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HomeMy WebLinkAboutPermit D17-0287 - BOEING #9-53 - DOGHOUSE ON ROOFTOPBOEING #9-53 DOG HOUSE 9725 E MARGINAL WAY S BLDG 9-053. D17-0287 Parcel No: Address: 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.eov DEVELOPMENT PERMIT 5624200990 Permit Number: D17-0287 9725 E MARGINAL WAY S BLDG 9-053 Issue Date: 3/5/2018 Permit Expires On: 9/1/2018 Project Name: BOEING #9-53 - DOGHOUSE Owner: Name: Address: Contact Person: Name: Address: Contractor: Name: Address: License No: Lender: Name: Address: DESIMONE TRUST BOEING 1201 THIRD AVE STE #5010 C/O BNY MELLON NA, SEATTLE, WA, 98101 JOHN S MURDOCH PO BOX 3707 MC 46-88 , SEATTLE, WA, 98124 BOEING COMPANY, THE 100 N RIVERSIDE, M/C 5003-4027 , CHICAGO, IL, 60606-1596 BOEINC*294ML BOEING COMPANY THE PO BOX 3707 M/C 20-00 PROPERTY TAX DEPT, SEATTLE, WA, 98124 Phone: (253) 350-5522 Phone: (312) 544-2535 Expiration Date: 1/18/2019 DESCRIPTION OF WORK: CONSTRUCT A NEW 1 STROY DOGHOUSE STRUCTURE OF 880 SQ FT TO BE LOCATED ON THE ROOF OF THE EXISTING 9-53 BUILDING Project Valuation: $1,000,000.00 Type of Fire Protection: Sprinklers: YES Fire Alarm: Type of Construction: IIB Electrical Service Provided by: TUKWILA Fees Collected: $17,027.66 Occupancy per IBC: B Water District: TUKWILA Sewer District: TUKWILA Current Codes adopted by the City of Tukwila: International Building Code Edition: International Residential Code Edition: International Mechanical Code Edition: Uniform Plumbing Code Edition: International Fuel Gas Code: 2015 2015 2015 2015 2015 National Electrical Code: WA Cities Electrical Code: WAC 296-46B: WA State Energy Code: 2017 2017 2017 2015 Public Works Activities: Channelization/Striping: Curb Cut/Access/Sidewalk: Fire Loop Hydrant: Flood Control Zone: Hauling/Oversize Load: Land Altering: Landscape Irrigation: Sanitary Side Sewer: Sewer Main Extension: Storm Drainage: Street Use: Water Main Extension: Water Meter: Volumes: Cut: 0 Fill: 0 Number: 0 Permit Center Authorized Signature: H/ 1 Date: I hearby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating construction or the performance of work. I am authorized to sign and obtain this development permit and agree to the conditions attached to this permit. Signature: Print Name: Sr Date: V57/-2-0/$ 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 issuspended or abandoned for a period of 180 days from the last inspection. 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. 9: Fire protection systems shall be maintained in accordance with the original installation standards for that system. Required systems shall be extended, altered or augmented as necessary to maintain and continue protection whenever the building is altered, remodeled or added to. Alterations to fire protection systems shall be done in accordance with applicable standards. (IFC 901.4) 7: Sprinklers shall be installed under fixed obstructions over 4 feet (1.2 m) wide. (NFPA 13-8.6.5.3.3) 6: 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). 11: 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) 8: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. ICity Ordinances #2436 and #2437) 12: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 13: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575-4407. 14: ***BUILDING PERMIT CONDITIONS*** 15: 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. 16: 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. 17: The special inspections and verifications for concrete construction shall be as required by IBC Chapter 17, Table 1705.3. 18: The special inspections for steel elements of buildings and structures shall be required. Ali welding shall be done by a Washington Association of Building Official Certified welder. 19: Installation of high-strength bolts shall be periodically inspected in accordance with AISC specifications. 20: 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. 21: 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. 22: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. 23: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 24: 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. 25: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 26: Remove all demolition rubble and loose miscellaneous material from lot or parcel of ground, properly cap the sanitary sewer connections, and properly fill or otherwise protect all basements, cellars, septic tanks, wells, and other excavations. Final inspection approval will be determined by the building inspector based on satisfactory completion of this requirement. 27: 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). 28: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center. 29: 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. 30: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (206/431-3670). 31: The special inspection of bolts to be installed in concrete prior to and during placement of concrete. 32: 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. PERMIT INSPECTIONS REQUIRED Permit Inspection Line: (206) 438-9350 1700 BUILDING FINAL** 0301 CONCRETE SLAB 0612 EXT ROOFING INSUL 1400 FIRE FINAL 4037 SI -CAST -IN-PLACE 4046 SI-EPDXY/EXP CONC 4034 SI -METAL PLATE CONN 4028 SI-REINF STEEL -WELD 4026 SI-STRUCT STEEL 4004 SI -WELDING 0602 SLAB/FLOOR INSUL 0601 WALL INSULATION CITY OF TUKWILA Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http://www.TulcwilaWA.gov Building Permit No. 0,2-97 Project No. Date Application Accepted: (0--)_q%_( Date Application Expires: (For office use only) CONSTRUCTION PERMIT APPLICATION Applications and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or by fax. **Please Print** SITE LOCATION 9 3"5 2;06/10( '149cA--riod Site Address: 9725 East Marginal Way So King Co Assessor's Tax No.: Suite Number: 9-53 Floor: Roof Tenant Name: The Boeing Company PROPERTY OWNER Name: The Boeing Company - John S Murdoch Address: P.O. Box 3707 M/C 46-88 City: Seattle State: WA Zip: 98124 CONTACT PERSON — person receiving all project communication Name: John S. Murdoch - The Boeing Company Address: P.O. Box 3707 M/C 46-88 City: Seattle State: WA Zip: 98124 Phone: (253) 350-5522 Fax: Email: john. s.murdoch@hoeing. com GENERAL CONTRACTOR INFORMATION Company Name: Boeing Company - John S Murdoch Address: P.O. Box 3707 M/C 46-88 City: Seattle State: WA zip: 98124 Phone: (253) 350-5522 Fax: Contr Reg No.: BOEINC*294ML Exp Date: 01/18/2019 Tukwila Business License No.: H:\Applications\Forms-Applications On Line \2011 Applicntions\Perntit Application Revised - 8-9-11.docx " Revised: August 2011 bh New Tenant: ❑ Yes ® ..No ARCHITECT OF RECORD Company Name: Sifts & Hill s.®s Architect Name: Larry G. Lindell Address: 4815 Center St City: Tacoma State: WA Zip: 98409 Phone: (253) 474-9449 Fax: Email: larryl@sitts-hill.com ENGINEER OF RECORD Name: John S. Murdoch - The Boeing Company Company Name: Sifts & Hill City: Seattle State: WA Zip: 98124 Engineer Name: Larry G. Lindell Address: 4815 Center St City: Tacoma State: WA Zip: 98409 Phone: (253) 474-9449 Fax: Email: larryl@sitts-hill.com LENDER/BOND ISSUED (required for projects $5,000 or greater per RCW 19.27.095) Name: John S. Murdoch - The Boeing Company Address: P.O. Box 3707 M/C 46-88 City: Seattle State: WA Zip: 98124 Page I of 4 BUILDING PERMIT INFORMATION — 206-431-3670 Valuation of Project (contractor's bid price): $ 1,000,000,000 Existing Building Valuation: $ 75,000,000 Describe the scope of work (please provide detailed information): This Project will be to Construct a New 1 Story Doghouse Structure of @ 880S.F. to be located on the Roof of the 9-53 Building. Will there be new rack storage? ❑ Yes Z.. 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: Compact: Handicap: Will there be a change in use? ❑ Yes m No If "yes", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: Sprinklers 0 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 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\Fortes-Applications On Line\2011 Applications\Permit Application Revised - 8-9.1 l.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 itt Floor 54,821 II -B B 2nd Floor 43,080 II -B B P 04i F-17 880 II -B B Floors thru Basement Accessory Structure* Attached Garage Detached Garage Attached Carport Detached Carport Covered Deck Uncovered Deck PLANNING DIVISION: Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: Lot Area (sq ft): Floor area of principal dwelling: Floor area of accessory dwelling: *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: Compact: Handicap: Will there be a change in use? ❑ Yes m No If "yes", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: Sprinklers 0 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 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\Fortes-Applications On Line\2011 Applications\Permit Application Revised - 8-9.1 l.docx Revised: August 2011 bh Page 2 of 4 PUBLIC WORKS PERMIT INFORMATION — 206-433-0179 Scope of Work (please provide detailed information): Does Not Apply Call before you Dig: 811 Please refer to Public Works Bulletin #1 for fees and estimate sheet. Water District ❑ ...Tukwila ❑ ...Water District 14125 ❑ ...Water Availability Provided Sewer District 0 ...Tukwila ❑ ...Sewer Use Certificate ❑ .. Highline ❑ ...Valley View ❑ .. Renton O ...Sewer Availability Provided • ❑ .. Renton ❑ .. Seattle 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. Submitted with Application (mark boxes which apply): ❑ ...Civil Plans (Maximum Paper Size — 22" x 34") ❑ ...Technical Information Report (Storm Drainage) ❑ ...Bond ❑ .. Insurance . ❑ .. Easement(s) Proposed Activities (mark boxes that apply): ❑ ...Right-of-way Use - Nonprofit for less than 72 hours ❑ ...Right-of-way Use - No Disturbance ❑ ...Construction/Excavation/Fill - Right-of-way ❑ Non Right-of-way ❑ ...Total Cut ❑ ...Total Fill ❑ ...Sanitary Side Sewer ❑ ...Cap or Remove Utilities ❑ ...Frontage Improvements ❑ ...Traffic Control ❑ ...Backflow Prevention - Fire Protection Irrigation Domestic Water O .. Geotechnical Report ❑ .. Maintenance Agreement(s) ❑ ... Traffic Impact Analysis 0... Hold Harmless — (SAO) 0... Hold Harmless — (ROW) 0 .. Right-of-way Use = Profit for less than 72 hours 0 .. Right-of-way Use — Potential Disturbance cubic yards 0 .. Work in Flood Zone cubic yards 0 .. Storm Drainage ❑• ❑. ❑. ❑. . Abandon Septic Tank . Curb Cut . Pavement Cut . Looped Fire Line ❑ ...Permanent Water Meter Size... ❑ ...Temporary Water Meter Size .. ❑ ...Water Only Meter Size 0 ...Sewer Main Extension Public ❑ ❑ ...Water Main Extension Public ❑ WO# WO # WO # Private 0 Private ❑ ❑ .. Grease Interceptor ❑ .. Channelization ❑ .. Trench Excavation ❑ .. Utility Undergrounding ❑...Deduct Water Meter Size If FINANCE INFORMATION Fire Line Size at Property Line Number of Public Fire Hydrant(s) ❑ ...Water ❑ ...Sewer ❑ ...Sewage Treatment Monthly Service Billing to: Name: Day Telephone: Mailing Address: Water Meter Refund/Billing: Name: Mailing Address: City State Zip Day Telephone: City State Zip H:\Applications\Fomes-Applications On Line \2011 Applicntions\Pcrmit Application Revised - 8-9-tl.docx Revised: August 2011 bh Page 3 of 4 PERMIT APPLICATION NOTES — Value of Construction — In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the Permit Center to comply with current fee schedules. Expiration of Plan Review — Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. The Building Official may grant one or more extensions of time for additional periods not exceeding 90 days each. The extension shall be requested in writing and justifiable cause demonstrated. Section 105.3.2 International Building Code (current edition). I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY t ' RJUR f Y THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. 10 r4 4 j John S. M doch - The Boeing Company BUILDING Signature. Print Nam ZE ENT: .r. 42(/ ONOPOteDate: 09/24/201.7 Mailing Address: P.O. Box 3707 M/C 46-88 Day Telephone: (253) 350-5522 Seattle WA 98124 H:Upplications\Forns-Applications On Line12011 Applications\Pennit Application Revised - 8-9-1I.docx Revised: August 2011 . . bh • City State Zip Page 4 of 4 Page 1 of 2 CO TUKWILA ETRAKIT 6200 SOUTHCENTER BLVD TUKWILA, WA 98188 206-433-1870 CITY OF TUKWILA 0017340000802374464500 Date: 12/26/2018 02:15:01 PM CREDIT CARD SALE VISA CARD NUMBER: **********1225 K TRAN AMOUNT: $69.87 APPROVAL CD: 616251 RECORD #: 000 CLERK ID: Laurie X {CARDHOLDER'S SIGNATURE} I AGREE TO PAY THE ABOVE TOTAL AMOUNT ACCORDING TO THE CARD ISSUER AGREEMENT (MERCHANT AGREEMENT IF CREDIT VOUCHER) Thank you! Merchant Copy http s : //classic . convergepay. c om/V irtualMerchant/trans acti on. do?di spatchMethod=printTr... 12/26/2018 DESCRIPTIONS ACCOUNT QUANTITY PermitTRAK PAID $69.87 D17-0287 Address: 9725 E MARGINAL WAY S BLDG 9-053 Apn: 5624200990 $69.87 Credit Card Fee $2.04 Credit Card Fee R000.369.908.00.00 0.00 $2.04 DEVELOPMENT $67.83 ADDITIONAL PLAN REVIEW R000.345.830.00.00 1.00 TOTAL FEES PAID BY RECEIPT: R16241 $67.83 $69.87 Date Paid: Wednesday, December 26, 2018 Paid By: PHILLIP KVAMME Pay Method: CREDIT CARD 616251 Printed: Wednesday, December 26, 2018 2:15 PM 1 of 1 ;rs7EMS Cash Register Receipt City of Tukwila Receipt Number R15290 DESCRIPTIONS I ACCOUNT QUANTITY PermitTRAK PAID $69.87 D17-0287 Address: 9725 E MARGINAL WAY S BLDG 9-053 Apn: 5624200990 $69.87 Credit Card Fee $2.04 Credit Card Fee R000.369.908.00.00 0.00 $2.04 DEVELOPMENT $67.83 ADDITIONAL PLAN REVIEW R000.345.830.00.00 1.00 TOTAL FEES PAID BY RECEIPT: R15290 $67.83 $69.87 Date Paid: Thursday, August 30, 2018 Paid By: MARTIN PROBST Pay Method: CREDIT CARD 044210 Printed: Thursday, August 30, 2018 9:24 AM 1 of 1 CRWSYSTEMS Page 2 of 2 CO TUKWILA ETRAKIT 6200 SOUTHCENTER BLVD TUKWILA, WA 98188 206-433-1870 CITY OF TUKWILA Date: 08/30/2018 09:23:54 AM CREDIT CARD SALE MASTERCARD CARD NUMBER: **********9321 K TRAN AMOUNT: $69.87 APPROVAL CD: 044210 RECORD #: 000 CLERK ID: Bill Thank you! Customer Copy https://classic.convergepay.com/V irtualMerchant/transaction.do?dispatchMethod=printTra... 8/30/2018 Cash Register Receipt City of Tukwila Receipt Number R13931 DESCRIPTIONS ACCOUNT QUANTITY PermitTRAK PAID $2,009.20 D17-0287 Address: 9725 E MARGINAL WAY S BLDG 9-053 Apn: 5624200990 $2,009.20 Credit Card Fee $58.52 Credit Card Fee R000.369.908.00.00 0.00 $58.52 DEVELOPMENT $1,950.68 STRUCTURAL CONSULTANT R000.345.830.01.00 0.00 TOTAL FEES PAID BY RECEIPT: R13931 $1,950.68 $2,009.20 Date Paid: Monday, March 05, 2018 Paid By: MARTIN PROBST Pay Method: CREDIT CARD 075485 Printed: Monday, March 05, 2018 2:48 PM 1 of 1 CRWSYSTEMS J,��IILA 4 o a Cash Register Receipt City of Tukwila, Receipt Number R12639 DESCRIPTIONS ACCOUNT PerrnitTRAK QUANTITY PAID $15,018.46 D17-0287 Address: 9725 E MARGINAL WAY S BLDG 9-053, Apn: 5624200990 $15,018.46 Credit Card Fee ' $437.43 Credit Card Fee R000.369.908.00.00 0.00 $437.43 DEVELOPMENT $14,152.31 PERMIT FEE R000.322.100.00.00 0.00 $8,574.43 PLAN CHECK FEE R000.345.830.00.00 0.00 $5,573.38 WASHINGTON STATE SURCHARGE 6640.237.114 0.00 $4.50 TECHNOLOGY FEE $428.72 TECHNOLOGY FEE TOTAL FEES PAID BY RECEIPT: R12639 R000.322.900.04.00 0.00 $428.72 $15,018.46 Date Paid: Tuesday, October 24, 2017 Paid By: JOHN S MURDOCH Pay Method: CREDIT CARD 041258 Printed: Tuesday, October 24, 2017 3:55 PM 1 of 1 R irtiit nw SYSTEMS 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 Project: Type of Inspection: Address: Cr%Lc. 6-141 p4;44 - L Date Cal ed: - Special Instructions: �„ Date Wanted: 1.