin plate 0.726 0.190 0.985 0.388 0.488 0.126 0.959 0.959 * Strength ratios shown for the connections are reported as a percentage of the system default or user Override Stress Limit (Stress Limit = 1.03) Flange Brace Summary Member 1 From Member Joint 11 From Side Point 1 1 Part (Axial Load per FB (k)1 Load Case 1 Design Note 1 File: Mutual Material - Open Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc. Version: 2018.1c 18-038165 Design Calculations Date: 9/24/2018 Time: 02:10 PM Page: 83 of 90 2 2 3 2/2/7 9/8/7 7/1/0 21/0/6 13/6/6 6/0/6 (2)GFB3111 GFB3000 (2)GFB4071 0.312 0.219 0.332 25 2 25 Frame Design Member Summary - Controlling Load Case and Maximum Combined Stresses per M Parameters Used for Axial and Flexural Design Mem. No. Controll'ng Cases Required Strength Available Strength Strength Ratios Ag in.2 Afn in.2 lxx in.4 Axial Sx in.3 Axial Shear Mom -x Mom -y Axial Shear Mom -x Mom -y Axial Qa Mem. Loc. Depth + Shear Pr Vr Mrx Mry Pc Vc Mcx Mcy + Shear No. ft in. Flexure 0.74 k k in -k in -k k k in -k in -k Flexure 7 1 24.29 36.00 25 7 -19.5 8 -1706.3 0.0 110.3 2 3619.0 395.0 0.56 29.2 1 24.29 36.00 9.04 25 3.01 -5:8 4.95 0.21 I867.43 15.1 1.00 1.09 0.86 0.39 2 1.36 29.00 25 22.9 -7.2 1.50 -1504.2 0.0 157.2 3.02 2290.2 120.8 0.68 3945.42 2 1.36 29.00 0.84 25 4 16.9 297.75 297.8 297.8 44.0 6.00 2923.39 144.04 0.38 3 9.02 42.00 27 29519.3 -5.2 1.00 1959.2 0.0 158.7 3557.4 120.9 0.57 3 9.02 42.00 24 -17.2 3 30.0 0.57 4 13.28 29.13 24 -20.1 -1983.3 0.0 229.6 5337.0 911.3 0.42 4 0.00 12.00 24 17.3 59.4 0.29 Parameters Used for Axial and Flexural Design Mem. No. Loc. ft Lx in. Ly/Lt in. Lb in. Ag in.2 Afn in.2 lxx in.4 1yy in.4 Sx in.3 Sy in.3 Zx in.3 Zy in.3 J in.4 Cw in.6 Cb Rpg Rpc Qs Qa 1 24.29 291.45 291.4 291.4 14.11 3.75 3064.11 62.52 170.23 12.50 191.84 19.06 0.43 19836.4 1.65 0.97 1.00 0.78 0.74 0.42 <W2 <W2 6 System 1.000 200 180 0.42 WP WP 7 System 1.000 200 0 7 E> + EG - 8 System 1.000 200 2 1.36 230.06 29.2 29.2 10.13 1.50 1102.21 9.04 76.01 3.01 93.89 4.95 0.21 I867.43 1.00 1.00 1.09 0.86 0.57 3 9.02 230.06 22.9 22.9 13.37 1.50 2796.32 9.05 133.16 3.02 170.26 5.15 0.28 3945.42 1.07 0.95 1.00 0.84 0.44 4 13.28 297.75 297.8 297.8 19.03 6.00 2923.39 144.04 200.70 24.01 221.25 36.44 1.15 29519.3 1.25 1.00 1.04 0.86 0.84 3 Deflection Load Combinations - Framin No. Origin Factor Def H Def V Application Description 1 System 1.000 0 180 1.0 SMS SMS 2 System 1.000 200 180 0.42 W1> WI> 3 System 1.000 200 180 0.42 <WI <WI 4 System 1.000 200 180 0.42 W2> W2> 5 System 1.000 200 180 0.42 <W2 <W2 6 System 1.000 200 180 0.42 WP WP 7 System 1.000 200 0 1.0 E> + 1.0 EG- E> + EG - 8 System 1.000 200 0 1.0 <E + 1.0 EG- <E + EG - Controlling Frame Deflection Ratios for Cross Section: 5 Description Ratio Deflection (in.) Member Joint Load Case Load Case Description Max. Horizontal Deflection (H/199) 1.524 1 2 7 E> + EG - Max. Vertical Deflection for Span 1 (L/4666) -0.057 3 1 1 SMS * Negative horizontal deflection is left * Negative vertical deflection is down Lateral deflections of primary frames are calculated on a bare frame basis and do not include resistance from systems such as roof and endwall diaphragms or partial base fixity. Therefore, these deflections may be considerably overstated. Frame Lateral Stiffness (K): 17.260 (k/in) Fundamental Period (calculated) (T): 0.739 (sec.) 1 its File: Mutual Material - Open Varco Pruden Buildings is a division of B1ueScope Buildings North America, Inc. Version: 2018.1c Woi Frame Cross Section: 5.9 Dimension Key 1 1" 2 5" 3 1'-10 3/8" 4 2@2'-63/8" 5 l'-8 1/2" 18-038165 Design Calculations Frame Clearances Horiz. Clearance between members I (CX011) and 4(CX012): 19'-I 3/4" Vert. Clearance at member 1(CXOI 1): 24'-0 11/16" Vert. Clearance at member 4(CX012): 24'-9 3/4" Finished Floor Elevation = 100'-0" (Unless Noted Otherwise) Date: 9/24/2018 Time: 02:10 PM Page: 84 of 90 File: Mutual Material - Open Varco Pruden Buildings is a division of B1ueScope Buildings North America, Inc. Version: 2018.1c 18-038165 Design Calculations Date: 9/24/2018 Time: 02:10 PM Page: 85 of 90 File: Mutual Material - Open Version: 2018.1c Varco Pruden Buildings is a division of BlueScope Buildings North America, lnc. 18-038165 Design Calculations Frame Location Design Parameters: Date: 9/24/2018 ." Time: 02:10 PM Page: 86 of 90 Location Avg. Bay Space Description Angle Group Trib. Override Design Status 144/10/0 15/7/0 Rigid Frame 90.0000 System - Stress Check Design Load Combinations - Frami No. Origin Factor Application Description 1 System 1.000 1.0 D + 1.0 CG + 1.0 SMS> D + CG + SMS> 2 System 1.000 1.0 D + 1.0 CG + 1.0 <SMS D + CG + <SMS 3 System 1.000 1.0 D + 1.0 CG + 1.0 S> + 1.0 SD D + CG + S> + SD 4 System 1.000 1.0 D + 1.0 CG + 1.0 <S + 1.0 SD D + CG + <S + SD 5 System 1.000 1.OD+1.00G+0.6W1> D+CG+WI> 6 System 1.000 1.0 D+ 1.0 CG + 0.6 <W1 D + CG + <W 1 7 System 1.000 1.0 D + 1.0 CG + 0.6 W2> D + CG + W2> 8 System L000 1.0 D + 1.0 CG + 0.6 <W2 D + CG + <W2 9 System 1.000 1.0 D + 1.0 CG + 0.6 WP D + CG + WP 10 System 1.000 0.6 MW MW - Wall: 1 I 1 System 1.000 0.6 MW MW - Wall: 2 12 System 1.000 0.6 MW MW - Wall: 3 13 System 1.000 0.6 MW MW - Wall: 4 14 System 1.000 0.6D+0.6CU+0.6W1> D+CU+W1> 15 System 1.000 0.6 D + 0.6 CU + 0.6 <W1 D + CU + <WI 16 System 1.000 0.6 D + 0.6 CU + 0.6 W2> D+CU+W2> 17 System 1.000 0.6 D + 0.6 CU + 0.6 <W2 D + CU + <W2 18 System 1.000 0.6D+0.6CU+0.6WP D+CU+WP 19 System 1.000 1.0 D+ 1.0 CG + 0.75 S+ 0.45 W 1> D + CG + S + W 1 > 20 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 <WI D+CG+S+<W1 21 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 W2> D+ CG + S + W2> 22 System 1.000 1.0 D + 1.0 CG + 0.75 S+ 0.45 <W2 D + CG + S + <W2 23 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WP D+CG+S+WP 24 System 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ D + CG + E> + EG+ 25 System 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ D + CG + <E + EG+ 26 System 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- D + CU + F> + EG - 27 System 1.000 0.6D + 0.6 CU + 0.91 <E + 0.7 EG- D+CU+<E+EG- 28 Special 1.000 I.0D+1.0CG+1.75E>+0.7EG+ D+CG+E>+EG+ 29 Special 1.000 1.0 D+ 1.0 CG + 1.75 <E+ 0.7 EG+ D + CG + <E + EG+ 30 Special 1.000 0.6 D + 0.6 CU + 1.75 E> + 0.7 EG- D + CU + E> + EG - 31 Special 1.000 0.6 D + 0.6 CU + 1.75 <E + 0.7 EG- D+CU+<E+EG- 32 OMF Connection 1.000 1.0 D + 1.0 CG + 2.45 E> + 0.7 EG+ D + CG + E> + EG+ 33 OMF Connection 1.000 1.0D+1.00G+2.45<E+0.7EG+ D+CG+<E+EG+ 34 OMF Connection 1.000 0.6 D + 0.6 CU + 2.45 E> + 0.7 EG- D + CU + E> + EG - 35 OM.FConnection 1.000 0.6 D + 0.6 CU + 2.45 <E + 0.7 EG- D+CU+<E+EG- Frame Member Sizes Mem. No. Flg Width (in.) Flg Thk (in.) Web Thk (in.) Depth 1 (in.) Dcpth2 (in.) Length (fl) Weight (p) Flg Fy (ksi) Web Fy (ksi) Splice Jt.l Codes Jt.2 Shape 1 8.00 0.3750 0.1875 12.00 36.00 26.44 1018.5 55.00 55.00 BP KN 3P 2 5.00 0.2500 0.1644 29.00 12.00 12.94 236.4 55.00 55.00 KN SS 3P 3 5.00 0.1875 0.1875 12.00 39.08 12.95 234.8 55.00 55.00 SS KN 3P 4 9.00 0.3750 0.2500 12.00 44.00 28.59 1419.4 55.00 55.00 BP KN 3P Boundary Condition Summa Total Frame Weight = 2909.1 (p) (includes all plates) Member X -Loc Y -Loc Supp. X Supp. Y Moment Displacement X(in.) Displacement Y(in.) Displacement ZZ(rad.) I 0/0/0 0/0/12 Yes Yes No 0/0/0 0/0/0 0.0000 4 26/0/0 0/0/12 Yes Yes No 0/0/0 010/0 0.0000 Values shown are resisting forces of the foundation. Base Connection Design is Based on 3000.00 (psi) Concrete Reactions - Unfactored Load Type at Frame Cross Section: 5.9 Type Exterior Column Exterior Column X -Loc 0/0/0 26/0/0 Gridl - Grid2 5.9-B 5.9-A Base Plate W x L (in.) 9 X 13 10 X 13 Base Plate Thickness (in.) 0.375 0.375 File: Mutual Material - Open Varco Pruden Buildings is a division of B1ueScope Buildings North America, Inc. Version: 2018.1c 18-038165 Design Calculations Date: 9/24/2018 Time: 02:10 PM Page: 87 of 90 Anchor Rod Qty/Diam. (in.) Column Base Elev. 4 - 1.000 100'-0 3/4" 4 - 1.000 100' 0 3/4" Vertical Load (k) Reaction (k) D Load Type Dese. Hx Vy Hx Vy 0.0 1.2 1.2 D Frm 0.20 1.75 -0.20 2.06 - - - CG Frm 0.11 0.62 -0.11 0.60 - - - SMS> Frm 0.93 5.13 -0,93 5.01 - - - <SMS Frm 0.93 5.13 -0.93 5.01 - - - S> Frm 0.78 4.31 -0.78 4.21 - - - SD Frm 0.46 2.86 -0.46 2.50 - - - <S Frm 0.78 4.31 -0.78 4.21 - - - W 1> Frm -4.29 -14.40 -6.85 -1.35 - - - <Wt Frm -0.61 -4.87 2.29 -6.97 - - - W2> Fnn - -1.27 1.51 -3.11 - - - <W2 Frm 3.69 8.26 10.65 -8.73 - - - WP Fnn -4.54 -14.01 -8.63 1.47 - - - MW Frm - - - - - - - MW Frm 1.91 4.36 5.44 -4.36 - - - MW Frm - - - - - - - MW Frm -4.97 -4.01 -2.11 4.01 - - - CU Frm - - - - - - - S Frm 0.78 4.31 -0.78 4.21 - - - E> Frm -3.92 -8.94 -10.28 8.85 - - - EG+ Frm 0.07 0.38 -0.07 0.37 - - - <E Frm 3.92 8.94 10.28 -8.85 - - - EG- Fnn -0.07 -0.38 0.07. -0.37 - - - SMS Fnn 0.93 5.13 -0.93 5.01 - - - Sum of Forces with Reactions Check - Framin Load Type Horizontal Load (k) Reaction (k) Vertical Load (k) Reaction (k) D 0.0 0.0 4.0 3.8 CG 0.0 0.0 1.2 1.2 SMS> 0.0 0.0 10.1 10.1 <SMS 0.0 0.0 10.1 10.1 S> 0.0 0.0 8.5 8.5 SD 0.0 0.0 5.4 5.4 <S 0.0 0.0 8.5 8.5 WI> 10.0 11.1 15.7 15.8 <W1 2.5 1.7 11.8 11.8 W2> 1.8 1.5 4.4 4.4 <W2 14.4 14.3 0.5 0.5 WP 12.3 13.2 12.5 12.5 MW 0.0 0.0 0.0 0.0 MW 7.3 7.3 0.0 0.0 MW 0.0 0.0 0.0 0.0 MW 7.1 7.1 0.0 0.0 CU 0.0 0.0 0.0 0.0 S 0.0 0.0 8.5 8.5 &> 14.2 14.2 0.0 0.1 EG+ 0.1 0.0 0.7 0.7 <E 14.2 14.2 0.0 0.1 EG- 0.1 0.0 0.7 0.7 SMS 0.0 0.0 10.1 10.1 Maximum Combined Reactions Summary w th Factored Loads - Framing Note: Alt reactions are based on 1st order structural analysis X -Loc Grid Hrz left I. tad Hrz Right Load Hrz In Load Hrz Out Load Uplift Load Vrt Down Load Mom cw Load Mom ccw Load (-Hx) Case (Hx) Case (-Hz) Case (Hz) Case (-Vy) Case (Vy) Case (-Mzz) Case (Mzz) Case (k) (k) (k) (k) (k) (k) (in -k) (in -k) 0/0/0 5.9-B 6.78 30 7.21 29 - - - - 14.85 30 18.26 29 - - - - 26/0/0 5.9-A 18.35 28 17.92 31 - - - - 14.50 31 18.40 28 - - - - File: Mutual Material - Open Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc. Version: 2018.1c 18-038165 Design Calculations Base Plate Summary Base Connection Design is Based on 3000.00 (psi) Concrete Plate Fy = 55.00 ksi Grade A36 Anchor Rods used to determine quantity and diameter Gage & pitch standards are based on ACI -318 Appendix D criteria for `cast -in place" anchor rods (Min space 4* Date: 9/24/2018 TIme: 02:10 :PM Page: 88 of 90 X -Loc Cirid Mem. Thickness Width Length Stiff. Num. Of Rod Diam. Pitch Gage Hole Welds to Welds to Load Case Shear (k) No. (in.) (in.) (in.) 7.02 18.16 Rods (in.) (in.) (in.) Type Flange Web 0/0/0 5.9-B 1 0.375 9 13 No 4 1.000 5.0 5.0 Std OS -0.1875 OS -0.1875 26/0/0 5.9-A 4 0.375 10 13 No 4 1.000 5.0 5.0 Std OS -0.1875 OS -0.1875 Pinned Base Plate Connection Loadin Base Plate Connection Strength Ratios X -Loc Maximum Shear Case Maximum Tension Case Maximum Comp Case Maximum Bracing/WA Case X -Loc Shear (k) Axial (k) Load Case Shear (k) Tension (k) Load Case Shear (k) Comp (k) Load Case Shear (k) Axial (k) Frame Shear (k) Load Case 0/0/0 26/0/0 7.02 18.16 -14.91 -14.56 30 31 7.02 18.16 -14.91 -14.56 30 31 6.99 18.14 18.39 18.52 29 28 - - - - - - 0 0 Base Plate Connection Strength Ratios X -Loc Rod Load Rod Load Rod Load Rod Load Conc. Load Plate Load Plate Load Flange Load Web Load N/A N/A Shear Case Tension Case V + T Case Bending Case Bearing Case Tension Case Comp Case Weld Case Weld Case 0/0/0 0.171 30 0.218 30 - 0 - 0 0.142 29 0.445 30 0.111 29 0.198 29 0.228 30 26/0/0 0.443 31 0.213 31 0.249 31 - 0 0.129 28 0.374 31 0.117 28 0.169 28 0.546 31 Web Stiffener Summa Mem. No. Stiff. No. Desc. Loc. (ft) Web Depth (in.) h/t a/h a (in.) Thick. (in.) Width (in.) Side Welding Description I 4 1 1 S9 S3 23.99 24.99 35.497 43.250 I89.32 N/A N/A N/A N/A N/A 0.3125 0.2500 3.000 3.000 Both Both SP -BS -0.2500,W -BS -0.1250,F -OS -0.1875 SP -BS -0.2500,W -BS -0.1250,F -OS -0.1250 Bolted End -Plate Connections (Plate Fv = 55.00 ksi Gusset Out 3.250 x 0.3750 x 6.00 SP BS -0.3125, 4 2 KN(Face) 0.500 9.00 45.75 0.750 F1852X/PT 4.00 42 Ext/Gusset 4.25/2.00 33 Extended 4.25/2.00 Gusset Out 3.250-x 0.3750 x 6.00 SP -BS -0.3125, Moment Connections: Outside Flange Required Strength From Side Point 1 End -Plate Dimensions Bolt Outside Flange Inside Flange Mem. It. Type Thick. Width Length Diam. Spec/Joint Gages In/Out Configuration Pitches 1st/2nd Configuration Pitches lst/2nd No. No. (k) (in.) (in.) (in.) (in.) Shear (in.) ID Desc. (in.) ID Des. c. (in.) 1 2 KN(Face) 0.625 8.00 35.50 0.750 F1852X/PT 4.00 32 Extended 4.25/2.00 32 Extended 4.25/2.00 2 1 KN(Face) 0.625 6.00 35.50 0.750 F1852X/PT 4.00 32 Extended 4.25/2.00 32 Extended 4.25/2.00 3 2 KN(Face) 0.500 6.00 45.68 0.750 F1852X/PT 4.00 42 Ext/Gusset 4.25/2.00 33 Extended 4.25/2.00 Gusset Out 3.250 x 0.3750 x 6.00 SP BS -0.3125, 4 2 KN(Face) 0.500 9.00 45.75 0.750 F1852X/PT 4.00 42 Ext/Gusset 4.25/2.00 33 Extended 4.25/2.00 Gusset Out 3.250-x 0.3750 x 6.00 SP -BS -0.3125, Moment Connections: Outside Flange Required Strength From Side Point 1 Strength Ratios * Mem. Jt. Ld Axial Shear Moment Design Bolt Bolt Plate Shear Shear Bearing Flange Web No. No. Cs (k) (k) (in -k) Proc. Tension Shear Bending Yielding Rupture Tearing Weld Weld 1 2 33 -12.1 21.5 2354.4 AISC DG-16/Thin plate 0.828 0.174 0.812 0.336 0.451 0.111 0.831 0.719 2 1 33 -12.1 21.5 2354.4 AISC DG-16/Thin plate 0.828 0.174 0.812 0.336 0.451 0.111 0.799 0.719 3 2 32 7.0 23.2 2617.8 AISC DG-16/Thin plate 0.762 0,188 0.874 0.000 0.000 0.149 0.799 0.959 4 2 32 7.0 23.2 2617.8 AISC DG-16/Titin plate 0.762 0.188 0.874 0.000 0.000 0.149 0.959 0.959 Inside Flange Required Streng h From Side Point 1 Strength Ratios * Mem. Jt. Ld Axial Shear Moment Design Bolt Bolt Plate Shear Shear Bearing Flange Web No. No. Cs (k) (k) (in -k) Proc. Tension Shear Bending Yielding Rupture Tearing Weld Weld 1 2 34 11.4 20.1 2291.4 AISC DG-16/Thin plate 0.932 0.162 0.914 0.378 0.507 0.103 0.934 0.719 2 1 34 11.4 20.1 2291.4 AISC DG-16/Thin plate 0.932 0.162 0.914 0.378 0.507 0.103 0.799 0.719 3 2 35 -7.5 22.0 2581.8 AISC DG-16/Thin plate 0.517 0.142 0.931 0.364 0.473 0.106 0.799 0.959 4 2 35 -7.5 22.0 2581.8 AISC DG-16/Thin plate 0.517 0.142 0.931 0.364 0.473 0.106 0.959 0.959 * Strength ratios shown for the connections are reported as a percentage of the system default or user Override Stress Limit (Stress Limit = 1.03) Flange Brace Summa Member From Member Joint 1 From Side Point 1 Part Axial Load per FB (k) Load Case Design Note 2 2/2/9 21/0/6 GFB3000 0.629 25 2 9/8/9 13/6/6 GFB2050 0.105 24 File: Mutual Material - Open Varco Pruden Buildings is a division of B1ueScope Buildings North America, Inc. Version: 2018.1c VP BUILOIN GS v,,aeo vee.,«ew 18-038165 Design Calculations Date: 9/24/2018 Time: 02:10 :PM Page: 89 of 90 3 7/1/0 6/0/6 1 GFB4027 1 0.338 1 27 Frame Design Member Summary - Controlling Load Case and Maximum Combined Stresses per Member(Coca Parameters Used for Axial and Flexural Desitn Mem. No. Controlling Cases Required Strength Available Strength Strength Ratios Ag in.2 ATh in.2 ixx in.4 Axial Sx in.3 Axial Shear Morn -x Mom -y Axial Shear Mom -x Mom -y Axial Qa Mem. Loc. Depth + Shear Pr Vr Mrx Mry Pc Vc Mcx Mcy + Shear No. ft in. Flexure 0.77 k k in -k in -k k k in -k in -k Flexure 7 1 24.29 36.00 25 7 -10.9 8 -1022.6 0.0 56.8 2 1910.6 342.1 0.63 28.4 1 24.29 36.00 5.22 25 2.09 -3.5 3.32 0.09 1078.43 15.1 0.94 1.00 0.94 0.23 2 1.37 29.00 25 23.3 -4.8 0.94 -917.9 0.0 109.2 1.57 1678.0 97.8 0.57 1485.37 2 1.37 29.00 0.78 25 4 8.9 300.67 300.7 300.7 12.5 3.38 1850.69 45.60 0.71 3 9.08 39.08 24 9332.88 2.4 1.00 -1001.0 0.0 301.4 1881.7 52.6 0.54 3 9.08 39.08 24 -9.4 13.6 0.69 4 13.30 28.99 24 -11.2 -1036.6 0.0 76,0 1663.7 388.9 0.70 4 0.00 12.00 24 9.1 59.4 0.15 Parameters Used for Axial and Flexural Desitn Mem. No. Loc. ft Lx in. Ly/Lt in. Lb in. Ag in.2 ATh in.2 ixx in.4 lyy in.4 Sx in.3 Sy in.3 Zx in.3 Zy in.3 J in.4 Cw in.6 Cb Rpg Rpc Qs Qa 1 24.29 291.45 291.4 291.4 12.61 3.00 2588.16 32.02 143.79 8.00 165.12 12.31 0.36 10159.2 1.66 1.00 1.00 0.90 0.77 0.42 <W2 <W2 6 System 1.000 200 180 0.42 WP WP 7 System 1.000 200 0 7 E- + EG - 8 System 1.000 200 2 1.37 231.10 28.4 28.4 7.19 1.25 833.76 5.22 57.50 2.09 69.32 3.32 0.09 1078.43 1.00 0.94 1.00 0.94 0.51 3 9.08 231.10 23.3 23.3 9.13 0.94 1615.25 3.93 82.66 1.57 106.69 2.68 0.11 1485.37 1.10 0.87 1.00 0.78 1.00 4 13.30 300.67 300.7 300.7 13.81 3.38 1850.69 45.60 127.69 10.13 146.40 15.63 0.47 9332.88 1.24 1.00 1.06 0.86 0.89 Deflection Load Combinations - Framin No. Origin . Factor Def H Def V Application Description 1 System 1.000 0 180 1.0 SMS SMS 2 System 1.000 200 180 0.42 WI> WI> 3 System 1.000 200 180 0.42 <W1 <W1 4 System 1.000 200 180 0.42 W2> W2> 5 System 1.000 200 180 0.42 <W2 <W2 6 System 1.000 200 180 0.42 WP WP 7 System 1.000 200 0 1.0 E> ± 1.0 EG- E- + EG - 8 System 1.000 200 0 1.0 <E + .1.0 EG- <E + EG - Controlling Frame Deflection Ratios for Cross Section: 5.9 Description Ratio Deflection (in.) Member Joint Load Case Load Case Description Max. Horizontal Deflection (H/227) 1.332 1 2 7 E> + EG - Max. Vertical Deflection for Span 1 (L/4132) -0.065 3 1 1 SMS * Negative horizontal deflection is left * Negative vertical deflection is down Lateral deflections of primary frames are calculated on a hare frame basis and do not include resistance from systems such as roof and endwall diaphragms or partial base fixity. Therefore, these deflections may be considerably overstated. Frame Lateral Stiffness (K): 10.660 (k/in) Fundamental Period (calculated) (T): 0.690 (sec.) File: Mutual Material - Open Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc. Version: 2018.1c VP aU LD NGS v,,aco >a4.10,34 18-038165 Design Calculations Date: 9/24/2018 Time: 02:10 PM Page: 90 of 90 Repo Shape: Mutual Materials Panel Data Wall/Roof Type Thickness Finish Color Direction Gable Dir Max. Length Wall: 1 Open Exposed to wind Wall: 2 NBVP - Masonry 9 5/8" psf = 100.00 Supported by others=no Facade: 1 NBVP - Masonry 9 5/8" psf = 100.00 Supported by others=no Wall: 3 NBVP - Masonry 9 5/8" psf= 100.00 Supported by others=no Facade: 2 NBVP - Masonry 9 5/8" psf_ 100.00 Supported by others=no Wall: 4 Open Roof: A Panel Rib 26 KXL (Kynar) Standard Color Left to Right Not Applicable 41/6/0 Fastener Data Wall/Roof Type Length Spacing Washers Insul. Block Mod. Ctrl. Ice Damming Wall: 1 Not Applicable Wall: 2 Not Applicable Facade: 1 Not Applicable Wall: 3 Not Applicable Facade: 2 Not Applicable Wall: 4 Not Applicable Roof: A Stainless Steel Capped Standard Option. Ice Damming & UL90 Uplift Yes None No Yes File: Mutual Material - Open Version: 2018.1c Varco Pruden Buildings is a division of B1ueScope Buildings North America, Inc. Description: Beam Analysis wall 3 with spandrel angle as support Support Points Note: The beam may be cantilevered at either end. beam length first support second support 32 0 27.33 ft ft. ft. Do not add self weight to uniform load 14r Uniform Toads: #1 starting value 28 plf ending value 28 plf starting: x = 0 ft ending: x = 32 ft #2 #3 plf plf plf plf ft ft ft ft Point loads: #1 #2 #3 magnitude k k k location ft ft ft Moment loads #1 #2 #3 magnitude k" k" k" location ft ft ft 30.00 20.00 10.00 0.00 09/24/18 Unif. Toad plus self wt 10 20 30 40 Point Loads 1 0.51 0 ♦ , 0 10 20 30 40 1.00 0.80 0.60 0.40 020 0.00 A Moment Loads 0 5 10 15 20 25 30 35 Output reaction 1 reaction 2 max. moment neg. moment max stress max. shear max. deflection Deflection Ratio value 0.37 kips 0.52 kips 29.4 k -in. -3.76 k -in. 0.00 ksi 0.39 kips 0.000 in. none location 0.00 ft. 27.33 ft. 13.12 ft. 27.20 ft. 0.00 ft. 27.20 ft. 0.00 ft. For beam design: 3 -plate depth at max stress 0 in. shear at max stress 0.37145 k 3 -plate depth at max shear 0 in. Max allowable stress ksi overstressed segment start ft. overstressed segment end ft. • 0.50 0.00 -0.50 Shear 40 30 20 10 0 -10 Moment 15 IU Z5 JU ..5 1 0.8 0.6 - 0.4 0.2 0 0 Deflection 5 10 15 20 25 30 35 Design Tool 10 (14th) rage, Date I -Shaped Beam -Column Design Method = ASD Unit System 0 Metric Units Prepared By; evewed By: 9/25/2018 5.3! LRFD Required Strength •s4i:rn, Axial Pr = 3tronq Axis Shear Vr 'onq Axis Moment Mrx = 'eak Axis Moment Mry = 'Weak Axis Shear Vry = weight (moment Mx & V) INPUT 6.10 7.66 669.92 0.00 0.00 kips kips -k k -k floor loads (program adds Mx & V) ee a on !ssion ar nt-X nt_.Y 8 0.375 0.1345 9 Standard Weld OK Pc (kips) = Vc (kips) = Mcx (in -k) = 39.34 22.07 738.50 AISC 341: Non -ductile Used 7.66 669.92 w=0.4*Sds*le*Wwall =0.4* 1 * 1 * 100psf =40 line load on spandrel w/2L*(L+a)2 =40psf/(2/27.8)ft * (32ft)2= Material Strength Fy (ksi) = Fu (ksi) = E (ksi) = Unsupported Length Lx = Ly = Lt= Lb = K. = psf 750 plf*O.y = Kt = Cb = Combined Strength Ratio 0.985 0.347 Flange Properties = bf/(2tf) = Xpf= Xrf= Flexure Axial X rf axial Qs = 10.67 8.73 18.63 noncompact slender 10.50 0.992 Shear Ratio Web Properties X = h/tw = %, pw = X ,w = Flexure Axial X rw axial = Qa = 61.34 86.34 130.89 compact slender 34.21 1.000 User override 55 70 29000 G (ksi) = INPUT 350 350 350 175 1.00 1.00 1.00 1.000 OK OK Lp (in) = Lr (in) = Rpc = Rpg h/tw = (h/tw)MAX = kc = f (ksi) in in in in 1.00 H1.1(H1.1b) G2. M V 57.97 197.90 N/A N/A 61.34 260.00 0.5107 9.22 n (in2) = (in2) _ (in2) _ (in2) = 7.11 7.11 3 3 Ix (in4) = Sx (in3) = rx (in) = Zx (in3) = 117.95 26.21 4.073 28.16 ly (in4) = Sy (in3) = ry (in) = Zy (in3) = Iyc (in4) = 32 8 2.122 12.037 16 rt (in) = rts (in) = J (in4) = Cw (in6) = 2.295 2.295 0.2879 595.16 h (in) = he (in) = ho (in) = aw = Stiffener Spacing a = stiff. spacing for TFA (ft) = Tension field action: Stiffener size (in): Required stiffener Is: Provided stiffener Is: quired stiffener area As: )vided stiffener area As: Stiffener maximum b/t: �.u. 9999 2.06 DTry N/A N/A N/A 0 0 N/A nun ft ( TFA Disabled ) in4 in4 in2 in2 OK ,00 ft a/h = N/A Cl End panel Flange Holes # flanges with holes = Bolt db = 0.5 in Selected flange size is not affected by Flexural Rupturt Desigo Fool AISC 360 10 (14th) I -Shaped Beam -Column Design Method = ASD Date'. 9/25/2018 Unit System 0 Metric Units Prepared By. ;eutewed.8y; Rev: �.3 beam design aMmNA O LRFD Reouired Strenoth Axial Pr = Strong Axis Shear Vr = -ong Axis Moment Mrx = `eak Axis Moment Mry = Axis Shear Vry = weight (moment Mx & V) INPUT kips kips in -k in -k ips floor loads (program adds Mx & V) 1s€;d 7.66 669.92 Material Strength Fy (ksi) = Fu (ksi) = E (ksi) = Unsupported Length LX = Ly = Lt = Lb = Kx= w=0.4*Sds*le*Wwall = 0.4 * 1 * 1 * 100 psf = 40 psf line Toad on spandrel = w./2L*(L+a)2 K = =40psf1(2/27.8)ft * (32ft)2 = 750 plf*0.7 Kt = Cb = User override 55 70 29000 G (ksi) _ INPUT 350 350 350 175 1.00 1.00 1.00 1.000 in in in in 1.00 anig 0.375 0.1345 Standard Weld OK Combined Strength Ratio 0.907 Shear Ratio 0.347 OK H1.1 (H1 -1b) OK G2. M U ion !ssion ar mt-X Pc (kips) = Pc (kips) = Vc (kips) = Mcx (in -k) _ (in -k` 234.62 39.34 22.07 738.50 355,.62 18.80 AISC 341: Non -ductile Flange Properties = bf/(24) = 10.67 pf = 8.73 rf Flexure Axial ), rf axial Qs 18.63 noncompact slender 10.50 0.992 Web Properties Lp (in) = 57.97 X = h/tw = 61.34 Lr (in) = 197.90 X pw = 86.34 Rpc = N/A X rw = 130.89 Rpg = N/A Flexure compact h/tw = 61.34 Axial slender (h/tw)MAX = 260.00 rw axial = 34.21 kc = 0.5107 Qa = N/A f (ksi) = N/A n OMM (in2) _ 1 (in2) = (in2) = (in2) = 7.11 7.11 3 3 Ix (in4) = Sx (in3) = rx (in) = Zx (in3) = 117.95 26.21 4.073 28.16 ly (in4) = Sy (in3) = ry(in)= Zy (in3) = lyc (in4) = 32 8 2.122 12.037 16 rt (in) = its (in) = J (in4) = Cw (in6) = 2.295 2.295 0.2879 595.16 h (in) = he (in) = ho (in) = aw = Stiffener Spacing a = stiff. spacing for TFA (ft) = Tension field action: Stiffener size (in): Required stiffener Is: Provided stiffener Is: squired stiffener area As: ovided stiffener area As: Stiffener maximum b/t: ��....:.I...d ..4:#....... h4. 9999 2.06 OTry N/A N/A N/A 0 0 N/A AI/A ft 9999,00 ft ... a/h = N/A ( TFA Disabled ) in4 in4 in2 in2 OK 0 End panel Flange Holes # flanges with holes = Bolt db = 0.5 in Selected flange size is not affected by Flexural Ruptur( am to 3 -PL Column Flange t or Mezz. Beam to 3 -PL Column Web am to HSS Column am to Girder Beam to 3 -PL Column it to 3 -PL Rafter Web Beam Side Only iod (Select) - LRFD 0 LSD rSeismic Category -- 0 Low a High WARNINGS: 0 Auto Select Bolts Vert. Rows (Select) a0 1 Row N/A 0 2 Rows N/A FIg Thick. Web Thick. Depth Horizontal Yield tf (in) t„ (in) d (in) offset (in) Fyb (ksi) E (ksi) 0.375. 1 0.1345 1 9 1 0.25 1 55 1 29000 0.25 Ig Thick. Web Thick. Depth tf, (in) t, (in) dg (in) 0.375 1 0.25 1 44 Length Width Yield j- Bolt Diameter L„ (in) Lh (in) Fyp (ksi) 7 1 4.5 I 55 0 1/2" Q 3/4" 0 7/8". 0 1,. ( Threads Excluded Shear Moment Resultant 'r (kips) nm (Kips) pr (kips) 7.66 I 0 1 7.66 Down / In) Angle I1 Bolts n Rows r 2 Balt group coeff Bolt Shear C14 Bearing 44 Gage Pitc 0.5 9 -> 2.875 0.25 "A 07. 1/4 " Edge g (in) p (in) 35:.:.7.1/16) a (in) 3 1 3 1 3 1 2.5 Top > Short Slots to Hr Match plate strength ^Ir 1 e ; }° ;r.. Rupture Max. Ratio • Length c (in) 4.88 Plate Moment Upper Left Corner Position Mr (in -k) s„ (in) sh (in) 0.0 1.01 I 0.63 I 0.90 I 0.44 0.90 I 19.2 0.5 1 0.5 tit group shear faring - connection plate faring • beam web ate flexure .. ductility aiding - connection plate aiding - beam ipture - connection plate ipture - beam Dck shear - connection plate Dck shear - beam ate local buckling flexure ate flexure w/ von Mises shear axural buckling -1 side cope xural buckling -2 side cope Iped beam flexural rupture let weld: plate -to -web !pport element rupture nching shear - column web ilt group flexural strength 1..1 ..n.r.... t.....Lli..... nt..in 24.27 12.14 47.72 2.00; 23.86 17.12 2.00 8.56 168.44 .6T;.. 100.86 86.6 167 . 51.87 35.0 .67 20.93 82.69 200:i? 41.34 34.60 2. 17.30 99.09 2.00: 49.55 35.54 17.77 168.44 1 7. 100.86 251.59 67 150.65 98.86 "6-j; 59.20 #N/A 1.67_ 172.14 2 00 86.07 103.9 2.00 51.97 88.20 2300, 44.10 2.0©.. 87.67 4AA 4Q dn_.r QC AC kips kips kips in -kips kips kips kips kips kips kips in -kips in -kips in -kips in -kips in -kips kips kips in -kips iri :kips Strength Ratio 0.63 0.32 0.90 0.19 0.15 0.37 0.19 0.44 0.15 0.43 0.19 0.13 0.70 0.48 0.15 0.17 OK-Excep.1 0.5 Leh (in) l-ev (In) clear (in) so, (in) rn (klbolt)= 24.03 Fag (ksi)= 70.00 Fab (ksi): 70.00 Cmin= 0.64 (in)= 1.563 ex (in)= Lb (in)= Av (in`)= 2.625 Abg (in` (in2)= 1.059 h° (in)= Avn (in2)= 1.969 Avnb (in2)= 0.824 Aim (int. Anv (in2)= 1.383 Ant (in2)= 0.586 Ubs Anv (in2)= 0.496 Ant (in2)= 0.210 F„(ksi)= 55.00 Sp (in3)= 3.063 X= Fcr (ksi)= 54.77 Zg (in3)= 4.594 fv (ksi)= F„(ksi)= 40.20 fadi = 1.083 k= F„(ksi)= #N/A fd = SnetT(in) 2.459 'net(in4)= 16.47 YB (in)= F. (ksi)= 42.00 Aw (in2)= 2.475 Fax (ksi) Fa, (ksi)= 70.00 No beam in adjacent bay C'= 2.94 C (Loi\- GG rvl C /Loi\- 441.1/41 /A 7 - BLS COPE SEL Beam Analysis 09/24/18 Description: spandrel angle Support Points Note: The beam may be cantilevered at either end. beam length first support second support 26.0833 0 26.0833 ft ft. ft. Do not add self weight to uniform load v;i Uniform loads: #1 starting value 525 plf ending value 525 plf starting: x = 0 ft ending: x = 26.0833 ft #2 #3 plf plf plf plf ft ft ft ft Point loads: #1 #2 #3 magnitude k k -8.53 k location ft ft 13.5 ft Moment Loads #1 magnitude location #2 #3 k" ft k" k" ft ft Unif. load plus self wt 600.00 400.00 200.00 0.00 * • 0 10 20 30 0 -5 -10 • Point Loads 10 90 ■ 1.00 0.80 0.60 0.40 0.20 0.00 0 Moment Loads a 5 10 15 20 25 30 Output reaction 1 reaction 2 max. moment neg. moment max stress max. shear max. deflection Deflection Ratio value 2.73 kips 2.43 kips 83.5 k -in. -133.70 k -in. 3.34 ksi 4.28 kips 0.029 in. L / 9999 location 0.00 ft. 26.08 ft. 5.04 ft. 13.39 ft. 13.39 ft. 13.39 ft. 5.65 ft. For beam design: 3 -plate depth at max stress 0 in. shear at max stress -4.27623 k 3 -plate depth at max shear 0 in. Max allowable stress ksi overstressed segment start ft. overstressed segment end ft. 5.00 0.00 -5.00 Shear 20 100 0 -100 200 Moment • 5 ........................1.0......... .. 20.....................25 0.01 0 -0.01 -0.02 -0.03 -0.04 Deflection Design Tool ectuon trengtn t.necK AISC 360-10 Single Angle Design Design Method = ASD Page. 0 Date Prepared 13y Reviewed By: ev :SCRIPTION of MEMBER & LOCATION )tes: spandrel angle design Axial Load = 0.00 kips, Compression Z -Axis Moment = 94.54 in -k, Heel in Compression W -Axis Moment = 94.54 in -k, Horiz. Toe in Compression Horiz. Leg Shear = 0.000 kips Vert. Leg Shear = 8.530 kips Jnsupported Length = 45 in Bending is Unconstrained 9/24/201.8 0 Nov 20 ....................... . sight = 17.29 lbs/ft Maximum Slenderness Ratio: 38.1 K = 1.0 Cmz = 1.0 Cmw = 1.0 Cbw = 1.0 Biz = 1.000 B1 w = 1.000 Fy = 50 ksi F„ = 65 ksi 4.3: .uaE Via%% USE: L6X6X7/16 Fy = 50 ksi VS ,rwarZ Area (in2) = Iz (in4) = Iw (in4) = rz (in) = rw (in) = 5.080 7.06 28.136 1.180 2.353 Sz(A) = 3.700 in3 Sz(B) = 3.027 in3 Sz(C) = 3.700 in3 Sw(A) = 6.632 in3 Sw(B) = infinity in3 Sw(C) = 6.632 in3 (3w = 0.000 Qs = 0.907 a = 45 deg. Ixy (in4) = 10.536 ID 1 ID 2 ;ER 0.00 24.72 0.00 POINT A 0.00 0.00 36.82 0.00 0.00 24.72 36.82 0.00 43.46 0.00 43.46 0.00 25.55 14.26 24.72 36.82 1.02 43.46 POINT B 0.00 0.00 0.00 24.72 45.00 45.00 0.00 0.00 0.00 0.00 24.72 45.00 45.00 0.00 0.00 -31.23 0.00 + 24.72 45.00 45.00 0.69 Connection Ratio: 0.00 OK o applicable limit states Controls connection design POINT C 0.00 0.00 0.00 + + 43.46 24.72 0.00 36.82 0.00 0.00 24.72 36.82 0.00 0.00 43.46 0.00 25.55 -14.26 24.72 36.82 0.37 43.46 Maximum Combined Stress Ratio = 1.02 OK ••�•••••••,0 �••• P1LL JVVAOLC 0I RC00C0 (KSII Point A Point B Point C Point A Point B Point C f2 fa = 0.00 0.00 0.00 Fa = 24.72 24.72 24.72 1.67 JD 1 fbz = 0.00 0.00 0.00 FbZ = 36.82 45.00 36.82 1.67 fbW = 0.00 0.00 0.00 FbW = 43.46 45.00 43.46 1.67 JD 2 fbz = 0.00 0.00 0.00 FbZ = 36.82 45.00 36.82 1.67 fbW = 0.00 0.00 0.00 FbW = 43.46 45.00 43.46 1.67 iER fbz = 25.55 -31.23 25.55 Fbz = 36.82 45.00 36.82 1.67 fbW = 14.26 0.00 -14.26 FbW = 43.46 45.00 43.46 1.67 EAR v(hOf1Z) = 0 kips Shear OK Shear OK V(boriz) = 47.25 kips 1.67 V(vert) = 8.53 kips V(vert) = 47.25 kips 1.67 ID 1 ID 2 ;ER 0.00 24.72 0.00 POINT A 0.00 0.00 36.82 0.00 0.00 24.72 36.82 0.00 43.46 0.00 43.46 0.00 25.55 14.26 24.72 36.82 1.02 43.46 POINT B 0.00 0.00 0.00 24.72 45.00 45.00 0.00 0.00 0.00 0.00 24.72 45.00 45.00 0.00 0.00 -31.23 0.00 + 24.72 45.00 45.00 0.69 Connection Ratio: 0.00 OK o applicable limit states Controls connection design POINT C 0.00 0.00 0.00 + + 43.46 24.72 0.00 36.82 0.00 0.00 24.72 36.82 0.00 0.00 43.46 0.00 25.55 -14.26 24.72 36.82 0.37 43.46 Maximum Combined Stress Ratio = 1.02 OK Input: ie(in) = bf (in) _ tf (in) = tw (in) = 'able Symmetric Plate Loca h Required Strength Pr (kips) 150.248276 Compression 0.125 0.625 1 2 -sides override 5 70 29,000 29 Metal Building System Knee Area !lett) IFD 0 LSD 1 ted Force > Tension gated Force > Compression Concentrated Forces - Compression rated Force > Tension rated Force > Compression Concentrated Forces > Compression Concentrated Forces > Shear orce parallel to Flange > Compression AISC 360 Ref: Ile Strength Ratio 22.97 6.541 kips E2 = Flange Local Bending J10.1 Web Local Yielding J10.2 Web Local Crippling J10.3 Web Sidesway Buckling J10.4 Web Compression Buckling J10.5 Web Panel SAW VA Zone Shear Flange J10.6(a) DP TRUE TRUE TRI 1.67 Reinforcement: Required (selected) Web Stiffeners: ed'. forcement Options Q N/A Q Partial Height Stiffeners (2 -sides) Q Full Height Stiffeners (2 -sides) Q Full Height Stiffener (1 -side) Q Thicker Web © Add Bracing (not automated) .n L.ln C�iFFnwnr C+....NA{I, 1 tic Rc l[Arse, 70.47 278.72 1.50 I 2.00 I 1.76 46.98 139.36 1.67 45. 1.67 I 2.( 22. 2-sides Axial Yielding, Shear Yield�ng'. Shear Rupture' :tlffenerIFlange Weld. Web Base Metal' Stiffer er/Web Weld'', 226.88 358.88 448.88 300.70 299.25 317.40 ( 1 Stiffener -to -Web Weld (ww)1 Auto 1 c.nnt 9-ciricc BLUESCOPE BUILDINGS Weld Group Strength 2005 AISC Manual: Part 8 Notes: flush portal frame column to frame column base connection 09/19/18 et5atea �ecl i=eb2011 Select Weld Group L -shape,;, 0 C -shape L (in) = kL (in) = a (°) = xp (in) = yp (in) _ 6 4.75 51.5 3 3 xo (in) = 1.049 yo (in) = 1.674 aL (in) = 0.284 e (in) = 0.177 k = 0.792 a = 0.047 C = 4.124 D(16`")= FExx (ksi)= C1= 1 3 70 R„ (kips) = 74.24 0 0--� 1 2 3 4 5 6 12 -sides 7 2 3 4 4'9..05; 1.67 a 00 • 5 1(1 6 7 Available Strength: = 2.0 ASD: R„K = 37.12 (kips) = 0.75 LRFD: 4 R„ = 55.68 (kips) LSD: Vr = 55.54 (kips) F„ (ksi) = 70 Required base metal thickness*: (for 1 -sided fillet) 0.133 (in) May be reduced when less than full weld strength is used. IRevtson 10 4, 9/29/17, ion: Base Plate D1 -- Column Shape — 3-Plate/WF,.., 7.30 7.30 -14.90 18.50 COLUMN DATA — Column Type — Modifications bf (in) tf( tw (in) 8 3/8 0.1875 8 1/2 12 4 in 0.5 in: l Override ^ - OK • Centered Holes Oversized Hole Not SW.,MR_Col, LATE AVAILABILITY: STOCKED. RESULTS: LC or Compression, (in) = 0.1274 2 , (feq) for Tension, (in) = 0.2593 1 ;IGN PLATE THICK. = 0.375 in. 1 s the web and both flanges. — Design Spec. AISC 360-10 — Design Method ----- ASD .................... Welds MatchDP 3 2 1.. ti'Z,wcaF.v..vayoit.�:.hi•`+Y»m•: 2 -sided at Fings • 2 -sided at.Web DETAILING SUMMAF Plan View Suggested Min. AR Projection: 1.5 in. g=6in� Flange weld = Web weld = Plate Thickness = 3/16 in ( 1/8 in ( 0.375 in. Fy AR's = (4) - 0.75" Hole 0 = 0.E BRACING DATA Bracing Type: Qvernde'l • STD Hillside Washer Bracing Offset (in): 3 3/8 ANCHOR ROD DATA 40verride4,: # of Rods 4 Rod 0 (in) 3/4 100.00 Gr. 36 !1' Shear Capacity (%) 1. ASTM F1554 Grade: OK Pitch'. Default is 100 Standard Grade 6.00 Gage 6.00 # shear rods # tension rods 4 Hole Size Increase 1/8 in ANCHOR RODS RESULTS: Req'd 0 for Uplift, in. = 0.4670 Req'd 0 for Shear, in. = 0.4718 Req'd 0 for Combined, in. = 0.5822 0 Used for Welded SQW, in. = n/a LC 1 1 1 n/a REQ'D ANCHOR ROD 0 = 0.75 in. 1 DETAILING NOTES: NOTES TO BE PUT ON THE DRAWINGS: !GENERAL NOTES: 1 ion: Base Plate D2 Input Loads >hear duction Hx (k) Hz (k) Vy (k) 18.40 -14.90 18.40 18.50 COLUMN DATA bf (in) tf (in) ' tw (in) 9 3/8 0.2500 PLATE DATA 13 10 3/8 J,Overrid3 OK 8 1/2 12 4 in 0.5 in -- Column Shape — Column Type ----- — Design Spec. ......................................... AISC 360-10 — Design Method --- ASD M' ............... ............... Welds Interior Col. ... ............................................................ — Modifications — Centered Holes Not SW MR. Col Flush Plate Grout Pad.. LATE AVAILABILITY: STOCKED. RESULTS: Dr Compression, (in) = 0.1301 (req) for Tension, (in) = 0.2393 IGN PLATE THICK. = 0.375 in. LC 2 1 1 s the web and both flanges. 1 2 -sided at Fings„ 2 -sided at. Web IRevison 10;4, 9/29/17 DETAILING SUMMAF Plan View Suggested Min. AR Projection: 1.875 in. M II z g=6 ink Flange weld = Web weld = Plate Thickness = 3/16 1/8 0.375 in. LC) 0 11 X in in Fy AR's = (4) - 1" Hole 0 = 1.1 BRACING DATA 4,0vernde+1 Bracing Type: STD Hillside Washer • Bracing Offset (in): 3 3/8 ANCHOR ROD DATA verride4; # of Rods 4 Rod 0 (in) Shear Capacity (%) ASTM F1554 Grade: 1 r► OK 100.00 '% Default is 100°1 Gr. 361►.. Standard Grade Pitch 6.00 Gage 6.00 # shear rods 4 # tension rods 4 Hole Size Increase 1/8 in ANCHOR RODS RESULTS: Req'd 0 for Uplift, in. = 0.4670 Req'd 0 for Shear, in. = 0.7490 Req'd 0 for Combined, in. = 0.0000 0 Used for Welded SQW, in. = n/a LC 1 1 n/a n/a REQ'D ANCHOR ROD 0 = 0.75 in. 1 DETAILING NOTES: NOTES TO BE PUT ON THE DRAWINGS: GENERAL NOTES: Reviewed; By: Reyison 1Q.4; 4J29/17 Base Plate D3 Input Loads >hear duction Column Shape "- Design Spec. ...... ...... .�. _ € til E AtSC 360-10 V.1 12.30 12.30 -28.00 33.50 O HSS Pipe .............................................. — Column Type . Exterior Col O Interior Col. — Modifications -- Centered Centered Holes;; Oversized Hole Not SW MR Col,; L I Flush Plate El Grout Pad COLUMN DATA bf (in) tf (in) tw;_(in) 10 3/8 0.1875 PLATE DATA L Override .. 13:' 12 1/2 OK 8 1/2 12 4 in 0.5 in LATE AVAILABILITY: STOCKED. RESULTS: or Compression, (in) = 0.2284 (feq) for Tension, (in) = 0.2922 1 LC 2 ;IGN PLATE THICK. = 0.375 in. 1 s the web and both flanges. Design Method — ;ASD Welds (g;2 -sided at Fings Match DP 3 2 2 -sided at. Web DETAILING SUMMAF Plan View' Suggested Min. AR Projection: 2 in. c co z g=6in, ext. =0.5 in B=12in Flange weld = 3/16 in Web weld = 1/8 in ( Plate Thickness = 0.5 in. Fy AR's= (4)-1" Hole 0= 1.1 BRACING DATA INI,Override4,1 Bracing Type: STD Hillside Washer v Bracing Offset (in): 3 3/8 1 ANCHOR ROD DATA 4/Override i # of Rods 4 Rod 0 (in) 1 "r" OK Shear Capacity (%) 100.00 ) Default is 10©°/ F1554 Grade: Gr. 36 ♦: Standard Grade ASTM Pitch 6.00 Gage 6.00 # shear rods # tension rods 4 Hole Size Increase 1/8 in ANCHOR RODS RESULTS: LC Req'd 0 for Uplift, in. = 0.6401 1 Req'd 0 for Shear, in. = 0.6124 1 Req'd 0 for Combined, in. = 0.7770 1 0 Used for Welded SQW, in. = n/a n/a REQ'D ANCHOR ROD 0 = 1 in. 1 DETAILING NOTES: NOTES TO BE PUT ON THE DRAWINGS: GENERAL NOTES: ion: Base Plate D4 " Column 34.90 -28.00 34.90 33.50 HSS Tube 0 HSS Pipe Design Spec. AMSC 360-10 V• `, — Design Method — ASD — Welds Q Interior Col .... — Modifications — 0 Centered Holes oversized Hole,,;. L1. Not SW MR Col.. Flush Plate COLUMN DATA Grout;Pad. bf (in) tf (in) tw (in) 12 1/2 0.2500 PLATE DATA 13 13 3/4 v'OK 8 1/2 12 4 Cverride4ii 4 in 0.5 in LATE AVAILABILITY: SPECIAL ORDER. RESULTS: LC pr Compression, (in) = 0.1865 2 (feq) for Tension, (in) = 0.2584 1 IGN PLATE THICK. = 0.375 in. 1 the web and both flanges. O 2 -sided at Fings ❑ 2 -sided at Web.., Reviewed BY: Revison 10:4, 9J29/iI7 DETAILING SUMMAF Plan View Suggested Min. AR Projection: 2.625 in. c z g=6in)i, • • B=13in Flange weld = Web weld = Plate Thickness = C to 0 3/16 in 1/4 in ( 0.75 in. Fy AR's = (4) -1.25" Hole 0 = SEE NOTES BELOW! BRACING DATA 1�Ovverride1 Bracing Type • STD Hillside Washer v Bracing Offset (in): 3 1/2 1 ANCHOR ROD DATA Override # of Rods Rod 0 (in) 4 1 1/4 OK Shear Capacity (%) ASTM F1554 Grade:< 100.00 Pitch.:.. Gr. 36 !ti Default is 100°! Standard Grade 6.00 Gage 6.00 # shear rods # tension rods 4 Hole Size Increase 1/8 in ANCHOR RODS RESULTS: Req'd 0 for Uplift, in. = 0.6401 Req'd 0 for Shear, in. = 1.0315 Req'd 0 for Combined, in. = 0.0000 0 Used for Welded SQW, in. = n/a LC 1 1 n/a n/a REQ'D ANCHOR ROD 0 = 1.25 in. 1 DETAILING NOTES: Holes are flame cut and drilled. This is Special Order plate supported in Vision but TM is NOTES TO BE PUT ON THE DRAWINGS: GENERAL NOTES: Lighting Summary 2015 Washington State Energy Code Compliance Forms for Commercial Buildings include 1 T( 11111 t i '. . a' ` v'lr i_e"I 20 Project Info Compliance forms do not require a password to use. Instructional and calculating cells are write - protected. Project Title: Mutual Materials Tukwila New Canopy v D1P DE CUpph+,�y� CE Applicant Information. Provide contact information for individual who can respond to inquiries about compliance form information provided. FaBuildin �rFiiot MAR 0 4 2019 City of Tukwila BUILDING DIVISION Company Name: Mutual Materials Company Company Address: 605 119th Ave NE, Bellevue, WA 98005 Applicant Name: James Carleton (Tahoma Design Group) Applicant Phone: 253-380-1284 Applicant Email: jcarleton@tahomadesigngroup.com Project Description Include - New Building Addition ❑ Alteration No Lighting Scope PROJ-SUM form (included in envelope forms workbook) with lighting compliance forms. Interior Description Lighting System Interior Lighting Plans IncludedV 4,029 square foot pre-engineered metal canopy structure open on two sides. Interior Lighting Power Allowance Method J Select Building Area Method Space -by -space Method method used in project. Interior Lighting Controls - To required All C405.2.1 - C405.2.8 Lighting Controls El C405.2 Exception 5 Luminaire Level Lighting Controls (LLLC) Additional Efficiency Package Option C406.4 Enhanced Digital Lighting Controls comply with C406.4, no less than 90% of the total installed interior lighting power shall comply with the controls per C406.4. Dwelling Unit Interior Lighting Permanently installed interior lighting fixtures in dwelling units comply with: 0 No Dwelling 0 C405.2 thru C405.5 Commercial Lighting Controls and LPA Units 00406.3 High Efficacy Lighting Q R404.1 Residential High Efficacy Lighting. Dwelling unit lighting complies with WSEC Residential provisions in lieu of WSEC Commercial provisions. Exterior Description Lighting System Exterior Lighting Plans Included Building Additions Refer to Section C502.2.6 for additional requirements. Compliance Method Interior lighting Exterior lighting Lighting systems in addition area comply with all applicable provisions as a stand alone new construction project Lighting systems in addition are combined with existing building lighting systems to demonstrate compliance ■ Addition is combined with existing: • For interior lighting projects, include new + existing -to -remain interior lighting fixture wattage in Proposed Lighting Wattage table in LTG -INT -BLD or LTG -INT -SPACE form. For exterior lighting projects, include new + existing -to -remain exterior lighting fixture wattage in Proposed Tradable and Proposed Non -Tradable Lighting Wattage tables in LTG -EXT form. RECEIVED CITY OF TUKWILA JUL 23 2018 PERMIT CENTER Lighting Summary, cont. LTG -SUM 2015 Washington State Energy Code Compliance Forms for Commercial Buildings including R2, R3, R4 over 3 stories and all R1 Revised Nov 2017 Project Title: Mutual Materials Tukwila New Canopy Date 1/1/2017 Change of Space Use ❑ Existing interior lighting systems in areas under -going a change in space use are upgraded to comply with LPAs for the new space types per Tables C405.4.2(1) or C405.4.2(2). Identify interior spaces requiring LPD upgrade to the current Code in Proposed Lighting Wattage table in LTG -INT -BLD or LTG -INT -SPACE form. Interior and Exterior Lighting Alterations Select all Lighting Power and Lighting Control elements that apply to the scope of the retrofit project. If project includes a combination of spaces where less than 50% of the existing fixtures are replaced in some spaces, and 50% or more of the fixtures are replaced in others, then provide separate lighting power compliance forms for the two retrofit conditions. Spaces undergoing the same type of retrofit may be combined into one lighting power compliance form. Refer to Section C503.6 for additional requirements. All alteration lighting controls shall be commissioned per C408.3. No changes are being made to the interior or exterior lighting systems and existing space uses and configuration are not changed. Lighting Power Interior lighting Parking garage Exterior lighting 50% or more of existing are replaced ❑ ❑ ❑ Less than 50% of existing are replaced ❑ ❑ ❑ Lamp and/or ballast replacement only — existing total wattage not increased ❑ — ❑ ❑ 50% or more replaced - Total lighting power of new + existing -to -remain fixtures shall comply with total LPA per Sections C405.4.2 and C405.5.2. Include new + existing -to -remain fixtures in Proposed Lighting Wattage table in LTG -INT -BLD, LTG -INT -SPACE or LTG -EXT form. Less than 50% replaced - Total lighting power of new + existing -to -remain fixtures shall not exceed the total lighting power prior to alteration. Include new + existing -to -remain fixtures in the Proposed Lighting Wattage table in LTG -INT -BLD, LTG -INT -SPACE or LTG -EXT form. 50% threshold applies to number of luminaires for interior spaces and parking garages, and total installed wattage for exterior luminaires. Lighting Controls Interior lighting Parking garage Exterior lighting New wiring installed to serve added fixtures and/or fixtures relocated to new circuit(s) ❑ ❑ ❑ New or moved lighting panel ❑ ❑ ❑ Interior space is reconfigured - luminaires unchanged or relocated only ❑ New wiring or circuit - For interior lighting, provide required manual controls per C405.2.3, occupancy sensor controls per C405.2.1, daylight responsive controls per C405.2.4 and application specific lighting controls per C405.2.5. For exterior lighting, provide required controls per C405.2.7. New or moved panel - Provide all applicable lighting controls as noted for New Wiring and automatic time switch controls per C405.2.2. Reconfigured interior space - Provide all required lighting controls that apply to a new interior space. Application specific lighting control provisions per C405.2.5 do not apply to reconfigured spaces. Interior Lighting - Building Area Method LTG -INT -BLD 2015 Washington State Energy Code Compliance Forms for Commercial Buildings including R2, R3, R4 over 3 stories and all R Revised Nov 2017 Project Title: Mutual Materials Tukwila New Canopy Date 1/1/2017 Calculation Area �� a ® New Construction O Addition - O Addition stand alone + existing O Spaces where < 50% of O Spaces where s 50% of O Spaces where the Use luminaires are replaced luminaires are replaced is changing (C505) For Building Department Use LPA Calculation Type 0 Standard o Additional Efficiency Package Option O C406.3 Reduced Interior Lighting Power To comply with C406.3, the Proposed LPD shall be 25% lower than the Target LPA. Refer to C406.3 for additional requirements. User Note High Bay LED Maximum Allowed Lighting WattageNOTE 1 Building Area Location (plan #, room #, or ALL) Area Description Gross Interior Area in ft2 Allowed Watts per ft2 Watts Allowed (watts/ft2 x area) NOTE 2 Warehouse A1.01 Roof Plan 4029 0.40 1612 Total 4029 Proposed Lighting Wattage Building Area Location (plan #, room #) Fixture Description NOTE s, a, s, 6 Number of Fixtures Watts per Fixture NOTE 7 Watts Proposed Warehouse