�-�Qp 19 p.m. Requester: Phone No: r applicable codes. El Corrections required prior to approval. COMMENTS: Wlt`w11 Inspector/ Date: `/ /D : ZDt 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: eot.e.it., C1 -S3 Type of Inspection: it oL - rry,a Address: q%lis e /l%A/laim W41— Date Called: Special Instructions: `Date Wanted:, {,Q-15 p.m. Requester: I� G J Phone No: ElApproved per applicable codes. El Corrections required prior to approval. COMMENTS: Inspector: 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 Project:Type V79016)4 i'''' of Inspection: waSievj /37b -c ---L., Address:_ c172c j41(14- 0/I?i�+4Zf Date Called: Special Instructions: ( 5,3 Dat Wanted: fr"(,0 a.m. p.m. Requester: Phone No: _ z 3-'/ 7315' ElApproved per applicable codes. Corrections required prior to approval. COMMENTS: Lit:o : - ?kms C— UJCA ► .1tnty DT/ Sp ec=t 4 t pijr,,, Frc Inspector:! i'''' QO rr 1 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 Permit Inspection Request Line (206) 438-9350 (206) 431-3670 ect: -- Type of _, spection: ytkneniS dress: • Ibr ki • .: �- Special Instru tions: / / cam" anted: �01J a.m. p.m. Request . iL o Phone : No ,75,9 eel i&c Approved per applicable codes. LJ Corrections required prior to approval. COMMENTS: ,,---"---� ..--�:;... ✓alta//(' NO)/ / VI A r- ', ? /,Z2 ilkAf //J Cl ✓' t�/ I. �- r il/71Adei(eltL OM eel/41021'1/i r-tchvi eel i&c . G2eO'er eAS 6wiveverk Inspector: Date —,2° 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 INSPE "1N NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 3)11- 0257 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 (206) 431-3670 Project: . �' r ifg-o53 BLDG Type of Insp ction: SI-CAs+-IN - PLACE. Podia SGS P r Sc.,- yr ess address: 9725 E. Mo4r�uAN- WAW Date Called: Special Instructions: °J1101A&C) 1-1'00Pi �Phone Date Wanted: to zoos :m r: Requester: /-, L (w,q pgrr i err) No: Z53-8'61-756? Approved per applicable codes. a Corrections required prior to approval. 'COMMENTS: Podia SGS P r Sc.,- yr aed-,rJ (Ve) Ve4 CA(` icy�1 oxy or (mak 'ri.i., LA- on--'-olc_ y--0 4 sr -r_ —qt_ i /0 zd / to/zzi 2,0/ Date: REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION N0. 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 Pop' t: -o- Inc 9,..s-3 Type of Inspection: six _si-rv4,,,,.1 _S -le, Address: 972bs4". £ 5 I Special Instruction / (j/)53 Date Wanted: a.m. p.m. Requestecot(' Phone No: _ Z- 3-2-19- 6 '7 '6 Z pproved per applicable codes. Corrections required prior to approval. COMMENTS: S . T --s it sS— oe 50 a; kjj o afVEr S . WetXj, — Inspector: .3a cie...) Date: �y 2k- 1cel 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 &G' ct:•Type c ��� of Inspection: Fye,,,,,t Address: Date Called: f Special Instructions: 9 053 Bte:6;3...i. ate Wantedpj 7—Zs- ^� a.m. P.m. Requester: Phone No: ❑ Approved pe cable codes. Corrections required prior to approval. COMMENTS: 3' )6- Roo f- ZtlsA. ,-sol, Date: 7_24 ...00jsr-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 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 b/7 -0z97 Pr ect: �. p el — 40 9 - S'"? of Inspection: Typ)i1LMA•3s -[ -( Address: �7Zs � I xSpecial latiVepiI ► Instructions. Date Wan 9- Z,S - Lc( a.m. p.m. Requester: Phone No: Approved per applicable codes. LJ Corrections required prior to approval. COMMENTS: Oa u- cf 1 ef) Lc2 -L L :T,ksaLeAi P Inspector a.00k_ Date: ?. zs. _24f/ 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 D17-6 227 INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 (206) 431-3670 Proj O it 9_5_3 s ype oft nspection: LGt� FL/ GlyTotzutc41. Address: 72s /1 1 .�„, Lki ( ,,sk/lc-4 C ; pecial Instructions: dRequester: �" ate Wanted: S d ?.. 1 e. Phone No: Z53 -3139-IS5c ea fr./4114feki Approved per applicable codes. LJ Corrections required prior to approval. COMMENTS: ZS -32d1 Cl -CG1G iA SW, or _T-4ti5 u,Lo.�4en) — ea fr./4114feki v1/4)64 -c ' m UJa.WL , ?�suLJ c Si m - ^-,A r,1wv L - • sr — Pc) ,t) lc ,Thic-cl We, — ofiL---pie_ Inspector nn( Date: 91_6. 6 2. o18/ 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 017-0237 INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 (206) 431-3670 pproved per applicable codes. Corrections required prior to approval. MMENTS: - Inspector: 460 Date: -5 oil REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. A _r ress: (Date '77' ,E, Called: ate r p.m: Special Instructions: Wanted:awe 7-s-- 2)W " Requester„ J.• et") Phone Noo::' ��3 ffc 2 pproved per applicable codes. Corrections required prior to approval. MMENTS: - Inspector: 460 Date: -5 oil 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 Dr7-oa�7 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 (206) 431-3670 Project: Type of Inspection: 1D 7e SOBt4I rT RA, ✓t$'IZD /1/44/9 Address: g72-5' (, /1419R60•161, Date Called: M Special Instructions: Sp, i a TEEL WICLIAfN6 ice- Si Ie )i-1 S/fl L S• I, R�iN faze /.441404t Date Wanted: -I -,3:D -L � a:m: Requester: r4tE6 -Phone No: 2.53- X11-421.1%./ 0 Approved per applicable codes. Corrections required prior to approval. COMMENTS: iJ 1D 7e SOBt4I rT RA, ✓t$'IZD /1/44/9 c,ry fV.A. kiNiAw MC.L.UPi116- M p I s' VW IJ eT OrPrvv1PELO A PO:XS✓ft Inspector: 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 bid -0287 Project: p ;- D? �( Type of Inspection: Cane�►;e �L� /4q A ress� 72s L '4J.•.'�t Date Called: Special Instructions: 1 341.A t —053 ((// Date Wanted: 26,-� lhS a.m. p.m. Requester: (fi,.-,�.e) C253)219 - G2 -i i'oZ Approved per applicable codes. LJ Corrections required prior to approval. COMMENTS:Lbz_collfcrj--xi Vhe gad F �(-ST)f2 /4-a,e55;ma c FJ (L.colc > 651-71-(P ie 0 -X- to - 'Cute ii-AnO Inspector: Date: 7-24 8 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION NUMBER INSPECTION RECORD Retain a copy with permit ti ) - -06 ) PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project: --17 A-9i)e-kiN.Q., q- 53 Type of Inspection: /iv' .(/- /1170/K0 Address:v Suite #: (4-1 2, c r14 V— Contact Person: / Special Instructions: Phone No.: 9 5� Approved per applicable codes. Corrections required prior to approval. COMMENTS: Sprinklers: V/S Date: Fire Alarm: -- 41g re4r'� ON 12// SVlf(7 Z tf A0i,, -- /9 S Hood & Duct: - /clru - ,-�` a'? 5,0--y 3.-1 , 9 5� Pre -Fire: -- CA// r -or ro v s--�k, fizr/o i -e-0 " Occupancy Type: �� , • ( A1 , Q " L- N'll i U7� 1 / 1—?'I:-ri- r j F 3' I x /41-,i-/ --- Needs Shift Inspection: ;i/O Sprinklers: V/S Date: Fire Alarm: 1� J Hood & Duct: Monitor: Y Pre -Fire: Permits: Occupancy Type: Lr I Inspector: f,}1_ r-; �"/ 63 Date: 9/1((/) g Hrs.: $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. Billing Address Attn: Company Name: Address: City: State.: Zip: Word/Inspection Record Form.Doc 3/14/14 T.F.D. Form F.P. 113 INSPECTION NUMBER INSPECTION RECORD Retain a copy with permit 15-s-05-2 PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project:Type � � --) Sprinklers: of Inspection: - %( p1 (2.,i Address:ti Suite #: t Contact Person: Special Instructions: Phone No.: Approved per applicable codes. Corrections required prior to approval. COMMENTS: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: 'Occupancy Type: ___- hr-- knuArk- T r,Q. PAC -4 -1g; - ---v % -2-t-{ }-%vv r r " -1- ----- c / / .....----1 i M3m 1 ..e,f' , -� 1 r``i/ rr v iii r 0/6 Ve - -- pec_c ` Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: 'Occupancy Type: Inspector: OlL Flyt, C3 - Date: q/`3// E, Hrs.: 2 , 6 r / $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. Billing Address Attn: Company Name: Address: City: State: Zip: Word/Inspection Record Form.Doc 3/14/14 T.F.D. Form F.P. 113 INSPECTION NUMBER INSPECTION RECORD Retain a copy with permit PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT X206-575-4407 Project' f Type of Inspection: Hood & Duct: Address: i Suite #: -")--1,,,-S--9 - S T Contact Person: Special Instructions: Phone No.: Approved per applicable codes. Corrections required prior to approval. COMMENTS: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: ()1L ' en/32r KA -P -i- li X71 / /(sir 3-3 e-, / A/e - ' - / vin P it Oa vs4 i /1.6 f i Oil . h o ,is/ 0_ 2 : ter ----- 1}ItSc Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector: - & , 3 Date: `-1.%/3// gJ Hrs.: 2, 0 / $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. Billing Address Attn: Company Name: Address: City: State: Zip: Word/Inspection Record Form.Doc 3/14/14' T.F.D. Form F.P. 113 INSPECTION NUMBER INSPECTION RECORD Retain a copy with permit 4 PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 i Project: ti; j %f � �, 5-�--- Type of Inspection j j j 1 t Address: Suite #:.7)o.elri-cie - 9— Contact Person: f Special Instructions: L Permits: Phone No.: f Approved per applicable codes. Corrections required prior to approval. COMMENTS: Sprinklers: `? Fire Alarm: • Monitor: Pre -Fire: Permits: Occupancy Type: f AO OMIY i! C r1 E PG { 0 col 2 t 4-71L( F f I ,\I a4-- A-- ),2 C L ->S s t Needs Shift Inspection: Sprinklers: `? Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: 1 Inspector: Date: Hrs.: r $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. Billing Address Attn: Company Name: Address: City: State: Zip: word/Inspection Record Form.Doc 3/14/14 T.F.D. Form F.P. 113 INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKNILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: t .-) f t;3 Type of Inspection: Address: r1i,L' A . Date Called: 'Special Instructions: t . JO Date Wanted: ,�i / p.m. Requester: jl Phone No: & & 5 / 77( Approved i Approved per applicable codes. 0 Corrections required prior to approval. COMMENTS: • A Inspector: 111 REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. Date: 0 5 WASHINGTON I To: Joe Shin PATRIOT CONSTRUCTION The Boeing Company Keunho.j.shin@boeing.com THE FOLLOWING IS SUBMITTED: ❑ For Approval Submittal Number Requested Date of Return: 10/22/18 Date: 10.19.18 Project: 9-53 Doghouse 019b Job No.: 9676 x For Record SPECIFICATION / DRAWING REFERENCE SUBMITTAL TYPE —L --i.0 C DESCRIPTION City Tukwila TWRS3 SHOPS BUILDING DIVISION Updated VRC control wiring diagram / schematic drawings WASHINGTON PATRIOT CONSTRUCTION REVIEWED AS NOTED: This updated VRC control wiring diagram / schematic drawings were requested through submittal 019a response. Review for general conformance with the design concept and contract documents. Markings do not relieve the subcontractor/supplier from the responsibility of their errors, omissions, or failure to comply with the product plans and specifications. Subcontractor/supplier remains responsible for all quantities, dimensions, and field verifications. Cl No Exceptions Taken ❑ Make Corrections Noted El Revise/Resubmit ❑ Rejected Signed: Katie Johnson Dated: 10.19.18 FROM (DESIGNER) Remarks: Sitts & Hill Engineers takes no exception to the information in this submittal per our original response on 10/29/18. Please note that the electrical issues raised in that response were addressed in the subsequent Submittal 19C and the Design Team response. This revised submittal response has been issued to provide the additional VRC to existing building attachment information referenced in our previous response. Please see the attached hand -sketched versions of Details 4 and 5, which describe the connection of the VRC at the existing 9-53 Building floor framing and roof/parapet framing. ❑ No Exceptions Taken ID Make Corrections Noted ❑ Revise/Resubmit Signed: Brian Labrecque / Sitts & Hill Engineers Dated: Revised 12/03/18 El Rejected FROM (OWNER) Remarks: DI'I-02K'I BILE 0 No Exceptions Taken Signed: RECEIVED C!TY OF TUKWILA DEC 202018 PERMIT CENTER 0 Make Corrections Noted ❑ Revise/Resubmit ❑ Rejected Dated: P.O. Box 339, Gig Harbor, WA 98335 - P: (253) 853-2304 - F: (253) 853-5921 - info@wapatriot.com 689-1/8" OVERALL LIFT HEIGHT 540" FLOOR TO FLOOR 4\335" MAST SPLICE 0" 55-1/2" MAST SETTING DIMENSION LEVEL 2 AA LEVEL 2 GATE (SEE NOTES) 11 II 1• • ENCLOSURES CARRIAGE LEVEL 1 GATE GATE (SEE NOTES) (SEE NOTES) 120 LOAD HEIGHT 48" CARRIAGE WIDTH 48"H SHEET METAL GUARDS (BOTH SIDES) 48"W X96"LX4-1/4"H APPROACH RAMP 228-3/4" 1. /3\ 513" MAST BRACING Q 216" MAST BRACING LEVEL 1 60" CARRIAGE LENGTH 5 ADDED ADDITIONAL HORIZONTAL MAST BRACING RMS RMS 10/4/2018 4 REVISED FOR RECORD. CONTROL PANEL WAS NEMA 12. MAST SPUCE WAS 329" RMS DJH 8/7/2018 3 ADDED NONSKID GRIT EPDXY TO CARRIAGE FLOOR, ADDED MAST BRACING ELEVATIONS,PAINT WAS BLUE EPDXY, FLOOR TO FLOOR WAS 528". ADDED UPPER LEVEL GATE LOAD INFO RMS DJH 7/9/2018 2 UFT MOVED AWAY FROM CORNER, ADDED ENCLOSURE ON RIGHT SIDE RMS DJH 4/18/2018 NO ADDED RUBBERIZED COATING RMS DJH 4/13/2018 UNLESS OTHERWISE SPECIFIED: DFSCR1!11ON BY CHK'D DATE TOLERANCES A Aut,,,9 ip oe “•••.e BOEING SEATTLE - BDS AU 9-53 DOGHOUSE AGO HQ 142913 FRACIK)NS: '/- 1/16 DECIMALS: 1V/0 PLACE: THS PLACE: � */- .010 ANGIBMACIBNED PARTS) "1-1/2' ANGLES FOR STRUCTURAL HI ♦/-1' BREAK A SHARP EDGES.01r� 45' CHAMFER @ COPYRIGHT AUTOQUIP ALL RIGHTS RESERVED. YeOroI on Risopat6 hit year hRcReodR000 nt. e3eaNCf OewwR': OAnnwG FLM -1,48" X 60", SURFACE, 2 LEVEL, 528' FTF •PVROxiwnre W00H0 7,200 LBS NHe. RMS DJH WR 04/06/18 PAGE 1 OF 6 1>g B 9FLM-42908-1 5 :SNO1DV Jd | 8! 4 • • § rn rn r- f n ¢ ±7 1 1-806ZP-W1d6 0 —n > 48"W X 961 X 4-1/4"H APPROACH RAMP UNLESS OTHERWISE SPECIFIED: TOIL EERRARNCEES FRACUONS: DECIMALS: IWO PLACE: XX DIREE PLACE: XXX ANGLES FOR MACHNED L PAARIRI ANGLES FOR SRRUCWRA BREAK All. SHARP EDGES. DIV AJAX 1/16 4/- m /- .010 4/- L/1' •/- I- 45' CHAMFER ® COPYRIGHT AUTOQUIP ALL RIGHTS RESERVED. retro' aO I nrst ye i16CbtOd arR UOCuaw:rrt.ar A AeUta9 PEROINCE GRAVING: BOEING SEATTLE - BDS AU 9-53 DOGHOUSE BAWMG Tule RM -1, 48" X 60", SURFACE, 2 LEVEL, 528" FTF AQINCR 142913 APPHOf4MI Wadi: 7,200 LBS OR/.WN SV: RMS atom DJH DAR 04/06/18 PAGe 30F6 B TRAM. MWlRt 9FLM-42908-1 5 2X 36-3/16" 3"X4.1# CHANNEL (72-1/8" LG) 1 62-3/4" 2X 28-3/16" 62-3/4' /3\ (3) 2"X2" SQAURE TUBE (212" L) 2X 36-3/ 16" 34-1X/2" 96- /4" 96- /4" 'T 96- /4" 96- /4" 1 60" /3\ 58- /2" i" 96- /4" 96- /4" 96- /4" 96- /4" 96- /4" J 3" X 4.1# CHANNEL (56-3/8" LG) 96- /2" 96-1/4" FRONT VIEW RIGHT VIEW z\ 2X 33-5/16" UNLESS OTHERWISE SPECIFIED: TOL RArtNcEES A Autoquip BOEING SEATTLE - BDS AU 9-53 DOGHOUSE AOINa 142913 FRACPONS: .1- I/16 DECIMALS: RHO MACE: .IDL ./..00 WR 1N G1 PUCE' ,%PA /- A70 ANGLES IFOR MACHINEDPA -UP ./-1rr . ANGLES FOR STRUCIURS, FIf 1 /- I BREAK All DMA' EDGES. ALO' MAX 45' CHAMFER O COPYRIGHT AUTOQUIP ALL RIGHTS RESERVED. i'itsodoly6W of 1531111•CF PRAWN. c.v.. IRIS FLM -1.48" X 60". SURFACE. 2 LEVEL, 528' FTF AP ROWATWBG. 