A1.01 High Bay LED 10 112 1120 Compliance by Building Area NOTE 8 Building Area Warnings Total Allowed Watts Total Proposed Watts Interior Lighting Power Allowance Warehouse 1612 1120 COMPLIES Note 1 - List all unique building areas per Table C405.4.2(1) that occur in the Totals project scope. Select building area category from drop down menu. Note 2 - Unlit Message - Enter lighting fixture information for this building area surface in Proposed Lighting Wattage table to generate Lighting Power Allowance. Note 3 - Proposed fixtures must be listed in the building area in which they occur. List all proposed lighting fixtures including exempt lighting equipment and existing -to -remain fixtures. Note 4 - For proposed Fixture Description, indicate fixture type, lamp type (e.g. T-8), number of lamps in the fixture, and ballast type (if included). For track lighting, list the length of the track (in feet) in addition to the fixture, lamp, and ballast information. Note 5 - For lighting equipment eligible for exemption per C405.4.1, note exception number and leave Watts/Fixture blank. Note 6 - Existing -to -remain fixtures shall be included in the Proposed Lighting Wattage table in the same manner as new fixtures. identify as existing in fixture description. Note 7 - For proposed Watts/Fixture enter the luminaire wattage for installed lamp and ballast using manufacturer or other approved source. For luminaires with screw-in lamps, enter the manufacturer's listed maximum input wattage of the fixture (not the lamp wattage). For low voltage lighting, enter the wattage of the transformer. For line voltage track/busway systems, enter the larger of the attached luminaire wattage or 50 watts/lineal foot, or enter the wattage limit of permanent current limiting device. Note 8 - Proposed Wattage for each Building Area type shall ndt exceed the Allowed Wattage for that Building Area type. Trading wattage 1612 1120 oerween csuuomg Area Types is not anowea unaer me buffeting Area iviernoa compliance parn. Note 9 - Calculation Area Details: a. Lighting fixtures in a building addition may comply as a stand alone project, or they may be combined with the overall existing building lighting systems to demonstrate compliance. Refer to C502.1. b. For alterations and building additions, provide Building Area types and gross interior areas in the Maximum Allowed Lighting Wattage table. If a building addition will comply as combined with the overall existing building lighting systems, include all applicable existing Building Area types and gross interior areas. I1 LITHON/A LIGHT/NG" FEATURES & SPECIFICATIONS INTENDED USE — Ideal one-for-one replacement of conventional lighting systems such as HID and fluorescent. Applications include manufacturing, warehousing and other large indoor spaces with mounting heights ranging from 10' — 40'. Luminaire shall be suspended a minimum 18" from ceiling. Surface mounting is not permitted. Certain airborne contaminants can diminish integrity of acrylic. Click here for Acrylic Environmental Compatibility table for suitable uses. CONSTRUCTION — Lightweight aluminum heat sink designed to perform at warm ambient temperatures. Fabricated steel channel provides maximum rigidity. OPTICS — Narrow and wide distributions available to meet both horizontal and vertical light level requirements. Reflectors feature precision -formed optics utilizing reflective Alanod` MIRO-5® aluminum to achieve narrow distribution and white polyester powder coat to achieve wide distribution. Semi -diffuse lens optional to provide glare control and LED protection. ELECTRICAL — 70% lumen maintenance at 100,000 hours; predicted life of more than 100,000 hours. Thermally protected driver standard with 0-10V dimming. Wireless networking: XPoint' Wireless technology creates a mesh network to ensure communication between fixtures, sensors and wall stations facility -wide. This option provides superior lighting management capabilities including granular control, configuration and custom grouping for increased energy savings. INSTALLATION — Suitable for suspension by chain, cable, surface -mounting bracket, hook monopoint or single (pendant) monopoint. Surface mounting not recommended without optional surface mounting bracket. To maintain ambient listing, fixture should be mounted at a minimum plenum height of 18". LISTINGS — CSA certified to US and Canadian safety standards. Damp location listed. For use in ambient operating temperatures ranging from -40°C to 40°C. Designlights Consortium® (DLC) qualified product. Not all versions of this product may be DLC qualified. Please check the DLC Qualified Products List at www.designlights.org/QPL to confirm which versions are qualified. WARRANTY — 5 -year limited warranty. Complete warranty terms located at: www.acuitvbrands.com/CustomerResourcesfTerms and conditions.asox Note: Actual performance may differ as a result of end-user environment and application. All values are design or typical values, measured under laboratory conditions at 25 °C. Specifications subject to change without notice. Catalog Number Notes Type LED High Bay IBHST 9,000 through 30,000 Lumens Patent Pending .10.40 C*DA6;T , Capable Luminaire This item is an A+ capable luminaire, which has been designed and tested to provide consistent color appearance and out-of-the-box control compatibility with simple commissioning. • All configurations of this luminaire meet the Acuity Brands' specification for chromatic consistency • This luminaire is part of an A+ Certified solution for plight® or XPoint' Wireless control networks marked by a shaded„background* To learn more about A+, visit www.acuitybrands.com/aplus. *See ordering tree for details INDUSTRIAL IBHST Page 1 of 7 IBHST LED High Bay DIMENSIONS All dimensions are in inches (centimeters) unless otherwise indicated. Dimensions may vary with options or accessories. WGAH OPTION 234(6.1) 4 (10.2) HUB(IBIPMPHB)OPTION 1111 11111' 6 3/4 (15.9) IBLPMPOPTION 5 / (13.3) 434 (10.5) 1',6 (4.8) 11 15-1/4 (38.7) 14',4 (37.8) 151(39.1) ( �Z 9,000,12,000 and 15,000 Lumens 33/16(8.1) 0 0 •.O • 17/81(4.8) 41/8 (103) 7 (17.8) —43/8 (11.1)—. 14 7/8 (37.8) Fixture utilizing back pack. (,,1 18,000, 24,000, and '82 30,000 Lumens L/THON/A LIGHTING' IBNST INDUSTRIAL: One Lithonia Way Conyers, GA 30012 Phone: 800-315-4963 Email: techsupport-Industrial@acuitybrands.com www.lithonia.com t:1996-2018 Acuity Brands Lighting, Inc. All rights reserved. Rev. 05/17/18 Page 2 of 7 IBHST LED High Bay A+ Capable options indicated 7 by this color background. ORDERING INFORMATION Lead times will vary depending on options selected. Consult with your sales representative. Example: IBHST 18000LM SD080 MD MVOLT OZ10 40K 70CRI WH IBH OZ10 Series Lumens Lens Distribution Voltage ` Driver Color temperature Color rendering IBHST LED bay light, solid top 90001M 9,000 lumens' 12000LM 12,0001umens1 50080 Semi -diffuse acrylic ND Narrow MD Medium MVOLT 120-277V HVOLT 347V- OZ10 0-10V dimming 30K 3000 K 35K 3500K 70CRI 70 CRI 80CRI 80 CRI 15000LM 15,000lumens RENS less lens' 4805/13 40K 4000 K 90CRI 90 CRI 18000LM 18,000lumens 120 120V 50K 5000 K 24000LM 24,000 lumens 208 208V 30000LM 30,000 lumens 240 240V 277 277V 347 347V1.3 480 480V'•8 Options Finish GLR Internal fast -blow fuse° Motion sensors: WH Gloss white BSL2OHV Battery pack, C[( compliant0'6 LCOZU Aisle motion sensor, pre -wired °•12 MB Matte black BGTD Generator transfer device' LCHOSZU Aisle motion sensor, pre -wired; programmable dimming 4.12 OUTCTR Wiring leads pulled through back center of fixture LCPZU Aisle motion sensor with photocell; pre wired '•" (not available with back pack) LAOZU 360° motion sensor, pre -wired'•" SPD Surge protection device 8 LAHOSZU 360° motion sensor, pre -wired; programmable dimming'," OCS RELOC° OnePass° 5' installed ° LAPZU 360° motion sensor with photocell, pre -wired'•" RRL RELOC°-ready luminaire. See page 5 for ordering MSI6XADL DSCXADL 360° Xpoint wireless motion sensor with photocell 4,13 information (must be ordered separately) LAMOSZU 360 motion sensor, dimming and switching photocell, pre -wired (T24 compliant) 410 IMP Integrated modular plug (not available with 347V or480V) • LCMOSZU Aisle motion sensor, dimmingand switchingphotocell,pre-wired (T24 compliant)" WGX Standard wire guard, installed C6D0SUEM 360° motion sensor, dimming and switching photocell, pre -wired (UL924 compliant)'•" Cord sets: C10D0SUEM 360° motion sensor, dimming and switching photocell, pre -wired (UL924 compliant)'" CS1W Straight plug, 120V 10." nPP16D might° switching/dimming module `•16 C53W Twist -lock, 1205/10.11 nPP16DER nLight°switching/dimming module with emergency relay 4'17 CS7W Straight plug, 277V 72.11 nMSI nLight, aisle motion sensor, pre -wired 4•18 (511W Twist -lock, 2775/1Q11 nMS1360 plight, 360° motion sensor, pre -wired "19 CS25W Twist -lock, 347V 70.11 nMSID plight, aisle motion sensor, pre -wired, dimmng *20 CS97W Twist -lock, 480V 10.11 nMS1360D plight, 360° motion sensor, pre -wired, dimming °•21 CS93W 600V SEOOW white cord, no plug (no voltage XPW External factory installed XPoint' wireless 0-10V dimming relay'•13.2 required)10 XAD Integral factory installed XPoint'"wireless 0-10Vdimming relay'•28 Accessories: Order as separate catalog number. Mounting: IBAC120 M20 Aircraft cable 10' with hook (one pair) IBAC240 M20 Aircraft cable 20' with hook (one pair) IBHMP Hook monopoint ZACVH Aircraft 10' V hanger (one pair) IBLPMP Pendant monopoint splice box, includes side covers (not available with fixtures utilizing back pack when ordered with 347, 480 & HVOLT) IBLPMPHB Pendant monopoint splice box with 3/4" hub, includes side covers (not available with fixtures utilizing back pack when ordered with 347, 480 & HVOLT) HC36 Hanger chain, 36" (one pair) THUN Tong hanger bracket (order 2 per fixture) 24 Wire guards: WGIBH Wire guard for use with 9000LM- 15000LM fixtures WGIBH4 Wire guard for use with 18000LM - 30000LM fixtures Cord sets and sensors for IMP option: CS1WIMP CS3WIMP CS7WIMP CS11WIMP CS25WIMP CS93WIMP CS97WIMP MSIIMP MSI360IMP Straight plug, 120V",11,25 Twist -lock, 120V"."," Straight plug, 277V1o.ns Twist -lock, 2771/1o.n,n Twist -lock 347V 10.1us 600V S0 white cord, no plug (no voltage required)10,11,2s Twist -lock 480V 10,1121 Aisle sensor 5." 360° sensor ss See footnotes on page 3 Ia L/THON/A L/61-1T/NG" IBHST INDUSTRIAL: One Lithonia Way Conyers, GA 30012 Phone: 800-315-4963 Email: techsupport-Industrial@acuitybrands.com wwwiithonia.com 5)1996-2018 Acuity Brands Lighting, Inc. All rights reserved. Rev. 05/17/18 Page 3 of 7 IBHST LED High Bay Notes 1 Lumen package chosen utilizes a step down transformer when ordered with 347, 480, or HVOLT. Step down transformer requires a back pack mounted to fixture channel. Not available with IBLPMP or IBLPMPHB pendant accessories. 2 Visible pixilation is present when choosing L/LENS option. Not recommended for applications where direct viewing of high intensity LED's will be unacceptable. 3 Ships standard with surge protection. 4 Must specify voltage. 5 Available with 120 or 277 volt only. 6 Available for use in ambient temperatures from 0C (32°F) to 40°C (1047). 7 BGTD utilizes fixture backpack. For use in ambient temperatures up to 30°C. 8 Ships standard on HVOLT, 347, and 480V and all Motion sensors. 9 Must be factory installed. Must have "IMP" power cord to power fixture. Cordsets may be ordered with fixture or as accessory. 10 All cord sets are 18/3, 6', white. 11 Cord sets are voltage specific. Specify voltage. Other configurations available. Consult factory. 12 Other configurations available, see page four for additional options. Maximum ambient temperature 104°F (40°C). 13 For use in ambient temperatures ranging from -14°to 104°F(-10°to 40°C). 14 Utilizes XPA CMRB6. 15 Utilizes XPA CMRB10. 16 347V and 480V with nPP16D utilizes a step down transformer. Not available with 9000LM, 120001M, and 15000LM when ordered with BSL2OHV. 17 347V and 480V with nPP16DER utilizes a step down transformer. Not available with 90001M, 120001M, and 15000LM when ordered with BSL2OHV. 18 nMSI options utilizes a nPP16 and nCMB 50 sensor, CATSe connector cable also included. Not available with 90001M, 12000LM and 15000LM when ordered with BSL2OHV. 19 nMS1360 options utilizes a nPP16 and nCMB 6 sensor, CAT5e connector cable also included. Not available with 90001M, 12000LM and 150001M when ordered with BSL2OHV. 20 nMSID options utilizes a nPP16D and nCMB 50 sensor CAT5e connector cable also included. Not available with 9000LM, 120001M and 15000LM when ordered with BSL20HV. 21 nMS1360D options utilizes a nPP16D and nCMB 6 sensor, CAT5e connector cable also included. Not available with 90001M, 120001M and 15000LM when ordered with BSL2OHV. 22 XPW option utilizes the XPA CMRBO. 23 For use in ambient temperatures up to 35°C. Utilizes fixture back pack when ordered with 347V or 480V. 24 For use in applications with ambient temperatures up to 30°C. Not for use on fixtures with BSL2OHV, HVOL T when ordered with 9000LM, 120001M, XAD, XPW, or nPP16D. 25 Fixtures must have IMP option. PHOTOMETRICS See www.lithonia.com. Or L/THGN/A LIGHT/NG" IBHST INDUSTRIAL: One lithonia Way Conyers, GA 30012 Phone: 800-315-4963 Email: techsupport-Industrial@acuityhrands.com www.lithonia.com t:1996-2018 Acuity Brands Lighting, Inc. All rights reserved, Rev, 05/17/18 Page 4 of 7 * IBHST LED High Bay OPERATIONAL DATA. Lumen package Ambient rating*- Lens option, 70CRI, 40K : 70CR1, 50K 80CRI, 40K 80CRI SOK .. 9000LM -40°F to 104°F (-40°C to 40°C) 5D080 9,411 9,500 8,796 8,872 ULENS 10,053 10,149 9,396 9,477 12000LM -40°F to 104°F (_40°C to 40°C) SD080 12,396 12,280 11,478 11,576 ULENS 13,242 13,119 12,261 12,366 15000LM -40°F to 104°F (-40°C to 40°C) SD080 15,356 15,212 14,218 14,340 ULENS 16,404 16,251 15,189 15,318 18000LM -40°F to 104°F (_40°C to 40°C) 50080 18,478 18,306 17,109 17,255 ULENS 19,740 19,555 18,277 18,433 24000LM -40°F to 104°F (-40°C to 40°C) 50080 25,535 25,297 23,643 23,845 ULENS 27,278 27,023 25,257 25,473 30000LM -40°F to 104°F (-40°C to 40°C) 50080 30,503 30,218 28,243 28,484 ULENS 32,585 32,280 30,171 30,428 * Ambient temperature ratings vary depending on options selected. CHARACTERISTICS Lumen package 9000LM Wattage, Length Width Depth 120V 79 277V 78 84 87 Dimensions are shown in inches (cen imeters) unless otherwise' noted. 22 (55.9) 15-1/4 (38.7) 4-3/8 (11.1) Weight without Lens (Lenskitadds approx. 71bs (2.3 kg)'; 10 Ibs (4.5 kg) 2-lampT5H0 120001M 112 109 118 120 22 (55.9) 15-1/4 (38.7) 4-3/8 (11.1) 10 lbs (4.5 kg) 4 -lamp T8, 250W HID 15000LM 140 137 143 143 22 (55.9) 15-1/4 (38.7) 4-3/8 (11.1) 10 Ibs (4.5 kg) 4 -lamp T5H0, 6 -lamp T8 18000LM 146 142 142 143 44 (111.8) 15-1/4 (38.7) 4-3/8 (11.1) 20 (9.1 kg) 4 -lamp T5H0, 6 -lamp T8, 400W HID 24000LM 221 216 209 210 44 (111.8) 15-1/4 (38.7) 4-3/8 (11.1) 20 (9.1 kg) 6 -lamp TSHO, 8-IampT8 30000LM 280 272 264 265 44 (111.8) 15-1/4 (38.7) 4-3/8 (11.1) 20 (9.1 kg) 8-lampT5H0 PROJECTED LUMEN MAINTENANCE Operating hours 0 10,000 20,000 25,000 35,000 50,000 60,000 75,000 100,000 Lumen tiwmtenance factor 1 0.97 0.94 0.94 0.89 0.84 0.81 0.77 0.70 LUMENS VS. AMBIENT TEMPERATURE Ambient'C Ambient °F; , ! Lu men multiplier 0 32 1.03 5 41 1.03 10 50 1.02 15 59 1.01 20 68 1.01 25 77 1.00 30 86 .98 35 95 .89 40 104 .79 IA L/THGNIA LIGHT/NG' IBHST INDUSTRIAL: One lithonia Way Conyers, GA 30012 Phone: 800-315-4963 Email: techsupport-Industrial@acuitybrands.com www.lithonia.com 1)1996-2018 Acuity Brands Lighting, Inc. All rights reserved. Rev. 05/17/18 Page 5 of 7 IBH LED High Bay LSXR - Fixture Mount Sensor (see www.sensorswitch.com for additional information) • Four interchangeable lenses. Integrated mounting bracket drops lens down 3"from chase nipple. • Single or dual relay versions — designed with robust protection from the harsh switching requirements of T5 and LED loads. • Photocell and 0-10VDC dimming options. • No PIR field calibration or sensitivity adjustments required. LSXR configuration Comparable CMRB sensor .ry < Old style sensor nomendature For shortest lead times use one of the following LSXR configurations LCOZU CMRB 50 MSI LCHOSZU CMRB 50 D MSID LCPZU CMRB 50 P MSIPED LAOZU CMRB 6 MSI360 LAHOSZU CMRB 6 D MS1360D LAPZU CMRB 6 P MSI360PED SINGLE RELAY ORDERING INFORMATION SELECTIONS BELOW WILL EXTEND ORDER LEAD TIME. CONSULT YOUR SALES REPRESENTATIVE FOR DETAILS. Lead times will vary depending on options selected. Consult with your sales representative. Example: LAHOSZU DUAL RELAY (Available with 120, 277, and 347V only) ORDERING INFORMATION Lead times will vary depending on options selected. Consult with your sales representative. Example: LA2KZU Series Lens option Dimming/Photocell Max: dim Level Min. dim level Temp/Humidity Default time delay' L LSXR passive A High mount, 360° 0 None' 0 10 VD( S Minimum dimming Z None 1 30 seconds infrared indoorB Low mount,360° H High/low occupancy operation 9 9 VDC level of ballast T low D 2.5 minutes occupancy sensor1 C High mount aisleway P Switching photocell (on/off) 8 8 VDCX 1 VDC temperature 5 minutes R 7.5 minutes M Dimming and switching photocell 7 7 VDC 2 2 VD( 3 3 VDC E Photocell on/off (pole 1 only) R 7.5 minutes U 10 minutes (with minimum U 10 minutes (with minimum G Dimming and switching photocell with high/low occupancy operation 4 4 VD( 5 5 VD( 15 minutes on time) V 15 minutes 6 6VDC V 15 minutes W 20 minutes W 20 minutes Y 30 minutes DUAL RELAY (Available with 120, 277, and 347V only) ORDERING INFORMATION Lead times will vary depending on options selected. Consult with your sales representative. Example: LA2KZU Example: LENS 501100 ,Replacement lenses. Order asseparate catalog number Series Lens type Lens 6 High mount 360° 10 Low mount 360° 50 High mount aisleway Package quantity U Unit J10 10 -pack 1100 100 -pack Notes 1 Dimming level fields not required when this option is chosen. •A L/THON/A L/OHT/NG' IBHST INDUSTRIAL: One Lithonia Way Conyers, GA 30012 Phone: 800-315-4963 Email: techsupport-Industrial@acuitybrands.com www.lithonia.com :1996-2018 Acuity Brands Lighting, Inc. All rights reserved. Rev. 05/17/18 Page 6 of 7 Series' ' 'Lens option Poles ; Operating mode Temp/Humid Default timedelay L LSXR passive infrared A High mount, 360° 2 Dual relay 1 None Z None I 30 seconds indoor occupancy sensor B Low mount, 360° I( Altemating off relays (promotes even lamp wear) T Low temperature D 2.5 minutes C High mount aisleway 0 Altemating off relays w/photocell X 5 minutes P Switching photocell (on/off) R 7.5 minutes E Photocell on/off (pole 1 only) U 10 minutes (with minimum F Photocell on/off - both poles (dual set -point) 15 minutes on time) V 15 minutes W 20 minutes Y 30 minutes Example: LENS 501100 ,Replacement lenses. Order asseparate catalog number Series Lens type Lens 6 High mount 360° 10 Low mount 360° 50 High mount aisleway Package quantity U Unit J10 10 -pack 1100 100 -pack Notes 1 Dimming level fields not required when this option is chosen. •A L/THON/A L/OHT/NG' IBHST INDUSTRIAL: One Lithonia Way Conyers, GA 30012 Phone: 800-315-4963 Email: techsupport-Industrial@acuitybrands.com www.lithonia.com :1996-2018 Acuity Brands Lighting, Inc. All rights reserved. Rev. 05/17/18 Page 6 of 7 IBH LED High Bay RRL - RELOC®-Ready Luminaire • RRL connectors can be used with Quick -Flex•, System 820 and OnePass' systems. • Load side of connector factory installed to luminaire. • 4 -pole mating connector with push -in terminations allows for simple installation. • Touch -safe design on both halves meets UUCSA requirement. • Wiping contact design allows safe disconnect under load. ORDERING INFORMATION Lead times will vary depending on options selected. Consult with your sales representative. Example: RRLA Compatible RELOC® Cables for Industrial Luminaires (shipped and ordered separately) OCS OCU 0 DC PT OD Notes 1 C, ABE, and C125 options are not used with Quick -Flex QFC, QSFC, QPT, and OD. 2 AE and ABE commercial fixtures should disconnect theTSPL be- fore unplugging the RRL so it does not go into discharge mode. 3 C125 option is used with the OnePass OD and 820 SSC, PT, and DC for 0-10V/DALI applications. IA L/THON/A L/GHT/NG` IBHST INDUSTRIAL: One lithonia Way Conyers, GA 30012 Phone: B00-315-4963 Email: techsupport-Industrial@acuityhrands.com www.lithonia.com "1996-2018 Acuity Brands Lighting, Inc. All rights reserved. Rev. 05/17/18 Page 7 of 7 Series- RRL RELOC°-ready luminaire Wiring instructions A Hot conductor wired to position #1 (phase A) B Hot conductor wired to position #2 (phase B) C Hot conductor wired to position 43 (phase C)' AB Outboard hot conductor wired to position #1 (phase A), inboard hot conductor wired to position #2 (phase B) AE ABE C12S Hot conductor wired to position #1 (phase A), hot conductor 42 wired to posi- tion #2 (phase B) 2 Hot conductor wired to position #1 (phase A), hot conductor #2 wired to posi- tion #2 (phase B), inverter conductor wired to position #3 (phase C) 1'2 Hot conductor in position #1 (phase A), low voltage conductor #1 in position #2,low voltage conductor #2 in position #31,3 Compatible RELOC® Cables for Industrial Luminaires (shipped and ordered separately) OCS OCU 0 DC PT OD Notes 1 C, ABE, and C125 options are not used with Quick -Flex QFC, QSFC, QPT, and OD. 2 AE and ABE commercial fixtures should disconnect theTSPL be- fore unplugging the RRL so it does not go into discharge mode. 3 C125 option is used with the OnePass OD and 820 SSC, PT, and DC for 0-10V/DALI applications. IA L/THON/A L/GHT/NG` IBHST INDUSTRIAL: One lithonia Way Conyers, GA 30012 Phone: B00-315-4963 Email: techsupport-Industrial@acuityhrands.com www.lithonia.com "1996-2018 Acuity Brands Lighting, Inc. All rights reserved. Rev. 05/17/18 Page 7 of 7 a VP BUILDINGS 'PARDO PRUOEN Q180254 R1 Preliminary Reaction Report Date: 6/11/2018 Time:08:17 AM Page: 1 of 25 Reactions - Expanded. Report Shape: Mutual Materials Builder Contact: Drew Picard Name: CHG Building Systems, Inc. Address: 1120 SW 16th, #A4 City, State Zip: Renton, Washington 98057 Country: United States Loads and Codes - Shape: Mutual Materials City: Tukwila County: King Building Code: 2015 International Building Code Building Risk/Occupancy Category: II (Standard Occupancy Structure) Dead and Collateral Loads Collateral Gravity:3.00 psf Collateral Uplift: 3.00 psf Wind Load Wind Speed: Vult: 110.00 (Vasd: 85.21) mph The 'All Heights' Method is Used Wind Exposure: C - Kz: 0.963 Parts Wind Exposure Factor: 0.963 Wind Enclosure: Partially Enclosed Topographic Factor: Kzt: 1.0000 NOT Windborne Debris Region Base Elevation: 0/0/0 Primary Zone Strip Width: 2a: 13/8/0 Parts / Portions Zone Strip Width: a: 3/0/0 Basic Wind Pressure: q: 25.36 psf REVIE CODE CO APPROVED Project: 117.393 - Mutual Materials Builder PO #: 117.393 Jobsite: City, State Zip: Tukwila, Washington 98108 County, Country: King, United States State: Washington Structural: I OAISC - ASD Cold Form: 12AISI - ASD Country: United States Rainfall: I: 4.00 inches per hour fc: 3000.00 psi Concrete Roof Live Load Roof Covering + Second. Dead Load: 2.55 psf Roof Live Load: 20.00 psf Reducible Frame Weight (assumed for seismic):2.50 psf Snow Load Ground Snow Load: pg: 25.00 psf Flat Roof Snow: pf: 21.00 psf Design Snow (Sloped): ps: 21.00 psf Rain Surcharge: 0.00 Specified Minimum Roof Snow: 25.00 psf (USR) Exposure Factor: 2 Partially Exposed - Ce: 1.00 Snow importance: Is: 1.000 Thermal Factor: Unheated - Ct: 1.20 Ground / Roof Conversion: 0.70 ;ka MAR 04 2019 City of Tukwila BUILDING DIVISION Load Type Descriptions D Material Dead Weight CG L ^ASL L> S *US1 *US2 SS PF1 PF2 S> SMS <SMS RECEIVED CITY OF TUKWILA JUL 23 2018 PERMIT CENTER Collateral Load for Gravity Cases Roof Live Load Alternate Span Live Load, Shifted Left Live - Notional Right Snow Load Unbalanced Snow Load .1, Shifted Left Unbalanced Snow Load 2, Shifted•Left Sliding Snow Load Partial Load, Full, 1 Span Partial Load, Full, 2 Spans Snow - Notional Right Specified Min. Roof Snow Specified Min. Roof Snow - Notional Left C CU ASLA PL2 <L US1* US2* SD RS PH1 PH2 <5 SMS> PSI Seismic Load Lateral Force Resisting Systems using Equivalent Force Procedure Mapped MCE Acceleration: Ss: 150.80 %g Mapped MCE Acceleration: S I : 56.90 %g Site Class: Stiff soil (D) Seismic Importance: le: 1.000 Design Acceleration Parameter: Sds: 1.0000 Design Acceleration Parameter: Shc : 0.5690 Seismic Design Category: D Seismic Snow Load: 0.00 psf % Snow Used in Seismic: 0.00 Diaphragm Condition: Flexible Fundamental Period Height Used: 28/5/0 Transverse Direction Parameters Ordinary Steel Moment Frames Redundancy Factor: Rho: 1.30 Fundamental Period: Ta: 0.4074 R -Factor: 3.50 Overstrength Factor: Omega: 2.50 Deflection Amplification Factor: Cd: 3.00 Base Shear: V: 0.2857 x W Longitudinal Direction Parameters Ordinary Steel Concentric Braced Frames Redundancy Factor: Rho: 1.30 Fundamental Period: Ta: 0.2462 R -Factor: 3.25 Overstrength Factor: Omega: 2.50 Deflection Amplification Factor: Cd: 3.25 Base Shear: V: 0.3077 x W Collateral Load Collateral Load for Wind Cases Alternate Span Live Load, Shifted Right Partial Live, Full, 2 Spans Live - Notional Left Unbalanced Snow Load 1, Shifted Right Unbalanced Snow Load 2, Shifted Right Snow Drift Load Rain Surcharge Load Partial Load, Half, 1 Span Partial Load, Half, 2 Spans Snow - Notional Left Specified Min. Roof Snow - Notional Right Partial Load, Half Span 1 File: Mutual Material - Open Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc. Version: 2018.1b Y-1 AI VP BUILDINGS RCO RRUDEN Q180254 R1 Preliminary Reaction Report Date: 6/11/2018 Time: 08:17 AM Page: 2 of 25 PS2 W 1> W2> W3> W4> W5> W6> WP WPL WPA2 WPB2 WPC2 WPD2 <WBI <W B2 <WB3 <WB4 <WB5 <WB6 MWB E> EG EG - <EB FL* FD AL*> <AL* AL* AL*>(1) <AL*(1) AL*(I) AL*>(2) <AL*(2) AL*(2) AL*>(3) <AL*(3) AL*(3) AL*>(4) <AL*(4) AL*(4) AL*>(5) <AL*(5) AL*(5) ALB <ALB <WALB <ALB( 1) <WALB(1) <ALB(2) <WALB(2) <ALB(3) <WALB(3) <ALB(4) <WALB(4) <ALB(5) <WALB(5) AD UI U3 U5 U7 U9 UB 1 UB3 UB5 UB7 Partial Load, Half Span 2 Wind Load, Case 1, Right Wind Load, Case 2, Right Wind Load, Case 3, Right Wind Load, Case 4, Right Wind Load, Case 5, Right Wind Load, Case 6, Right Wind Load, Parallel to Ridge Wind Load, 11 Ridge, Left Wind Parallel - Ref A, Case 2 Wind Parallel - Ref B, Case 2 Wind Parallel - Ref C, Case 2 Wind Parallel - Ref D, Case 2 Wind Brace Reaction, Case 1, Left Wind Brace Reaction, Case 2, Left Wind Brace Reaction, Case 3, Left Wind Brace Reaction, Case 4, Left Wind Brace Reaction, Case 5, Left Wind Brace Reaction, Case 6, Left Minimum Wind Bracing Reaction Seismic Load, Right Vertical Seismic Effect Vertical Seismic Effect, Subtractive Seismic Brace Reaction, Left Alternate Span Floor Live Load, Shifted Right Floor Dead Load Auxiliary Live Load, Right, Right Auxiliary Live Load, Left, Right Aux Live, Right Auxiliary Live Load, Right, Right, Aisle I Auxiliary Live Load, Left, Right, Aisle 1 Aux Live, Right, Aisle 1 Auxiliary Live Load, Right, Right, Aisle 2 Auxiliary Live Load, Left, Right, Aisle 2 Aux Live, Right, Aisle 2 Auxiliary Live Load, Right, Right,,Aisle 3 Auxiliary Live Load, Left, Right,Aisle'°t'3 Aux Live, Right, Aisle 3 Auxiliary Live Load, Right, Right; , Elsie Auxiliary Live Load, Left, Right, Aisle 4 Aux Live, Right, Aisle 4 Auxiliary Live Load, Right, Right, Aisle 5 Auxiliary Live Load, Left, Right, Aisle 5 Aux Live, Right, Aisle 5 !"1 Aux Live Bracing Reactio.00.-'! Aux Live Bracing Reaction, Left Wind, Aux Live Bracing Reaction, Left Aux Live Bracing Reaction, Left, Aisle 1 Wind, Aux Live Bracing Reaction, Left, Aisle 1 Aux Live Bracing Reaction, Left, Aisle 2 Wind, Aux Live Bracing Reaction, Left, Aisle 2 Aux Live Bracing Reaction, Left, Aisle 3 Wind, Aux Live Bracing Reaction, Left, Aisle 3 Aux Live Bracing Reaction, Left, Aisle 4 Wind, Aux Live Bracing Reaction, Left, Aisle 4 Aux Live Bracing Reaction, Left, Aisle 5 Wind, Aux Live Bracing Reaction, Left, Aisle 5 Auxiliary Dead Load User Defined Load - 1 User Defined Load - 3 User Defined Load - 5 User Defined Load - 7 User Defined Load - 9 User Brace Reaction - 1 User Brace Reaction - 3 User Brace Reaction - 5 User Brace Reaction - 7 W <W 1 <W2 <W3 <W4 <W5 <W6 WPR WPA 1 WPB1 WPC I WPD I WB I> WB2> WB3> WB4> WB5> WB6> MW E <E EG+ EB> FL *FL AL *AL> <*AL *AL *AL>(1) <*AL(l ) *AL(1) *AL>(2) <*AL(2) *AL(2) (7.6 * L (3) <*AL(3) *AL(3). <*AL(4) :s+ *AL(4) *AL>(5) <*AL(5) *AL(5)= ALB> WALB> ALB>(1) WALB>(I) ALB>(2) WALB>(2) 'IV'AlLB>(3) WALB>(3) ALB>(4) WALB>(4) ALB>(5) WALB>(5) WALB UO U2 U4 U6 U8 UB UB2 UB4 UB6 UB8 Wind Load Wind Load, Case 1, Left Wind Load, Case 2, Left Wind Load, Case 3, Left Wind Load, Case 4, Left Wind Load, Case 5, Left Wind Load, Case 6, Left Wind Load, 11 Ridge. Right Wind Parallel - Ref A, Case I Wind Parallel - Ref B, Case 1 Wind Parallel - Ref C, Case 1 Wind Parallel - Ref D, Case 1 Wind Brace Reaction, Case 1, Right Wind Brace Reaction, Case 2, Right Wind Brace Reaction, Case 3, Right Wind Brace Reaction, Case 4, Right Wind Brace Reaction, Case 5, Right Wind Brace Reaction, Case 6, Right Minimum Wind Load Seismic Load Seismic Load, Left Vertical Seismic Effect, Additive Seismic Brace Reaction, Right Floor Live Load Alternate Span Floor Live Load, Shifted Left Auxiliary Live Load Auxiliary Live Load, Right, Left Auxiliary Live Load, Left, Left Aux Live, Left Auxiliary Live Load, Right, Left, Aisle 1 Auxiliary Live Load, Left, Left, Aisle 1 Aux Live, Left, Aisle 1 Auxiliary Live Load, Right, Left, Aisle 2 Auxiliary Live Load, Left, Left, Aisle 2 Aux Live, Left, Aisle 24, Au diary LiVe Load,`Right, Left, Aisle 3 Auxiliary Live Load, Left, Left, Aisle 3 Aux►,e, Left, Aisle 3 Auxiliary Live Load, Right, Left, Aisle 4 Auxiliary Live Load, Lft, Left, Aisle 4 Aux Live, Left, Aisle 4 Auxiliary Live Load, Right, Left, Aisle 5 Auxiliary Live Load, Left, Left, Aisle 5 Aux Live, Left, Aisle 5 Aux Live Bracing Reaction, Right Wind, Aux Live Bracing Reaction, Right Aux Live Bracing Reaction, Right, Aisle 1 Wind, Aux Live Bracing Reaction, Right, Aisle 1 Aux Live Bracing Reaction, Right, Aisle 2 Wind, Aux Live Bracing Reaction, Right, Aisle 2 Aux Live Bracing Reaction, Right, Aisle 3 Wind, Aux Live Bracing Reaction, Right, Aisle 3 Aux Live Bracing Reaction, Right, Aisle 4 Wind, Aux Live Bracing Reaction, Right, Aisle 4 Aux Live Bracing Reaction. Right, Aisle 5 Wind, Aux Live Bracing Reaction, Right, Aisle 5 Wind, Aux Live Bracing Reaction User Defined Load User Defined Load - 2 User Defined Load - 4 User Defined Load - 6 User Defined Load - 8 User Brace Reaction User Brace Reaction - 2 User Brace Reaction - 4 User Brace Reaction - 6 User Brace Reaction - 8 File: Mutual Material - Open Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc. Version: 2018.Ib VP BUILDINGS VARGO RRUDEN Q180254 R1 Preliminary Reaction Report Date: 6/11/2018 Time:08:17 AM Page: 3 of 25 UB9 T User Brace Reaction - 9 Temperature Load R V Rain Load Shear File: Mutual Material - Open Version: 2018.1b Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc. VP BUILDINGS VARCO RRUDEN Q180254 R1 Preliminary Reaction Report Date: 6/11/2018 Time: 08:17 AM Page: 4 of 25 Overall Building Description Shape Overall Width Overall Length Floor Area (sq. ft.) Wall Area (sq. ft.) Roof Area (sq. ft) Max. Eave Height Min. Eave Height 2 Max. Roof Pitch Min. Roof Pitch Peak Height Mutual Materials 26/0/0 145/4/0 3779 9737 3792 29/6/0 27/4/0 -1.000:12 Overall a eescrr Sha Description Roof 1 Roof 2 From Grid To Grid Width Length Eave Ht. Eave Ht. 2 Pitch Pitch 2 Dist. to Ridge Peak Height A 1-A 1-B 26/0/0 145/4/0 29/6/0 27/4/0 -1.000:12 29-7 2R' -g" 2R' -R" 2R' -R" 2q-2" 2 4_- O') 145'-4" L <*> The building is designed with bracing diagonals in the designated bays. Column base reactions, base plates and anchor rods are affected by this bracing and diagonals may not be relocated without consulting the building supplier's engineer. File: Mutual Material - Open Version: 2018.1b Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc. VP BUILDINGS VARCO RRUOEN Q18O254 RI Preliminary Reaction Report Date: 6/11/2018 Time:08:17 AM Page: 5 of 25 Wal : 4 Desien Load Combinations - Framin No. Origin Factor Application Description 1 System 1.000 1.0 D + 1.0 CG + 1.0 SMS> D + CG + SMS> 2 System 1.000 1.0 D + 1.0 CG + 1.0 <SMS D + CG + <SMS 3 System 1.000 1.0 D + 1.0 CG + 1.0 S> + 1.0 SD D + CG + S> + SD 4 System 1.000 1.0 D + 1.0 CG + 1.0 <S + 1.0 SD D + CG + <S + SD 5 System 1.000 1.0 D+ 1.O CG + 0.6 W 1> D + CG + W 1> 6 System 1.000 1.0 D+ 1.O CG + 0.6 <W1 D + CG + <W 1 7 System 1.000 1.0 D+ 1.0 CG + 0.6 W2> D + CG + W2> 8 System 1.000 1.0 D+ 1.0 CG + 0.6<W2 D + CG + <W2 9 System 1.000 1.0 D + 1.0 CG + 0.6 WP D + CG + WP 10 System 1.000 0.6 MW MW - Wall: 1 11 System 1.000 0.6 MW MW - Wall: 2 12 System 1.000 0.6 MW MW - Wall: 3 13 System 1.000 0.6 MW MW - Wall: 4 14 System 1.000 0.6D+0.6CU+0.6W1> D+CU+W1> 15 System 1.000 0.6 D + 0.6 CU + 0.6 <W1 D+CU+<WI 16 System 1.000 0.6 D + 0.6 CU + 0.6 W2> D + CU + W2> 17 System 1.000 0.6 D + 0.6 CU + 0.6 <W2 D + CU + <W 2 18 System 1.000 0.6 D + 0.6 CU + 0.6 WP D + CU + WP 19 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WI> D+CG+S+W1> 20 System 1.000 1.O D + 1.O CG + 0.75 S + 0.45 <W1 D + CG + S + <W 1 21 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 W2> D+ CG + S + W2> 22 System 1.000 1.O D+ 1.0 CG + 0.75 S+ 0.45 <W2 D + CG + S + <W2 23 System 1.000 1.0 D+1.0 CG + 0.75 S+ 0.45 WP D + CG + S + WP 24 System 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ D + CG + E> + EG+ 25 System 1.000 1.0 D+ 1.0 CG +0.91 <E+ 0.7 EG+ D + CG + <E + EG+ 26 System 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- D + CU + E> + EG - 27 System 1.000 0.6 D+0.6 CU+0.91 <E+0.7 EG- D+CU+<E+EG- 36 System Derived 1.000 1.OD+1.00G+0.6WP+0.6WBI> D+CG+WP+WBI> 37 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WP + 0.6 WB1> D+CU+WP+WBI> 38 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WP + 0.45 WBI> D+CG+S+WP+WB1> 39 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WP + 0.6 <WB1 D+CG+WP+<WBI 40 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WP + 0.6 <WB1 D+CU+WP+<WB1 41 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WP + 0.45 <WB I D + CG + S + WP + <W B I 42 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WP + 0.6 WB2> D + CG + WP + W B2> 43 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WP + 0.6 WB2> D + CU + WP + WB2> 44 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WP + 0.45 WB2> D + CG + S + WP + WB2> 45 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WP + 0.6 <WB2 D + CG + WP + <WB2 46 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WP + 0.6 <WB2 D + CU + WP + <WB2 47 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WP + 0.45 <WB2 D + CG + S + WP + <WB2 48 System Derived 1.000 0.6 MWB MWB - Wall: 1 49 System Derived 1.000 0.6 MWB MWB - Wall: 2 50 System Derived 1.000 0.6 MWB MWB - Wall: 3 51 System Derived 1.000 0.6 MWB MWB - Wall: 4 52 System Derived 1.000 1.0 D + 1.0 CG + 0.273 E> + 0.7 EG+ + 0.91 EB> D + CG + E> + EG+ + EB> 53 System Derived 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ + 0.273 EB> D + CG + E> + EG+ + EB> 54 System Derived 1.000 1.0 D + 1.0 CG + 0.273 <E + 0.7 EG+ + 0.91 EB> D + CG + <E + EG+ + EB> 55 System Derived 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ + 0.273 EB> D + CG + <E + EG+ + EB> 56 System Derived 1.000 0.6 D + 0.6 CU + 0.273 E> + 0.7 EG- + 0.91 EB> D + CU + E> + EG- + EB> 57 System Derived 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- + 0.273 EB> D + CU + E> + EG- + EB> 58 System Derived 1.000 0.6 D + 0.6 CU + 0.273 <E + 0.7 EG- + 0.91 EB> D + CU + <E + EG- + EB> 59 System Derived 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- + 0.273 EB> D + CU + <E + EG- + EB> 64 System Derived 1.000 1.0 D + 1.0 CG + 0.273 E> + 0.7 EG+ + 0.91 <EB D + CG + E> + EG+ + <EB 65 System Derived 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ + 0.273 <EB D + CG + E> + EG+ + <EB 66 System Derived 1.000 1.0 D + 1.0 CG + 0.273 <E + 0.7 EG+ + 0.91 <EB D + CG + <E + EG+ + <EB 67 System Derived 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ + 0.273 <EB D + CG + <E + EG+ + <EB 68 System Derived 1.000 0.6 D + 0.6 CU + 0.273 E> + 0.7 EG- + 0.91 <EB D+CU+E>+EG-+<EB 69 System Derived 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- + 0.273 <EB D + CU + E> + EG- + <EB 70 System Derived 1.000 0.6 D + 0.6 CU + 0.273 <E + 0.7 EG- + 0.91 <EB D + CU + <E + EG- + <EB 71 System Derived 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- + 0.273 <EB D + CU + <E + EG- + <EB File: Mutual Material - Open Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc. Version: 2018.1b VP BUILDINGS VARGO PRUDEN Q18O254 R1 Preliminary Reaction Report Date: 6/11/2018 Time: 08:17 AM Page: 6 of 25 Wall: 4 Frame ID:Portal Frame Frame Type:Portal Frame Values shown are resisting forces of the foundation. Base Connection Design is Based on 3000.00 (psi) Concrete Reactions - Unfactored Load Type at Frame Cross Section: B x Type X -Loc Grid1 - Grid2 Base Plate W x L (in.) Base Plate Thickness (in.) Anchor Rod Qty/Diam. (in.) Column Base Elev. Exterior Column 0/0/0 B-3 13 X 29 0.750 4 - 0.750 100'-0" Exterior Column 28/8/0 B-4 13 X 29 0.750 4 - 0.750 100'-0" Load Type Desc. Hx Vy Hx Vy D Frm 0.07 1.90 -0.07 1.90 - - - CG Frm - - - - - - - SMS> Frm - - - - - - - <SMS Frm - - - - - - - S> Frm - - - - - - - SD Frm - - - - - - - <S Frm - - - - - - - Wl> Frm - - - - - - - <W 1 Frm - - - - - - - W2> Frm - - - - - - - <W2 Frm - - - - - - - WP Frm - - - - . - - - MW Frm - - - - - - - MW Frm - - - - - - - MW Frm - - - - - - - MW Frm - - - - - - - CU Frm - - - - - - - S Frm - - - - - - - E> Frm - - - - - - - EG+ Frm - - - - - - - <E Frm - - - - - - - EG- Frm - - - - - - - WB1> Brc -2.79 -5.87 -2.79 5.87 - - - <WB1 Brc 3.07 6.46 .3.07 -6.46 - - - WB2> Brc -2.80 -5.88 -2.80 5.88 - - - <WB2 Brc 3.08 6.46 3.08 -6.46 - - - MWB Brc -1.28 -2.69 -1.28 2.69 - - - MWB Brc - - - - - - - MWB Brc 1.62 3.40 1.62 -3.40 - - - MWB Brc - - - - - - - EB> Brc -5.16 -10.83 -5.16 10.83 - - - File: Mutual Material - Open Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc. Version: 2018.1b VP BUILDINGS VARGO PAUocr Q180254 R1 Preliminary Reaction Report Date: 6/11/2018 Time:08:17 AM Page: 7 of 25 <EB SMSFrm Brc 5.16 I 10.84 I 5.16 -10.84 Frame Reactions - Factored Load Cases at Frame Cross Section: B Note: All reactions are based on 1 st order structural analysis. X -Loc 0/0/0 28/8/0 Gridl - Grid2 B-3 B-4 Ld Description Hx Vy Hx Vy Cs (application factor not shown) (k) (k) (k) (k) 1 D + CG + SMS> 0.07 1.90 -0.07 1.90 - - - 2 D + CG + <SMS 0.07 1.90 -0.07 1.90 - - - 3 D + CG + S> + SD 0.07 1.90 -0.07 1.90 - - - 4 D + CG + <S + SD 0.07 1.90 -0.07 1.90 - - - 5 D + CG + W I > 0.07 1.90 -0.07 1.90 - - - 6 D+CG+<WI 0.07 1.90 -0.07 1.90 - - - 7 D + CG + W2> 0.07 1.90 -0.07 1.90 - - - 8 D + CG + <W2 0.07 1.90 -0.07 1.90 - - - 9 D + CG + WP 0.07 1.90 -0.07 1.90 - - - 10 MW - Wall: 1 - - - - - - - 11 MW - Wall: 2 - - - - - - - 12 MW - Wall: 3 - - - - - - - 13 MW - Wall: 4 - - - - - - - 14 D+CU+W1> 0.04 1.14 -0.04 1.14 - - - 15 D+CU+<W1 0.04 1.14 -0.04 1.14 - - - 16 D+CU+W2> 0.04 1.14 -0.04 1.14 - - - 17 D+CU+<W2 0.04 1.14 -0.04 1.14 - - - 18 D + CU + WP 0.04 1.14 -0.04 1.14 - - - 19 D+CG+S+WI> 0.07 1.90 -0.07 1.90 - - - 20 D+CG+S+<Wl 0.07 1.90 -0.07 1.90 - - - 21 D + CG + S + W2> 0.07 1.90 -0.07 1.90 - - - 22 D + CG + S + <W2 0.07 1.90 -0.07 1.90 - - - 23 D + CG + S + WP 0.07 1.90 -0.07 1.90 - - - 24 D + CG + E> + EG+ 0.07 1.90 -0.07 1.90 - - - 25 D + CG + <E + EG+ 0.07 1.90 -0.07 1.90 - - - 26 D+CU+E>+EG- 0.04 1.14 -0.04 1.14 - - - 27 D+CU+<E+EG- 0.04 1.14 -0.04 1.14 - - - 36 D+CG+WP+WBI> -1.61 -1.62 -1.74 5.42 - - - 37 D+CU+WP+WB1> -1.64 -2.38 -1.72 4.66 - - - 38 D+CG+S+WP+WB1> -1.19 -0.74 -1.32 4.54 - - - 39 D+CG+WP+<WBI 1.91 5.77 1.78 -1.97 - - - 40 D+CU+ WP+<WB1 1.88 5.01 1.80 -2.73 - - - 41 D+CG+S+WP+<WB1 1.45 4.80 1.32 -1.01 - - - 42 D+CG+WP+WB2> -1.61 -1.63 -1.74 5.43 - - - 43 D + CU + WP + WB2> -1.64 -2.39 -1.72 4.67 - - - 44 D+CG+S+WP+WB2> -1.19 -0.75 -1.32 4.54 - - - 45 D + CG + WP + <WB2 1.91 5.78 1.78 -1.98 - - - 46 D+CU+WP+<WB2 1.89 5.02 1.81 -2.74 - - - 47 D+CG+S+WP+<WB2 1.45 4.81 1.32 -1.01 - - - 48 MWB - Wall: 1 -0.77 -1.61 -0.77 1.61 - - - 49 MWB - Wall: 2 - - - - - - - 50 MWB - Wall: 3 0.97 2.04 0.97 -2.04 - - - 51 MWB - Wall: 4 - - - - - - - 52 D + CG + E> + EG+ + EB> -4.63 -7.96 -4.76 11.75 - - - 53 D+CG+E>+EG++EB> -1.34 -1.06 -1.47 4.85 - - - 54 D + CG + <E + EG+ + EB> -4.63 -7.96 -4.76 11.75 - - - 55 D+CG+<E+EG++EB> -1.34 -1.06 -1.47 4.85 - - - 56 D + CU + E> + EG- + EB> -4.65 -8.72 -4.73 10.99 - - - 57 D+CU+E>+EG-+EB> -1.37 -1.82 -1.45 4.10 - - - 58 D + CU + <E + EG- + EB> -4.65 -8.72 -4.73 10.99 - - - 59 D+CU+<E+EG-+EB> -1.37 -1.82 -1.45 4.10 - - - 64 D + CG + E> + EG+ + <EB 4.76 11.76 4.63 -7.97 - - - 65 D+CG+E>+EG++<EB 1.47 4.86 1.34 -1.06 - - - 66 D + CG + <E + EG+ + <EB 4.76 11.76 4.63 -7.97 - - - 67 D+CG+<E+EG++<EB 1.47 4.86 1.34 -1.06 - - - 68 D + CU + E> + EG- + <EB 4.74 11.00 4.66 -8.72 - - - 69 D + CU + E> + EG- + <EB 1.45 4.10 1.37 -1.82 - - - File: Mutual Material - Open Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc. Version: 2018.1b VP BUILDINGS VARCO PRUDEN Q180254 R1 Preliminary Reaction Report Date: 6/11/2018 Time: 08:17 AM Page: 8 of 25 70 I D+CU+<E+EG-+<EB 4.74 11.00 I 4.66 I -8.72 71 D+CU+<E+EG-+<EB 1.45 4.10 1.37 -1.82 Maximum Comb'ned React'ons Summary with Factored Loads - Framing Note: All reactions are based on 1st order structural analysis. X -Loc Grid Hrz left Load Hrz Right Load Hrz In Load Hrz Out Load Uplift Load Vrt Down Load Mom cw Load Mom ccw Load (-Hx) Case (Hx) Case (-Hz) Case (Hz) Case (-Vy) Case (Vy) Case (-Mzz) Case (Mzz) Case (k) (k) (k) (k) (k) (k) (in -k) (in -k) 0/0/0 B-3 4.65 56 4.76 64 - - - - 8.72 56 11.76 64 - - - - 28/8/0 B-4 4.76 52 4.66 68 - - - - 8.72 68 11.75 52 - - - - File: Mutual Material - Open Version: 201.8.1b Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc. VP BUILDINGS VARCD PRUDEN Q18O254 R1 Preliminary Reaction Report Date: 6/11/2018 Time:08:17 AM Page: 9 of 25 Wal : 4, Frame at: 0/6/0 Desien Load Combinations - Framin No. Origin Factor Application Description 1 System 1.000 1.0 D + 1.0 CG + I.0 SMS> D + CG + SMS> . 