7,200 LBS ORA. er: RMSDJH Occas wm 04/06/18 PAce 4 OF 6 B avmmGNIAppR 9FLM-42908-1 5 2X 8" LEVEL 2 GATE 96-1/2" BACK VIEW UNLESS OTHERWISE SPECIRED: TOLERANCES HIACIION6: DECIMALS: IWO PLACE X0 THREE PUCE: .loot ANGLES A R MAC TURA: ARRI BREK LSHSRP EWEAL flIT BREAK ALL SHARP EWES. .01 IT •/• 1/16 +1- AS H- /..010 1/2' AS' CHAMFER /1\ 2X 2X 34-1 /2" 96- /4" ✓ �r 58- /2" /3\ 33-5/16" ® COPYRIGHT AUTOQUIP AU. RIGHTS RESERVED. Year of GwMrA? 6 hst year EON,9. m mis ARCUTMRI. 96- /4" r 4s, 96- /4" 96- /4" ✓ �■ 96- /4" 96-1 /2" LEFT VIEW A Autoquip N9OaCl OU1WK: Joammm BOEING SEATTLE - BDS AU 9-53 DOGHOUSE MAMINO TIRE FLM -1, 48" X 60", SURFACE, 2 LEVEL, 528" FTF AOr w: 142913 AnIXOANTR WlATR: 7,200 LBS VITT RMS DJH mm 04/06/18 MGC 50F6 B CRAM. 9FLM-42908-1 5 A3110d NOIIY113ONVO O=Tm 7,m A= cm>m n>1.0 002Tl pmAO m n K m z'°OA Ozz> T y D - A,00 x m c - N n x ~ m ZmO ()7p0 -T5 0Z' wZti mr)f0 O 07 70 m ✓ D N m 0 O D z C D () C 70 Z 0 70 m 0 v 7O z 0 z m>z A(7.-OAnnZAAmOT ArmQzoz(,, mcD^r�<A NzA fz 30< Z-130Dm00-Twm0= 3OZzn260>mZDTO= z wcOT,Ozc3c0Z,O2 4-,›- ;or=j?_4O0mcn zCi, Zi,D Cmc zD °DTDmm z0m>cnvmCIpCmm Z -'pA OD2,>m<m>z» AO Am•v O O1DZ"mm2nmA0OZmn �Z- Am >Aozp2-7 �9_>_ j 7U OZ�CpD3cOrn OO,O OOTgDrD�ZmT5g2(52 c_ im--›zp,m-6„,„m^Z r>O00rnmnlN 3OZNcc„0 "_„zo O1 m T mZ�O1 H m O 0 0 m n O '-OLA z 0 m z O m N gEsgaG2�c-nNZDnD >n-rE-r mi On°z5 fr�Zm m0.,14K�<O cn-p�cnDDr_D�Dmp 'D—cm""D00rt'D((-) wir m0� ODc^Z AZ N OZ rDZDooOmmZ� myA m0mD0<�ODCIFc C) DAp0C D'AnOOO�Ozpmmm m3AmT<yO-7Zrm'n o�DO n?mccmAm0ccyi„DO Z•"ZT <- zA DOH -D-+ �=0 QZ .5Z mm 2=y0 2Z0 l I 0 .Q z n rn :sNOIIDVeN 1 O o r P71 0 070 D .1°z n 6 m Ommczi,mmxZm 0-0Z-014-1>_°0'pn mOTmcco-m m 0zyf70Dn0, 0 V O O a CO 70 � : 2 A a O� R O a W m 0a ING SEATTLE - BDS AU 9-53 DOGHOUSE 0 M C N m 0 Z> m_ OZ Z o mm C) c mo 4 0 m 2 O A O n 0 n :SIN3W3bin : yNOIS 1Od1NO0 :l3NVd 1O81NO0 30V11OA 1O211NO0 :30V110A AdVWIdd :11Nf1 d3MOd :NOI10V3d 30Vd8 :3df1SS3dd dOO1d :21001d 01 NOOld :1H013H 43213M01 :WdOd1Vld :S31110VdV0 0 0 m r O D n- Or70 T-1 ul CZ -' 0 C r" N D W C N rn OC Z� mo Dz N(rnj, N 2-0 -° -0 m 0 3S001 a3ddIHS - t' VW3N N 0 n O� 0 < D 0 fw) 2 0` O dOjOW NV90 - dH £ (w) 0 -11 O0 0 0 N T 0 1331S H100WS 109 X M„8t' Os O -0 1-0 p0r N N DK K xrn 0 r m=1 00 0 -n y ren 0 0 z Col 12. LIFT TO MEET CODES FOR THE STATE OF WASHINGTON. >D 11. CARRIAGE FLOOR TO BE NON-SKID GRIT EPDXY. 10. 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'`1..11 ` v\,_6, C C7 -5— (.1;-) r " 5\ C aryZ lz)17.H-P7 �1Czi✓J.;. \/.;f2C.- IL,1 1Cc r ,1;1511 u' L -i `-i3Oi i c="\\,, : -ter � •.. REVISIONS No changes shall be 'made to the scope of work without prior approval of the Tukwila Building Division. NOTE:" Revisions will require a new plan submittal and may include additional plan review. Project Summary 2015 WSEC Compliance Forms for Commercial Buildings including R2, R3, & R4 over 3 stories and all 1 PROJ-SUM FR€viS"etiJun 016 General Info Project,Title: Relocate Doghouse to Building 09-53(IFP) °SDE COMPerA4,09P7' This PROJ-SUM Project Street Address: 9725 East Marginal Way South For Bu'' gpari�tt•1se !l��JJ LLdd FEB 2 0 20 8 �G form shall be ;. provided as a cover Project City, County, Zip: Tukwila, King County, 98108 sheet for all compliance form Project Owner or Rep: Boeing • l ' submittals. Project,: '7,- Title matches project Jurisdiction: _ City of Tukwila I � plans title block. I Project Description Select all that apply to the scope of project. Select Addition + Existing or Alteration + Existing if the existing building will be combined with the addition - or alteration to demonstrate compliance per Section C502.1 or C503.1. j✓ !9G•**•- New d vit, LA I Latviviita Construction and Additions BUILDING DIVISION Existing Building ❑ ❑ ❑ New Building ❑ Building Addition A d fion +-Ezistin'g Building Retrofit Alteration ❑ Alteration + Existin 9 ❑Change in Space Conditioning Change of Occupancy ❑ Historic Building Elements Scope - Select all that apply All ❑Building Envelope ❑Mechanical Systems Service Hot Water Systems ❑Lighting Systems ❑ Electrical Systems Occupancy Type h Y Yp areas 0 Mixed R occupancies. Mixed Group All Commercial Q Group R - R2, R3, & R4 Q over 3 stories and all R1 Use - Building is greater than three stories above grade and it has both Commercial and Group Occupancy - Building is three stories or less above grade and it has both Commerical and R2, R3 or R4 occupancies. Select All Commercial to document compliance for the commercial of the building. The residential spaces shall comply with the WSEC Residential Provisions. Space Conditioning Categories Select ✓ ❑ all that apply to the scope of project Fully Conditioned ❑ Semi-heated2 ❑ Refrigerated Warehouse, Walk-in Cooler/Freezer, Low Energy Space Category3 Refrigerated Display Casei Eligible Low Energy Spaces ❑ Unconditioned ❑ Low energy heating/cooling capacity ❑ Wireless service ❑ Greenhouse^ ❑ Equipment building equipment shelter Floor Area and Stories Floors Above Grade Building Gross Conditioned Floor Area Project Gross Conditioned Floor Area General Compliance Path Q Prescriptive C Total Building Performance Prescriptive - Projects complying prescriptively shall demonstrate compliance with -all applicable mandatory and prescriptve requirements of this code. Refer to C401.2, Item 1 for more information. Compliance forms to include with a Prescriptive submittal: All applicable ENV, LTG, MECH and C406. Total Building Performance - Projects complying via total building performance (TBP) shall include a summary of results from a whole building energy model per Section C407 and shall demonstrate compliance with all applicable mandatory provisions in this Code. Refer to Section C401.2, Item 2 for more information. Compliance forms to include with a TPB submital: PROJ-SUM, C406 -SUM & C406 DETAIL, ENV -CHK, LTG -EXT, LTG -CHK, and all MECH forms (except MECH-ECONO). bri 0187 RECEIVED CITY OF TUKWILA OCT 242017 PERMIT CENTER Envelope Summary ENV -SUM 2015 WSEC Compliance Forms for Commercial Buildings including R2, R3, & R4 over 3 stories and all R1 Revised Jun 2016 Project Info Compliance forms Co mpt equire a password to use. Instructional and calculating cells are write -protected. Project Title: Relocate Doghouse to Building 09-53(IFP) Date 10/20/2017 Applicant Information. Provide contact information for individual who can respond to inquiries about compliance form information provided. For Building Department Use Company Name: Company Address: Applicant Name: Applicant Phone: Applicant Email: Project Description -' New Building ❑ Addition ❑ Alteration Occupancy Type Selection required to enable forms. Q All Commercial 0 Group R - All R1 and R2, R3, R4 over 3 stories 0 Envelope Compliance Path Selection required to enable forms. 0 Prescriptive Q Component Performance Component Performance p Calculation Type Selection required to enable ENV -UA and ENV-SHGC forms. pQ Standard 0 Change of Occupancy/Conditioning 0 ❑ Additional Efficiency Package Option - C406.8 Enhanced Envelope To comply, demonstrate building thermal envelope performance is 15% lower than the Target UA. Air Barrier Testing per Section C402.5.1.2 ❑ Air barrier testing not required scope Package Option - C406.9 Reduced Air Infiltration that measured air leakage of building envelope does not exceed 0.25 surface area) under test pressure of 0.3 inch w.g. ,r Air barrier testing included in project ❑ Additional Efficiency To comply, demonstrate cfm/ft2 (air barrier Vertical Fenestration and Skylight Area Calculation Prescriptive Path - Enter values for vertical fenestration, skylights, gross walls and roof on this ENV -SUM worksheet. Component Performance - Enter values in ENV -UA and/or ENV -UA -GROUP -R worksheet. These values auto -fill from Total Vertical Gross Exterior Fenestration Above Grade % Vertical (rough opening) divided by Wall Area times 100 equals Fenestration 0 , 0 ->- 1709.2 X 100 = 0.0% Gross Exterior Total Skylight divided by Roof Area times 100 equals % Skylight 0 . 0 — 880 . 0 X 100 = 0 . 0% Fenestration Area Compliance Vertical Fenestration VERTICAL FENESTRATION AREA COMPLIES Area Skylight Area SKYLIGHT AREA COMPLIES Vertical Fenestration Alternates Q High performance fenestration U -factors and SHGC per C402.4.1.3 Q Dedicated outdoor air system per C402.4.1.4 and C403.6 Show locations of qualifying daylight zone areas and ft2 on project plans. For Daylight Zone Area Calculations - a) Sidelight areas include primary + secondary daylght zone areas. b) Include overlapping toplight and sidelight daylight zone areas under Toplight. c) Refer to Chapter 2 for net floor area Q In buildings 2 3 stories, 25% or more of NET floor area is in daylight zones per Q In buildings < 3 stories, 50% or more of CONDITIONED floor area is within daylight zones per C402.4.1.1 Daylight Zone Calculations Daylight Zone Fenestration Alternate Not Selected. No Calculations Required Sidelight Daylight Zone Area Toplight Daylight Zone Area Percent Daylight Zone Area Spaces in Single Story Building Requiring Skylights Code requires a minimum of 50% of the floor area to be within a skylight daylight zone for specific space types. Refer to C402.4.2 for requirements. DLZ = Daylight zone, SRR = Skylight to roof ratio List all enclosed spaces that exceed 2,500 ft2, have ceiling height greater than 15 ft, and are space types required to comply with this provision. Space Area (ft2) DLZ Area (ft2) SRR or Aperature Exception Indicate aperature with "AP" prefix ( AP 1.1%) Component Performance Path, pg. 1 ENV -UA 2015 WSEC Compliance Forms for Commercial Buildings including R2, R3, & R4 over 3 stories and all R1 Revised Jun 2016 Project Title: Relocate Doghouse to Building 09-53(IFP) Date 10/20/2017 Calculation Adjustments None Applied For Building Department Use Fenestration Area as % gross above -grade wall area 0.0% Max. Target: 30.0% Skylight Area as % gross roof area 0.0% Max. Target: 3.0% Vertical Fenestration Alternates: None Selected on ENV -SUM Envelope Component Cavity+Cl Plan/Detail # U -factor Source & Table # 2 Proposed UA U -factor x Area (A) = UA (U x /N Target UA U -factor x Area (A) = UA (U x A) Roofs Y o o R= 46.5 avg R= R= TWRA 110, 111 WSEC App. A Table A102.2.6(1) tapered 0.022 880 19.5 0.027 880 23.8 Above Deck Insulation U-0.027 v 0° E R= R= R= 0.031 Metal Building U-0.031 cc -9,R= R= R= 0.027 Joist/single rafter U-0.027 r O o Q R= R= R= 0.021 Single raft, attic, other U-0.021 Opaque Walls - Above Grade"6 Steel Frm R=0+30 R= R= 4" Panel, TWRA 110, 111 ASHRAE Table A3.3 0.030 1681 50.4 0.055 1681 92.5 Steel/metal frame U-0.055 a 00 E R= R= R= 0.052 Metal Building U-0.052 Wood/Oth R= R= R= 0.054 Wood Frame, other U-0.054 „ U) m M R= R= R= 0.104 Mass Wall U-0.104 c 2 H R= R= R= 0.200 Mass Transfer Deck U-0.20 0 a 'o 0 N m R= R= R= 0.078 I Group R Mass Wall U-0.078 Below Grade ' E 0 U R= R= R= 0.104 Assumed to be Mass Wall U-0.104 1 a 2 R= R= R= 0.078 Assumed to be Mass Wall U-0.078 Floors N i R= R= R= 0.031 Mass Floor U-0.031 IFramed R= 38 R= R= TWRA 110' 111 WSEC App. A Table A105.1(3) 0.080 880 70.4 0.029 880 25.5 Joist/Framing U-0.029 Page 1 Subtotal Area UA 3441 140 Area UA 3441 I 142 Component Performance Compliance (UA) UA COMPLIES Component Performance Path, pg. 2 ENV -UA 2015 WSEC Compliance Forms for Commercial Buildings including R2, R3, & R4 over 3 stories and all R1 Revised Jun 2016 Project Title: Relocate Doghouse to Building 09-53(IFP) Date I 10/20/2017 Fenestration Area as % gross above -grade wall area Max. Target: 30.0% For Building Department Use Skylight Area as % gross roof area Max. Target: 3.0% 151 Building Component Ins. R Plan/Detail # F -factor Source & Table # 8 F -factor Proposed UA x Perimeter = UA(U x A) Target UA F -factor x Perimeter = UA (U x A) ISlab -on -grade °moi L j R= R= R= 0.540 Slab -On -Grade F-0.54 o m = R= R= R= 0.550 Heated Slab -On -Grade F-0:55 Schedule ID U -factor Source810 U -factor x Area (A) = UA (U x A U -factor x Area (A) = UA (U x A) y O O o cn 3 y 15C1, TWRA 350 WSEC App. A Table A107.1(1) 0.370 28 10.4 0.37 I 28 I 10.4 Opaque Swing Doors U-0.37 d .c O 0.34 Opaque rollup & sliding U-0.34 Vertical Fenestration610 Ti m 2 C 0 Z 0.30 Non -Metal Frame U-0.30 Metal, fixed 0.38 Metal Frame, Fixed U-0.38 a ° Cs a> 1 0.40 Metal Frame, Operable U-0.40 IMtl entrance 0.60 Metal Entrance Door U-0.60 Ci) rn co I All Types 0.50 I All types U-0.50 TO COMPLY - The Proposed Total UA shall not exceed the Target Total UA. Page 2 Subtotal Page 1 Subtotal Project Total Area UA 28 10 3441 140 3469 151 Area UA 28 10 3441 142 3469 152 Component Performance Compliance (UA) UA COMPLIES Note 1 - If vertical fenestration or skylight area exceeds maximum allowed per C402.4.1, then Target Area Adjustment of all applicable envelope elements will be calculated automatically by the compliance form. Refer to Target Area Adjustments worksheet for this calculation. Note 2 - Opaque assembly U -factors shall come from Appendix A or calculated per approved method as specified in C402.1.5.1. Note 3 - Proposed CMU mass wall in non -Group R that meet Table C402.1.4 Footnote D requirements can enter the target U value of 0.014 Note 4 - For semi -heated spaces utilizing the wall insulation exception, enter Target Wall U -factors under Proposed Wall U -factors so exterior walls are neutral to the calculation. Note 5 - Mass transfer slab edges must be covered with an assembly having an overal U -factor of 0.2. Note 6 - Demising walls, doors, and vertical fenestration separating spaces with different degrees of space conditioning (unconditioned, semi -heated, fully conditioned) shall be included only on the ENV -UA form for the space with the greatest degree of space conditioning. Note 7 - List Group R above grade mass walls here. List all other mass walls, Commercial and Group R, in the Opaque Walls - Above Grade section. Note 8 - Slab -on -grade F -Factors shall come from Appendix A or calculated per approved method as specified in C402.1.5.1. Note 9 - Opaque door U -factors shall come from Appendix A or calculated per approved method as specified in C402.1.5.1. A door is defined as opaque if less than 50% of the door area has glazing. Note 10 - Fenestration assembly U -Factors shall be the manufacturer's NFRC product rating, which includes the glazing and frame, or shall be the default value per Section C303.1.3. Vertical Fenestration Target Area Adjustment Calculations If vertical fenestration area exceeds maximum allowed per Section C402.4.1, then Target Area Adjustment of all applicable envelope elements is required. This worksheet automatically calculates these adjustments and updates target areas in the ENV -UA and ENV-SHGC worksheets. Information shown in this worksheet is for reference only and is write -protected. Submit this Target Area Adjustment form with ENV -UA and ENV-SHGC forms. VF = Vertical fenestration DR = Opaque doors AG = Above -grade NW = Net above grade wall (excludes fenestration and doors.) Gross Exterior Above -Grade Wall Area= VF + NW + DR Proposed Areas Vertical Fenestration -> Opaque -> Max Vert. Fen. % (C402.3.1) Gross