2 System 1.000 1.0 D + 1.0 CG + 1.0 <SMS D + CG + <SMS 3 System 1.000 1.0 D + 1.0 CG + 1.0 S> + 1.0 SD D + CG + S> + SD 4 System 1.000 1.0D+1.0CG+1.0<S+I.OSD D+CG+<S+SD 5 System 1.000 1.0 D + 1.0 CG + 0.6 WI> D + CG + W I> 6 System 1.000 1.0 D+ 1.0 CG+ 0.6 <W1 D+CG+<WI 7 System 1.000 I.O D + 1.0 CG + 0.6 W2> D + CG + W2> 8 System 1.000 1.0 D + 1.0 CG + 0.6 <W2 D + CG + <W2 9 System 1.000 1.0 D + 1.0 CG + 0.6 WP D + CG + WP 10 System 1.000 0.6 MW MW - Wall: 1 11 System 1.000 0.6 MW MW - Wall: 2 12 System 1.000 0.6 MW MW - Wall: 3 13 System 1.000 0.6 MW MW - Wall: 4 14 System 1.000 0.6 D+ 0.6CU+0.6WI> D+ CU+ WI> 15 System 1.000 0.6 D + 0.6 CU + 0.6 <W1 D+CU+<W1 16 System 1.000 0.6D+0.6CU+0.6W2> D+CU+W2> 17 System 1.000 0.6D+0.6CU+0.6<W2 D+CU+<W2 18 System 1.000 0.6 D + 0.6 CU + 0.6 WP D + CU + WP 19 System 1.000 1.0 D+ 1.0 CG + 0.75 S + 0.45W1> D+CG+S+WI> 20 System 1.000 1.OD+I.00G+0.75S+0.45<WI D+CG+S+<W1 21 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 W2> D + CG + S + W2> 22 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 <W2 D + CG + S + <W2 23 System 1.000 1.O D+ 1.0 CG + 0.75 S+ 0.45 WP D + CG + S + WP 24 System 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ D + CG + E> + EG+ 25 System 1.000 1.O D+ 1.O CG + 0.91 <E+ 0.7 EG+ D + CG + <E + EG+ 26 System 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- D + CU + E> + EG - 27 System 1.000 0.6D+0.6CU+0.91 <E+0.7EG- D+CU+<E+EG- File: Mutual Material - Open Version: 201.8.1b Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc. VP BUILDINGS VARCO RRUDEN Q180254 R1 Preliminary Reaction Report Date: 6/11/201.8 Time: 08:17 AM Page: 10 of 25 Wall: 4, Frame at: 0/6/0 Frame ID:Rigid Frame Frame Type:Rigid Frame Values shown are resisting forces of the foundation. Base Connection Design is Based on 3000.00 (psi) Concrete Reactions - Unfactored Load T at Frame Cross Section: 1 x Type X -Loc Gridl - Grid2 Base Plate W x L (in.) Base Plate Thickness (in.) Anchor Rod Qty/Diam. (in.) Column Base Elev. Exterior Column 0/0/0 1-B 9 X 13 0.375 4 - .000 100'-0" . Exterior Column 26/0/0 1-A 9 X 13 0.375 4 - .000 100'-0" Load Type Desc. Hx Vy Hx Vy Ld Description Hx D Frm 0.19 1.70 -0.19 1.99 - - - CG Frm 0.11 0.60 -0.11 0.58 - - - SMS> Frm 0.89 4.96 -0.89 4.84 - - - <SMS Frm 0.89 4.96 -0.89 4.84 - - - S> Frm 0.75 4.17 -0.75 4.07 - - - SD Frm 0.03 0.07 -0.03 0.67 - - - <S Frm 0.75 4.17 -0.75 4.07 - - - WI> Frm -4.02 -13.96 -6.78 -1.28 - - - <WI Frm -0.60 -4.71 2.23 -6.74 - - - W2> Frm - -1.23 1.48 -3.02 - - - <W2 Frm 3.41 8.03 10.48 -8.48 - - - WP Frm -4.23 -13.60 -8.52 1.44 - - _ MW Frm - - - - _ - - MW Frm 1.77 4.23 5.35 -4.23 - - - MW Frm - - - - - - - MW Frm -4.73 -3.90 -2.13 3.90 - - - CU Frm 0.11 0.60 -0.11 0.58 - - - S Frm 0.75 4.17 -0.75 4.07 - - - E> Frm -3.56 -8.55 -10.07 8.47 - - - EG+ Frm 0.06 0.32 -0.06 0.31 - - - <E Frm 3.56 8.55 10.07 -8.47 - - - EG- Frm -0.06 -0.32 0.06 -0.31 - - - SMS Frm 0.89 4.96 -0.89 4.84 - - - Frame Reactions - Factored Load Cases at Frame Cross Section: 1 Note: All reactions are based on 1st order structural analysis. X -Loc 0/0/0 26/0/0 Gridl -Grid2 1-B 1-A Ld Description Hx Vy Hx Vy Cs (application factor not shown) (k) (k) (k) (k) File: Mutual Material - Open Varco Pruden Buildings is a division of B1ueScope Buildings North America, Inc. Version: 2018.1b VP BUILDINGS VAR<O FRU.. ee Q180254 R1 Preliminary Reaction Report Date: 6/11/2018 Time: 08:17 AM Page: 11 of 25 t 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 D+CG+SMS> D + CG + <SMS D + CG + S> + SD D+CG+<S+SD D+CG+ WI> D+CG+<W1 D + CG + W2> D + CG + <W2 D + CG + WP MW- Wall: 1 MW - Wall: 2 MW - Wall: 3 MW - Wall: 4 D+CU+ WI> D+CU+<W1 D+CU+W2> D+CU+<W2 D+CU+WP D+CG+S+WI> D+CG+S+<W1 D+CG+S+W2> D+CG+S+<W2 D+CG+S+WP D + CG + E> + EG+ D+CG+<E+EG+ D+CU+E>+EG- D+CU+<E+EG- 1.18 1.18 1.07 1.07 -2.12 -0.07 0.29 2.34 -2.25 1.06 -2.84 -2.23 -0.19 0.18 2.22 -2.36 -0.96 0.58 0.85 2.39 -1.05 -2.91 3.58 -3.1 1 3.38 7.26 7.26 6.54 6.54 -6.08 -0.53 1.56 7.11 -5.87 2.54 -2.34 -7.00 -1.45 0.64 6.19 -6.78 -0.86 3.30 4.87 9.03 -0.70 -5.26 10.30 -6.63 8.93 -1.18 -1.18 -1.07 -1.07 -4.36 1.04 0.59 6.00 -5.41 3.21 -1.28 -4.24 1.16 0.71 6.11 -5.29 -3.90 0.15 -0.19 3.86 -4.69 -9.50 8.83 -9.30 9.03 7.41 7.41 7.31 7.31 1.80 -1.48 0.76 -2.52 3.43 -2.54 2.34 0.77 -2.51 -0.27 -3.55 2.40 5.04 2.58 4.26 1.80 6.27 10.50 -4.92 9.03 -6.39 Maximum Combined React ons Summary w'th Factored Loads - Framing Note: All reactions are based on 1st order structural analysis. X -Loc Grid Hrz left Load Hrz Right Load Hrz In Load Hrz Out Load Uplift Load Vrt Down Load Mom cw Load Mom ccw Load (-Hx) Case (Hx) Case (-Hz) Case (Hz) Case (-Vy) Case (Vy) Case (-Mzz) Case (Mzz) Case (k) (k) (k) (k) (k) (k) (in -k) (in -k) 0/0/0 I -B 3.11 26 3.58 25 - - - - 7.00 14 10.30 25 - - - - 26/0/0 1-A 9.50 24 9.03 27 - - - - 6.39 27 10.50 24 - -- - File: Mutual Material - Open Version: 2018.1b Varco Pruden Buildings is a division of B1ueScope Buildings North America, Inc. VP BUILDINGS VARCO PRUDEN Q180254 R1 Preliminary Reaction Report Date: 6/11/2018 Time: 08:17 AM Page: 1.2 of 25 Wall: 4, Frame at: 29/8/0 Frame ID:Rigid Frame Frame Type:Rigid Frame Values shown are resisting forces of the foundation. Base Connection Design is Based on 3000.00 (psi) Concrete Reactions - Unfactored Load T at Frame Cross Section: 2 x Type X -Loc Gridl - Grid2 Base Plate W x L (in.) Base Plate Thickness (in.) Anchor Rod Qty/Diam. (in.) Column Base Elev. Exterior Column 0/0/0 2-B 12 X 13 0.500 4 - .000 100'-0" Exterior Column 26/0/0 2-A 13 X 13 0.750 4 - 1.000 100'-0" Load Type Desc. Hx Vy Hx Vy Ld Description Hx D Frm 0.27 2.42 -0.27 3.02 - - - CG Frm 0.17 1.14 -0.17 1.11 - - - SMS> Frm 1.46 9.52 -1.46 9.28 - - - <SMS Frm 1.46 9.52 -1.46 9.28 - - - S> Frm 1.22 7.99 -1.22 7.80 - - - SD Frm 0.05 0.14 -0.05 1.29 - - - <S Frm 1.22 7.99 -1.22 7.80 - - - W1> Frm -7.25 -26.20 -13.46 -1.90 - - - <W 1 Frm -0.87 -8.98 3.99 -12.91 - - - W2> Frm 0.16 -1.84 2.64 -5.24 - - - <W2 Frm 6.54 15.39 20.09 -16.25 - - - WP Frm -7.53 -24.10 -16.98 4.80 - - - MW Frm - - - - - - - MW Frm 3.38 8.11 10.26 -8.11 - - - MW Frm - - - - - - - MW Frm ' -8.77 -7.47 -4.38 7.47 - - - CU Frm 0.17 1.14 -0.17 1.11 - - - S Frm 1.22 7.99 -1.22 7.80 - - - F> Frm -6.80 -16.38 -19.34 16.24 - - - EG+ Frm 0.09 0.62 -0.09 0.60 - - - <E Frm 6.80 16.38 19.34 -16.24 - - - EG- Frm -0.09 -0.62 0.09 -0.60 - - - SMS Frm 1.46 9.52 -1.46 9.28 - - - Frame Reactions - Factored Load Cases at Frame Cross Section: 2 Note: All reactions are based on 1st order structural analysis X -Loc 0/0/0 26/0/0 Gridl - Grid2 2-B 2-A Ld Description Hx Vy Hx Vy Cs (application factor not shown) (k) (k) (k) (k) File: Mutual Material - Open Varco Pruden Buildings is a division of BlueScope Buildings North America, inc. Version: 2018.1b VP BUILDINGS VARCO IRUDEN Q180254 R1 Preliminary Reaction Report Date: 6/11/2018 Time: 08:17 AM Page: 13 of 25 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 D+CG+SMS> D+CG+<SMS D + CG + S> + SD D + CG + <S + SD D+CG+W1> D+CG+<W1 D+CG+W2> D + CG + <W2 D + CG + WP MW - Wall: l MW - Wall: 2 MW - Wall: 3 MW - Wall: 4 D+CU+W1> D+CU+<W1 D+CU+W2> D+CU+<W2 D + CU + WP D+CG+S+ WI> D+CG+S+<W1 D+CG+S+W2> D+CG+S+<W2 D+CG+S+WP D + CG + E> + EG+ D + CG + <E + EG+ D+CU+E>+EG- D+CU+<E+EG- 1.90 1.90 1.72 1.72 -3.90 -0.08 0.54 4.36 -4.07 2.03 -5.26 -4.08 -0.26 0.36 4.19 -4.25 -1.90 0.97 1.44 4.30 -2.03 -5.68 6.70 -5.99 6.39 13.08 13.08 11.69 11.69 -12.16 -1.83 2.46 12.79 -10.90 4.86 -4.48 -13.58 -3.25 1.03 11.37 -12.33 -2.24 5.52 8.73 16.48 -1.29 -10.91 18.90 -13.20 16.61 -1.90 -1.90 -1.72 -1.72 -8.52 1.95 1.14 11.61 -10.63 6.16 -2.63 -8.34 2.13 1.32 11.78 -10.45 -7.42 0.43 -0.17 7.68 -9.00 -18.10 17.09 -17.79 17.40 13.41 13.41 13.22 13.22 2.99 -3.61 0.99 -5.61 7.01 -4.86 4.48 1.34 -5.26 -0.67 -7.27 5.36 9.12 4.17 7.62 2.67 12.14 19.33 -10.22 16.84 -12.72 Maximum Combined React'ons Summary with Factored Loads - Framing Note: All reactions are based on 1st order structural analysis. X -Loc Grid Hrz left Load Hrz Right Load Hrz In Load Hrz Out Load Uplift Load Vrt Down Load Mom cw Load Mom ccw Load (-Hx) Case (Hx) Case (-Hz) Case (Hz) Case (-Vy) Case (Vy) Case (-Mzz) Case (Mzz) Case (k) (k) (k) (k) (k) (k) (in -k) (in -k) 0/0/0 2-B 5.99 26 6.70 25 - - - - 13.58 14 18.90 25 -- - - 26/0/0 2-A 18.10 24 17.40 27 - - - - 12.72 27 19.33 24 - - - - File: Mutual Material - Open Version: 2018.1b Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc. VP BUILDINGS VARCO PRUDEN Q180254 R1 Preliminary Reaction Report Date: 6/11/2018 Time: 08:17 AM Page: 14 of 25 Wal : 4, Frame at: 58/4/0 Design Load Combinations - Framin No. Origin Factor Application Description 1 System 1.000 1.0 D + 1.0 CG + 1.0 SMS> D + CG + SMS> 2 System 1.000 1.0 D + 1.0 CG + 1.0 <SMS D + CG + <SMS 3 System 1.000 1.0 D+ 1.0 CG + 1.0 S>+ 1.0 SD D + CG + S> + SD 4 System 1.000 1.0 D + 1.0 CG + 1.0 <S + 1.0 SD D + CG + <S + SD 5 System 1.000 1.0 D + 1.0 CG + 0.6 WI> D + CG + WI> 6 System 1.000 I.OD+1.00G+0.6<W1 D+CG+<W1 7 System 1.000 1.0 D + 1.0 CG + 0.6 W2> D + CG + W2> 8 System 1.000 1.0D+1.0CG+0.6<W2 D+CG+<W2 9 System 1.000 1.0 D + 1.0 CG + 0.6 WP D + CG + W P 10 System 1.000 0.6 MW MW - Wall: 1 11 System 1.000 0.6 MW MW - Wall: 2 12 System 1.000 0.6 MW MW - Wall: 3 13 System 1.000 0.6 MW MW - Wall: 4 14 System 1.000 0.6 D + 0.6 CU + 0.6 WI> D+CU+W1> 15 System 1.000 0.6 D + 0.6 CU + 0.6 <W1 D+CU+<W1 16 System 1.000 0.6D+0.6CU+0.6W2> D+CU+W2> 17 System 1.000 0.6D+0.6CU+0.6<W2 D+CU+<W2 18 System 1.000 0.6D+0.6CU+0.6WP D+CU+WP 19 System 1.000 1.OD+1.00G+0.755+0.45W1> D+CG+S+WI> 20 System 1.000 1.0 D + I.O CG + 0.75 S + 0.45 <W 1 D + CG + S + <W 1 21 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 W2> D + CG + S + W2> 22 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 <W2 D + CG + S + <W2 23 System 1.000 1.0 D+ 1.0 CG + 0.75 S+ 0.45 WP D + CG + S + WP 24 System 1.000 1.0D+1.0 CG + 0.91 E>+ 0.7 EG+ D + CG + E> + EG+ 25 System 1.000 1.0 D+ 1.0 CG + 0.91 <E+ 0.7 EG+ D + CG + <E + EG+ 26 System 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- D+CU+E>+EG- 27 System 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- D+CU+<E+EG- 36 System Derived 1.000 1.OD+1.00G+0.6WP+0.6WB1> D+CG+WP+WB1> 37 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WP + 0.6 WB1> D+CU+WP+WB1> 38 System Derived 1.000 1.OD+1.00G+0.75S+0.45WP+0.45WB1> D+CG+S+WP+WB1> 39 System Derived 1.000 1.OD+I.00G+0.6WP+0.6<WBI D+CG+WP+<WBI 40 System Derived ' 1.000 0.6 D + 0.6 CU + 0.6 WP + 0.6 <WB1 D + CU+ WP +<WB1 41 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WP + 0.45 <WB 1 D + CG + S + W P + <WB 1 42 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WP + 0.6 WB2> D + CG + WP + WB2> 43 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WP + 0.6 WB2> D + CU + WP + WB2> 44 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WP + 0.45 WB2> D + CG + S + WP + WB2> 45 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WP + 0.6 <WB2 D + CG + WP + <WB2 46 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WP + 0.6 <WB2 D+CU+WP+<WB2 47 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WP + 0.45 <WB2 D + CG + S + WP + <WB2 48 System Derived 1.000 0.6 MWB MWB - Wall: 1 49 System Derived 1.000 0.6 MWB MWB - Wall: 2 50 System Derived 1.000 0.6 MWB MWB - Wall: 3 51 System Derived 1.000 0.6 MWB MWB - Wall: 4 52 System Derived 1.000 1.0 D + 1.0 CG + 0.273 E> + 0.7 EG+ + 0.91 EB> D + CG + E> + EG+ + EB> 53 System Derived 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ + 0.273 EB> D + CG + E> + EG+ + EB> 54 System Derived 1.000 1.0 D+ 1.0 CG+0.273 <E+0.7 EG++0.91 EB> D+CG+<E+EG++EB> 55 System Derived 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ + 0.273 EB> D + CG + <E + EG+ + EB> 56 System Derived 1.000 0.6 D + 0.6 CU + 0.273 E>+ 0.7 EG- + 0.91 EB> D + CU + E> + EG- + EB> 57 System Derived 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- + 0.273 EB> D + CU + E> + EG- + EB> 58 System Derived 1.000 0.6 D + 0.6 CU + 0.273 <E + 0.7 EG- + 0.91 EB> D + CU + <E + EG- + EB> 59 System Derived 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- + 0.273 EB> D + CU + <E + EG- + EB> 62 System Derived 1.000 1.0 D + 1.0 CG + 0.273 E> + 0.7 EG+ + 0.91 <EB D + CG + E> + EG+ + <EB 63 System Derived 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ + 0.273 <EB D + CG + E> + EG+ + <EB 64 System Derived 1.000 1.0 D + 1.0 CG + 0.273 <E + 0.7 EG+ + 0.91 <EB D + CG + <E + EG+ + <EB 65 System Derived 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ + 0.273 <EB D + CG + <E + EG+ + <EB 66 System Derived 1.000 0.6 D + 0.6 CU + 0.273 E> + 0.7 EG -+0.91 <EB D + CU+ E> + EG- + <EB 67 System Derived 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- + 0.273 <EB D + CU + E> + EG- + <EB 68 System Derived 1.000 0.6 D + 0.6 CU + 0.273 <E + 0.7 EG- + 0.91 <EB D + CU + <E + EG- + <EB 69 System Derived 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- + 0.273 <EB D + CU + <E + EG- + <EB File: Mutual Material - Open Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc. Version: 201 8. 1 b VP BUILDINGS VARCD PRUDEN Q18O254 R1 Preliminary Reaction Report Date: 6/11/2018 Time: 08:17 AM Page: 15 of 25 Wall: 4, Frame at: 58/4/0 Frame ID:Rigid Frame Frame Type:Rigid Frame Values shown are resisting forces of the foundation. Base Connection Design is Based on 3000.00 (psi) Concrete Reactions - Unfactored Load Tvne at Frame Cross Section: 3 x Type X -Loc Gridl - Grid2 Base Plate W x I, (in.) Base Plate Thickness (in.) Anchor Rod Qty/Diam. (in.) Column Base Elev. Exterior Column 0/0/0 3-B 12 X 13 0.500 4 - 1.000 100'-0" Exterior Column 26/0/0 3-A 13 X 13 0.750 4 - 1.000 100'-0" Load Type Desc. Hx Vy Hx Hz Vy p22QA �L�w3v2 �333v 2vW33v W Frm 0.28 2.45 -0.28 - 3.06 - - - Fnn 0.18 1.13 -0.18 - 1.10 - - - Frm 1.49 9.43 -1.49 - 9.20 - - - Frm 1.49 9.43 -1.49 - 9.20 - - - Frm 1.26 7.92 -1.26 - 7.73 - - - Frm 0.05 0.14 -0.05 - 1.28 - - - Frm 1.26 7.92 -1.26 - 7.73 - - - Frm -7.26 -26.00 -13.26 - -1.91 - - - Frm -0.92 -8.91 4.01 - -12.80 - - - Frm 0.14 -1.84 2.64 - -5.21 - - - Fnn 6.48 15.25 19.91 - -16.11 - - - Frm -7.47 -23.58 -16.84 - 5.09 - - - Frm - -- - - - - - Frm 3.36 8.04 10.17 - -8.04 - - - Frm - -- - - - - - Frm -8.74 -7.41 -4.30 - 7.41 - - - Frm 0.18 1.13 -0.18 - 1.10 - - - Frm 1.26 7.92 -1.26 - 7.73 - - - Frm -6.75 -16.24 -19.16 - 16.10 - - - Frm 0.10 0.61 -0.10 - 0.60 - - - Frm 6.75 16.24 19.16 - -16.10 - - - Frm -0.10 -0.61 0.10 - -0.60 - - - Brc 0.10 0.21 -0.10 -7.36 -8.35 - - - Brc -0.05 -0.23 0.05 - 9.09 - - - Brc 0.10 0.22 -0.10 -7.35 -8.63 - - - Brc -0.05 -0.24 0.05 - 9.47 - - - Brc 0.04 0.09 -0.04 -3.35 -3.54 - - - Brc - -- - - - - - Brc -0.02 -0.12 0.02 - 4.50 - - - Brc - -- - - - - - Brc 0.19 0.40 -0.19 -13.55 -15.97 - - - File: Mutual Material - Open Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc. Version: 2018.1b VP BUILDINGS VAFCO PRUDEN Q18O254 R1 Preliminary Reaction Report Date: 6/11/2018 Time: 08:17 AM Page: 16 of 25 <EB SMS F m I 1.49 I 9.430 11.49 I - - 1 15.48 9.20 Frame Reactions - Factored Load Cases at Frame Cross Section: 3 Note: All reactions are based on 1st order structural analysis. X -Loc 0/0/0 26/0/0 Gridl - Grid2 3-B 3-A Ld Description Hx Vy Hx Hz Vy Cs (application factor not shown) (k) (k) (k) (k) (k) 1 D + CG + SMS> 1.96 13.02 -1.96 - 13.36 - - - 2 D + CG + <SMS 1.96 13.02 -1.96 - 13.36 - - - 3 D + CG + S> + SD 1.77 11.65 -1.77 - 13.17 - - - 4 D + CG + <S + SD 1.77 11.65 -1.77 - 13.17 - - - 5 D + CG + WI> -3.90 -12.01 -8.42 - 3.02 - - - 6 D + CG + <W 1 -0.09 -1.76 1.94 - -3.52 - - - 7 D+CG+ W2> 0.55 2.49 1.12 - 1.04 - - - 8 D + CG + <W2 4.35 12.74 11.48 - -5.50 - - _ 9 D + CG + WP -4.02 -10.56 -10.56 - 7.22 ' - - _ 10 MW - Wall: 1 - - - - - - - - 11 MW - Wall: 2 2.01 4.82 6.10 - -4.82 - - - 12 MW-Wall:3 - - - _ - - - - 13 MW - Wall: 4 -5.24 -4.44 -2.58 - 4.44 - - - 14 D+CU+W1> -4.08 -13.45 -8.24 - 1.35 - - - 15 D+CU+<W1 -0.28 -3.19 2.13 - -5.18 - - - 16 D + CU + W2> 0.36 1.05 1.30 - -0.63 - - - 17 D + CU + <W2 4.17 11.30 11.67 - -7.17 - - - 18 D + CU + WP -4.20 -12.00 -10.38 - 5.55 - - - 19 D+CG+S+WI> -1.86 -2.17 -7.37 - 9.10 - - - 20 D+CG+S+<Wl 0.99 5.52 0.40 - 4.20 - - - 2 1 D+ CG + S + W2> 1.47 8.70 -0.22 - 7.62 - - - 22 D+CG+S+<W2 4.32 16.39 7.56 - 2.71 - - - 23 D + CG + S + WP -1.96 -1.08 -8.98 - 12.25 - - - 24 D + CG + E> + EG+ -5.62 -10.76 -17.97 - 19.23 - - - 25 D+CG+<E+EG+ 6.68 18.79 16.91 - -10.07 - - - 26 D+CU+E>+EG- -5.94 -13.05 -17.65 - 16.73 - - - 27 D + CU + <E + EG- 6.36 16.50 17.23 - -12.57 - - - 36 D+CG+WP+WBI> -3.96 -10.43 -10.62 -4.42 2.21 - - - 37 D+CU+WP+WBI> -4.14 -11.87 -10.44 -4.42 0.55 - - - 38 D + CG + S + WP + WBI> -1.91 -0.99 -9.02 -3.31 8.50 - - _ 39 D+CG+WP+<WB1 -4.05 -10.70 -10.53 - 12.67 - - - 40 D+CU+WP+<WB1 -4.23 -12.14 -10.35 - 11.01 - - - 41 D+CG+S+WP+<WBI -1.98 -1.19 -8.96 - 16.34 - - - 42 D+CG+WP+WB2> -3.96 -10.43 -10.62 -4.41 2.04 - - - 43 D+CU+WP+WB2> -4.14 -11.87 -10.44 -4.41 0.38 - - - 44 D + CG + S + WP + WB2> -1.91 -0.98 -9.03 -3.31 8.37 - - - 45 D + CG + WP + <WB2 -4.05 -10.71 -10.53 - 12.90 - - - 46 D + CU + WP + <WB2 -4.23 -12.14 -10.35 - 11.24 - - - 47 D + CG + S + WP+<WB2 -1.98 -1.19 -8.96 - 16.51 - - - 48 MWB - Wall: 1 0.03 0.06 -0.03 -2.01 -2.12- - - 49 MWB - Wall: 2 - - - - - - - - 50 MWB - Wall: 3 -0.01 -0.07 0.01 - 2.70 - - - 51MWB - Wall: 4 - - - - - - - - 52 D + CG + E> + EG++ EB> -1.14 -0.05 -5.93 -12.33 -5.56 - - - 53 D + CG + E> + EG+ + EB> -5.57 -10.65 -18.02 -3.70 14.87 - - - 54 D + CG + <E + EG++ EB> 2.54 8.82 4.53 -12.33 -14.35 - - _ 55 D + CG + <E + EG+ + EB> 6.73 18.90 16.86 -3.70 -14.43 - - - 56 D+CU+E>+EG-+EB> -1.46 -2.34 -5.61 -12.33 -8.06 - - - 57 D+CU+E>+EG-+EB> -5.89 -12.94 -17.70 -3.70 12.37 - - - 58 D+CU+<E+EG-+EB> 2.22 6.53 4.85 -12.33 -16.85 - - - 59 D + CU + <E + EG- + EB> 6.41 16.61 17.18 -3.70 -16.93 - - - 62 D + CG + E> + EG+ + <EB -1.39 -0.78 -5.69 - 23.07 - - - 63 D+CG+E>+EG++<EB -5.64 -10.87 -17.94 - 23.45 - - - 64 D + CG + <E + EG+ + <EB 2.30 8.08 4.78 - 14.28 - - - 65 D + CG + <E + EG+ + <EB 6.65 18.68 16.93 - -5.84 - - - 66 D+CU+E>+EG-+<EB -1.71 -3.07 -5.37 - 20.57 - - - 67 D + CU + E> + EG- + <EB -5.96 -13.16 -17.62 - 20.95 - - - File: Mutual Material - Open Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc. Version: 2018.1b VP BUILDINGS VARGO PRUDEN Q180254 R1 Preliminary Reaction Report Date: 6/11/2018 Time:08:17 AM Page: 17 of 25 68I D+CU+<E+EG-+<EB 1.98 5.79 15.101 - I11.78I 69 D+CU+<E+EG-+<EB 6.33 16.39 17.25 -8.34 Maximum Combined React'ons Summary w'th Factored Loads - Framing Note: All reactions are based on 1st order structural analysis. X -Loc Grid Hrz left Load Hrz Right Load Hrz In Load Hrz Out Load Uplift Load Vrt Down Load Moen cw Load Mom ccw Load (-Hx) Case (Hx) Case (-Hz) Case (Hz) Case (-Vy) Case (Vy) Case (-Mzz) Case (Mzz) Case (k) (k) (k) (k) (k) (k) (in -k) (in -k) 0/0/0 3-B 5.96 67 6.73 55 - - - - 13.45 14 18.90 55 - - - - 26/0/0 3-A 18.02 53 17.25 69 12.33 52 - - 16.93 59 23.45 63 -- - - Bracin X -Loc Grid Description 0/0/0 B-3 Portal Frame is next to column. See portal frame section for reactions 26/0/0 A-3 Diagonal bracing at base is attached to column. Reactions ARE included with frame reactions. File: Mutual Material - Open Version: 2018.1b Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc. VP BUILDINGS VARCO RRUDEN Q180254 RI Preliminary Reaction Report Date: 6/11/2018 Time: 08:17 AM Page: 18 of 25 Wall: 4, Frame at: 87/0/0 Frame ID:Rigid Frame Frame Type:Rigid Frame Values shown are resisting forces of the foundation. Base Connection Design is Based on 3000.00 (psi) Concrete Reactions - Unfactored Load Type at Frame Cross Section: 4 x Type X -Loc Gridl - Grid2 Base Plate W x L (in.) Base Plate Thickness (in.) Anchor Rod Qty/Diam. (in.) Column Base Elev. Exterior Column. 0/0/0 4-B 12 X13 0.500 4 - 1.000 100'-0" Exterior Column 26/0/0 4-A 13 X 13 0.750 4 - 1.000 100'-0" Load Type Desc. Hx Vy Hx Hz Vy rl 4 4 4 2: ro A rl rn r) 15 15 A Un !) r) " 1 1 1 1 to F9 0J ni v cA „ v v — v col V CO CO C11 CO nJ V —. ' on v Frm 0.282.49 -0.28 - 3.10 - - - Frm 0.171.13 -0.17 - 1.10 - - - Frm 1.449.43 -1.44 - 9.20 - - - Frm 1.449.43 -1.44 - 9.20 - - - Frm 1.217.92 -1.21 - 7.73 - - - Frm 0.050.14 -0.05 - 1.28 - - - Frm 1.21 7.92 -1.21 - 7.73 - - - Frm -7.23 -26.00 -13.30 - -1.91 - - - Frm -0.85 -8.91 3.94 - -12.80 - - - Frm 0.17 -1.84 2.61 - -5.21 - - - Frm 6.55 15.25 19.84 - -16.11 - - - Frm -7.47 -23.58 -16.83 - 5.09 - - - Frm - - - - - -- - Frm 3.39 8.04 10.14 - -8.04 - - - Frm - - - - - - - - Frm -8.68 -7.41 -4.35 - 7.41 - - - Frm 0.17 1.13 -0.17 - 1.10 - - - Frm 1.21 7.92 -1.21 - 7.73 - - - Frm -6.82 -16.24 -19.10 - 16.09 - - - Frm 0.09 0.61 -0.09 - 0.60 - - - Frm 6.82 16.24 19.10 - -16.09 - - - Frm -0.09 -0.61 0.09 - -0.60 - - - Brc -0.04 -0.22 0.04 - 8.35 - - - Brc 0.06 0.12 -0.06 8.10 -8.98 - - - Brc -0.04 -0.22 0.04 - 8.63 - - - Brc 0.06 0.13 -0.06 8.10 -9.36 - - - Brc -0.02 -0.09 0.02 - 3.54 - - - Brc - - - - - - - - Brc 0.03 0.06 -0.03 4.26 -4.44 - - - Brc - - - - - - - - Brc -0.07 -0.41 0.07 - 15.98 - - - File: Mutual Material - Open Varco Pruden Buildings is a division of B1ueScope Buildings North America, Inc. Version: 201.8.1b VP BUILDINGS VARGO RRUDEN Q180254 R1 Preliminary Reaction Report Date: 6/11/2018 Time: 08:17 AM Page: 19 of 25 <EB SMS Farm rc I 1.44 .10 I 9.43 0.21 I -01..10 44 13 54 1-9.2015.301 Frame Reactions - Factored Load Cases at Frame Cross Section: 4 Note: All reactions are based on 1st order structural analysis. X -Loc 0/0/0 26/0/0 Gridl - Grid2 4-B 4-A Ld Description Hx Vy Hx Hz Vy Cs (application factor not shown) (k) (k) (k) (k) (k) 1 D + CG + SMS> 1.89 13.06 -1.89 - 13.40 - - - 2 D + CG + <SMS 1.89 13.06 -1.89 - 13.40 - - - 3 D+CG+S>+SD 1.71 11.68 -1.71 - 13.21 - - - 4 D+CG+<S+SD 1.71 11.68 -1.71 - 13.21 - - - 5 D+CG+ WI> -3.88 -11.97 -8.43 - 3.06 - - - 6 D+CG+<Wl -0.06 -1.72 1.91 - -3.48 - - - 7 D + CG + W2> 0.55 2.52 1.11 - 1.08 - - - 8 D + CG + <W2 4.38 12.78 11.45 - -5.46 - - - 9 D + CG + WP -4.03 -10.52 -10.55 - 7.26 - - - 10 MW-Wall:1 - -- - - - - - I 1 MW - Wall: 2 2.03 4.82 6.08 - -4.82 - - - 12 MW - Wall: 3 - -- - - - - - 13 MW - Wall: 4 -5.21 -4.44 -2.61 - 4.44 - - - 14 D+CU+ WI> -4.07 -13.42 -8.25 - 1.38 - - - 15 D+CU+<W1 -0.24 -3.17 2.09 - -5.16 - - - 16 D+ CU+W2> 0.37 1.07 1.29 - -0.61 - - - 17 D + CU + <W2 4.20 11.33 11.63 - -7.14 - - - 18 D + CU + WP -4.21 -11.97 -10.37 - 5.58 - - - 19 D+CG+S+WI> -1.89 -2.13 -7.34 - 9.14 - - - 20 D+CG+S+<Wl 0.98 5.56 0.41 - • 4.24 - - - 21 D+CG+S+W2> 1.44 8.74 -0.19 - 7.65 - - - 22 D+CG+S+<W2 4.31 16.43 7.57 - 2.75 - - - 23 D + CG + S + WP -2.00 -1.04 -8.93 - 12.29 - - - 24 D+CG+E>+EG+ -5.68 -10.72 -17.90 - 19.26 - - - 25 D+CG+<E+EG+ 6.72 18.83 16.86 - -10.03 - - - 26 D+CU+E>+EG- -6.00 -13.03 -17.59 - 16.75 - - - 27 D+CU+<E+EG- 6.41 16.52 17.17 - -12.54 - - - 36 D+CG+WP+WB1> -4.05 -10.65 -10.53 - 12.27 - - - 37 D+CU+WP+WB1> -4.23 -12.10 -10.35 - 10.59 - - - 38 D+CG+S+WP+WB1> -2.02 -1.14 -8.92 - 16.05 - - - 39 D+CG+WP+<WB1 -3.99 -10.45 -10.59 4.86 1.87 - - - 40 D+CU+WP+<WB1 -4.18 -11.90 -10.41 4.86 0.19 - - - 41 D+CG+S+WP+<WBI -1.98 -0.99 -8.96 3.65 8.25 - - - 42 D + CG + WP + WB2> -4.05 -10.66 -10.53 - 12.43 - - - 43 D+CU+WP+WB2> -4.23 -12.11 -10.35 - 10.75 - - - 44 D + CG + S + WP + WB2> -2.02 -1.15 -8.92 - 16.17 - - - 45 D+CG+WP+<WB2 -3.99 -10.45 -10.59 4.86 1.64 - - - 46 D+CU+WP+<WB2 -4.17 -11.90 -10.41 4.86 -0.04 - - - 47 D+CG+S+WP+<WB2 -1.98 -0.99 -8.96 3.64 8.08 - - - 48 MWB - Wall: 1 -0.01 -0.05 0.01 - 2.12 - - - 49 MWB - Wall: 2 - -- - - - - - 50 MWB - Wall: 3 0.02 0.04 -0.02 2.56 -2.67 - - - 51 MWB - Wall: 4 - -- - - - - - 52 D + CG + E> + EG+ + EB> -1.40 -0.76 -5.67 - 23.56 - - - 53 D+CG+E>+EG++EB> -5.70 -10.84 -17.88 - 23.63 - - - 54 D+CG+<E+EG++EB> 2.32 8.11 4.76 - 14.77 - - - 55 D+CG+<E+EG++EB> 6.70 18.72 16.88 - -5.67 - - - 56 D+CU+E>+EG-+EB> -1.72 -3.06 -5.36 - 21.04 - - - 57 D+CU+E>+EG-+EB> -6.01 -13.14 -17.57 - 21.11 - - - 58 D+CU+<E+EG-+EB> 2.01 5.80 5.07 - 12.25 - - - 59 D+CU+<E+EG-+EB> 6.39 16.41 17.19 - -8.18 - - - 62 D + CG + E> + EG++ <EB -1.25 -0.19 -5.82 12.32 -4.91 - - - 63 D + CG + E> + EG+ + <EB -5.66 -10.67 -17.93 3.70 15.09 - - - 64 D + CG + <E + EG++ <EB 2.47 8.68 4.60 12.32 -13.70 - - - 65 D+CG+<E+EG++<EB 6.75 18.89 16.83 3.70 -14.20 - - - 66 D+CU+E>+EG-+<EB -1.56 -2.49 -5.51 12.32 -7.42 - - - 67 D+CU+E>+EG-+<EB -5.97 -12.97 -17.61 3.70 12.57 - - - File: Mutual Material - Open Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc. Version: 201.8.1b VP BUILDINGS VARGO RRUDEn Q180254 R1 Preliminary Reaction Report Date: 6/11/2018 Time:08:17 AM Page: 20 of 25 68 I D+CU+<E+EG-+<EB 2.16 I 6.37 14.91 12.32 I-16.21 69 D+CU+<E+EG-+<EB 6.44 16.58 17.15 3.70 -16.72 Maximum Combined React'ons Summary w'th Factored Loads - Framing Note: All reactions are based on 1st order structural analysis X -Loc Grid Hrz left Load Hrz Right Load Hrz In Load Hrz Out Load Uplift Load Vrt Down Load Mom cw Load Mom ccw Load (-Hx) Case (Hx) Case (-Hz) Case (Hz) Case (-Vy) . Case (Vy) Case (-Mzz) Case (Mzz) Case (k) (k) (k) (k) (k) (k) (in -k) (in -k) 0/0/0 4-B 6.01 57 6.75 65 - - - - 13.42 14 18.89 65 - - - - 26/0/0 4-A 17.93 63 17.19 59 12.32 62 16.72 69 23.63 53 - - - Bracin X -Loc Grid Description 0/0/0 B-4 Portal Frame is next to column. See portal frame section for reactions 26/0/0 A-4 Diagonal bracing at base is attached to column. Reactions ARE included with frame reactions. File: Mutual Material - Open Version: 2018.1b Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc. VP BUILDINGS Q18O254 R1 Preliminary Reaction Report Date: 6/11/2018 Time: 08:17 AM Page: 21 of 25 Wal : 4, Frame at: 115/8/0 Desien Load Combinations - Framin No. Origin Factor Application Description 1 System 1.000 1.0 D + 1.0 CG + 1.0 SMS> D + CG + SMS> 2 System 1.000 1.0 D + 1.0 CG + 1.0 <SMS D + CG + <SMS 3 System 1.000 1.O D + 1.O CG + 1.0 S> + 1.0 SD D + CG + S> + SD 4 System 1.000 1.0 D + 1.0 CG + 1.0 <S + 1.0 SD D + CG + <S + SD 5 System 1.000 1.OD+1.00G+0.6W1> D+CG+WI> 6 System 1.000 1.O D+ 1.0 CG + 0.6 <W1 D + CG + <W1 7 System 1.000 1.0 D + 1.0 CG + 0.6 W2> D + CG + W2> 8 System 1.000 1.O D + 1.0 CG + 0.6 <W2 D + CG + <W2 9 System 1.000 1.0 D + 1.0 CG + 0.6 WP D + CG + WP 10 System 1.000 0.6 MW MW - Wall: 1 11 System 1.000 0.6 MW MW - Wall: 2 12 System 1.000 0.6 MW MW - Wall: 3 13 System 1.000 0.6 MW MW - Wall: 4 14 System 1.000 0.6D+0.6CU+0.6W1> D+CU+W1> 15 System 1.000 0.6 D + 0.6 CU + 0.6 <W1 D+CU+<W1 16 System 1.000 0.6D+0.6CU+0.6W2> D+CU+W2> 17 System 1.000 0.6 D + 0.6 CU + 0.6 <W2 D + CU + <W2 18 System 1.000 0.6 D + 0.6 CU + 0.6 WP D + CU + WP 19 System 1.000 1.0D+1.0CG+0.755+0.45W1> D+CG+S+W1> 20 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 <WI D+CG+S+<WI 21 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 W2> D + CG + S+ W2> 22 System 1.000 1.0 D+ 1.0 CG + 0.75 S+ 0.45 <W2 D + CG + S + <W2 23 System 1.000 1.0 D+1.0 CG + 0.75 S+ 0.45 WP D + CG + S + WP 24 System 1.000 1.0 D+ 1.0 CG + 0.91 E>+0.7EG+ D+CG+E>+EG+ 25 , System 1.000 1.O D+ 1.O CG + 0.91<E+ 0.7 EG+ D + CG + <E + EG+ 26 System 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- D+CU+E>+EG- 27 System 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- D + CU + <E + EG- File:.Mutual Material - Open Version: 2018.1b Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc. VP BUILDINGS VARGO PRUDEN Q180254 R1 Preliminary Reaction Report Date: 6/11/2018 Time:08:17 AM Page: 22 of 25 Wall: 4, Frame at: 115/8/0 Frame ID:Rigid Frame Frame Type:Rigid Frame Values shown ate resisting forces of the foundation. Base Connection Design is Based on 3000.00 (psi) Concrete Reactions - Unfactored Load Type at Frame Cross Section: 5 x Type X -Loc Gridl - Grid2 Base Plate W x L (in.) Base Plate Thickness (in.) Anchor Rod Qty/Diam. (in.) Column Base Elev. Exterior Column 0/0/0 5-B 12 X 13 0.500 4 - .000 100'-0" Exterior Column 26/0/0 5-A 13 X 13 0.750 4 - .000 100'-0" Load Type Desc. Hx Vy Hx Vy Ld Description Hx D Frm 0.27 2.42 -0.27 3.02 - - - CG Frm 0.17 1.14 -0.17 1.11 - - - SMS> Frm 1.46 9.52 -1.46 9.28 - - - <SMS Frm 1.46 9.52 -1.46 9.28 - - - S> Frm 1.22 7.99 -1.22 7.80 - - - SD Frm 0.10 0.49 -0.10 1.50 - - - <S Frm 1.22 7.99 -1.22 7.80 - - - WI> Frm -7.25 -26.20 -13.46 -1.90 - - - <W 1 Frm -0.87 -8.98 3.99 -12.91 - - - W2> Frm 0.16 -1.84 2.64 -5.24 - - - <W2 Frm 6.54 15.39 20.09 -16.25 - - - WP Frm -7.53 -24.10 -16.98 4.80 - - - MW Frm - - - - - - - MW Frm 3.38 8.11 10.26 -8.11 - - - MW Frm - - - - - - - MW Frm -8.77 -7.47 -4.38 7.47 - - - CU Frm 0.17 1.14 -0.17 1.11 - - - S Frm 1.22 7.99 -1.22 7.80 - - - E> Frm -6.80 -16.38 -19.34 16.24 - - - EG+ Frm 0.09 0.62 -0.09 0.60 - - - <E Frm 6.80 16.38 19.34 -16.24 - - - EG- Frm -0.09 -0.62 0.09 -0.60 - - - SMS Frm 1.46 9.52 -1.46 9.28 - - - Frame Reactions - Factored Load Cases at Frame Cross Section: 5 Note: All reactions are based on I st order structural anal X -Loc 0/0/0 26/0/0 Gridl - Grid2 5-B 5-A Ld Description Hx Vy Hx Vy Cs (application factor not shown) (k) (k) (k) (k) File: Mutual Material - Open Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc. Version: 2018.1b VP BUILDINGS VARCO PRUDEN Q180254 R1 Preliminary Reaction Report Date: 6/11/2018 Time: 08:17 AM Page: 23 of 25 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26. 27 D+CG+SMS> D+CG+<SMS D + CG + S> + SD D+CG+<S+SD D+CG+ WI> D+CG+<W1 D+CG+ W2> D + CG + <W2 D+CG+WP MW - Wall: 1 MW - Wall: 2 MW - Wall: 3 MW - Wall: 4 D+CU+W1> D+CU+<WI D+CU+W2> D+CU+<W2 D+CU+WP D+CG+S+WI> D+CG+S+<WI D+CG+S+W2> D+CG+S+<W2 D+CG+S+WP D + CG + E> + EG+ D+CG+<E+EG+ D+CU+E>+EG- D+CU+<E+EG- 1.90 1.90 1.76 1.76 -3.90 -0.08 0.54 4.37 -4.07 2.03 -5.26 -4.08 -0.26 0.36 4.19 -4.25 -1.90 0.97 1.44 4.30 -2.03 -5.68 6.70 -5.99 6.39 13.08 13.08 12.04 12.04 -12.16 -1.83 2.46 12.79 -10.90 4.86 -4.48 -13.58 -3.25 1.03 11.37 -12.33 -2.24 5.52 8.73 16.48 -1.29 -10.91 18.90 -13.20 16.61 -1.90 -1.90 -1.76 -1.76 -8.52 1.95 1.14 11.61 -10.63 6.16 -2.63 -8.34 2.13 1.32 11.78 -10.45 -7.42 0.43 -0.17 7.68 -9.00 -18.10 17.09 -17.79 17.40 13.41 13.41 13.43 13.43 2.99 -3.61 0.99 -5.61 7.01 -4.86 4.48 1.34 -5.26 -0.67 -7.27 5.36 9.12 4.17 7.62 2.67 12.14 19.33 -10.22 16.84 -12.72 Maximum Combined React'ons Summary with Factored Loads - Framing Note: All reactions are based on I st order structural analysis. X -Loc Grid Hrz left Load Hrz Right Load Hrz In Load Hrz Out Load Uplift Load Vrt Down Load Mom cw Load Mom ccw Load (-Hx) Case (Hx) Case (-Hz) Case (Hz) Case (-Vy) Case (Vy) Case (-Mzz) Case (Mzz) Case (k) (k) (k) (k) (k) (k) (in -k) (in -k) 0/0/0 5-B 5.99 26 6.70 25 - - - - 13.58 14 18.90 25 -- - - 26/0/0 5-A 18.10 24 17.40 27 - - - - 12.72 27 19.33 24 -- - - File: Mutual Material - Open Version: 2018.1b Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc. VP BUILDINGS VflCO PRUDEN Q180254 R1 Preliminary Reaction Report Date: 6/11/2018 Time: 08:17 AM Page: 24 of 25 Wall: 4, Frame at: 144/10/0 Frame 1D:Rigid Frame Frame Type:Rigid Frame Values shown are resisting forces of the foundation. Base Connection Design is Based on 3000.00 (psi) Concrete Reactions - Unfactored Load T at Frame Cross Section: 6 x Type X -Loc Gridl - Grid2 Base Plate W x L (in.) Base Plate Thickness (in.) Anchor Rod Qty/Diam. (in.) Column Base Elev. Exterior Column 0/0/0 6-B 9 X 13 0.375 4 - .000 100'-0" Exterior Column 26/0/0 6-A 9 X 13 0.375 4 - .000 100'-0" Load Type Desc. Hx Vy Hx Vy Ld Description Hx D Frm 0.19 1.70 -0.19 1.99 - - - CG Fnn 0.11 0.60 -0.11 0.58 - - - SMS> Frm 0.89 4.96 -0.89 4.84 - - - <SMS Frm 0.89 4.96 -0.89 4.84 - - - S> Frm 0.75 4.17 -0.75 4.07 - - - SD Frm 0.45 2.80 -0.45 2.44 - - - <S Frm 0.75 4.17 -0.75 4.07 - - - W I> Frm -4.02 -13.96 -6.78 -1.28 - - - <W 1 Frm -0.60 -4.71 2.23 -6.74 - - - W2> Frm - -1.23 1.48 -3.02 - - - <W2 Frm 3.41 8.03 10.48 -8.48 -- - WP Fnn -4.23 -13.60 -8.52 1.44 - - - MW Frm - - - - - - - MW Frm 1.77 4.23 5.35 -4.23 - - - MW Frm - - - - - - - MW Frm -4.73 -3.90 -2.13 3.90 - - - CU Frm 0.11 0.60 -0.11 0.58 - - - S Frm 0.75 4.17 -0.75 4.07 - - - E> Frm -3.56 -8.55 -10.07 8.47 - - - EG+ Frm 0.06 0.32 -0.06 0.31 - - - <E Frm 3.56 8.55 10.07 -8.47 - - - EG- Frm -0.06 -0.32 0.06 -0.31 - - - SMS Frm 0.89 4.96 -0.89 4.84 - - - Frame Reactions - Factored Load Cases at Frame Cross Section: 6 Note: All reactions are based on 1st order structural analysis. X -Loc 0/0/0 26/0/0 Gridl - Grid2 6-B 6-A Ld Description Hx Vy Hx Vy Cs (application factor not shown) (k) (k) (k) (k) File: Mutual Material - Open Varco Pruden Buildings is a division of B1ueScope Buildings North America, Inc. Version: 201 8.1 b VP BUILDINGS VARGO 1,00f Q180254 R1 Preliminary Reaction Report Date: 6/11/2018 Time: 08:17 AM Page: 25 of 25 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 D+CG+SMS> D+CG+<SMS D+CG+S>+SD D+CG+<S+SD D+CG+WI> D+CG+<W1 D + CG + W2> D + CG + <W2 D + CG + WP MW - Wall: 1 MW - Wall: 2 MW- Wall: 3 MW - Wall: 4 D+CU+ W1> D + CU + <W1 D+CU+W2> D + CU + <W2 D + CU + WP D+CG+S+WI> D+CG+S+<W1 D+CG+S+W2> D+CG+S+<W2 D+CG+S+WP D + CG + E> + EG+ D+CG+<E+EG+ D+CU+E>+EG- D+CU+<E+EG- 1.18 1.18 1.49 1.49 -2.12 -0.07 0.29 2.34 -2.25 1.06 -2.84 -2.23 -0.19 0.18 2.22 -2.36 -0.96 0.58 0.85 2.39 -1.05 -2.91 3.58 -3.11 3.38 7.26 7.26 9.27 9.27 -6.08 -0.53 1.56 7.11 -5.87 2.54 -2.34 -7.00 -1.45 0.64 6.19 -6.78 -0.86 3.30 4.87 9.03 -0.70 -5.26 10.30 -6.63 8.93 -1.18 -1.18 -1.49 -1.49 -4.36 1.04 0.59 6.00 -5.41 3.21 -1.28 -4.24 1.16 0.71 6.11 -5.29 -3.90 0.15 -0.19 3.86 -4.69 -9.50 8.83 -9.30 9.03 7.41 7.41 9.07 9.07 1.80 -1.48 0.76 -2.52 3.43 -2.54 2.34 0.77 -2.51 -0.27 -3.55 2.40 5.04 2.58 4.26 1.80 6.27 10.50 -4.92 9.03 -6.39 Maximum Combined Reactions Summary with Factored Loads - Framing Note: All reactions are based on 1st order structural analysis X -Loc Grid Hrz left Load Hrz Right Load Hrz In Load Hrz Out Load Uplift Load Vrt Down Load Mom cw Load Mom ccw Load (-Hx) Case (Hx) Case (-Hz) Case (Hz) Case (-Vy) Case (Vy) Case (-Mzz) Case (Mzz) Case (k) (k) (k) (k) (k) (k) (in -k) (in -k) 0/0/0 6-B 3.11 26 3.58 25 - - - 7.00 14 10.30 25 - - - 26/0/0 6-A 9.50 24 9.03 27 - - - - 6.39 27 10.50 24 - - - - File: Mutual Material - Open Version: 2018.1b Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc. TAHOMA DESIGN GROUP February 15, 2019 Mr. Bill Rambo, Permit Technician City of Tukwila 6300 Southcenter Boulevard, Suite 100 Tukwila, WA 98188 Project: Mutual Materials Tukwila Storage Canopy, TDG No. 2170719.01 Subject: Response to Correction Letter 3 Comments dated February 14, 2019 Development Permit Application No. D18-0222 Dear Mr. Rambo: This letter is in response to your Correction Letter 3 comments dated February 14, 2019, regarding the above referenced project. The comments are included below (verbatim) for your reference. Our responses are shown in bold after each comment. Building 1. Engineer's plan sheets still need the sheets dated on the signature. Please provide what previous memo requested "All plan sheets produced by the engineer shall include the "Date" of the signature. Provide engineers plan sheets. See general note above." Response: Please see attached Canopy Structural drawings with the date 9/1/2018 next to the engineer's stamp. These drawings were submitted to Reid Middleton and approved in a letter dated 10/18/2018. We were under the impression that these drawings were routed to you after RM review. We have printed up 2 additional sets to respond to this comment letter. 2. VP Engineer 's stamp, signature and date shall also be included on those plan sheets. Remove the wording "Not for Construction" for the new construction drawings. Provide documentation as requested . Response: Please see attached VP Pre -Eng Mtl Bldg drawings with the stamp and date 9/27/2018. These drawings were submitted to Reid Middleton and approved in a letter dated 10/18/2018. We were under the impression that these drawings were routed to you after RM review. We have printed up 2 additional sets to respond to this comment letter. If you have any questions, please call me at (253) 284-9680. RECEIVED Sincerely,CORRECTION CITY OF TUKWILA FEB 1 5 2019 James K. Carleton, AIA PERMIT CENTER Vice President JKC/ Q:\2017\2170719\00_PRM\NON_CAD\SUBMITTALS\20190215_CanopyResubmit\20190215 Ltr (Resp-Tukwila-CL2) 2170719.01 (JKC draft).docx 535 DOCK STREET SUITE 211 TACOMA, WA 98402 P: 253-284-9680 F: 253-284-9681 tahoma des ig ng rou p. com Q D City of Tukwila Department of Community Development February 14, 2019 TYLER LITZENBERGER 11335 NE 122ND WAY - SUITE 105 KIRKLAND, WA 98034 RE: Correction Letter # 3 DEVELOPMENT Permit Application Number D18-0222 MUTUAL MATERIALS - STORAGE BLDG - 4302 S 104TH PL Dear TYLER LITZENBERGER, Allan Ekberg, Mayor Jack Pace, Director This letter is to inform you of corrections that must be addressed before your development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the following departments: BUILDING DEPARTMENT: Allen Johannessen at 206-433-7163 if you have questions regarding these comments. • (GENERAL INFORMATION NOTE) PLAN SUBMITTALS: (Min. size 11x17 to a preferably maximum size of 24x36; all sheets shall be the same size; larger sizes may be negotiable. "New revised" plan sheets shall be the same size sheets as those previously submitted.) "STAMP AND SIGNATURES" (If applicable) For Engineers: "Every page of a plan set must contain the seal/stamp, signature of the licensee(s) who prepared or who had direct supervision over the preparation of the work, and date of signature. Specifications that are prepared by or under the direct supervision of a licensee shall contain the seal/stamp, signature of the licensee and the date of signature. If the "specifications" prepared by a licensee are a portion of a bound specification document that contains specifications other than that of an engineering or land surveying nature, the licensee need only seal/stamp that portion or portions of the documents for which the licensee is responsible." It shall not be required to have each page of "specifications" (calculations) to be stamped and signed; Front page only will be sufficient (WAC 196-23-010 & 196-23-020). Architects: "date" only not required (WAC 308-12-081). (BUILDING REVIEW NOTES) The plans have not been submitted as previously requested. Engineers plan sheets with signatures dated: S0.01C through S2.02C and VP the 30 -page plan set (item #2). Please provide those documents. 1. Engineer's plan sheets still need the sheets dated on the signature. Please provide what previous memo requested "All plan sheets produced by the engineer shall include the "Date" of the signature. Provide engineers plan sheets See general note above." 2. VP Engineer's stamp, signature and date shall also be included on those plan sheets. Remove the wording "Not for Construction" for the new construction drawings. Provide documentation as requested. Note: Contingent on response to these corrections, further plan review may request for additional corrections. Please address the comments above in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that two (2) sets of revised plan pages, specifications and/or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a 'Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections/revisions must be made in person and will not be accepted through the mail or by a messenger service. 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 Sincerely, Bill Rambo Permit Technician File No. D18-0222 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 BARGUAUPEN January 22, 2019 Jazzel Salzar, Permit Technician City of Tukwila 6300 Southcenter Boulevard, Suite 100 Tukwila, WA 98188 RE: Responses to Correction Letters 2 Comments Mutual Materials — Retaining Wall (Phases 1 and 2) 4302 South 104th Place, Tukwila, Washington Development Permit Application No. D18-0222 Our Job No. 18711 Dear Jazzel: We have revised the plans and technical documents for the above -referenced project in accordance with your Correction Letter 2 comments dated December 31, 2018. Enclosed are the following documents for your review and approval: 1. One (1) each Resubmittal Form 2. Three (3) sets revised Civil Engineering Design Plans 3. Three (3) sets revised Landscape Plans 4. One (1) each Cost Estimate 5. One (1) each CD containing PDF Files RECEY CITY OF .j KW :'.. h. JAN 2 2 2019 PERM The following outline provides each of the comments in italics, along with a narrative response describing how each comment was addressed: Building CORE TIQN LTR# 1. Engineer's plan sheets still need the sheets dated on the signature. Please provide what previous memo requested "All plan sheets produced by the engineer shall include the "Date" of the signature. Provide engineers plan sheets. See general note above." Response: All drawings have been stamped, signed and dated as requested. 2. VP Engineer 's stamp, signature and date shall also be included on those plan sheets. Remove the wording "Not for Construction" for the new construction drawings. Provide documentation as requested . Response: The words "not for construction" have been removed from the plan set. Planning 1. For trees and plants planted in sidewalks and parking lots, or in limited areas of soil volume, structural soils (Cornell University "CU" product or similar) must be used to a preferred depth BARGHAUSEN CONSULTING ENGINEERS, INC. 18215 72ND AVENUE SOUTH KENT, WA 98032 P) 425-251-6222 F) 425-251-8782 BRANCH OFFICES: TUMWATER, WA KLAMATH FALLS, OR LONG BEACH, CA ROSEVILLE, CA SAN DIEGO, CA barghausen.com 1R-222- Jazzel Salzar Permit Technician City of Tukwila Department of Community Development -2- January 22, 2019 of 36 inches, to promote root growth and provide structural support to the paved area. Minimum soil volumes for tree roots shall be 750 square feet per tree (see specifications and sample plans for CU -Structural Soils). Trees and other landscape materials shall be planted per specifications in "CU Structural Soils -A Comprehensive Guide" or using current BMPs subject to administrative review and approval of the technical information report (TIR.) Suspended pavement systems (Silva Cells or similar) may also be used if approved. Indicate locations of required structural soil installation on all plans (civil, landscaping, grading/paving, etc.). Response: Comment acknowledged. 2. Landscaping along southern property line (designated as Front Yard) must meet requirements for Type 11 landscaping. Plant materials shall consist of the following: a. Trees: A mix of deciduous and evergreen trees. b. One shrub per 4 linear feet, excluding curb cuts. c. Groundcover. See TMC 18.52.060.B for Tree Standards. "Bark mulch only" as denoted on plans does not meet requirements. Response: "Bark mulch only" has been revised. 3. Removed trees will need to be replaced on site. Indicate trees removed and location of replacement trees. Large and medium stature tree species are required, per the Tukwila Approved Tree List, except where there is insufficient planting area (due to proximity to a building, street light, above or below ground utility, etc.) or the planned tree location does not permit this size tree at maturity (TMC 18.52.020). Potential relocation areas include the southern property boundary (Front Yard) and western property boundary (side yard). Response: Comment acknowledged. 4. Update site plans to reflect relocated storm drainage pond. Response: The plans have been updated to reflect the relocation of the storm drainage pond. PW 1. Submit a cost estimate for construction of the 99 -LF of DI CL 52 fire line between the fire prevention DDCVA and the storage building, since this fire line segment will be part of this building permit. Enter the amount on page 1 of the attached Public Works Bulletin A2. Response: The cost estimate has been included with this submittal. 2. Separate individual DEMO permits with utility capping's are required for the two buildings to be demolished. As of today, none of the DEMO permits were submitted. Response: Demolition permit applications D18-0357 and D18-0356 have been issued for these two buildings. Jazzel Salzar Permit Technician City of Tukwila Department of Community Development -3- January 22, 2019 We believe that the above responses, together with the enclosed revised plans and technical documents, address all of the comments set forth in your Correction Letter # 2. Please review and approve the enclosed at your earliest convenience. If you have questions or need additional information, please do not hesitate to contact me at this office. Thank you. Sincerely, James E. Pullicino Project Engineer JEP/Ib 18711 c.005.doc enc: As Noted cc: Tyler Litzenberger, Vector Development Daniel K. Balmelli, Barghausen Consulting Engineers Engineers Performance Bond Estimate/Fire Service Line Mutual Materials WATER SYSTEM Ductile Iron Watermain, CL 52, 6 Inch Diameter 65.00 I LF 127 $8,255 TOTAL $8,255 CORRECTION RECEIVED CITY OF TUKWIL.A JAN 2 2 2019 PERMIT CENTER City of Tukwila Allan Ekberg, Mayor Department of Community Development - Jack Pace, Director January 14, 2019 Tyler Litzenberger Vector 14104 102nd NE Kirkland, WA 98034 RE: Request for Extension #1 Permit Number D18-0222 Dear Mr. Litzenberger, This letter is in response to your written request for an extension to Permit D 18-0222. 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 through June 23, 2019. If you should have any questions, please contact our office at (206) 431-3670. Sincerely, W1/2\1,6 Rachelle Ripley Permit Coordinator File: Permit No. D18-0222 Tukwila City Hall • 6200 Southcenter Boulevard • Tukwila, WA 98188 • 206-433-1800 • Website: TukwilaWA.gov VECTOR DEVELOPMENT COMPANY January 11, 2019 Ms. Rachelle Ripley Permit Technician City of Tukwila 6300 Southcenter Boulevard, Suite 100 Tukwila, Washington 98188 Re: D18-0222 Mutual Materials — Storage Building Permit Applicaion Tukwila, Washington Dear Rachelle: Pursuant to your letter dated 12/2/2018, as the applicant for the above reference project, please extend our permit application out as far as the city is able. The reason for the desired extension is because building application is tied to the project's civil application and related design drawings. Due to our project growing in scope, we were required to proceed with a SEPA process, which slightly delayed our assumed timing of completing the above referenced application. Our project is now SEPA approved, we've resubmitted our 2nd round of civil comments and hope the resubmittal is our last. Next week, we will be responding to the city's comment letter dated 12/31/2018 from Jazzel Salzar, Permit Technician. Please let me know if our permit application can be extended. If you have any questions, please don't hesitate to call me at (425) 968-5115. Sincerely, VECTOR DEVELOPMENT COMPANY Tyler Litzenberger President Request for E q ension # 1 Current Expiration Date:t I / VI Extension Request: �) Xr Approved for /e—C) days Denied (provide explanation) Signature/Initials VECTOR REAL ESTATE CORPORATION 14104 102ND AVE NE • KIRKLAND, WA 98034 • TEL 425/830-2667 City of Tukwila Department of Community Development December 31, 2018 TYLER LITZENBERGER 11335 NE 122ND WAY - SUITE 105 KIRKLAND, WA 98034 RE: Correction Letter # 2 DEVELOPMENT Permit Application Number D18-0222 MUTUAL MATERIALS - STORAGE BLDG - 4302 S 104TH PL Dear TYLER LITZENBERGER, Allan Ekberg, Mayor Jack Pace, Director This letter is to inform you of corrections that must be addressed before your development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the following departments: BUILDING - C DEPARTMENT: Allen Johannessen at 206-433-7163 if you have questions regarding these comments. • (GENERAL INFORMATION NOTE) PLAN SUBMITTALS: (Min. size 11x17 to a preferably maximum size of 24x36; all sheets shall be the same size; larger sizes may be negotiable. "New revised" plan sheets shall be the same size sheets as those previously submitted.) "STAMP AND SIGNATURES" (If applicable) For Engineers: "Every page of a plan set must contain the seal/stamp, signature of the licensee(s) who prepared or who had direct supervision over the preparation of the work, and date of signature. Specifications that are prepared by or under the direct supervision of a licensee shall contain the seal/stamp, signature of the licensee and the date of signature. If the "specifications" prepared by a licensee are a portion of a bound specification document that contains specifications other than that of an engineering or land surveying nature, the licensee need only seal/stamp that portion or portions of the documents for which the licensee is responsible." It shall not be required to have each page of "specifications" (calculations) to be stamped and signed; Front page only will be sufficient (WAC 196-23-010 & 196-23-020). Architects: "date" only not required (WAC 308-12-081). (BUILDING REVIEW NOTES) 1. Engineer's plan sheets still need the sheets dated on the signature. Please provide what previous memo requested "All plan sheets produced by the engineer shall include the "Date" of the signature. Provide engineers plan sheets See general note above." 