Exterior AG Wall Area 1709.2 Total Vertical Fenestration Total Vertical Fenestration Net AG Wall Area 1681.1 X VF= NW= 1681.1 DR= 28.1 30.0% Maximum Target 512.8 Excess Vertical Fenestration Excess Fenestration Target Areas - UA Commercial Vertical Fenestration Non-metal frame Metal frame, fixed Metal frame, operable Metal frame, entrance door Above -grade Wall Steel Frame Metal Building Wood / Other frame Mass Mass Transfer Deck Group R Mass 100 Delta Vertical Fenestration -512.8 Maximum Target Vert. Fen. Area 512 8 0 $ greater Excess Vertical Fenestration —512.8 Target Vertical Fenestration Target Net Wall Area 1681.1 Proposed Area Proposed Area 1681.1 Total Vertical Fenestration Net Wall 1681.1 Target VF Multiplier Target Net Wall Mult. 1.00 Target VF Mult. Target Area Target Net Wall Mult. 1.00 Sum of Proposed 1681.1 Sum of Target Target Areas - SHGC x A Non -North Vertical Fenestration PF < 0.2 0.2sPF<0.5 PF z 0.5 North Vertical Fenestration PF < 0.2 0.2 <_ PF < 0.5 PF>_0.5 Proposed Area x x x Target VF Mult. Target Area 1681.1 1681.1 Target Area Multiplier applied to all Proposed Vertical Fenestration Areas to calculate Target Vertical Fenestration Area Multiplier applied to all Proposed Opaque Above - Grade Wall Areas to calculate Target Above - Grade Wall Area Target areas in shaded boxes are applied to target areas on ENV -UA Sum of target above -grade wall and vertical fenestration areas are calculated to equal the SHGC target areas in shaded boxes are applied to target areas on ENV- SHGC Skylight Target Area Adjustment Calculations If skylight area exceeds maximum allowed per Section C402.4.1, then Target Area Adjustment of all applicable envelope elements is required. This SKY= Skylight NR - Net roof (excludes skylight) Gross Exterior Roof Area = SKY + NR Proposed Areas Skylight (Horizontal Fenestration) -> Opaque Roof -> Gross Exterior Roof Area 880.0 Total Skylight Area Total Skylight Area Net Roof Area 880.0 X Max Skylight % (C402.3.1) SKY= NR= 880.0 3.0% 100 Maximum Target i/ Delta Skylight Area 26.4 Excess Skylight -26.4 Maximum Skylight Fenestration Area 26.4 0 II greater -26.4 Excess Skylight / Target Skylight Area Excess Skylight Target Net Roof Area 880.0 Target Areas - UA and SHGC x A Skylight All Roof Insulation Above Deck Metal Building Joist / Single Rafter Attic / All Others Sum of Proposed Proposed Area Proposed Area 880.0 880.0 X Total Skylight Area Target SKY Multiplier Net Roof 880.0 Target SKY Mult. Target Net Roof Mult. 1.00 Target Net Roof Mult. Sum of Target 1.00 Target Area Target Area 880:0 880.0 Multiplier applied to all Proposed Skylight Areas to calculate Target Skylight Area Multiplier applied to all Proposed Opaque Roof Areas to calculate Target Roof Area Target areas in shaded boxes are applied to target areas on ENV -UA Sum of target roof and skylight areas are calculated to equal the SHGC Calculation ENV-SHGC 2015 WSEC Compliance Forms for Commercial Buildings including R2, R3, & R4 over 3 stones and all R1 Revised Jun 2016 Project Title: Relocate Doghouse to Building 09-53(IFP) Date 10/20/2017 Fenestration Area as % gross above -grade wall area Max. Target: 30% For Building Department Use Skylight Area as % gross roof area Max. Target: 3% Vertical Fenestration Alternates: None Selected on ENV -SUM Notes: 1 - Proposed vertical fenestration and skylight areas entered in ENV-SHGC must match proposed fenestration areas in ENV -UA. 2 - If Target Area Adjustment is required per ENV -UA, then target areas will be automatically adjusted in ENV-SHGC. Refer to Target Area Adjustments worksheet for this calculation. 3 - Fenestration assembly SHGC shall be the manufacturer's NFRC product rating, or shall be the default value per Section C303.1.3. 4 - Fenestration that separates conditioned space from a non -conditioned space shall be included in this worksheet. Enter target SHGC values for this fenestration under proposed SHGC, so it is neutral to the calculation. Skylights Sch. ID Provide SHGC source and fenestration schedule ID Proposed SHGC SHGC x Area (A) = SHGC x P Target SHGC SHGC x Area (A) = SHGC x A PF<0.2 0.40 0.25PF<0.5 0.35 I SHGC 0.35 Skylight Totals PFa0.5 0.64 ++ If projection factor (PF) credits are applied to the proposed design, Target SHGC will sum fenestration area by PF category. I All Non -North Sch. ID Vertical Fenestration+ Provide SHGC source and fenestration schedule ID PF Proposed SHGC SHGC x Area (A) = SHGC x A Target SHGC ++ PF Category SHGC x Area (A) = SHGC x A PF<0.2 0.40 0.25PF<0.5 0.48 PFa0.5 0.64 ++ If projection factor (PF) credits are applied to the proposed design, Target SHGC will sum fenestration area by PF category. + If PF credit is applied, then vertical fenestration Non -North Window Totals must be entered in the correct table according to Ion. if credit is not applied then all vertIca fenestration can be entered in either table. INorth Vertical Sch.PF ID Fenestration+ Provide SHGC source and fenestration schedule ID Proposed SHGC SHGC x Area (A) = SHGC x A Target SHGC++ PF SHGC x Area (A) = SHGC x A Category PF<0.2 0.53 0.25PF<0.5 0.58 PFa0.5 0.64 ++ If projec ion factor (PF) credits are applied to the proposed design, Target SHGC will sum fenestration area by PF category. North Window Totals TO COMPLY - The Proposed Total SHGC x A shall not exceed the Target Total SHGC x A. Total (Skylight + Window) Area I SHGC x A Area I SHGC x A l Component Performance Compliance (SHGC) Building Permit Plans Checklist, pg. 1 2015 WSEC Compliance Forms for Commercial Buildings including R2, R3, & R4 over 3 stories and all R1 ENV-CHK Revised Jun 2016 Project Title: Relocate Doghouse to Building 09-53(IFP) Date 10/20/2017 The following information is necessary to check a building permit application for compliance with the building envelope requirements in the Washington State Energy Code, Commercial Provisions. Applicability (yes,no,na) Code Section Component Compliance information required in permit documents Location in Documents Building Department Notes SCOPE na C402.1.1 Low energy spaces Low energy spaces are identified on plans; include project information, and calculations if applicable, that demonstrate spaces are eligible for envelope provisions exemption na C402.1.1.1 Semi-heated spaces Semi-heated spaces are identified on plans, include calculations that demonstrate spaces are eligible for wall insulation exemption na C402.1.2 Equipment Buildings Provide building area, average wall and roof U-factor, and installed equipment information that demonstrates equipment building is eligible for envelope provision exemption na C410.2 Walk-in and warehouse cooler and freezer spaces Cooler and freezer spaces are identified on plans; C410 envelope compliance forms provided (pending) na C101.4.1 Mixed occupancy Spaces with different occupancy requirements are identified on plans na C503.2 Change of space conditioning Existing unconditioned spaces changing to semi-heated or conditioned space, and existing semi-heated spaces changing to conditioned space, are identified on plans. Include calculations that demonstrate baseline and final level of conditioning. na C505.1 Change of occupancy Existing F, S and U-occupancy spaces undergoing a change in occupancy are indicated on plans; include calculations that demonstrate upgrade complies with the current WSEC. . Pre-2002 Group R spaces undergoing a change to a commercial occupancy are indicated on plans; include calculations that demonstrate upgrade complies with the current WSEC. Non -Group R occupancy spaces undergoing a change to Group R are indicated on plans; include calculations that demonstrate upgrade complies with the current WSEC. ENVELOPE PROVISIONS yes C103.2 C103.6.3 Compliance documentation Indicate envelope insulation compliance path and provide applicable forms; ENV-PRESCRIPTIVE or ENV-UA / ENV-SHGC for component performance SHT. TWRAIA If complying via total buidling performance, provide a list of all proposed envelope component types, areas and U-values yes C303.1.1 C303.1.2 Insulation dentification Indicate identification mark shall be applied to all insulation materials and insulation installed such that the mark is readily observable during inspection SHT. TWRAIA na C303.1.3 C402.4.3 Fenestration product rating Fenestration products shall be labeled with rated U-factor, SHGC, VT, and leakage rating yes C303.1.1 C402.2.1 General insulation installation Indicate installation methods, thicknesses, densities and clearances to achieve the intended R-value of all insulation materials; SHT. TWRAIA, TWRA110, 111 Where two or more layers of rigid insulation will be used, indicate that edge joints between layers are staggered yes C103.2 C402.2.2 Roof assembly insulation Indicate R-value(s) of cavity/continuous insulation on roof sections; SHT. TWRAIA, TWRA110, TWRA111, TWRA160 Indicate framing materials on roof sections; Indicate method of framing for ceilings below vented attics and vaulted ceilings per A102.2 (std, adv); Provide area weighted average U-factor calculation for insulation whose thickness varies by 1 inch or less; Indicate effective U-factors of tapered insulation entirely above deck per A102.2.6; include roof configuration and slope, maximum R-value at peak and minimum R-value at low point for all roof surfaces Indicate R-values for thermal spacers and each insulation layer, and liner system (LS) method for metal building roofs na C402.2.2 Skylight curb insulation Indicate curb insulation R-value on roof section if not included in skylight NFRC rating yes C103.2 C402.2.3 C402.2.4 C303.2.1 Above/below grade wall insulation Indicate R-value(s) of cavity/continuous insulation on wall sections; SHT. TWRA110, TWRA111 Indicate framing materials on wall sections; Indicate method of framing for wood const per A103.2 (std, int, adv); Indicate material density category, wall weight and heat capacity for qualifying mass walls; For qualifying ASTM C90 masonry walls, indicate loose-fill core insulation material and percentage of cores filled including grouted cores, bond beams, vertical fills, headers and any other grouted cores; Indicate method of protection of exposed exterior basement/crawlspace wall insulation Building Permit Plans Checklist, pg. 2 2012 Washington State Energy Code Compliance Forms for Commercial Buildings including R2 & R3 over 3 stories and all R1 ENV -CHK Project Title: Relocate Ooghouse to Building 09-53(IFP) Date 10/20/2017 Applicability (yes,no,na) Code Section Component Compliance information required in permit documents Location in Documents Building Department Notes yes 0103.2 0402.4.4 Opaque doors Indicate rated U -factor (swinging) or R -value (non -swinging - roll - up/sliding) on wall sections or in door schedules - applies to doors with less than 50% glazed area SHT.'rWRAIA yes C402.2.5 Floor over outdoor or unconditioned space insulation Indicate R-value(s) of cavity/continuous insulation on floor sections; SHT.'TWRAIA TWRA110, TWRAI11 Indicate framing material on floor sections; Indicate material density category and weight of qualifying mass floors na 0402.2.6 0303.2.1 Slab -on -grade floor insulation Indicate R -value of continuous insulation on wall section or foundation detail; Indicate insulation extends down vertically and/or horizontally the required distance from top of slab; Indicate method of protection of exposed exterior slab edge insulation na C402.2.6 0303.2.1 Radiantly heated slab -on -grade floor insulation Indicate R -value of continuous insulation on wall section or foundation detail; Indicate insulation extends down vertically from top of slab and then horizontally under the entire slab; Indicate method of protection of exposed exterior slab edge insulation na C402.2.8 Radiant heating system insulation Indicate insulation R -value behind radiant panels, U-bend/headers and bottom surface of radiantly heated floors (other than radiantly heated slab - on -grade) na C402.4.1 C502.2.1 C503.3.2 Vertical fenestration maximum area Provide calculation for total vertical fenestration area as a percentage of gross above grade wall area (WWR) for new construction, additions and alterations In ENV -SUM na C402.4.1.1 C405.2.4.1 C502.2.1 C503.3.2 Increased prescriptive maximum vertical fenestration area with daylight zones and controls Provide calculations showing that the percentage of overall conditioned floor area within daylight zones is equal to or greater than 50% in 1 & 2 story builidngs: OR Provide calculations showing that the percentage of overall net floor area within daylight zones is equal to or greater than 25% in buildings 3 stories or more; include the gross floor area and list of spaces omitted for the net floor area; Note in envelope plans that all lighting fixtures located within daylight zones shall be provided with daylight responsive controls per WSEC Section C405.2.4.1; indicate method of control in lighting fixture schedules Indicate that the VT of vertical fenestration is at least 1.1 times the rated SHGC na C402.4.1.3 0502.2.1 0503.3.2 increasea prescriptive maximum vertical fenestration area with high- nprfnmiance ala7ina Indicate high performance U -factors and SHGC values in fenestration schedules; If applicable, provide area -weighted U -factor calculation(s) used for multiple fenestration elements within the same fenestration category per Table C402.3 na C402.4.1.4 C403.6 Increased prescriptive maximum vertical fenestration area with DOAS mechanical systems Indicate that for eligibility, all occupied, conditioned spaces will be served by a dedicated outside air system (DOAS) that delivers ventilation air without requiring operation of the heating/cooling system per Section C403.6 na C402.1.5 Wall/vertical fenestration target area adjustment Indicate if component performance with target area adjustment will be used to account for vertical fenestration area in excess of the prescriptive maximum allowed na 0402.4.1 C502.2.2 C503.3.3 Skylight maximum area Provide calculation for total skylight area as a percentage of gross roof area (SRR) for new construction, additions and alterations in ENV -SUM na C402.1.5.2 Roof/skylight target area adjustment Indicate if component performance with target area adjustment will be used to account for skylight area in excess of the prescriptive maximum allowed na C402.4.3 C303.1.3 U -factors, SHGC and VT for all fenestration assemblies Indicate U -factors, SHGC and VT values in fenestration schedules; If applicable, provide area -weighted U -factor calculation(s) used for multiple fenestration elements within the same fenestration category per Table C402.3 Indicate if values are NFRC or default; if default then specify frame type, glazing layers, gap width, low -e coatings, gas -fill na C402.4.3 Permanent shading devices For windows with overhangs or permanent projection shading devices, provide projection factor calculations (Equation C4-6) and associated minimum SHGC for north and non -north orientations Building Permit Plans Checklist, pg. 3 2012 Washington State Energy Code Compliance Forms for Commercial Buildings including R2 & R3 over 3 stories and all R1 ENV-CHK Project Title: Relocate Doghouse to Building 09-53(IFP) Date Applicability (yes,no,na) Code Section Component Compliance information required in permit documents Location in Documents Building Department Notes na C402.4.2 Spaces in single story buildings requiring skylights In single story buildings, provide list of enclosed areas that exceed 2,500 sf, have ceiling height greater than 15 ft, and are space types required to comply with this provision. For each area identify space type, floor area, floor to ceiling height, and any exception taken; For each area provide calculations for percentage of conditioned floor area located within a daylight zone including skylight and eligible sidelight daylight zones; For each area provide calculations for percentage of skylight area, OR; Provide calculations for skylight effective aperture (Equation C4-5); Indicate haze factor of skylight glazing material or diffuser AIR LEAKAGE yes 0402.5.1.1 Air barrier construction and sealing Indicate location of continuous air barrier on plans and sections; SHT. TWRA110, TWRA111, TWRA500 Provide details for all joints, transitions in materials, penetrations in air barrier and note method of sealing (caulked, gasketed, or other approved method) na C402.5.3 Rooms containing open combustion fuel burning appliances used for space conditioning Indicate that room(s) containing non-direct vent appliances is isolated from inside the thermal envelope with a sealed air barrier, including doorway gasketing and sealing around ductwork and piping penetrations; Indicate insulation provided in wall, floor and ceiling of the room envelope, and insulation required on combustion air ductwork na C402.5.4 Access openings and doors to shafts, chutes, stairways and doors Indicate locations of all access openings and doors to shafts, chutes, stairways and elevators; Indicate method of gasketing, weatherstripping and sealing of these openings yes C40..5 C4033.22.4.3 Outdoor air intakes, exhausts and relief openings Indicate locations of all stairway enclosure, elevator shaft and building pressurization relief openings, outside air intakes and exhaust openings; SHT. TWRAIA Note in envelope plans that all relief, outside air intake and exhaust openings shall be provided with dampers in accordance with Mechanical Section C403.2.4.3 na C402.5.8 Recessed lighting in building envelope Indicate method of sealing between light fixture housing and wall or ceiling; Note in envelope plans that all recessed lighting fixtures shall be IC rated and have an air leakage rating not greater than 2 cfm per ASTM E283 test; include these requirements in lighting fixture schedules na C402.5.6 Loading dock seals Indicate weather seal at cargo and loading dock doors na C402.5.7 Vestibules Indicate locations and dimensions of vestibules and air curtains; EXCEPTION 1 Indicate exception and criteria utilized for all building entrances and exits that do not have a vestibule or air curtain; Indicate required performance for air curtains installed per exception 7; For unconditioned vestibules, indicate which envelope assembly (interior or exterior) complies with the requirements for a conditioned space yes C103.2 C402.5.1.2 Building air leakage test Indicate on plans the air barrier boundaries and area calculations on all six sides of the air barrier; SHT. TWRA110, TWRA711, TWRAIA Indicate air barrier test method in accordance with ASTM E779 or approved equivalent; Indicate required maximum leakage rate for compliance. Include the following requirements in project documents: (1) Submit air barrier test report to jurisdiction once test is completed; (2) If test results exceed 0.4 cfm/ft2 at 0.3 in. wg, then visually inspect air barrier and seal noted sources of leakage; (3) Submit a follow-up report to jurisdiction noting corrective measures taken; (4) Include air barrier test report in compliance documentation provided to owner. If "no" is selected for any question provide explanation: End of Building Permit Plans Checklist Structural Calculations RELOCATE DOGHOUSE TO BUILDING 09-53 9725 E MARGINAL WAY S TUKWILA, WA 98108 prepared for: THE BOEING COMPANY PO BOX 3707, M/C 5E -4H SEATTLE, WA 98124 prepared by: Sifts & Hill Engineers, Inc. 4815 Center Street Tacoma, WA 98409 January 19, 2018 S&H Job Number 18,000 ► REVIEWED? R CODE COCtiiPLIANCE FEB 2 0 2U I Cit of Tutzt ib RECEIVED . . CCTV OF TUKWILR1 FEB 15 2018 VZI rT CENTER S6TFS & HILL ENGINEERS, INC. Professional Engineers & Planners CIVIL, STRUCTURAL AND SURVEYING P11 -0741 RELOCATE DOGHOUSE TO BUILDING 09-53 9725 E MARGINAL WAY S TUKWILA, WA 98108 Z)LASFI7AFIvAlliiW® CALCULATIONS PREPARED FOR THE BOEING COMPANY POST OFFICE BOX 3707, M/C 5E -4H SEATTLE, WA 98124 PREPARED BY Sifts & Hill Engineers, Inc. 4815 Center Street Tacoma, WA 98409 Revised January 19th, 2018 S & H Job Number: 18,000 SITTS & HILL ENGINEERS, INC. TACOMA, WASHINGTON (253) 474-9449 PROJECT RELOCATE DOGHOUSE TO BUILDING 09-53 CALCULATION INDEX DESIGNED BRL DATE 1/19/2018 JOB 18,000 CHECKED LGL DATE 1/19/2018 PAGE BASIS FOR DESIGN 2 DESIGN LOADS 3 - 5 SEISMIC ANALYSIS L6 -13 WIND ANALYSIS 14 -17 STAIR LOADING 18 MATERIAL HANDLING SYSTEM LOADING 19 ACCIDENTAL TORSION LOADING ANALYSIS 20 DOGHOUSE STRUCTURAL ANALYSIS 2t - 64 OVERSTRENGTH ANALYSIS AND CONNECTION DESIGN 65 -104 TORSIONAL IRREGULARITY ANALYSIS 105 -116 EXISTING 9-53 BUILDING VERTICAL ANALYSIS 117 -183 EXISTING 9-53 BUILDING LATERAL ANALYSIS 184 - 217 FRP STAIR ANALYSIS 218 - 231 MECHANICAL PLATFORM FRAMING ANALYSIS 232 - 282 P:\18000\18000\Calculations\Structural\18000 JPV.xlsm SITTS & HILL ENGINEERS, INC. TACOMA, WASHINGTON (253) 474-9449 PROJECT RELOCATE DOGHOUSE TO BUILDING 09-53 BASIS FOR DESIGN DESIGNED BRL DATE 10/18/2017 JOB 18,000 CHECKED BKL DATE 10/20/2017 PAGE BUILDING CODE: 2015 Edition of the International Building Code with State of Washington and City of Tukwila amendments shall be used and supplemented with ASCE 7-10. RISK CATEGORY: II. GRAVITY LOADS: LATERAL LOAD CRITERIA: CONCRETE: Roof Snow Load = 25 psf. Doghouse Roof Live Load = 20 psf. Doghouse Roof Dead Load = 24 psf. Doghouse Roof Collateral Dead Load = 15 psf. Doghouse Floor Live Load = 50 psf. Doghouse Floor Dead Load = 66 psf. Grated Platform Dead Load = 33 psf. Crane Dead Load = 1,000 lb. Existing Roof Dead Load = 35 psf. Existing Floor Live Load = 100 psf. Existing Floor Dead Load = 58 psf. Wind Speed = 110 mph, Exposure: C. Seismic Site Class: D. Seismic Design Category: D. Minimum compressive strength of concrete shall be as follows: Toppings for Steel Deck 3,000 psi Other Footings 3,000 psi Slabs on Grade 3,000 psi All other concrete 3,000 psi REINFORCING: All bars shall be ASTM A615, Grade 60, unless noted otherwise. STRUCTURAL STEEL: Wide Flange Steel ASTM A992, Grade 50 50 ksi Hollow Square or Rectangular Steel ASTM A500, Grade B 46 ksi Pipe Steel ASTM A53, Type E or 5, Grade B 35 ksi All Other Structural Steel Shapes ASTM A36 36 ksi 2 P:\18000\18000\Calculations\Structural\18000 JPV.xlsm SITTS & HILL ENGINEERS, INC. TACOMA, WASHINGTON (253) 474-9449 PROJECT RELOCATE DOGHOUSE TO BUILDING 09-53 DESIGN LOADS DESIGNED BRL DATE 10/18/2017 JOB 18,000 CHECKED BKL DATE 10/20/2017 PAGE ROOF LIVE LOAD: DOGHOUSE ROOF LIVE LOAD: DOGHOUSE ROOF DEAD LOAD: 25.0 PSF Snow Load 20.0 PSF Roofing 3.0 PSF Insulation 2.0 PSF Metal Deck 2.0 PSF Lighting, Mechanical, Electrical, Misc. 8.0 PSF 15.0 PSF Superimposed on Roof Trusses Joists 6.5 PSF Beams 2.5 PSF Collateral 15.0 PSF DOGHOUSE FLOOR LIVE LOAD: DOGHOUSE FLOOF DEAD LOAD: 39.0 PSF Total Dead Load 50.0 PSF 4" Concrete Slab and Metal Deck 36.6 PSF Lighting, Mechanical, Electrical, Misc. 5.4 PSF Joists Beams GRATED PLATFORM DEAD LOAD: FRP Grating Lighting, Mechanical, Electrical, Misc. Joists Beams 3 42.0 PSF Superimposed on Joists 16.5 PSF 7.5 PSF 66.0 PSF Total Dead Load 3.0 PSF 6.0 PSF 9.0 PSF Superimposed on Joists 16.5 PSF 7.5 PSF 33.0 PSF Total Dead Load P:\18000\18000\Calculations\Structural\18000 JPV.xlsm SITTS & HILL ENGINEERS, INC. TACOMA, WASHINGTON (253) 474-9449 PROJECT RELOCATE DOGHOUSE TO BUILDING 09-53 DESIGN LOADS DESIGNED BRL DATE 10/18/2017 JOB 18,000 CHECKED BKL DATE 10/20/2017 PAGE EXISTING PLATFORM LIVE LOAD: 100.0 PSF EXISTING PLATFORM DEAD LOAD: Existing 1 1/4" Grating 9.0 PSF Steel Framing Members 10.0 PSF Misc. 6.0 PSF EXISTING ROOF DEAD LOAD: Dead Load Applied to Joists Joists Dead Load (Assumed) 25.0 PSF 25.0 PSF 5.0 PSF 30.0 PSF Superimposed on beams Beams 5.0 PSF EXISTING FLOOR LIVE LOAD: EXISTING FLOOR DEAD LOAD: 35.0 PSF Total Dead Load 100.0 PSF 6" Concrete Slab and Metal Deck 46.4 PSF Lighting, Mechanical, Electrical, Misc. 3.6 PSF 50.0 PSF Superimposed on Joists Joists 4.0 PSF Beams 4.0 PSF 4 58.0 PSF Total Dead Load P:\18000\18000\Calculations\Structural\18000 JPV.xlsm SITTS £t HILL ENGINEERS, INC. TACOMA, WASHINGTON (253) 474-9449 PROJECT C1-1-.-5 DESIGNED DATE CHECKED DATE JOB M1c'Z) SHEET OF 5 - "acs (_: ,__ - -_- _____i__ --1—- - ---J ,-- -- �— -1 r_ - .. v o i t- d- -. ® 0 cJ� - ram J c-_ s_-.)_iZ — ._1_ __I eJ, vv . a...., N...4_, ---ya `J;3 r —---A—�4- ----- 01' ---- --J - --- -- ■ 1 I 1 I 1 - — - --- -1 -- I 1 I I 1 I 1 I�iiI _ '-I� � ---- - - - --1 1---- -- - ----i- � ;- -- - -�- - -,- _1 -- 1- - --.J 1------- ----i--- _J-: - - �- + -- — -- _ J_ -- 1 J- -�---- -- ---1_-i=_�-- -- I- I 1 1.1..- _.- J. i - 1 I_ . j 7 5 SITTS & HILL ENGINEERS, INC. TACOMA, WASHINGTON (253) 474-9449 PROJECT RELOCATE DOGHOUSE TO BUILDING 09-53 SEISMIC DESIGN CRITERIA - SITE DESIGNED BRL DATE 10/18/2017 JOB 18,000 CHECKED BKL DATE 10/20/2017 PAGE Address: 9725 E MARGINAL WAY S TUCKWILA, WA 98108 Latitude: 47.5163 Longitude: -122.2986 Ss = 1.515 S1 = 0.573 (USGS) y Vashon .Island —Redmond' Site Class: D (Assumed) ASCE 7-10, SECTION 11.4: Fa = 1.00 SMS = SsFa = 1.515 x 1.00 SMS = 1.515 SDS = 1/3 SMS = 2/3 X 1.515 SDS = 1.010 ASCE 7-10, SECTION 11.5: Risk Category: II ASCE 7-10, SECTION 11.6: Seismic Design Category: D (Table 11.4-1) (Equation 11.4-1) (Equation 11.4-3) F„ = 1.50 (Table 11.4-2) SM1 = S1F = 0.573 x 1.50 (Equation 11.4-2) SM1= 0.860 Sin = 4/3 SM1 = 2/3 x 0.860 (Equation 11.4-4) SD1 = 0.573 le = 1.00 (Table 1.5-2) (Based on Tables 11.6-1 and 11.6-2) 6 P:\18000\18000\Calculations\Structural\18000 JPV.xlsm SITTS & HILL ENGINEERS, INC. TACOMA, WASHINGTON (253) 474-9449 PROJECT RELOCATE DOGHOUSE TO BUILDING 09-53 SEISMIC DESIGN CRITERIA - BUILDING DESIGNED BRL DATE 10/18/2017 JOB 18,000 CHECKED BKL DATE 10/20/2017 PAGE ASCE 7-10, SECTION 12.2: System Type: B. Building frame systems Vertical Resisting Elements: 3. Steel ordinary concentrically braced frames ASCE 7-10 Detailing Section(s): 14.1 Flexible Diaphragm? No R = 3 1/4 ASCE 7-10, SECTION 12.8.1.1: S20 = 2 Cd = 3 1/4 Height Limitation: 35 FT CS=Sosxl/R= 1.010x1.00/3.25 (Equation 12.8-2) Cs NOM = 0.311 ASCE 7-10, SECTION 12.8.2.1: Structure Type: All other structural systems Cc = 0.020 x = 0.75 Ta=Ctxh„x= 0.020 x ( 30.00 ft ) ^0.75 T=Ta= 0.256s TL= 6s >T CsMAx=Solxl/(TxR)= 0.573x1.00/(0.256x3.25 ) Cs MAX = 0.688 Cs MIN = 0.0445ps x I = 0.044 x 1.010 x 1.00 Cs MIN 1 = 0.044 CsMIN 2= 0.01 Cs = 0.311 V = CSW = 0.311W (Equation 12.8-1) 7 Story Height = 15 ft INumber of Stories = 2 h„= 30ft (Equation 12.8-7) (Figure 22-12) (Equation 12.8-3) (Equation 12.8-5) P:\18000\18000\Calculations\Structural\18000 JPV.xlsm SITTS Et HILL ENGINEERS, INC. TACOMA, WASHINGTON/1 �. (253) 474-9449 PROJECT DESIGNED DATE IC/In_ JOBS . CK') CHECKED DATE SHEET OF 8 7 -�G --^ TU ts., -- f L _-_,asp ILULC...›.— - _____-_ ____ — -- ___ — _—_I—l_. ----_1 --^ I I ------ ----- _- �.— - V S-.....U=2.06r I r A.1}I e I --I /1,—Ffj. ,I ithrk- J J — CL1C,, C,--- , O`J—psy 1,,,_-_Q I Fl L/.. ,..._ = cc-- J L �i — - _- ------ 'J �1� -- \--6110-_-_1-61.-4Wr I__._ li --I IL I ._.. _. _ — --- -- --- 1i ----- 1 y_.._.. --- . 1 L — --,-- I -- _ I•.•. II -. _. L_.J. 1 I 1 t.. I t__J_ _ _ .- _ .I........ ..-. - --.I - ---1.. — 1 — _ -- — —' �.__1 IJ I - — 1 —� .L 1_ �_ ; { H1I 8 SITTS 8- HILL ENGINEERS, INC. TACOMA, WASHINGTON (253) 474-9449 PROJECT ai-3 Y� DESIGNED IIQ, ._., DATE Ib\ /t' JOB 1..„')C -K --C) CHECKED DATE SHEET OF --L- ------I- ---- t ��t - ..:-c_1_,,,,,\ - - - J--�---^-J ;� _ __ _�. - 1 _ _ _ 1 I 11 1 - -- -1- 1 - - ---- -L-. 1- - - -- 1-1- 1- - - - -- -- tt, _ ■ 1 I _7_._____I__± � _ - ---- -- /!_. J_ ___1- II ■ __ - '/JII E .0-a 1) ( a. . LL7 ■ Th - - -- - 1- -I - --- - -1 . _J -- v.._, 1 .- i. rctG . 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TACOMA, WASHINGTON (253) 474-9449 PROJECT C1-.1C�- DESIGNED DATE .I/I\/1� JOB 1CX_' i CHECKED DATE SHEET OF -- - J -J- �r i -- =1 -�-a-- �'�a - ,c-6_ 1 . - - - = - CZ). -- - - CI ‘ \,...,. Cr,� ,-.1:Rl 11.. , . C)1 q - 111111171 -\\-- --I- -- - ---- - --- -- - 4:11 ^ '1 J - -1 --- ( -1-- --1- r --------- -1 - - - C,ty, c._4---, e --, I '1 1-1 -=1L:, 1--- - C- k� -1�: i, -L _ � _ �- i ---- --y = C)-16 :'-1 r _ Wit, 11741-5(.1,-5 . i 1�::-- -- - -1-- �- --- -1--I--_ --- - - - - - --- - - -- --__- - --- - - __- -I -- -- - I ------ - - - - ----- ■ J J I �_ -I_ _ jJ- 1 f . _ i_ _.L 1- - - - -I f- _ _ - I -j - 1 �-- J --i - ._,. _.1 _I - --.- '-- .___l_-- l - i .1 1- ;-- . 1 __ a- - - L 1_ .. ! ! ; _. J.__. 11 7 1• 1 �J_-I - I I I .... 11 S1TTS & HILL ENGINEERS, INC. DESIGNED DATE 1/1/1.- JOB I' C: TACOMA, WASHINGTON (253) 474-9449 PROJECT q_ 10C) CHECKED DATE SHEET OF 12 ��c 1—c—eta-)-,—r _ L _ i _1 r 4 -- - . c - �(- - -- - — _ _i_ —---J - - __--cam,► — --- --- ,�, 11, _i1 -�-i' --1 -1\-;% )�_ 1 1 1.-3-4- - Tir1L I_ -1q3 - c -7p- T -I ►2. - — -j I__-1 --- i �V . i . I I - -I — I -i _- — --- I. — --� c. 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TACOMA, WASHINGTON (253) 474-9449 PROJECT C)\-��'J'�C DESIGNED 'SQL- DATE 1/11/1`g JOB ttjCY....C) CHECKED DATE SHEET OF 13 I I —>^ .P.- — --- I - L - ___---- _ .._,'2.-ec _% �i > - 1-'1'i..1.\ o+Lp- ---�- A --I -- 1_ ._..Ha.r -- - - - - .'- P JP - J I - --I- _ 1 ,c, _J- lib)._ C),,Q) .1_1 — -- — — -I- - --- I .i. --1 --- — ---- L � a__ --- 1 1 I I J J. _ 1— J—I-- _ — -- -I-- - - _J_- { i - -- -� 1 1 I !.._ =_i- i ---- .... - 'I 0 -� -- - _ . _ �..