2. VP Engineer's stamp, signature and date shall also be included on those plan sheets. Remove the wording "Not for Construction" for the new construction drawings. Provide documentation as requested. Note: Contingent on response to these corrections, further plan review may request for additional corrections. PLANNING - C DEPARTMENT: MAX BAKER at (206)-431-3683 if you have questions regarding these comments. • 1.) For trees and plants planted in sidewalks and parking lots, or in limited areas of soil volume, structural soils (Cornell University "CU" product or similar) must be used to a preferred depth of 36 inches, to promote root growth and provide structural support to the paved area. Minimum soil volumes for tree roots shall be 750 square feet per tree (see specifications and sample plans for CU -Structural Soils). Trees and other landscape materials shall be planted per specifications in "CU Structural Soils — A Comprehensive Guide" or using current BMPs subject to administrative review and approval of the technical information report (TIR.) Suspended pavement systems (Silva Cells or similar) may also be used if approved. Indicate locations of required structural soil installation on all plans (civil, landscaping, grading/paving, etc.). 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 2.) Landscaping along southern property line (designated as Front Yard) must meet requirements for Type II - landscaping. Plant materials shall consist of the following: a. Trees: A mix of deciduous and evergreen trees. b. One shrub per 4 linear feet, excluding curb cuts. c. Groundcover. See TMC 18.52.060.B for Tree Standards. "Bark mulch only" as denoted on plans does not meet requirements. 3.) Removed trees will need to be replaced on site. Indicate trees removed and location of replacement trees. Large and medium stature tree species are required, per the Tukwila Approved Tree List, except where there is insufficient planting area (due to proximity to a building, street light, above or below ground utility, etc.) or the planned tree location does not permit this size tree at maturity (TMC 18.52.020). Potential relocation areas include the southern property boundary (Front Yard) and western property boundary (side yard). 4.) Update site plans to reflect relocated storm drainage pond. PW - C DEPARTMENT: Joanna Spencer at 206-431-2440 if you have questions regarding these comments. • 1)Submit a cost estimate for construction of the 99 -LF of DI CL 52 fire line between the fire prevention DDCVA and the storage building, since this fire line segment will be part of this building permit. Enter the amount on page 1 of the attached Public Works Bulletin A2. • 2) Separate individual DEMO permits with utility capping's are required for the two buildings to be demolished. As of today, none of the DEMO permits were submitted. Please address the comments above in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that two (4) sets of revised plan pages, specifications and/or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a 'Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections/revisions must be made in person and will not be accepted through the mail or by a messenger service. Jazzel Salzar Permit Technician File No. D18-0222 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 12/2/2018 adz Ci ofTukwila ��° Department of Community Development 8 TYLER LITZENBERGER 11335 NE 122ND WAY - SUITE 105 KIRKLAND, WA 98034 RE: Permit Application No. D18-0222 MUTUAL MATERIALS - STORAGE BLDG 4302 S 104TH PL Dear TYLER LITZENBERGER, Allan Ekberg, Mayor Jack Pace, Director In reviewing our current application files, it appears that your permit applied for on 7/23/2018, 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 1/23/2019. 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. Sincerely, t � Rachelle Ripley L T01 Permit Technician File No: D18-0222 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 Reid iddleton October 18, 2018 File No. 262018.005/00502 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 Mutual Materials Storage (D 18-0222) Dear Mr. Hight: CIVIL ENGINEERING STRUCTURAL ENGINEERING PLANNING SURVEYING RECEIVED CITY OF TUKWILA OCT 22 2018 PERMIT CENTER We reviewed the proposed project for compliance with the structural provisions of the 2015 International Building Code (IBC) 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 New structural drawing sets were submitted in response to our plan review., These sets are enclosed and should replace any previous sets submitted with the original permit submittal. The new drawing sets are dated August 15, 2018, and September 26, 2018, for pre-engineered steel building drawings by VP Buildings and structural drawings by AHBL respectively. Special Inspections, Submittals, Tests, and Structural Observation Special inspections and tests should be performed by qualified special inspectors. Reports, certificates, and other documents related to structural special inspections and tests should be submitted to the city of Tukwila. Please reference the special inspections indicated in the drawings. The special inspections provided should include but not be limited to the following summary: 1. Installation of concrete expansion, adhesive, and screw anchors. 2. Concrete placement at concrete construction. 3. Reinforcement at concrete construction. 4. Installation of steel anchor bolts/rods in concrete. 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 October 18, 2018 File No. 262018.005/00502 Page 2 5. Installation and fastening of prefabricated steel structure. 6. On-site welding of structural steel at prefabricated steel structure. In addition, the structural design includes prefabricated components that do not require special inspection during fabrication. The prefabricated components must be fabricated by registered and approved fabricators in accordance with IBC Section 1704.2.5.1. Prefabricated components in this project include a steel shop -fabricated pre-engineered metal building. Structural tests: Tests by qualified special inspectors should be conducted. The following is a summary: 1. Testing of concrete for specified compressive strength, f''; air content; and slump. See IBC Sections 1705.3 and 1901.2 and ACI 318 Section 26.12. 2. Nondestructive testing of the complete joint -penetration (and partial joint - penetration, where applicable). See IBC Section 1705.13.1 and AISC 341-10 Section J6. Structural submittals: Reports, certificates, and other documents related to structural special inspections and tests should be submitted to the City of Tukwila. The certificates of compliance are required to state that the work was performed in accordance with the approved construction documents. The following is a summary: 1. Submittal of certificates of compliance from the fabricators of prefabricated structural steel moment frames at the completion of fabrication. 2. Submittal of welding procedure specifications verifying that demand -critical welds are made with filler metal producing welds with a minimum Charpy V -notch toughness of 20 ft-lbf at minus 20 degrees -F as determined by the applicable AWS A5 classification test method and 40 ft-lbf at 70 degrees -F as determined by Section A3.4a. Structural Observation: Structural observation during construction is required for this project per IBC Section 1704.6. The section of the structural general notes under Statement of Special Inspections, Sheet S0.03C, specifies structural observation by the structural engineer. Geotechnical special inspections: Special inspections and tests by the geotechnical engineer should be provided as recommended in the geotechnical report by Terra Associates, Inc., dated March 16, 2018. The following is a summary: 1. Site excavation and grading. 2. Overexcavation for placement of structural fill, where applicable. Reid iddleton 0 Mr. Jerry Hight, Building Official City of Tukwila, Department of Community Development October 18, 2018 File No. 262018.005/00502 Page 3 3. Groundwater monitoring and construction dewatering, where applicable. 4. Placement of structural fill and soil compaction. 5. Verification of soil bearing capacity. 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 as it relates to the project. If you have any questions or need additional clarification, please contact us. Sincerely, Reid Middleton, Inc. 1 Lat itirnu.a. Sabina S. Surana, P.E. Project Engineer Paul N. Crocker, P.E., S.E. Principal Engineer cc: Tyler Litzenberger (by e-mail) Daniel L. Booth, AHBL (by e-mail) James K. Carleton, Tohoma Design Group (by email) 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 \18\TK18 005R02.docx\sss Reid iddleton Rachelle Ripley Permit Technician City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite 100 Tukwila, WA 98188 CIVIL ENGINEERING, LAND PLANNING, SURVEYING September 19, 2018 Courier Delivery (206) 431-3670 RE: Response to Correction Letter No. 1 - Department of Community Development Mutual Materials - Storage Building RECEIVED 10411 Martin Luther King Jr. Way South, Tukwila, Washington City Permit Application No. D18-0222 CITY OF T4KWILA Our Job No. 18711 Dear Rachelle: PERMIT CENTER We have revised the plans and technical documents for the above -referenced project in accordance with comments from the Building, Planning and Public Works Departments set forth in your letter dated August 10, 2018 regarding Permit No. D18-0222. Enclosed are the following documents for your review and approval: 1. One copy SEPA application check list. 2. Five copies of ESA screening checklist, SEPA Environmental -checklist and drawings. 3. Application fee. 4. One set of plans reduced to 11"X17" CORRECTION 5 TR# The following outline provides each of your comments in italics exactly as written, along with a narrative response describing how each comment was addressed: BUILDING DEPARTMENT: Allen Johannessen (206) 433-7163 • (GENERAL INFORMATION NOTE) PLAN SUBMITTALS: (Min. size 11 x 17 a preferably maximum size of 24 x 36; all sheets shall be the same size; larger sizes may be negotiable. "New revised" plan sheets shall be the same size sheets as those previously submitted.) Response: Comment acknowledged. I 0w 0 222 "STAMP AND SIGNATURES" (If applicable) For Engineers: "Every page of a plan set must contain the seal/stamp, signature of the licensee(s) who prepared or who had direct supervision over the preparation of the work, and date of signature. Specifications that are 18215 72ND AVENUE SOUTH KENT, WA 98032 (425) 251-6222 (425) 251-8782 FAX BRANCH OFFICES • TUMWATER, WA • KLAMATH FALLS, OR • LONG BEACH, CA • ROSEVILLE, CA • SAN DIEGO, CA www.barghausen.com Rachelle Ripley Permit Technician City of Tukwila Department of Community Development -2- September 19, 2018 prepared by or under the direct supervision of a licensee shall contain the seal/stamp, signature of the licensee and the date of signature. If the "specifications" prepared by a licensee are a portion of a bound specification document that contains specifications other than that of an engineering or land surveying nature, the licensee need only seal/stamp that portion or portions of the documents for which the licensee is responsible." It shall not be required to have each page of "specifications" (calculations) to be stamped and signed; Front page only will be sufficient (WAC 196-23-010 & 196-23-020). Architects: "date" only not required (WAC 308-12-081). Response: Comment acknowledged. (BUILDING REVIEW NOTES) 1. All plan sheets produced by the engineer shall include the "Date" of the signature. Provide engineers plan sheets with the signature date included. See general note above. Response: Comment acknowledged. Note: Contingent on response to these corrections, further plan review may request for additional corrections. Response: Comment acknowledged. PLANNING DEPARTMENT: Meredith Sampson (206) 431-3661 • Submittal of Landscape Plan and Civil Plan required for approval. Response: Comment acknowledged. PW DEPARTMENT: Joanna Spencer (206) 431-2440 1. Figure 2 of March 16, 2018 Terra Associates, Inc. Geotech Report show four arrows without any callouts. Response: The geotech report has been updated. 2. List the Geotech engineer in your project team and cross reference the Geotech report on your plan. Response: The geotechnical engineer's information and reference to his report has benn added to the plans. 3. Does the proposed building require to have a fire sprinkler system installed? Response: The building is existing and will not be touched. 0 0 Rachelle Ripley Permit Technician City of Tukwila Department of Community Development -3- September 19, 2018 5. Applicants shall apply for two (2) separate Demo Building permits with utility lines capping to demolish/remove the two existing buildings. Please contact Tukwila Permit Center at (206) 431-3655 regarding Demo Bldg permit application. Response: Comment acknowledged. A note has been added to the cover sheet. 5. Add note "Civil work under permit PW18-0105". Response: A note has been added to the cover sheet. 6. Add earthwork quantities on your cover sheet; cu yds of cut and cu yds of fill associated with building foundation work. Response: The earthwork quantities have been added to the cover sheet. 7. Submit plans to Seattle Public Utilities for review and provide a letter or an email I from SPU that construction of the proposed storage building will not adversely affect the existing 64" storm pipe running east -west on the adjacent property to the north. Response: We have surveyed the location of this existing public utility and determined that based on the location of project proposed building there will be no effect on this utility. A cross section of project along with this utility is added to plans for reference. 8. DOE Construction Storm Water permit will be required, since over 1 acre will be disturbed as result of this project. The above comment will be also included in civil site work PW18-0105 permit comment. Response: Project disturbed area is approximately 0.85 acre which is less than 1 acre. We will apply for this permit if it is determined necessary when SEPA determination is obtained. We believe that the above responses, together with the enclosed revised plans and technical documents, address all of the comments in your letter dated August 10, 2018. Please review and approve the enclosed at your earliest convenience. If you have questions or need additional information, please do not hesitate to contact me at this office. Thank you. Sincerely, ames E. Pullicino Project Engineer JEP/Ib 18711 c.001.docx enc: As Noted cc: Tyler Litzenberger, Vector Development Dan Balmelli, Barghausen Consulting Engineers TERRA ASSOCIATES, Inc. Consultants in Geotechnical Engineering, Geology and Environmental Earth Sciences Mr. Michael Jones Mutual Materials c/o Mr. Tyler Litzenberger Vector Real Estate 14104 — 102nd Avenue NE Kirkland, Washington 98034 Subject: Response to City of Tukwila Comments Mutual Materials 10411 Martin Luther King Jr. Way South Tukwila, Washington References: 1. Correction Letter #1, Mutual Materials — Storage Building, 10411 Martin Luther King Jr. Way South, Development Permit Application Number D-18-0222, prepared by the City of Tukwila, dated August 10, 2018 Dear Mr. Jones: September 6, 2018 Project No. T-7776 RECEIVED CITY OF TUKWILA 3pH2 PERMIT CENTER 2. Correction Letter #1, Mutual Materials Company, 10411 Martin Luther King Jr. Way South, Public Works Permit Application Number PW -18-0105, prepared by the City of Tukwila, dated August 10, 2018 3. Geotechnical Report, Mutual Materials, 10411 Martin Luther King Jr. Way South, Tukwila, Washington, Project No. T-7776, prepared by Terra Associates, Inc., dated March 16, 2018 revised March 28, 2018 CORRECTION LTR#_4 As requested, we have reviewed the referenced comments from the City of Tukwila regarding the subject project. The following is our response to comments/corrections related to geotechnical engineering issues. 0122 12220 113th Avenue NE, Ste. 130, Kirkland, Washington 98034 Phone (425) 821-7777 • Fax (425) 821-4334 Mr. Michael Jones c/o Mr. Tyler Litzenberger September 6, 2018 Comment #1 — PW Department Figure 2 of March 16, 2018 Terra Associates, Inc. Geotech Report show four arrows without any callouts. Response The four arrows are a part of the original background from Tahoma Design Group. The callouts are cutoff to allow for a better scale to show where the borings were located. The arrows and callouts have no bearing on the geotechnical report. We would ask the reviewer to refer to the drawings from Tahoma Design Group for the callouts on the arrows. Comment #9 — PW Department Figure 2 of March 16, 2018 Terra Associates, Inc. Geotech Report shows 4 arrows without any callouts; please add callout descriptions. Response The four arrows are a part of the original background from Tahoma Design Group. The callouts are cutoff to allow for a better scale to show where the borings were located. The arrows and callouts have no bearing on the geotechnical report. We would ask the reviewer to refer to the drawings from Tahoma Design Group for the callouts on the arrows. We trust the information presented is sufficient for your current needs. If you have any questions or require additional informa Sincerely TERRA Carolyn Project Ea Project No. T-7776 Page No. ii August 14, 2018 RECEIVE 0CT052018 2oZb on oa J REID MIDDLETON, INC Mr. Jerry Hight, Building Official City of Tukwila, Department of Community Development 6300 Southcenter Boulevard, Suite 100 Tukwila, WA 98188 OCT 1 8 2018 REID MIDDLETON, INC. Civil Engineers Project: Mutual Materials Tukwila Phase 2, AHBL No. 2170719.20 Subject: Response to Comments dated August 7, 20 Building Permit Plan Review - First Submitt Dear Mr. Hight: This letter is in response to the Reid Middleton comment letter dated August 7, 2018, regarding the above referenced project. The comments are included below (verbatim) for your reference. Our responses are shown in bold after each comment. Structural General 1. Special inspection of fabricated items: The structural design includes prefabricated components that do not require special inspection during fabrication. The prefabricated components must be fabricated by registered and approved fabricators in accordance with IBC Section 1704.2.5.1. Items identified in this list that are not prefabricated components should have special inspection requirements added as appropriate. The following is a summary based on a review of the structural drawings: pre-engineered building, moment frames. Response: With regard to the requirement that the fabricator be registered and approved, Structural Note 5.5.1 on S0.02C requires the metal building manufacturer to be currently approved by ICC. With regard to the comment on special inspection requirements, a quality assurance plan has been provided for the project on Sheets S0.03C and S0.04C. The pre-engineered building and moment frames would fall under the requirements for structural steel, which have been listed in Section 15 on Sheets S0.03C and S0.04C. 2. Structural tests: Tests by qualified special inspectors should be conducted. The following is a summary: a. Testing of concrete for specified compressive strength, f'c; air content; and slump. See IBC Sections 1705.3 and 1901.2 and ACI 318 Section 26.12. Structural Engineers Landscape Architects Community Planners Land Surveyors Neighbors TACOMA b. Nondestructive testing of the complete joint -penetration (and partial joint - penetration, where applicable). See IBC Section 1705.13.1 and AISC 341-10 2215 North 301hStreet Section J6. Suite300 Tacoma, NW 98403-3350 253.3832422 TEL www.ahbl.com Mr. Jerry Hight, Building Official/ City of Tukwila, Department of Community Development August 14, 2018 2170719.20 Page 2 of 4 Response: See responses for each item below: v r,� 1 0 a. Special inspection requirements for concrete have been listed in Section 13 of the quality assurance plan, shown on Sheet S0.03C. This includes testing for strength, air content, and slump per Item 6 in Table 13. b. Special inspection requirements for steel have been listed in Section 15 of the quality assurance plan, shown on Sheets S0.03C and S0.04C. This included non-destructive testing of penetration welds per Note 15.1.3.G on Sheet S0.04C. 3. Structural submittals: Reports, certificates, and other documents related to structural special inspections and tests should be submitted by the contractor to the city of Tukwila. The certificates of compliance are required to state that the work was performed in accordance with the approved construction documents. See IBC Sections 107.1, 107.3.4, and 107.3.4.1. The following is a summary: a. Submittal of certificates of compliance from the fabricators of prefabricated structural steel moment frames at the completion of fabrication. See also IBC Sections 1704.2.5 and 1704.2.5.1. b. Submittal of welding procedure specifications verifying that demand -critical welds are made with filler metal producing welds with a minimum Charpy V -notch toughness of 20 ft-Ibf at minus 20 degrees -F as determined by the applicable AWS A5 classification test method and 40 ft-Ibf at 70 degrees -F as determined by Section A3.4a. See also IBC Section 2205.2.1.2, AISC 341-10 Section A3.4b, AISC 360-10 Section A2, and AWS DI.1-10 Sections 2.3.2 and 4.2.1.3. Response: Section 11.5.2 of the quality assurance plan on Sheet S0.03C requires the special inspector to furnish inspection reports to the building official. Section 11.3.2 requires structural test and inspections to be performed in accordance with Chapter 17 of the IBC. Section 11.5.3 requires inspector to submit a final report stating whether work was performed in accordance with approved plans and specifications. a. Agreed. Requirements for special inspection of structural steel are shown in Section 15 of the quality assurance plan shown on Sheets S0.03C and S0.04C. These requirements, as well as the requirement in Section 11.5.2, 11.3.2, and 11.5.3, apply to the metal building components. b. Agreed. Requirements for special inspection of structural steel are shown in Section 15 of the quality assurance plan shown on Sheets S0.03C and S0.04C. The requirements include the submittal of a welding procedure specification (WPS) and manufacturer certifications for welding consumables. The requirement for filler metal Charpy V -notch toughness has been shown in Section 5.3.2 on sheet S0.02C 4. The specified compressive strength, f'c, is required to be the greater of the values determined for structural strength and durability. The requirements for durability are based on the exposure classes assigned to each concrete structural member and the structural engineer is required to assign the exposure classes, which are based on OCIDEI Mr. Jerry Hight, Building Official City of Tukwila, Department of Community Development August 14, 2018 2170719.20 Page 3 of 4 severity of anticipated exposure. The drawings, however, do not appear to specify these requirements. The section of the structural notes on concrete, Sheet S0.01C, should be revised by specifying f c for structural strength and the exposure classes for durability. We recommend a table listing f'c and exposure classes for freezing and thawing (Fx), sulfate (Sx), permeability (Px), and corrosion (Cx) for each applicable type of concrete structural member. See IBC Section 1901.2 and ACI 318-14 Sections 19.2.1.1 and 19.3.1.1. See www.nrmca.org/P2P for further information. Note that ACI 318-14 defines "licensed design professional," in part, as "an individual who is licensed to practice structural design ... and who is in responsible charge of the structural design." Response: A table listing exposure class for Fx, Sx, Px, and Cx, as assigned by the structural engineer of record, has been added to Section 3.2 on Sheet S0.01C. The specified compressive strength, f'c, shown in Section 3.2 on Sheet S0.01C, meets the requirements for strength and exceeds the requirements for each durability classification. 