__-----,�... I-- —a— — 1 ii --_ 7 - -; �_._. ...r I j I 1 11 j -i I --- 1 .J 1 1 t J L 13 SITTS & HILL ENGINEERS, INC. TACOMA, WASHINGTON (253) 474-9449 PROJECT RELOCATE DOGHOUSE TO BUILDING 09-53 DESIGNED CHECKED SME DATE 8/4/2017 JOB 18,000 BRL DATE 10/18/2017 WIND CALCULATIONS (per ASCE 7-10, § 27.4 - Directional Procedure) PAGE MWFRS Method: Rigid Buildings of All Heights Exposure Category: C Basic Wind Speed: 110 mph Structure Type: Buildings Wind Directionality Factor, Kd= 0.85 Main Ridge Orientation: Both Maximum Roof Height = 73 ft Mean Roof Height, h = 73 ft Top of Parapet Height = Roof Pitch = 0.25 E to W Dimension of Building = 46 ft N to S Dimension of Building = 28 ft Velocity Pressure Coefficients, K, and Kh : Internal Pressure Coefficient: External Pressure Coefficient: Cp = 0.80 Cp = -0.37 Cp = -0.50 Cp = -0.70 § 27.4.1 Fig 26.5-1 and/or Local Jurisdiction Risk Category: II Gust Factor, G = 0.85 Topographic Factor, K, = 1.00 : 12 Enclosure Classification: Enclosed zg = 900 ft Kh = 1.18 qh = 31.2 psf (Gcp;) = ± 0.18 L/B = 1.64 L/B = 0.61 for windward walls for EW leeward walls for NS leeward walls for side walls h/L = 1.59 h/L = 2.61 Cp = -0.9 , -0.18 Cp = -0.9 , -0.18 Cp = -0.5 , -0.18 Cp = -0.3 , -0.18 for 0 to h/2 ** for h/2 to h for h to 2h for 2h to end GCp„ = 1.50 GCp„ = -1.00 for windward parapet for leeward parapet 14 a = 9.5 Kp = 0.85 qp = 22.4 psf for E H W Direction for N H S Direction at flat (q < 10°) roofs Both Directions Table 26.6-1 Table 1-5-1 § 26.9.1 Eq. 26.8-1 § 26.2 Table 26.9-1 Table 27.3-1 Eq. 27.3-1 Table 26.11-1 Fig. 27.4-1 § 28.4.2 P:\18000\18000\ Calculations \Structural\18000 JPV.xlsm SITTS & HILL ENGINEERS, INC. TACOMA, WASHINGTON (253) 474-9449 PROJECT RELOCATE DOGHOUSE TO BUILDING 09-53 DESIGNED SME DATE 8/4/2017 JOB 18,000 CHECKED BRL DATE 10/18/2017 WIND CALCULATIONS (per ASCE 7-10, § 27.4 - Directional Procedure) PAGE Design Wind Pressures: E/W Leeward Walls: N/S Leeward Walls: Side Walls: Roof : (0 to h) (O to h) (h to 2h) (h to 2h) (2h to end) (2h to end) + p = -15.5 psf - p = -4.2 psf + p = -18.9 psf - p = -7.6 psf + p = -24.2 psf - p = -12.9 psf Cp = -0.9 Cp = -0.18 qGCp-q(Gcpi) = -29.5 psf -10.4 psf qGCp+q(Gcpi) = -18.2 psf 0.8 psf Cp = -0.5 Cp = -0.18 qGCp-q(Gcpi) = -18.9 psf -10.4 psf qGCp+q(Gcpi) = -7.6 psf 0.8 psf Cp=-0.3 Cp=-0.18 qGCp-q(Gcpi) = -13.6 psf -10.4 psf qGCp+q(Gcpi) = -2.3 psf 0.8 psf 15 + p = -29.5 psf - p = 0.& psf +p=-18'.9 psf - p = 0.8 psf + p = -13.6 psf - p = 0.8ipsf Eq. 27.4-1 Eq. 27.4-1 P:\18000\18000\Calculations\Structural\18000 JPV.xlsm Windward Walls Level Height KZ qz (psf) +p (psf) -p (psf) Top of Wall 73.00 1.18 31.2 15.6 26.8 Base 43.00 1.06 27.9 13.4 24.6 E/W Leeward Walls: N/S Leeward Walls: Side Walls: Roof : (0 to h) (O to h) (h to 2h) (h to 2h) (2h to end) (2h to end) + p = -15.5 psf - p = -4.2 psf + p = -18.9 psf - p = -7.6 psf + p = -24.2 psf - p = -12.9 psf Cp = -0.9 Cp = -0.18 qGCp-q(Gcpi) = -29.5 psf -10.4 psf qGCp+q(Gcpi) = -18.2 psf 0.8 psf Cp = -0.5 Cp = -0.18 qGCp-q(Gcpi) = -18.9 psf -10.4 psf qGCp+q(Gcpi) = -7.6 psf 0.8 psf Cp=-0.3 Cp=-0.18 qGCp-q(Gcpi) = -13.6 psf -10.4 psf qGCp+q(Gcpi) = -2.3 psf 0.8 psf 15 + p = -29.5 psf - p = 0.& psf +p=-18'.9 psf - p = 0.8 psf + p = -13.6 psf - p = 0.8ipsf Eq. 27.4-1 Eq. 27.4-1 P:\18000\18000\Calculations\Structural\18000 JPV.xlsm SITTS & HILL ENGINEERS, INC. TACOMA, WASHINGTON (253) 474-9449 PROJECT RELOCATE DOGHOUSE TO BUILDING 09-53 DESIGNED CHECKED SME DATE 8/4/2017 JOB 18,000 BRL DATE 10/18/2017 WIND CALCULATIONS (per ASCE 7-10, § 27.4 - Directional Procedure) PAGE MWFRS Method: Rigid Buildings of All Heights Exposure Category: C Basic Wind Speed: 110 mph Structure Type: Buildings Wind Directionality Factor, Kd= 0.85 Main Ridge Orientation: Both Maximum Roof Height = 43 ft Mean Roof Height, h = 43 ft Top of Parapet Height = 44 ft Roof Pitch = E to W Dimension of Building = 198 ft N to S Dimension of Building = 276 ft Velocity Pressure Coefficients, K, and Kh : Internal Pressure Coefficient: External Pressure Coefficient: Cp = 0.80 Cp = -0.50 Cp = -0.42 Cp = -0.70 § 27.4.1 Fig :.26.5-1 and/or Local Jurisdiction Risk Category: II Gust Factor, G = 0.85 Topographic Factor, K,, = 1.00 : 12 Enclosure Classification: Enclosed zg = 900 ft Kh = 1.06 qh = 27.9 psf (Gcp;) = ± 0.18 L/B = 0.72 L/B = 1.39 for windward walls for EW leeward walls for NS leeward walls for side walls h/L = 0.22 h/L = 0.16 Cp = -0.9 , -0.18 Cp = -0.9 , -0.18 Cp = -0.5 , -0.18 Cp = -0.3 , -0.18 for 0 to h/2 for h/2 to h for h to 2h for 2h to end GC, = 1.50 GC, = -1.00 Design Wind Pressures: for windward parapet for leeward parapet a = 9.5 Kp = 1.06 qp = 28.0 psf for E H W Direction for N H S Direction at flat (q < 10°) roofs Both Directions E/W Leeward Walls: N/S Leeward Walls: Side Walls: + p = -16.9 psf - p = -6.8 psf + p = -15.0 psf - p = -5.0 psf + p = -21.6 psf - p = -11.G psf Table 26.6-1 Table 1-5-1 § 26.9.1 Eq. 26.8-1 § 26.2 Table 26.9-1 Table 27.3-1 Eq. 27.3-1 Table 26.11-1 Fig. 27.4-1 § 28.4.2 Eq. 27.4-1 P:\18000\18000\Calculations\Structural\18000 JPV.xlsm Windward Walls Level Height K, q, (psf) +p (psf) -p (psf) Top of Wall 43.00 1.06 27.9 13.9 24.0 Base 0.85 22.4 10.2 20.2 E/W Leeward Walls: N/S Leeward Walls: Side Walls: + p = -16.9 psf - p = -6.8 psf + p = -15.0 psf - p = -5.0 psf + p = -21.6 psf - p = -11.G psf Table 26.6-1 Table 1-5-1 § 26.9.1 Eq. 26.8-1 § 26.2 Table 26.9-1 Table 27.3-1 Eq. 27.3-1 Table 26.11-1 Fig. 27.4-1 § 28.4.2 Eq. 27.4-1 P:\18000\18000\Calculations\Structural\18000 JPV.xlsm SITTS & HILL ENGINEERS, INC. DESIGNED SME Roof : (O to h) (O to h) (h to 2h) (h to 2h) (2h to end) (2h to end) Cp=-0.9 Cp = -0.18 qGCp-q(Gcpi) _ -26.4 psf -9.3 psf qGCp+q(Gcpi) = -16.3 psf 0.8 psf Cp=-0.5 Cp=-0.18 qGCp-q(Gcpi) = -16.9 psf -9.3 psf qGCp+q(Gcpi) = -6.8 psf 0.8 psf Cp=-0.3 Cp=-0.18 qGCp-q(Gcpi) = -12.1 psf -9.3 psf qGCp+q(Gcpi) = -2.1 psf 0.8 psf 17 DATE 8/4/2017 JOB 18,000 + p = -26.4 psf - p = 0.8 psf + p = -16.9 psf -p= 0.8psf + p = -12.1 psf - p = 0.8 ipsf Eq. 27.4-1 P:\18000\18000\Calculations\Structural\18000 JPV.xlsm SITTS Ft HILL ENGINEERS, INC. TACOMA, WASHINGTON (253) 474-9449 PROJECTC\ 100C- 1 -)SL� DESIGNED DATE IU/JOB I'Zi CHECKED DATE SHEET OF 18 I 17 � w � — 1L YD 1 "W*-- ' 4`�1 1 V ��. 1 rc-si _m_ `��� I- -J 1------------ u - ------ ------ -- -- -- ----- I I I 1 ='3C�� I 1 i 1-r i 1 1d , ,r - A- r, _ J -- — i 1 ------ -=-r 1I/I -------------- I - 1I - �� )i .1-I b 11 >' - I a CIS,�=j SITTS £t HILL ENGINEERS, INC. TACOMA, WASHINGTON (253) 474-9449 PROJECT q DESIGNED 6:1 DATE I/)� / I� JOB Wir.-..d1C) CHECKED DATE SHEET OF. — --i— i— —i -1_--I-- fit:ALIA ''` • 1- / I --- —� — — -- T` - --- --L.-, -111---(1E -- i '01e,„s / 1 TIES 1,,. `� --I--1--E7---1--/1: `—I 1 �� �- -E7- , n H c - ---- ry — -1- , I� -1 6,\,,k;„ 1 I Iv �, - 1 li • 1 ---#. ,-A --I -I r/ .I I t J I I li I II II I II - --I ---__ J__ .__ ---__ ----- ----- L _J - -- I � I 1 d —IY,- -i- -- I —I1 —1 1.1_1_ _ = T0, g a I ---1 `r],Mpc r— l) ir_ 6C) I s `. a ' "J - t --1 _1 1 ......_ ate. L_.., f .� - I ' -r -JAI / 1 i m 1 4 C .•1 .1 _ -— C _-,�;,�,,,< I _ J I J:iH I I . 1 1 �- -!-_� ZI- - L -, _I J_ TC - - L; '-� I J ..- I � I .� 'j rZ� L7 .. � !_ i�_ L I I..- -_I L i I L� 1 i J L___l` 1= 1 f U 1 j� I - . _ !1__ 1. — .. i1 {yam. 1 1 19 SITTS 8- HILL ENGINEERS, INC. TACOMA, WASHINGTON (253) 474-9449 PROJECT DESIGNED &2,1---.4 DATE /IT JOB I.00 CHECKED DATE SHEET OF 20 I� J Z r �+��/��J �f l/ 3rd s - -I -1i-I-1 i I.1 _ _ -1_ _LA___. __I_l-1 I i --- ---1- -T- _ _11+ -f2 -i\ -c: ---111,421c' -kV& _I ` O I P- 1 474 - , .:,_I -17---31-s-L--1Sb ----------1-----1--- – -- – — -- -- – ---- – ----I-7 �� C��-i-- �= lam,-2CCu -(� --- II i 11... _),...bGlz^.r"j-�-' . , (> .a. ' �--- 1 I I i 1 1 I _��- �� fi -.__ C c--. = ate- - -i 1 - - - �- 1 -- -- - l ---L-�+ IT r \\• I- II ____ .ri i i T = -._L___T_.-_J_-__IJ_ _ I11�.1 I_ _L_ —._-____ _-__-__--:_ -- – __ I - 1 --- i _ _ H 1 1- - -- 4-_ - -- 1- I r _1 _ _� � _ ___i_ 1 ____-_____ _z = ; __ _ w._, .____ -_ Pr _ G_... -- -ey/ .= L 4 v,_ n1 ,� 6'11-1-k :)_I •J-- ._._. _ -_.__ _ _ l - _•__�_ .._ _- - .l_ 1 - a;),.„,4-_,„...47,,,, � _ 1. 1 1 _ 5, I l ) i\---1 _ -e � I -L - - - __ - . _ _- 1 I j .L I— i i iLz J{ 20 Y Envelope Only Solution Sitts & Hill Engineers, Inc. BRL 18,000 9-53 Doghouse SK -1 Jan 17, 2018 at 5:15 PM 2018-01-17 Doghouse Structure.r3d 21 Envelope Only Solution Sitts & Hill Engineers, Inc. BRL 18,000 9-53 Doghouse SK -2 Jan 17, 2018 at 5:16 PM 2018-01-17 Doghouse Structure.r3d 22 Envelope Only Solution Sitts & Hill Engineers, Inc. BRL 18,000 9-53 Doghouse SIS -3 Jan 17, 2018 at 5:17 PM 2018-01-17 Doghouse Structure.r3d 23 Envelope Only Solution Sitts & Hill Engineers, Inc. BRL 18,000 9-53 Doghouse SK -4 Jan 17, 2018 at 5:18 PM 2018=01-17 Doghouse Structure.r3d 24 Y Envelope Only Solution 40 Sitts & Hill Engineers, Inc. BRL 18,000 9-53 Doghouse SK -5 Jan 17, 2018 at 5:18 PM 2018-01-17 Doghouse Structure.r3d 25 Y Z x Envelope Only Solution Sitts & Hill Engineers, Inc. BRL 18,000 9-53 Doghouse SIS -6 Jan 17, 2018 at 5:19 PM 2018-01-17 Doghouse Structure.r3d 26 Y Loads: BLC 1, Dead Envelope Only Solution Sills & Hill Engineers, Inc. BRL 18,000 9-53 Doghouse SK -7 Jan 17, 2018 at 5:19 PM 2018-01-17 Doghouse Structure.r3d 27 Loads: BLC 2, Collateral Dead Envelope Only Solution Sitts & Hill Engineers, Inc. BRL 18,000 9-53 Doghouse SK -8 , Jan 17, 2018 at 5:21 PM 2018-01-17 Doghouse Structure.r3d 28 Loads: BLC 3, Roof Live Envelope Only Solution Sitts & Hill Engineers, Inc. BRL 18,000 9-53 Doghouse SK -9 Jan 17, 2018 at 5:21 PM 2018-01-17 Doghouse Structure.r3d 29 Y Loads: BLC 4, Snow Envelope Only Solution Sitts & Hill Engineers, Inc. BRL 18,000 9-53 Doghouse SIS - 10 Jan 17, 2018 at 5:21 PM 2018-01-17 Doghouse Structure.r3d 30 Loads: BLC 5, Live Envelope Only Solution Sitts & Hill Engineers, Inc. BRL 18,000 9-53 Doghouse SK - 11 Jan 17, 2018 at 5:22 PM 2018-01-17 Doghouse Structure.r3d 31 Z X Loads: BLC 6, Wind (X -X) Envelope Only Solution Sitts & Hill Engineers, Inc. BRL 18,000 9-53 Doghouse SK - 12 Jan 17, 2018 at 5:22 PM 2018-01-17 Doghouse Structure.r3d 32 Z X Loads: BLC 7, Wind (Z -Z) Envelope Only Solution Sifts & Hill Engineers, Inc. BRL 18,000 9-53 Doghouse SK - 13 Jan 17, 2018 at 5:22 PM 2018-01-17 Doghouse Structure.r3d 33 441.251b/ft Loads: BLC 8, Seismic (X -X) Envelope Only Solution Sitts & Hill Engineers, Inc. BRL 18,000 9-53 Doghouse SK - 14 Jani 17, 2018 at 5:23 PM 2018-01-17 Doghouse Structure.r3d 34 Loads: BLC 9, Seismic (Z -Z) Envelope Only Solution Sitts & Hill Engineers, Inc. BRL 18,000 9-53 Doghouse SK - 15 Jan 17, 2018 at 5:23 PM 2018-01-17 Doghouse Structure.r3d 35 127.75lb Loads: BLC 10, Accidental Torsion (X -X) Envelope Only Solution Sitts & Hill Engineers, Inc. BRL 18,000 9-53 Doghouse SK - 16 Jan 17, 2018 at 5:23 PM 2018=01-17 Doghouse Structure.r3d 36 Loads: BLC 11, Accidental Torsion (Z -Z) Envelope Only Solution Sitts & Hill Engineers, Inc. BRL 18,000 9-53 Doghouse SK - 17 Jan 17, 2018 at 5:24 PM 2018-01-17 Doghouse Structure.r3d 37 Z X Loads: BLC 12, Crane Live (X -X) Envelope Only Solution Sitts & Hill Engineers, Inc. BRL 18,000 9-53 Doghouse SIS - 18 Jan 17, 2018 at 5:24 PM 2018-01-17 Doghouse Structure.r3d 38 Loads: BLC 13, Crane Live (Z -Z) Envelope Only Solution Sitts & Hill Engineers, Inc. BRL 18,000 9-53 Doghouse SK-- 19 Jan 17, 2018 at 5:24 PM 2018-01-17 Doghouse Structure.r3d 39 Company : Sitts & Hill Engineers, Inc. Jan 17, 2018 11 RISA Designer : BRL 5:28 PM Job Number : 18,000 Checked By: A NEMETSCHEK COMPANY Model Name : 9-53 Doghouse (Global) Model Settings Display Sections for Member Calcs 5 Max Internal Sections for Member Calcs 97 Include Shear Deformation? Yes Increase Nailing Capacity for Wind? Yes Include Warping? Yes Trans Load Btwn Intersecting Wood Wall? Yes _ _ Area Load Mesh (in^2) 144 Merge Tolerance (in) .12 P -Delta Analysis Tolerance 0.50% Include iP P -Delta for Walls? Yes Automatically Iterate Stiffness for Walls? Yes Max Iterations for' Wall Stiffness 3 Gravity Acceleration (ft/sec^2) 32.2 Wall Mesh Size (in) 12 Eigensolution Convergence Tol. (1.E-) 4 Vertical Axis Y Global Member Orientation Plane XZ Static Solver Sparse Accelerated Dynamic Solver Accelerated Solver Hot Rolled Steel Code AISC 14th(360-10): LRFD Adjust Stiffness? Yes(Iterative) RISAConnection Code AISC 14th(360-10): LRFD Cold Formed Steel Code AISI S100-10: ASD Wood Code AWC NDS -12: ASD Wood Temperature < 100F Concrete Code ACI 318-11 Masonry Code ACI 530-11: ASD Aluminum Code AA ADM1-10: ASD - Building AISC 14th(360-10): ASD Number of Shear Regions 4 Region :Spacing lIncrement (in) 4 _. Biaxial Column Method Exact Integration IParme'Beta Factor (PCA) _ _ .65 Concrete Stress Block Rectangular Use Cracked Sections? Yes I Use Cracked Sections Slab? No Bad Framing Warnings? No Unused Force Warnings? Yes Min 1 Bar Diam. Spacing? No Concrete Rebar Set REBAR SET ASTMA615 Min % Steel for Column _ 1 Max % Steel for Column 8 RISA -3D Version 16.0.1 [P:\18000\18000\Calculations\Structural\2018-01-17 Doghouse Structure.r3d] Page 28 40 Company : Sills & Hill Engineers, Inc. Jan 17, 2018 Designer : BRL 5:28 PM Job Number : 18,000 Checked By: ANEMETSCHEK COMPANY Model Name : 9-53 Doghouse (Global) Model Settings, Continued Seismic Code ASCE 7-10 Seismic Base Elevation (ft) Not Entered Add Base Weight? Yes CtX .02 Ct Z .02 T X(sec) Not Entered T Z (sec) Not Entered RX3 .3 RZ 3 Ct Exp. X .75 Ct Exp. Z .75 SD11 A992 SDS 1 S1 1 TL (sec) 5 Risk Cat I or II Drift Cat Other Om.Z 1 Om X 1 Cd Z 1 Cd X 1 Rho Z 1 Rho X 1 29000 11154 Footing Overturning Safety Factor 1 Optimize for OTM/Sliding No Check Concrete Bearing No Footing Concrete Weight (k/ft^3) 0 Footing Concrete fc (ksi) 4 Footing Concrete Ec (ksi) 3644 Lambda 1 Footing Steel fy (ksi) 60 Minimum Steel 0.0018 Maximum Steel 0.0075 Footing Top Bar #3 Footing iTop !Bar. Cover (in) 2 Footing Bottom Bar #3 Footing 'Bottom Bar Cover(in) 3.5 Pedestal Bar #3 Pedestal Bar Cover (in) 1.5 Pedestal Ties #3 Hot Rolled Steel Properties Label E fkl G fksi Therm (\1E..Densitv[k/ft.. Yieldfksil Fufksil 1 A36 Gr.36 29000 11154 .3 .65 .49 36 1.5 58 1.2 2 A572 Gr.50 29000 _ 11154 .3 .65 .49 50 1.1 58 1.2 3 A992 29000 11154 .3 .65 .49 50 1.1 58 1.2 4 A500 Gr.42 29000 11154 .3 .65 .49 42 1.3 58 1.1 5 A500 Gr.46 29000 11154 .3 .65 .49 46 1.2 58 1.1 Hot Rolled Steel Section Sets 1 Label Shape Type W24x84 Main Beam W24x84 Beam Design List Wide Flange Material Design R... A [in2j lyy [in4] Izzjin4] J [in4j A992 Typical 24.7 94.4 2370 3.7 2 W24x84 Beam W24x84 Beam 3 W12x65 Floor Joists W12x65 Beam Wide Flange Wide Flange A992 A992 Typical Typical 24.7 94.4 2370 3.7 19.1 174 533 2.18 RISA -3D Version 16.0.1 [P:\18000\18000\Calculations\Structural\2018-01-17 Doghouse Structure.r3d] Page 29 41 Company : R BL & Hill Engineers, Inc. Designer : BRL Number : 18,000 ANEMETSCHEK COMPANY Model Name : 9-53 Doghouse Jan 17, 2018 5:28 PM Checked By: Hot Rolled Steel Section Sets (Continued) Label Shane T 4 W21x55 Columns W21x55 Column Wide Flange A992 Typical 16.2_ 48.4 1140 1.24 5 HSS8x8x3/8 Cross Br.. HSS8x8x6 VBrace Tube A500 Gr... Typical 10.4 100 100 160 6 HSS6x6x3/8 Columns HSS6x6x6 Column Tube A500 Gr... Typical 7.58 39.5 39.5- _64.6 7 W12x26 Roof Beams W12x26 Beam Wide Flange A992 Typical 7.65 17.3 204 .3 8 1-1/4" Rod Braces 1-1/4" Rod VBrace BAR A36 Gr.36 Typical_ 1.227 .12 .12 .24 9 W12x106 Beam W12x106 Beam Wide Flange A992 Typical 31.2 3.01 933 9.13 10 W10x54 Columns W10x54 Column Wide Flange A992 Typical 15.8 103 303 1.82 11 W12x65 Columns W12x65 Column Wide Flange A992 Typical 19.1 174 533 2.18 12 W12x26 Blocking W12x26 Beam Wide Flange A992 Typical 7.65 17.3 204 .3 13 FRP Stringer Support W12x26 Beam Wide Flange A992 Typical 7.65 17.3 204 .3 14 C12x20.7 Channel C12x20.7 Beam Channel A36 Gr.36 Typical 6.08 3.86 129 .369 Joint Coordinates and Temperatures Label X Temp IF1 1 N1 3.5 14.667 37 0 2 N2 3.5 14.667 8.5 0 3 N3 43.5 14.667 37 0 4 N4 43.5 14.667 4 0 5 N5 3.5 14.667 11.5 0 6 N6 43.5 14.667 11.5 0 7 N7 3.5 14.667 33.5 0 8 N8 43.5 14.667 33.5 0 9 N9 7.5 14.667 37 .0 10 N10 7.5 14.667 8.5 0 11 N11 11.5 14.667 37 0 12 N13 15.5 14.667 37 0 13 N15 19.5 14.667 37 0 14 N16 19.5 14.667 4 0 15 N17 23.5 14.667 37 0 16 N18 23.5 14.667 4 0 17 N19 27.5 14.667 37 0 18 _ N20 27.5 14.667 4 0 19 N21 31.5 14.667 37 0 20 N22 31.5 14.667 4 _0 21 N23 35.5 14.667 37 0 22 N24 35.5 14.667 4 0 23 N25 39.5 14.667 37 0 24 N26 39.5 14.667 4 _ 0 25 N27 0 14.667 37 0 26 _N28_ . _ __ 47 14.667 37 0 _ 27 N29 39.5 14.667 33.5 0 28_ N30 47 14.667 33.5 0 29 N31 39.5 14.667 27.5 0 30 N32 47 __ 14.667 27.5 0 31 N33 39.5 14.667 22.5 0 32 N34 47 14.667 22.5 0 33 N35 39.5 14.667 17.5 0 34 N36 47 _ 14.667 17.5 0 35 N37 39.5 14.667 11.5 0 36_ N38 47 14.667 _ _ 11.5 0 37 N39 15.5 14.667 4 0 38 N40 47 14.667 4 0 39 N41 7.5 14.667 33.5 0 40 N42 0 14.667 _ 33.5 0 41 N43 7.5 14.667 27.5 0 RISA -3D Version 16.0.1 [P:\18000\18000\Calculations\Structural\2018-01-17 Doghouse Structure.r3d] Page 30 42 Company : Sifts & Hill Engineers, Inc. Iii RISA Job INumber : 18,000 ANEMETSCHEK COMPANY Model Name : 9-53 Doghouse Jan 17, 2018 5:28 PM Checked By: Joint Coordinates and Temperatures (Continued) Label X fftl Y Temo fFl 42 _ N44 0 14.667 27.5_ 0 43 N45 7.5 14.667 22.5 0 44 N46 0 14.667 22.5 0 45 N47 7.5 14.667 17.5 0 46 N48 __ 0 14.667 17.5 0 47 N49 7.5 14.667 11.5 0 48 N50 0 14.667 11.5 0 49 N51 11.5 14.667 8.5 0 50 N52 3.5 0 37 0 51 N53 43.5 0 37 0 52 N54 43.5 14.667 8.5 0 53 N55 43.5 0 8.5 0 54 N56 3.5 0 8.5 0 55 N57 39.5 14.667 8.5 0 56 N58 11.5 14.667 4 0 57 N59 16.917 14.667 11.5 0 58 N60 30.083 14.667 11.5 0 59 N61 16.917 14.667 33.5 0 60 N62 30.083 14.667 33.5 0 61 N63 3.5 14.667 27.5 0 62 N64 43.5 14.667 27.5 0 63 N65 3.5 30.458 33.5 0 64 N66 3.5 30.458 27.5 0 65 N67 3.5 30.458 11.5 0 66 N68 16.917 30.458 11.5 0 67 N69 30.083 30.458 11.5 0 68 N70 43.5 30.458 11.5 0 69 N71 43.5 30.458 27.5 0 70 N72 43.5 30.458 33.5 0 71 N73 30.083 30.458 33.5 0 72 N74 16.917 _30.458 33.5 0 73 N75 5.5 30.458 33.5 0 74 N76 5.5 30.458 - _ _ 11.5 0 75 N77 9.5 30.458 33.5 0 76 N78 _ __ _ ._ _ 9.5 30.458 11.5 _ _ 0 77 N79 13.5 30.458 33.5 0 78 N80 13.5 30.458 11.5 0 79 N81 17.5 30.458 33.5 0 80 N82 17.5 30.458__ 11.5 0 81 N83 21.5 30.458 33.5 0 82 NM 21.5 30.458 11.5 0 83 N85 25.5 30.458 33.5 0 84 N86 25.5 30.458 11.5 0 85 N87 29.5 30.458 33.5 0 86 N88 29.5 30.458 11.5 0 87 N89 33.5 30.458 33.5 0 88 N90 33.5 30.458 11.5 0 89 N91 37.5 30.458 33.5 0 90 N92 37.5 30.458 11.5 0 91 N93 30.166667 30.458 33.5 0 92 N94 11.5 14.667 33.5 0 93 N95 15.5 14.667 33.5 0 94 N96 19.5 14.667 33.5 0 95 N97 23.5 14.667 33.5 0 96 _ N98 27.5 14.667 33.5 0 97 N99 31.5 14.667 33.5 0 98 N100 35.5 14.667 33.5 0_ RISA -3D Version 16.0.1 [P:\18000\18000\Calculations\Structural\2018-01-17 Doghouse Structure.r3d] Page 31 43 Company : Sifts & Hill Engineers, Inc. 11 RISA g : BRL JobDesiNumnerber 18,000 A NEMETSCNEK COMPANY Model Name : 9-53 Doghouse Jan 17, 2018 5:28 PM Checked By: Joint Coordinates and Temperatures (Continued) 99 N101 11.5 14.667 11.5 0 Lbvv 100 N102 15.5 14.667 _ 11.5 0 2 101 N103 19.5 14.667 11.5 0 102 N104 23.5 14.667 11.5 _ 0 M5 103 N105_ 27.5 14.667 11.5 0 104 N106 31.5 _ __ . _ . 14.667 11.5 0 W12x65 Fl... 105 N107 35.5 14.667 11.5 0 1 106 N 106A 0 14.667 _- 8.5 0 33 107 N107A 23.5 14.667 8.5 0 1 108 N110 3.5 14.667 17.5 _ _ 0 109 N111 43.5 14.667 17.5 0 110 N113 3.5 30.458 17.5 0 111 N114 43.5 30.458 17.5 0 Lateral 112 N112 3.5 30.458 28.25 0 1 113 N113A 5.5 30.458 28.25 0 9 114 N114A 3.5 14.667 28.25 0 115 N115 7.5 14.667 28.25 0 M12 116 N116 41.5 30.458 33.5 0 _ 117 N117 41.5 30.458 11.5 0 W12x65 Fl... Hot Rolled Steel Design Parameters Lbzzfftl 1 M1 W24x84 Be.., 28.5 Lbvv 1 1 Lateral 2 M2 W24x84 Be.. 28.5 Lbyy 1 1 Lateral 3 M5 W12x65 Fl... 28.5 4 4 1 1 1 Lateral 4 M6 W12x65 Fl... 33 1 1 1 Lateral 5 M7 W12x65 Fl... 33 1 1 1 Lateral 6 M8 W12x65 Fl... 33 1 1 1 Lateral 7 Mg W12x65 FI... 33 1 1 1 Lateral 8 M10 W12x65 Fl... 33 _ _ 1 1 1 Lateral 9 M11 W12x65 Fl... 33 1 1 1 Lateral 10 M12 W12x65 FI... 33 1 _ 1 1 Lateral 11 M13 W12x65 Fl... 33 4 4 1__ 1 1 Lateral 12 M15 W12x65 Fl... 7.5 _ ___Lbyy 1 _ _ 1 Lateral 13 M16 W12x65 Fl... 7.5 Lbvv 1 1 Lateral 14 M17 W12x65 FI... 7.5 Lbyy .8 .8 Lateral 15 M18 W12x65 Fl... 7.5 Lbvv 1 1 Lateral 16 M19 W12x65 FI... 7.5 Lbyy _1 1 Lateral 17 M20 W12x65 Fl... 35.5 4 4 4 4 .65 .65 Lateral 18 M21 W12x65 Fl... 33 5.5 Lbyy .65 .65 Lateral 19 M22 W12x65 Fl... 7.5 Lbvv 1 1 Lateral 20 M23 W12x65 Fl... 7.5 Lbyy - 1 1_ Lateral 21 M24 W12x65 FI... 7.5 Lbvv .8 .8 Lateral 22 M25 _ W12x65 FL.. 7.5 Lbyy 1 1 Lateral 23 M26 W12x65 Fl... 7.5 Lbw 1 1 Lateral 24 M27 W24x84 M... 40 4 20 Lbyy 1 1 Lateral 25 M29 W12x65 FI... 28.5 5.5 Lbvv 2.1 2.1 Lateral 26 M30 W10x54 Co...14.667 _ .65 .65 Lateral 27 M31 W10x54 Co...14.667 .65 .65 Lateral 28 M32 W10x54 Co. -14.667 .65 .65 Lateral 29 M33 W10x54 Co...14.667 .65 .65 Lateral 30 M33A HSS8x8x3/... 24.802 1 1 Lateral 31 M34 HSS8x8x3/... 24.802 1 1 Lateral 32 M35 HSS8x8x3/... 24.802 1 1 Lateral 33 M36 HSS8x8x3/... 24.802 1 1 Lateral RISA -3D Version 16.0.1 [P:\18000\18000\Calculations\Structural\2018-01-17 Doghouse Structure.r3d] Page 32 44 Company : Sitts & Hill Engineers, Inc. I' RISA L Job'Number : 18,000 ANEMETSCHEK COMPANY Model Name : 9-53 Doghouse Jan 17, 2018 5:28 PM Checked By: Hot Rolled Steel Design Parameters (Continued) Label Shape Lenathfftl Lbwfftl Lbzzfftl Lcomp tonFftl Lcomo botfftl L - Cb Functi 34 M37 HSS8x8x3/... 32.053.. 1 .1 _ _ . Lateial 35 M38 HSS8x8x3/...32.053 1 1 Lateral 36 M39 HSS8x8x3/... 32.053 1 1 Lateral' 37 M40 HSS8x8x3/... 32.053 _ _ _ 1 1 Lateral 38 M41 W24x84 M... 40 4 20 4 1 1 Lateral 39 M42 HSS6x6x3/... 15.791 .65 .65 Lateral 40 M43 HSS6x6x3/... 15.791 _ .65 .65 Lateral 41 M44 HSS6x6x3/... 15.791 .65 .65 Lateral 42 M45 HSS6x6x3/... 15.791 .65 .65 Lateral 43 M46 HSS6x6x3/...15.791 .65 .65 Lateral 44 M47 HSS6x6x3/... 15.791 .65 .65 Lateral 45 M48 HSS6x6x3/... 15.791 .65 .65 Lateral 46 M49 HSS6x6x3/... 15.791 .65 .65 Lateral 47 M50 HSS6x6x3/.. 15.791 .65 .65 Lateral 48 M51 HSS6x6x3/... 15.791 _ .65 .65 Lateran 49 M52 W12x26 Ro... 40 4 13.42 4 4 .65 .65 Lateral 50 M53 W12x26 Ro... 40 4 13.42 4 4 .65 .65 Lateral l 51 M54 W12x26 Ro... 22 Lbw 1 1 Lateral 52 M55 W12x26 Ro... 22 Lbyy 1 1 Lateral I 53 M56 W12x26 Ro... 22 Lbw 1 1 Lateral 54 M57 W12x26 Ro... 22 Lbyy 1 1 Lateral 55 M58 W12x26 Ro... 22 Lbw 1 1 Lateral 56 M59 W12x26 Ro... 22 Lbyy 1 1 Lateral 57 M60 W12x26 Ro... 22 Lbw _ 1 1 Lateral 58 M61 W12x26 Ro... 22 Lbyy 1 1 Lateral 59 M62 W12x26 Ro... 22 Lbw 1 1 Lateral 60 M63 W12x26 Ro... 22 Lbyy 1 1 Lateral 61 M64 W12x26 Ro... 22 Lbw 1 1 Lateral 62 M65 1-1/4" Rod ... 20.56 1 1 Lateral 63 M66 1-1/4" Rod ... 20.613 1 1 Lateral 64 M67_ 1-1/4" Rod ... 20.56 1 1 Lateral 65 M68 1-1/4" Rod ... 20.56 1 1 Lateral 66 M69 1-1/4" Rod ...16.892 1 1 Lateral 67 M70 1-1/4" Rod ...16.892 1 1 Lateral 68 M71 1-1/4" Rod ... 16.892 _ 1 1 Lateral 69 M72 1-1/4" Rod .. 16.892 1 1 _ Lateral 70 M71A W12x26 BI... 4 _ _ _ Lbyy 1 1 Lateral 71 M72A W12x26 Bl... 4 Lbw 1 1 Lateral 72 M73 _ W12x26 BI... 4 Lbyy 1 1 Lateral ! 73 M74 W12x26 BI-.. 4 Lbw 1 1 Lateral 74 M75 W12x26 BI... 4 Lbyy -- - 1 1 Lateral 75 M76 W12x26 BI... 4Lbw 1 1 Lateral 76 M77 W12x26 BI... 4 Lbyy 1 1 Lateral 77 M78 W12x26 BI... 4 Lbw 9 1 Lateral 78 M79 W12x26 BI... 4 Lbyy I 1 Lateral 79 M80 W12x26 BI... 4 Lbyy 1 1 Lateral 80 M81 W12x26 BI... 4 Lbyy 1 1 _ Lateral 81 M82 W12x26 BI... 4 Lbw 1 1 Lateral 82 M83 W12x26 BI... 4 Lbyy 1 1 Lateral 83 M84 W12x26 BI... 4 Lbyy 1 1 Lateral 84 M85 W12x26 BI... 4 Lbyy 1 1 Lateral 85 M86 W12x26 Bl... 4 Lbw 1 1 Lateral 86 M86A W12x65 Fl... 7.5 Lbyy 1 1 Lateral 87 M87 W12x65 FI... 47 Lbyy 1 1 Lateral 88 M88 W12x65 FI... _ 11.5 _ _ Lbyy Lateral 89 M89 HSS6x6x3/...15.791___ .65 .65 Lateral 90 M90 HSS6x6x3/... 15.791 _ - ___ .65 .65 Lateral RISA -3D Version 16.0.1 [P:\18000\18000\Calculations\Structural\2018-01-17 Doghouse Structure.r3d] Page 33 45 Company : Sifts & Hill Engineers, Inc. ROSHJob (Number : 18,000 A NEMPTSCHEK COMPANY Model Name : 9-53 Doghouse Jan 17, 2018 5:28 PM Checked By: Hot Rolled Steel Desian Parameters (Continued) Label Shape Len othfftl Lb ft Lbzzfftl Lcomo toofftl Lcomo botfftl L- 91 M91 1-1/4" Rod ... 16.892 0 2 1 4 -175 1 1 2_ Lateral 92 M92 1-1/4" Rod ... 16.892 _ Y -750 1.14 1 1 1 RLL Lateral 93 M93 1-1/4" Rod ... 16.892 1 4 Snow 1 1 Lateral 94 M94 1-1/4" Rod ... 16.892 5 Live LL 1 1 1 Lateral 95 M95 C12x20.7... 2 Wind (X -X) WL Lbvv Lateral 96 M96 C12x20.7 ... 4 - _ ___ _ Lbyy _ _ Lateral 97 M97 W12x26 Ro... 22 Lbvv 4 1 1 Seismic (Z -Z) Lateral Basic Load Cases BLC Description Cateoo X Gray.. Y Gray.. Z Gray.. Joint P 1 Dead DL -175 0 2 1 4 -175 8 3 2_ _ Collateral Dead ._ DL 1.14 4 M96 _ Y -750 1.14 1 3 Roof Live RLL 1 4 Snow SL 1 5 Live LL 1 4 6 6 Wind (X -X) WL 4 7 Wind (Z -Z) WL - 4 8 Seismic (X -X) EL _ _ __ __ _ 4 9 Seismic (Z -Z) EL 4 10 Accidental Torsion (X -X) EL-_ 2 11 Accidental Torsion (Z -Z) EL 2 12 Crane Live (X -X) LL 2 13 Crane Live (Z -Z) LL 2 14 BLC 1 Transient Area Lo.. None 168 15 BLC 2 Transient Area Lo.. None 42 16 BLC 3 Transient Area Lo.. None 42 17 BLC 5 Transient Area Lo.. None 185 18 BLC 4 Transient Area Lo.. None 42 19 BLC 6 Transient Area Lo.. None 64 20 BLC 7 Transient Area Lo.. None_ _ _ 64 Joint Loads and Enforced Displacements (BLC 1 : Dead) Joint Label LDM 1 N90 L Direction Magnitude[(Ib,lb-ft). (in rad) (lb*s^2/ft. lb... Y -320.8 Joint Loads and Enforced Displacements (BLC 5 : Live) Joint Label LDM Direction 1 N90 L Y Magnitude[(Ib,lb-ft). (in.rad). (lb*s^2/ft lb... -3207.8 Member Point Loads (BLC 1 : Dead) Member Label Direction 0ii 1 M20 Y -175 0 2 M20 Y -175 3.5 3 M95 Y -750 1.14 4 M96 _ Y -750 1.14 Member Point Loads (BLC 5 : Live) Member Label Direction 0 1 M20 Y -1750 0 2 M20 Y ___ _ _ -1750 3.5 3 M95 Y -500 1.14 RISA -3D Version 16.0.1 [P:\18000\18000\Calculations\Structural\2018-01-17 Doghouse Structure.r3d] Page 34 46 Company : Silts & Hill Engineers, Inc. 1 R'SA L Job (Number : 18,000 A NEMETSCHEK COMPANY Model Name : 9-53 Doghouse Jan 17, 2018 5:28 PM Checked By: Member Point Loads (BLC 5 : Live) (Continued) Member Label Direction Maonitudeflb,lb-ftl Locationfft,%1 -4 M96:= -500 _4.14, Member Point Loads (BLC 12 : Crane Live (X -X)) Member Label Direction 1 M95 X Magnitude[Ib lb -ft] 736.2 Location[ft %] 1.14 2 M96 X -736.2. 1.14 Member Point Loads (BLC 13 : Crane Live (Z -Z)) Member Label Direction 1 M95 Z Magnitude[lb lb -ft] 736.2 Location[ft %I 1.14 2 M96 Z -736.2 1.14 Member Area Loads (BLC 1 : Dead) Joint A 1 N65 N72 N70 N67 Y A -B -24 2 N7 N8 N6 N5 Y A -B -66 3 N27 N50 N5 N1 Y A -B -33 4 ' N3 N6 N38 N28 Y A -B -33 5 N1 N3 N8 N7 Y A -B -33 6 N50 N6 N54 N106A Y A -B -33 7 N6 N38 N40 N4 Y A -B -33 8 N54 N51 N58 N4 Y A -B -33 Member Area Loads (BLC 2 : Collateral Dead) 1 Joint A Joint B Joint C N65 N72 N70 Joint D N67 Direction Y Distribution A -B Magnitude[psf] -15 Member Area Loads (BLC 3 : Roof Live) 1 Joint A N65 Joint B N72 Joint C N70 Joint D N67 Direction Y Distribution Magnitude[psfl A -B 1 -20 Member Area Loads (BLC 4 : Snow) 1 Joint A Joint B Joint C Joint D Direction Distribution Magnitude[psf] N65 N72 N70 N67 Y A -B -25 Member Area Loads (BLC 5 : Live) Joint A Joint B Joint C 1 N27 N50 N5 N1 Y A -B -50 2 N3 N6 N38 N28 Y _A -B -50 3 N51 N54 N4 N58 Y A -B -50 4 N50 ' N6 N54 N106A Y A -B -50 5 N6 N38 N40 N4 Y A -B _ -50 6 N1 N3 N6 _ _ N5 Y A -B _ -50 Member Area Loads (BLC 6 : Wind (X -X)) Joint A Joint B 1 N65 N67 N5 N7 X A -B 26.8 2 N72 N70 __ N6_ N8 X A -B - - 18.9 3 N65 N72 N8 N7 Z A -B 24.2 4 N67 N70 N6 N5 Z A -B -24.2 RISA -3D Version 16.0.1 [P:\18000\18000\Calculations\Structural\2018-01-17 Doghouse Structure.r3d] Page 35 47 Company : Sifts & Hill Engineers, Inc. 1 R'SA L Job (Number : 18,000 A NEMETSCHEK COMPANY Model Name : 9-53 Doghouse Jan 17, 2018 5:28 PM Checked By: Member Area Loads (BLC 7 : Wind (Z -Z)) Joint A Joint B Joi Distribution 1 N67 N70 N6 N5 Z A -B 26.8 2 N65 N72 N8 N7 Z A -B 18.9 3 N67 N65 N7 N5_ X A -B -24.2 _ 4 N72 N70 N6 __ N8 X A -B 24.2 Member Distributed Loads (BLC 8 : Seismic (X -X)) Member Label Directio 1 M53 X 441.25 441.25 0 %100 2 M52 X 441.25 _ 441.25 0 %100 3 M41 X 836.25 836.25 0 %100 4 M27 X 836.25 836.25 0 %100 Member Distributed Loads (BLC 9 : Seismic (Z -Z)) Member Label Direction 1 M55 Z 802.3 802.3 0 %100 2 M54 Z 802.3 802.3 0 %100 3 M1 Z 1173.7 1173.7 0 %100 4 M2 Z 1173.7 1173.7 _ 0 %100 Member Distributed Loads (BLC 10 : Accidental Torsion (X -X)) Member Label Direction 1 M41 X 127.75 127.75 0 %100 2 M27 X -127.75 -127.75 0 %100 Member Distributed Loads (BLC 11 : Accidental Torsion (Z -Z)) Member Label Direction Start Maon 1 M1 Z 179.3 179.3 0 %100 2 M2 - Z -179.3 -179.3 0 %100 Member Distributed Loads (BLC 14 : BLC 1 Transient Area Loads) Member Label Direction 1 M54 Y -24 -24 1.721e-15 22 2 M55 Y -15.989 -26.489 0 2 3 M55 Y -26.489 -27.52 2 4 _4 M55 Y -27.52 -24.332 4 6 i 5 M55 Y -24.332 -25.364 6 8 6 M55 Y -25.364 _ -19.082 8 10 7 M55 Y -19.082 -19.082 10 12 8 M55 Y -19.082 -25.364 12 14 9 M55 Y -25.364 -25.364 14 16 10 M55 Y -25.364 -25.364 16 18 ' 11 M55 Y -25.364 -25.364 18 20 12 M55 _ _ _Y_ -25.364 -25.364 20 22 13 M56 Y -59.416 -70.068 0 2 14 M56 Y -70.068 _ _ - -77.722 2 4 15 M56 Y -77.722 -77.162 4 6 16 M56 Y -77.162 -68.359 _ 6 8 17 M56 Y -68.359 _ -62.465 8 10 18 M56 Y -62.465 -68.77 10 12 19 M56 Y -68.77 -75.055 12 14 20 M56 Y -75.055 -75.055 14 16 21 M56 Y -75.055 -75.055 16 18 22 M56 Y -75.055 -75.055 18 20 RISA -3D Version 16.0.1 [P:\18000\18000\Calculations\Structural\2018-01-17 Doghouse Structure.r3d] Page 36 48 Company : Sifts & Hill Engineers, Inc. 11 RISA Designer : BRL Job Number 18,000 A NEMETSCHEK COMPANY Model Name : 9-53 Doghouse Jan 17, 2018 5:28 PM Checked By: Member Distributed Loads (BLC 14 : BLC 1 Transient Area Loads) (Continued) Member Label 23 M56 Y -75.055 -75.055 20 22 24 M57 Y -94.433 -94.573 0 2 25 M57 Y -94.573 -94.893 2 4 26 M57 Y -94.893 _ -95.535 4 6 27 M57 Y -95.535 -96.179 6 8 28 _M57 Y -96.179 -96.495 8 10 29 M57 Y -96.495 -96.563 10 12 30 M57 Y_ -96.563 -96.566 12 14 31 M57 Y -96.566 -96.566 14 16 32 M57 Y .96.566 __ -96.566 16 18 33 M57 Y -96.566 -96.566 _ 18 _ 20 34 M57 Y -96.566 -96.566 20 22 35 M58 Y -96 -96 1.776e-15 22 36 M59 Y -96 -96 1.776e-15 22 37 M60 Y -96 -96 1.776e-15 22 38 M61 Y -96 -96 1.776e-15 22 39 M62 Y -96 -96 1.776e-15 22 40 M63 Y - -96 -96 1.776e-15 22 41 M64 Y -96 -96 1.776e-15 22 42 M97 _ Y -72 -72 1.721e-15. 