5. Structural design drawings and calculations by VP Buildings do not appear to include the stamp and signature of the designer of record. The structural calculations and drawings should be stamped and sealed by a registered professional engineer. See IBC 107.1 and WAC 196-23-020. Response: Final drawings and calculations, stamped by the registered professional engineer in responsible charge of the design of the metal building have been included with this response letter. Foundation 6. Sheet S2.01 C provides details for the pre-engineered steel moment frame column base anchorage to the concrete foundation. However, structural calculations for the design of the column base anchorage do not appear to be provided for review. Substantiating structural calculation should be provided. See IBC Section 1808.1. Response: Calculations for the pre-engineered steel moment frame column base anchorage have been provided in the supplemental calculations submitted with this response letter. 7. Structural calculations for the masonry wall footings do not appear to be provided. Documentation substantiating the design of the wall footings should be provided for review. See IBC Section 1808.1. Response: Calculations for the masonry wall footings have been provided in the supplemental calculations submitted with this response letter. Lateral 8. Structural calculations provided for the masonry wall along Grids A and 6 appear to be designed for out -of -plane loading only. Masonry wall to roof framing details on Sheet S2.02C appear to indicate that the walls are connected to the pre-engineered roof purlins and may transfer in -plane seismic loading from the roof diaphragm. The design intent for the masonry walls should be clarified. The walls may need to be designed for mg C3100111 Mr. Jerry Hight, Building Official City of Tukwila, Department of Community Development August 14, 2018 2170719.20 Page 4 of 4 in -plane seismic loading, and substantiating structural calculation should be provided, if required. See IBC Sections 107.1 and1613.1. Response: The masonry walls along Grids A and 6 have been designed for in - plane shear loads transferred from the pre-engineered building. Substantiating calculations have been provided in the supplemental calculations submitted with this response letter. As calculations show, stresses due to in -plane shear for these walls are very low. 9. Hilti Profis Anchor output provided for welded headed studs (WHS) appears to be for the masonry wall anchorage to pre-engineered roof purlins, as shown on Details 1 and 2 on Sheet S2.02C. The anchorage design does not appear to consider seismic loading. Substantiating structural calculations should be provided that consider seismic loading. See IBC Section 1808.1. Response: Calculations for the in -plane seismic loading transferred from the pre- engineered roof to the masonry walls through the WHS have been provided in the supplemental calculations submitted with this response letter. If you have any questions, please call me at (253) 383-2422. Since lly, Daniel L. Booth, PE, SE Principal DLB/Isk c: Jim Carleton — TDG, Inc. Tyler Litzenberger — Vector Real Estate Corp. Q:\2017\2170719\WORDPROC\Letters\20180814 Ltr (Resp-ReidMiddleton-Rev1) 2170719.20.docx 08/15/2018 D© • O Reid iddleton August 7, 2018 File No. 262018.005/00501 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 Mutual Materials Storage (D18-0222) Dear Mr. Hight: CIVIL ENGINEERING STRUCTURAL ENGINEERING PLANNING SURVEYING We reviewed the proposed project for compliance with the structural provisions of the 2015 International Building Code (IBC) 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 engineers 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. d. Two copies of geotechnical report. The applicant should resubmit documentation directly to Reid Middleton, Inc. - RECEIVED Structural CITY OF TUKWILA General Ali 092018 PERMIT CENTER 1. Special inspection of fabricated items: The structural design includes prefabricated components that do not require special inspection during 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 August 7, 2017 File No. 262018.005/00501 Page 2 fabrication. The prefabricated components must be fabricated by registered and approved fabricators in accordance with IBC Section 1704.2.5.1. Items identified in this list that are not prefabricated components should have special inspection requirements added as appropriate. The following is a summary based on a review of the structural drawings: pre-engineered building, moment frames. 2. Structural tests: Tests by qualified special inspectors should be conducted. The following is a summary: a. Testing of concrete for specified compressive strength, f' c; air content; and slump. See IBC Sections 1705.3 and 1901.2 and ACI 318 Section 26.12. b. Nondestructive testing of the complete joint -penetration (and partial joint - penetration, where applicable). See IBC Section 1705.13.1 and AISC 341-10 Section J6. 3. Structural submittals. Reports, certificates, and other documents related to structural special inspections and tests should be submitted by the contractor to the city of Tukwila. The certificates of compliance are required to state that the work was performed in accordance with the approved construction documents. See IBC Sections 107.1, 107.3.4, and 107.3.4.1. The following is a summary: a. Submittal of certificates of compliance from the fabricators of prefabricated structural steel moment frames at the completion of fabrication. See also IBC Sections 1704.2.5 and 1704.2.5.1. b. Submittal of welding procedure specifications verifying that demand -critical welds are made with filler metal producing welds with a minimum Charpy V -notch toughness of 20 ft-lbf at minus 20 degrees -F as determined by the applicable AWS A5 classification test method and 40 ft-lbf at 70 degrees -F as determined by Section A3.4a. See also IBC Section 2205.2.1.2, AISC 341-10 Section A3.4b, AISC 360-10 Section A2, and AWS D1.1-10 Sections 2.3.2 and 4.2.1.3. 4. The specified compressive strength, f',, is required to be the greater of the values determined for structural strength and durability. The requirements for durability are based on the exposure classes assigned to each concrete structural Reid iddleton Mr. Jerry Hight, Building Official City of Tukwila, Department of Community Development August 7, 2017 File No. 262018.005/00501 Page 3 member and the structural engineer is required to assign the exposure classes, which are based on severity of anticipated exposure. The drawings, however, do not appear to specify these requirements. The section of the structural notes on concrete, Sheet S0.01 C, should be revised by specifying f' for structural strength and the exposure classes for durability. We recommend a table listing f'' and exposure classes for freezing and thawing (Fx), sulfate (Sx), permeability (Px), and corrosion (Cx) for each applicable type of concrete structural member. See IBC Section 1901.2 and ACI 318-14 Sections 19.2.1.1 and 19.3.1.1. See www.nrmca.org/P2P for further information. Note that ACI 318-14 defines "licensed design professional," in part, as "an individual who is licensed to practice structural design...and who is in responsible charge of the structural design." 5. Structural design drawings and calculations by VP Buildings do not appear to include the stamp and signature of the designer of record. The structural calculations and drawings should be stamped and sealed by a registered professional engineer. See IBC 107.1 and WAC 196-23-020. Foundation 6. Sheet 52.01 C provides details for the pre-engineered steel moment frame column base anchorage to the concrete foundation. However, structural calculations for the design of the column base anchorage do not appear to be provided for review. Substantiating structural calculation should be provided. See IBC Section 1808.1. 7. Structural calculations for the masonry wall footings do not appear to be provided. Documentation substantiating the design of the wall footings should be provided for review. See IBC Section 1808.1. Lateral 8. Structural calculations provided for the masonry wall along Grids A and 6 appear to be designed for out -of -plane loading only. Masonry wall to roof framing details on Sheet S2.02C appear to indicate that the walls are connected to the pre-engineered roof purlins and may transfer in -plane seismic loading Reid iddleton c� o Mr. Jerry Hight, Building Official City of Tukwila, Department of Community Development August 7, 2017 File No. 262018.005/00501 Page 4 from the roof diaphragm. The design intent for the masonry walls should be clarified. The walls may need to be designed for in -plane seismic loading, and substantiating structural calculation should be provided, if required. See IBC Sections 107.1 and 1613.1. 9. Hilti Profis Anchor output provided for welded headed studs (WHS) appears to be for the masonry wall anchorage to pre-engineered roof purlins, as shown on Details 1 and 2 on Sheet S2.02C. The anchorage design does not appear to consider seismic loading. Substantiating structural calculations should be provided that consider seismic loading. See IBC Section 1808.1. 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 as it relates to the project. If you have any questions or need additional clarification, please contact us. Sincerely, Reid Middleton, Inc. 2cyeivt_ot )24,v644.4„. Sabina S. Surana, P.E. Project Engineer Paul N. Crocker, P.E., S.E. Principal Engineer cc: Tyler Litzenberger (by e-mail) Daniel L. Booth, AHBL (by e-mail) James K. Carleton, Tohoma Design Group (by email) 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\18\TK18 005R01.docx\sss Reid iddleton August 10, 2018 City of Tukwila Department of Community Development TYLER LITZENBERGER 11335 NE 122ND WAY - SUITE 105 KIRKLAND, WA 98034 Allan Ekberg, Mayor Jack Pace, Director RE: Correction Letter # 1 DEVELOPMENT Permit Application Number D18-0222 MUTUAL MATERIALS - STORAGE BLDG - 10411 MARTIN LUTHER KING JR WAY S Dear TYLER LITZENBERGER, This letter is to inform you of corrections that must be addressed before your development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the following departments: BUILDING DEPARTMENT: Allen Johannessen at 206-433-7163 if you have questions regarding these comments. • (GENERAL INFORMATION NOTE) PLAN SUBMITTALS: (Min. size 11x17 to a preferably maximum size of 24x36; all sheets shall be the same size; larger sizes may be negotiable. "New revised" plan sheets shall be the same size sheets as those previously submitted.) "STAMP AND SIGNATURES" (If applicable) For Engineers: "Every page of a plan set must contain the seal/stamp, signature of the licensee(s) who prepared or who had direct supervision over the preparation of the work, and date of signature. Specifications that are prepared by or under the direct supervision of a licensee shall contain the seal/stamp, signature of the licensee and the date of signature. If the "specifications" prepared by a licensee are a portion of a bound specification document that contains specifications other than that of an engineering or land surveying nature, the licensee need only seal/stamp that portion or portions of the documents for which the licensee is responsible." It shall not be required to have each page of "specifications" (calculations) to be stamped and signed; Front page only will be sufficient (WAC 196-23-010 & 196-23-020). Architects: "date" only not required (WAC 308-12-081). (BUILDING REVIEW NOTES) 1. All plan sheets produced by the engineer shall include the "Date" of the signature. Provide engineers plan sheets with the signature date included. See general note above. Note: Contingent on response to these corrections, further plan review may request for additional corrections. PLANNING DEPARTMENT: Meredith Sampson at 206-431-3661 if you have questions regarding these comments. • Submittal of Landscape plan and Civil Plan required for approval. PW DEPARTMENT: Joanna Spencer at 206-431-2440 if you have questions regarding these comments. • 1. Figure 2 of March 16, 2018 Terra Associates, Inc. Geotech Report show four arrows without any callouts. 2. List the Geotech engineer in your project team and cross reference the Geotech report on your plan. 3. Does the proposed building require to have a fire sprinkler system installed? 4. Applicants shall apply for two (2) separate Demo Building permits with utility lines capping to demolish/remove the two existing buildings. Please contact Tukwila Permit Center at (206) 431-3655 regarding Demo Bldg permit application. 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 1 5. Add note "Civil work permit PW 18-0105". 0 6. Add earthwork quantities on your cover sheet; cu yds of cut and cu yds of fill associated with building foundation work. 7. Submit plans to Seattle Public Utilities for review and provide a letter or an email 1 from SPU that construction of the proposed storage building will not adversely affect the existing 64" storm pipe running east -west on the adjacent property to the north. 8. DOE Construction Storm Water permit will be required, since over 1 acre will be disturbed as result of this project. The above comment will be also included in civil site work PW 18-0105 permit comment. Please address the comments above in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that two (2) sets of revised plan pages, specifications and/or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a 'Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections/revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions, I can be reached at (206)433-7165. Sincerely, \ixf))14() achelle Ripley Permit Technician File No. D18-0222 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 City of Tukwila Allan Ekberg, Mayor Department of Community Development - Jack Pace, Director July 24, 2018 Dave Swanson Reid Middleton 728 - 134th Street SW, Suite 200 Everett, WA 98204 RE: Supplemental Structural Review Development Permit D18-0222 Mutual Materials —10411 Martin Luther King Jr. Way S 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, Bill Rambo Permit Technician encl File: D18-0222 Tukwila City Hall • 6200 Southcenter Boulevard • Tukwila, WA 98188 • 206-433-1800 • Website: TukwilaWA.gov C PERMIT COORD COP PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D18-0222 DATE: 2/15/19 PROJECT NAME: MUTUAL MATERIALS -STORAGE BLDG SITE ADDRESS: 4302 S 104 PL Original Plan Submittal Revision # before Permit Issued X Response to Correction Letter # 3 Revision # after Permit Issued DEPARTMENTS: Awo 4101 Building Division Public Works n Fire Prevention Structural n Planning Division FlPermit Coordinator n a PRELIMINARY :REVIEW: Not Applicable (no approval/review required) DATE: 2/21/19 Structural Review Required REVIEWER'S INITIALS: DATE: n APPROVALS OR CORRECTIONS: Approved n Approved with Conditions Corrections Required (corrections entered in Reviews) Denied (ie: Zoning Issues) DUE DATE: 3/21/19 Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: 12/18/2013 cPERM1T COORD COPT PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D18-0222 DATE: 1/22/19 PROJECT NAME: MUTUAL MATERIALS- STORAGE BLDG SITE ADDRESS: 4302 S 104 PL Original Plan Submittal Revision # before Permit Issued X Response to Correction Letter # 2 Revision # after Permit Issued DEPARTMENTS: PcJ Building Division IVOC- Public Works 101 Fire Prevention Structural rye hP 113e Planning Division ❑ Permit Coordinator to PRELIMINARY REVIEW: Not Applicable n (no approval/review required) DATE: 1/24/19 Structural Review Required REVIEWER'S INITIALS: DATE: Fl APPROVALS OR CORRECTIONS: Approved n Corrections Required (corrections entered in Reviews) DUE DATE: 2/21/19 Approved with Conditions ❑ Denied (ie: Zoning Issues) Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: 9 -1 -114 -di Departments issued corrections: Bldg Fire ❑ Ping 0 PW ❑ Staff Initials: I 12/18/2013 `'PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D18-0222 DATE: 09/26/18 PROJECT NAME: MUTUAL MATERIALS - STORAGE BLDG SITE ADDRESS: 10411 MAERTIN LUTHER KING JR WAY S Original Plan Submittal Revision # before Permit Issued X Response to Correction Letter # 1 Revision # after Permit Issued DEPARTMENTS: ArT Corfu Building Division C COIN )1k PuTlic Works Fire Prevention Structural n 45 CA 12-29-18 Planning Division ip Permit Coordinator III PRELIMINARY REVIEW: Not Applicable n (no approval/review required) DATE: 09/27/18 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 10/25/18 Approved Approved with Conditions n Corrections Required Denied (corrections entered in Reviews) (ie: Zoning Issues) Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg? Fire 0 Ping D PWK Staff Initials: 12/18/2013 PERMIT COORD COPY o PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D18-0222 DATE: 07/23/18 PROJECT NAME: MUTUAL MATERIALS - STORAGE BLDG SITE ADDRESS: 10411 MARTIN LUTHER KING JR WAY S X Original Plan Submittal Response to Correction Letter # Revision # Revision # before Permit Issued after Permit Issued DEPARTMENTS: Building tivision u lic Works i`1 itM 00 1( Fire Prevention Structural PRELIMINARY REVIEW: Not Applicable ri (no approval/review required) MC/ DU' Planning Division Permit Coordinator DATE: 07/24/18 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved Corrections Required Approved with Conditions Denied (corrections entered in Reviews) (ie: Zoning Issues) DUE DATE: 08/21/18 n n Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only I �CORRECTION LETTER MAILED: ltu Departments issued corrections: Bldg Fire ❑ PIng 1p PW'ki Staff Initials: 02' 12/18/2013 City a` i Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: ci.tukwila.wa.us REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through tite mail, fax, etc. Date: 2/15/2019 Plan Check/Permit Number: D18-0222 ❑ Response to Incomplete Letter # ® Response to Correction Letter # 3 ❑ Revision # after Permit is Issued ▪ Revision requested by a City Building Inspector or Plans Examiner Project Name: Mutual Materials Company Project Address: 4302 S 104th P1 Contact Person: RECEIVED CITY OF TUKWILA FEB 15 2U19 PERMIT CENTER James K. Carleton, AIA Phone Number: 253-380-1284 Summary of Revision: Please see attached response to city comments letter. Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: A A ) [i Entered in TRAKiT on M/S \applicationskforms-applications on Iinelrevision submittal Created: 8-13-2004 Revised: 7-2010 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite # 100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: atukwila.wa.us REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: 1/22/2019 Plan. Check/Permit Number: D18-0222 ❑ Response to Incomplete Letter # • Response to Correction Letter # 2 ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: Mutual Materials Company Project Address: 4302 S 104th Pl Contact Person: James Pullicino Phone Number: (425) 251-6222 Summary of Revision: Please see attached response to city comments letter. CITY OF TUKWILA JAN 222019 PERMIT CENTER Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: Entered in TRAKiT on 1-2 2 --1 \applications\forms-applications on line\revision submittal Created: 8-13-2004 Revised: 7-2010 Date: 0 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.TukwilaWA.gov REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Plan Check/Permit Number: 1) I V" Oi'2'2 gl2(o I1$ ❑ Response to Incomplete Letter # li2r Response to Correction Letter # ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner ❑ Deferred Submittal # Project Name:' Y 1'A I Project Address:101"H l MO- Jr VVM _S Contact Person:. 4111 C PULL ( C /.v o Phone Number: Summary of Revision: OS-- 2 S 222 eczSpo N sE G,d,e�C cr/oAi Z&.rrC`-72 I�CeCi'�lC-rte CITY OF TliKWE .. SEP -21-2M5 PERMIT CENTEP Sheet Number(s): "Cloud" or highlight all areas of revision including date o ateo(�nisi00%n Received at the City of Tukwila Permit Center : bYiMN u 1 W V ❑ Entered in TRAKiT on W:\Pernut Center\Templates\Forms\Revision Submittal Formdoc Revised: August 2015 flAA/) NORTHWAY CONSTRUCTION Home Espanol Contact Safety & Health Claims & Insurance kWashington State Department of ki Labor & industries Page 1 of 3 Search L&I A Index Help My LRI Workplace Rights Trades & Licensing NORTHWAY CONSTRUCTION INC Owner or tradesperson Principals FRY, KYLE RAY, PRESIDENT FRY, SONYA LEIGH, SECRETARY (End: 01/29/2016) Doing business as NORTHWAY CONSTRUCTION INC WA UBI No. 602 977 633 1433 VALENTINE AVE SE SUITE 102 PACIFIC, WA 98047 253-735-8100 KING County Business type Corporation License Verify the contractor's active registration / license / certification (depending on trade) and any past violations. Construction Contractor License specialties GENERAL License no. NORTHCI905CQ Effective — expiration 02/18/2010— 02/18/2020 Bond DEVELOPERS SURETY & INDEM CO Bond account no. 250161C Active. Meets current requirements. $12,000.00 Received by L&I • Effective date 01/24/2011 02/01/2011 Expiration date Until Canceled Insurance BITCO General Ins Corp $1,000,000.00 Policy no. CLP3677595 Received by L&I Effective date 01/17/2019 01/18/2019 Expiration date 01/18/2020 BITCO National Ins Co $1,000,000.00 Policy no. CLP3632077 Received by L&I Effective date 12/04/2018 01/18/2016 Help us improve https://secure.lni.wa.gov/verify/Detail.aspx?UBI=602977633&LIC=NORTHCI905CQ&SAW= 3/19/2019