22 43 M1 Y -117.385 -109.109 2.85 4.923 44 M1 Y -109.109 -125.684 _ 4.923 6.995 45 M1 Y -125.684 -143.621 6.995 9.068 46 M1 Y -143.621 -133.729 9.068 11.141 47 M1 Y -133.729 -143.581 11.141 13.214 48 M1 Y -143.581 -119.982 13.214 15.286 49 M1 Y -119.982 -119.22 15.286 17.359 50 M1 Y -119.22 -143.101 17.359 19.432 51 M1 Y -143.101 -127.18 19.432 21.505 52 M1 Y -127.18 -127.18 21.505 23.577 53 M1 Y -127.18 -127.18 23.577 25.65 54 M2 Y -115.789 -115.789 2.85 5.13 55 M2 Y -115.789 -115.789 5.13 7.41 56 M2 Y -115.789 -130.263 7.41 9.69 57 M2 Y -130.263 -144.737 9.69 11.97 58 M2 Y -144.737 -144.737 11.97 14.25 59 M2 Y -144.737 -108.553 14.25 16.53 60 M2 _ Y -108.553 -130.263 16.53 18.81 61 M2 Y -130.263 -151.974 18.81 21.09 62 M2 Y -151.974 -115.789 21.09 23.37 63 M2 Y -115.789 -115.789 23.37 25.65 64 M5 __ _Y -136.376 _ -218.427 2.85 4.923 65 M5 Y -218.427 -278.557 4.923 6.995 66 M5 Y -278.557 -286.303 _ 6.995 9.068 67 M5 Y -286.303 -251.851 9.068 _ 11.141 68 M5 Y -251.851 -273.652 11.141 13.214 69 M5 Y -273.652 -253.726 _ 13.214 15.286 70 M5 Y _--253.726 -248.211 15.286 17.359 71 M5 Y -248.211 -283.975 17.359 _- 19.432 72 M5 Y -283.975 -258.802 19.432 21.505 73 M5 Y -258.802 -256.921 21.505 23.577 74 M5 Y -256.921 -256.423 23.577 25.65 75 M6 Y -277.385 -256.409 3.3 5.4 76 M6 Y -256.409 -235.039 5.4 7.5 77 M6 Y -235.039 -233.04 7.5 9.6 78 M6 Y -233.04 -266.594 9.6 11.7 79 M6 Y -266.594 -273.49 11.7 13.8 RISA -3D Version 16.0.1 [P:\18000\18000\Calculations\Structural\2018-01-17 Doghouse Structure.r3d] Page 37 49 Company : Sitts & Hill Engineers, Inc. : BRL I' RISA Job Number : 18,000 ANEMETSCHEK COMPANY Model Name : 9-53 Doghouse Jan 17, 2018 5:28 PM Checked By: Member Distributed Loads (BLC 14 : BLC 1 Transient Area Loads) (Continued) Member Label Direction Start Maanitudeflb/ft .F 80_ _ _ M6 --Y -273.49 -273.146 ____ 13.8 15.9____ 81 M6 Y -273.146 -305.419 15.9 18 82 M6 Y -305.419 _ -287.642 18 20.1 83 M6 Y -287.642 -254.518 _ 20.1 22.2 84 M6 Y _ -254.518 -191.056 _- 22.2 24.3 85 M6 Y -191.056 -65.143 24.3 26.4 86 M7 Y -264 -264 3.5 25.5 87 M8 Y -264 -264 3.5 25.5 88 M9 Y -264 -264 3.5 _ 25.5 89 M10 Y -264 -264 3.5 25.5 90 M11 Y -264 -264 3.5 25.5 91 M12 Y -254.118 -254.597 3.3 5.4 92 M12 Y -254.597 -255.675 5.4 7.5 93 M12 Y -255.675 -257.499 7.5 9.6 94 M12 Y -257.499 -256.457 9.6 11.7 95 M12 Y -256.457 -246.72 11.7 13.8 96 M12 Y -246.72 -300.764 13.8 15.9 97 M12 Y -300.764 -308.907 15.9 18 98 M12 Y -308.907 -255.236 18 20.1 99 M12 Y -255.236 -254.806 20.1 22.2 100 M12 Y -254.806 -191.51 22.2 24.3 101 M12 Y -191.51 -65.661 24.3 26.4 102 M13 Y -254.111 -254.605 3.3 5.4 103 M13 Y -254.605 -256.479 5.4 7.5 104 M13 Y -256.479 -281.537 7.5 9.6 105 M13 Y -281.537 -266.78 9.6 11.7 106 M13 _ Y -266.78 -253.617 11.7 13.8 107 M13 Y -253.617 -300.369 13.8 15.9 108 M13 Y _. -300.369 -301.442 15.9 18 109 M13 Y -301.442 -268.159 18 20.1 110 M13 Y _- ,268.159_ -254.983 20.1 22.2 111 M13 Y -254.983 -191.511 22.2 24.3 112 M13 Y -191.511 ____-_-65.66 24.3 26.4 113 M22 Y -156.75 -156.75 4 7.5 114 M23 Y -181.5 -181.5 4 7.5 115 M24 Y -165 -165 4 ___ 7.5 116 M25 Y -181.5 -181.5 - 4 7.5 117 M26 Y -99 -99 4 7.5 118 M87 Y -57.75 ___ -57.75 0 3.5 119 M15 Y -156.75 -156.75 4 7.5 120 M16 Y -181.5 -181.5 4 7.5 121 M17 Y -165 -165 4 7.5 122 M18 Y -181.5 -181.5 4 7.5 123 M19 Y -99 -99 4 7.5 124 M87 Y -57.75 -57.75 43.5 47 125 M1 Y -66 -66 0 3.5 1126 M2 Y -66 _ -66 2.776e-16 _ 3.5 127 M5 Y -132 -132 1.11e-16 3.5 128 M6 Y -132 -132 1.11e-16 3.5 129 M7 Y -132 -132 1.11e-16 3.5 130 M8 Y -132 -132 1.11e-16 3.5 131 M9 Y -132 -132 .1.11e-16 3.5 132 M10 Y -132 -132 1.11e-16 3.5 133 M11 Y -132 -132 1.11e-16 3.5 134 M12 Y -132 -132 1.11e-16 3.5 135 M13 Y -132 -132 1.11e-16 3.5 136 M1._ _ Y -123.75 -123.75 -25.5 28.5 RISA -3D Version 16.0.1 [P:\18000\18000\Calculations\Structural\2018-01-17 Doghouse Structure.r3d] Page 38 50 Company : Sifts & Hill Engineers, Inc. g : BRL JobDesiNumnerber 18,000 ANEMETSCHEK COMPANY Model Name : 9-53 Doghouse Jan 17, 2018 5:28 PM Checked By: Member Distributed Loads (BLC 14 : BLC 1 Transient Area Loads) (Continued) Member Label Direction 137 M2 Y -66 -66 25.5 28.5 138 M5 Y -132 -132 25.5 ,28.5 139 M6 Y -132 -132 25.5 28.5 140 M7 Y -132 _ _ -132 25.5 _ 28.5 141 M8 Y -132 -132 25.5 28.5 142 M9 Y -132 -132 25.5 28.5 143 M10 Y -132 -132 25.5 28.5 144 M11 Y -132 -132 25.5 28.5 145 M12 Y -132 -132 25.5 28.5 146 _.. M13 Y - -132 _ ._ -132 25.5 28.5 147 M29 Y -57.75 -57.75 25.5 28.5 148 M2 Y 2.74 -15.035 22.8 24.7 149 M2 Y -15.035 -49.253 _ 24.7 26.6 150 M2 Y -49.253 -82.138 26.6 28.5 151 M21 Y .093 -24.585 23.1 25.08 152 M21 Y - -24.585 -49.166 25.08 27.06 153 M21 Y -49.166 -52.149 27.06 29.04 154 M21 Y -52.149 _._ -56.155 29.04 31.02 155 M21 Y -56.155 -58.007 31.02 33 156 M86A Y -57.294 -56.107 3 4.125 157 M86A Y -56.107 -55.387 4.125 5.25 158 M86A Y -55.387 -55.247 5.25 6.375 159 M86A Y -55.247 -55.222 6.375 7.5 160 M6 Y -66 -66 28.5 33 161 M7 Y -132 -132 28.5 33 162 M8 Y -132 -132 28.5 33 163 M9 Y -132 -132 28.5 33 164 M10 Y -132 -132 28.5 33 165 M11 Y -132 -132 28.5 33 166 M12 Y -132 -132 28.5 33 167 M13 Y -132 -132 28.5 33 168 M86A Y -66 -66 3 7.5 Member Distributed Loads (BLC 15 : BLC 2 Transient Area Loads) Member Label 1 M54 Y -15 -15 1.721e-15 22 2 M55 Y -9.993 -16.555 0 2 3 M55 Y -16.555 -17.2 2 4 4 M55 Y _ -17.2 -15.208 4 6 5 M55 Y -15.208 -15.852 6 8 6 M55 _ Y -15.852 -11.926 8 10 7 M55 Y -11.926. -11.926 10 12 8 M55 Y -11.926. -15.852 _ 12 14 9 M55 Y -15.852 , -15.852 14 16 10 M55 Y -15.852 ' -15.852 16 18 11 M55 Y -15.852 -15.852 18 20 12 M55 Y __ -15.852 -15.852 20 22 13 M56 Y -37.135 - -43.793 0 2 14 M56 Y -43.793 -48.577 2 4 ! 15 M56 Y -48.577 -48.226 _ _ 4 6 16 M56 Y -48.226 -42.724 -__ 6 8 I 17 M56 Y -42.724 -39.041 8 10 18 M56 _ Y -39.041 _ -42.981 10 12 19 M56 Y -42.981 -46.909 12 14 20 M56 Y -46.909. -46.909 14_ 16 I 21 M56 Y -46.909 -46.909 16 18 RISA -3D Version 16.0.1 [P:\18000\18000\Calculations\Structural\2018-01-17 Doghouse Structure.r3d] Page 39 51 Company : Sitts & Hill Engineers, Inc. : BRL I' R'SA Job'Number : 18,000 A NEMETSCHEK COMPANY Model Name : 9-53 Doghouse Jan 17, 2018 5:28 PM Checked By: Member Distributed Loads (BLC 15 : BLC 2 Transient Area Loads) (Continued) Member Label Direction Start Maonituderlb/ft.F 22 M56 Y '. -46.909 _ -46.909 . - _18,_ _ 20 . 23 M56 Y -46.909 -46.909 20 22 _24 M57 Y -59.021 -59.108 0 2 25 M57 Y -59.108 -59.308 2 4 26 M57 Y -59.308 -59.71 4___ 6 27 M57 Y -59.71 -60.112 6 8 28 M57 Y -60.112 -60.309 8 10 29 M57 Y -60.309 -60.352 10 12 30 M57 Y -60.352 -60.354 12 14 31 M57 Y -60354 -60.354 14 16 32 M57 Y -60.354 -60.354 16 18 33 M57 Y -60.354 -60.354 18 20 34 M57 Y _ -60.354 -60.354 20 22 35 M58 Y -60 -60 1.776e-15 22 36 M59 Y -60 -60 1.776e-15 22 37 M60 Y -60 -60 1.776e-15 22 38 M61 Y _ -60 -60 1.776e-15 22 39 M62 Y -60 -60 1.776e-15 22 40 M63 Y -60 -60 1.776e-15 22 41 M64 Y -60 -60 1.776e-15 22 42 M97 Y -45 45 1.721e-15 22 Member Distributed Loads (BLC 16 : BLC 3 Transient Area Loads) Member Label Direction Start Maanitudeflb/ft .F.osfl End Maan 1 M54 Y -20 -20 1.721e-15 22 2 M55 Y -13.324 -22.074 0 2 3 M55 Y -22.074 -22.933 2 4 4 M55 Y -22.933 -20.277 4 6 5 M55 Y -20.277 -21.136 6 8 6 M55 Y -21.136 -15.902 8 7 M55 Y -15.902 -15.902 10 .10 12 8 M55 Y -15.902 -21.136 12 14 9 M55 Y -21.136 -21.136 14 16 10 _ _ _ M55 . _ Y -21.136 -21.136 16 - 18 11 M55 Y -21.136 -21.136 18 20 12 M55 Y -21.136 _ - -21.136 20 22 13 M56 Y -49.513 -58.39 0 2 14 M56 Y -58.39 _ -64.769 2 4 15 M56 Y -64.769 -64.301 4 6 16 M56 Y -64.301 -56.966 _ 6 8 17 M56 Y -56.966 -52.054 _ 8 10 18 M56 Y -52.054 -57.309 _ _ 10 12 19 M56 Y -57.309 -62.546 12 14 20 M56 Y .62.546 -62.546 14 16 21 M56 Y -62.546 -62.546 16 18 22 M56 Y -62.546 -62.546 18 20 23 M56 Y -62.546 -62.546 20 22 24 M57 Y -78.694 -78.811 0 25 M57 Y -78.811 -79.078 2 4 26 M57 Y -79.078 -79.613 4 6 27 M57 Y -79.613 -80.149 6 8 28 M57 Y _ -80.149 -80.412 8 10 29 M57 Y -80.412 -80.469 10 12 30 M57 Y -80.469 - - -80.471 12 14 31 M57 Y -80.471 -80.471 14 16 _32 M57 Y -80.471 -80.471 16 18 RISA -3D Version 16.0.1 [P:\18000\18000\Calculations\Structural\2018-01-17 Doghouse Structure.r3d] Page 40 52 Company : Sifts & Hill Engineers, Inc. : BRL ''RISA Job (Number : 18,000 A NEMETSCHEK COMPANY Model Name : 9-53 Doghouse Jan 17, 2018 5:28 PM Checked By: Member Distributed Loads (BLC 16 : BLC 3 Transient Area Loads) (Continued) Member Label Direction Start Maanitudeflb/ft .F.osfl End Maanitude[Ib/ft.F 33 M57 Y -80.471 -80.471 18 20 34 M57 Y -80.471 -80.471 20 22 35 M58 Y -80 -80 1.776e-15 22 36 M59 Y -80 -80 1.776e-15 22 37 M60 Y -80 -80 1.776e-15 22 38 M61 Y -80 _. _ -80 1.776e_15 22 39 M62 Y -80 -80 1.776e-15 22 40 M63 Y -80 -80 1.776e-15 22 41 M64 Y -80 -80 1.776e-15 22 42 M97 Y- -60 -60 1.721e_15_ 22 Member Distributed Loads (BLC 17 : BLC 5 Transient Area Loads) Member Label Direction Start Maanit 1 M22 Y -237.5 -237.5 4 7.5 2 M23 Y -275 -275 _ 4 7.5 3 M24 Y -250 -250 4 7.5 4 M25 - Y -275 -275 4 7.5 5 M26 Y -150 -150 4 7.5 6 M87 Y -87.5 _ -87.5 0 3.5 7 M15 Y -237.5 -237.5 4 7.5 8 M16 Y -275 -275 4 7.5 9 M17 Y -250 -250 4 7.5 10 M18 Y -275 -275 4 7.5 11 M19 Y -150 -150 4 7.5 12 M87 Y -87.5 -87.5 43.5 47 13 M6 Y -100 -100 28.5 33 14 M7 Y -200 -200 28.5 33 15 M8 Y -200 -200 28.5 33 16 M9 Y -200 -200 28.5 33 17 M10 Y -200 -200 28.5 33 18 M11 Y -200 _ _200 28.5 33 19 M12 Y -200 -200 28.5 33 20 M13 Y -200 -200_ 28.5 33 21 M86A Y -100 -100 3 7.5 22_ _ M1 __ _.__ Y _ -187.5 -187.5 25.5_ 28.5 23 M2 Y -100 -100 25.5 28.5 24 M5 Y -200 -200 25.5 28.5 25 M6 Y -200 -200 25.5 28.5 26 M7 Y. -200 -200 25.5 28.5 27 M8 Y -200 -200 25.5 28.5 28 M9 Y -200 _ -200 25.5 28.5 29 M10 Y -200 -200 25.5 28.5 30 M11 Y -200 -200 25.5 28.5 31 M12 Y -200 -200 25.5 28.5 32 M13 Y __ -200 -200 25.5 28.5 33 M29 Y -87.5 -87.5 25.5 28.5 34 M2 Y 4.152 -22.78 22.8 24.7 35 M2 Y -22.78 -74.625 24.7 26.6 36 M2 Y -74.625 -124.452 26.6 28.5 37 M21 Y .14 -37.25 23.1 _ 25.08 38 M21 Y -37.25 -74.493 _ 25.08 I 27.06 39 M21 Y -74.493 -79.013 27.06 29.04 40 M21 Y -79.013 _ -85.083 29.04 31.02 41 M21 Y -85.083 -87.889 31.02 __ 33 42 M86A _ Y -86.809 -85.011 3 _ 4.125 43 M86A Y -85.011 -83.92 4.125 5.25 RISA -3D Version 16.0.1 [P:\18000\18000\Calculations\Structural\2018-01-17 Doghouse Structure.r3d] Page 41 53 Company : Sitts & Hill Engineers, Inc. : BRL 11 RISA Job (Number : 18,000 ANEMETSCHEK COMPANY Model Name : 9-53 Doghouse Jan 17, 2018 5:28 PM Checked By: Member Distributed Loads (BLC 17 : BLC 5 Transient Area Loads) (Continued) Member Label Direction Start Maonitudeflb/ft .F.osfl End Maanitudeflb/ft .F.Dsfl Sfart Locationl'ft.. En 44 M86A Y -83.92_ . -83.708 5.25 6.375_. 45 M86A Y -83.708 -83.669 6.375 7.5 46 M1 Y -61.703 -103.793 0 2.138 47 M1 Y -103.793 -102.982 2.138 4.275 48 M1 Y __ ___ _ _____. -102.982 -97.924 4.275 _6.413 49 M1 Y -97.924 -110.736 6.413 8.55 50 M1 Y -110.736 -105.337 8.55 10.688 51 M1 Y -105.337 -92.16 10.688 12.825 52 M1 Y -92.16 -99.116 12.825 14.962 53 M1 Y -99.116 -117.836 14.962 17.1 54 M1 Y -117.836 -106.14 17.1 19.237 55 M1 Y -106.14 -94.444 19.237 21.375 56 M1 Y -94.444 -94.444 21.375 23.512 57 M1 Y -94.444 -94.444 23.512 25.65 58 M2 Y -59.454 -106.238 0 2.138 59 M2 Y -106.238 -112.086 2.138 4.275 60 M2 Y -112.086 -94.542 4.275 6.413 61 M2 Y -94.542 -100.39 6.413 8.55 62 M2 Y -100.39 -112.086 8.55 10.688 63 M2 Y -112.086 -88.694 10.688 12.825 64 M2 Y -88.694 -88.694 12.825 14.962 65 M2 Y -88.694 -117.934 14.962 17.1 66 M2 Y -117.934 -106.238 17.1 19.237 67 M2 Y -106.238 -94.542 19.237 21.375 68 M2 Y -94.542 -94.542 21.375 23.512 69 M2 Y -94.542 -94.542 23.512 25.65 70 M5 Y -121.596 -209.57 0 2.138 71 M5 Y -209.57 -205.611 2.138 4.275 72 M5 Y -205.611 -190.744 4.275 6.413 73 M5 Y -190.744 -222.592 6.413 8.55 74 _ _M5_ Y -222.592 -210.442 _ 8.55 10.688 75 M5 Y -210.442 -184.035 10.688 12.825 76 _ ____M5__ _ _. Y -184.035 -196.725 ___ .__12.825 14.962 77 M5 Y -196.725 -225.635 14.962 17.1 78 M5 Y _ _ -225.635 -209.076 17.1 19.237 79 M5 Y -209.076 -190.583 19.237 21.375 80 M5 Y -190.583 __ _ __189.201 21.375 23.512 81 M5 Y -189.201 -188.835 23.512 25.65 82 ___ .M6 __ Y -125.6 -226.783 0 2.031 83 M6 Y -226.783 -230.366 2.031 4.062 84 M6 Y -230.366 -195.786 4.062 6.092 85 M6 Y -195.786 -194.038 6.092 8.123 86 M6 Y -194.038 -192.499 8.123 10.154 87 M6 Y -192.499 -203.213 10.154 12.185 88 M6 Y -203.213 -201.842 12.185 14.215 89 M6 -201.842 -203.518 14.215 16.246 90 M6 _Y Y -203.518 -204.133 16.246 18.277 ' 91 M6 Y -204.133 -202.693_ 18.277 20.308 92 M6 Y -202.693 -201.364 20.308 22.338 93 M6 Y -201.364 -151.648 22.338 24.369 94 M6 Y -151.648 -53.007 24.369 26.4 i 95 M7 Y -126.894 -225.379 0 2.031 96 M7 Y -225.379 -237.689 2.031 4.062 97 M7 Y -237.689 -200.758 4.062 6.092 98 M7 Y -200.758 -200.758 6.092 8.123 99 M7 Y -200.758 -200.758 8.123 10.154 100 M7 Y -200.758 _ __ _-200.758 10.154 12.185 RISA -3D Version 16.0.1 [P:\18000\18000\Calculations\Structural\2018-01-17 Doghouse Structure.r3d] Page 42 54 Company: Sitts & Hill Engineers, Inc. Ii. RISA Job (Number RL : 18,0001 ANEMETSCHEK COMPANY Model Name : 9-53 Doghouse Jan 17, 2018 5:28 PM Checked By: Member Distributed Loads (BLC 17 : BLC 5 Transient Area Loads) (Continued) Member Label 101 M7 Y -200.758 -200.758 12.185 14.215 102 M7 Y -200.758 -200.758 14.215 16.246 I 103 M7 Y -200.758 -200.758 16.246 18.277 104 M7 Y -200.758 -200.758 18.277 20.308 I 105 M7 Y -200.758 -200.758 20.308 22.338 106 .. M7 Y -200.758 __ _. -151.515 _ 22.338 24.369 107 M7 Y -151.515 -53.03 24.369 26.4 108 M8 Y __ _ _ -126.894 __ -225.379 0 2.031 I 109 M8 Y -225.379 -237.689 _ 2.031 _ 4.062 110 M8 Y -237.689 _ -200.758 ___ 4.062 6.092 111 M8 Y -200.758 -200.758 6.092 8.123 112 _ - M8 Y -200.758 - -200.758 _ _ ._ 8.123 10.154 113 M8 Y -200.758 -200.758 10.154 12.185 114 M8 Y -200.758 -200.758 12.185 14.215 115 M8 Y -200.758 -200.758 14.215 16.246 116 M8 Y -200.758 -200.758 16.246 18.277 117 M8 Y -200.758 -200.758 18.277 20.308 118 M8 Y _ _ -200.758 -200.758 20.308 119 M8 Y -200.758 -151.515 22.338 _-22.338 24.369 120 M8 Y. -151.515 _ _ -53.03 24.369__ 26.4 121 M9 Y -126.894 -225.379 0 2.031 122 M9 Y -225.379 -237.689 2.031 4.062 123 M9 Y -237.689 -200.758 4.062 6.092 124 M9 Y -200.758 -200.758 6.092 8.123 125 M9 Y -200.758 -200.758 8.123 10.154 126 M9 Y -200.758 -200.758 10.154 12.185 127 M9 Y -200.758 -200.758 12.185 14.215 128 M9 Y -200.758 -200.758 14.215 16.246 129 M9 Y -200.758 -200.758 16.246 18.277 130 M9 Y -200.758 -200.758 18.277 20.308 131 M9 Y -200.758 -200.758 20.308 22.338 132 M9 Y -200.758 -151.515 22.338 24.369 133 M9 Y -151.515 -53.03 24.369 26.4 134 M10 Y -126.894 -225.379 0 2.031 135 M10 Y -225.379 -237.689 2.031 4.062 136 M10 Y -237.689 -200.758 4.062 6.092 137 M10 Y -200.758 -200.758 6.092 8.123 138 M10 Y -200.758 -200.758 8.123 10.154 139 M10 Y -200.758 -200.758 10.154 12.185 1.40 M10 Y -200.758 -200.758 12.185 14.215 141 M10 Y -200.758 -200.758 _ _ 14.215 16.246 142 M10 Y _- -200.758 -200.758 _._ 16.246 18.277 143 M10 Y -200.758 -200.758 18.277 20.308 1.44_ __. _ M10 Y -200.758 -200.758 20.308_ 22.338 145 M10 Y -200.758 -151.515 _ 22.338 - 24.369 146 M10 Y _- -151.515 -53.03 24.369 26.4 1 147 M11 Y -126.894 -225.379 0 2.031 148 M11 Y _ -225.379 -237.689 2.031 4.062_ 149 M11 Y -237.689 -200.758 4.062 6.092 150 M11 Y -200.758 ._.. -200.758 __ 6.092 8.123 I 151 M11 Y -200.758 -200.758 8.123 10.154 152 M11 Y -200.758 -200.758 10.154 153 M11 Y -200.758 -200.758 12.185 __12.185 14.215 154 M11 Y -200.758 -200.758 14.215 16.246 155 M11 Y -200.758 -200.758 16.246 18.277 156 M11 _. __ Y -200.758 . -200.758 18.277 20.308 20.308 157 M11 Y -200.758 -200.758 20.308 __ 22.338 RISA -3D Version 16.0.1 [P:\18000\18000\Calculations\Structural\2018-01-17 Doghouse Structure.r3d] Page 43 55 Company: Sitts & Hill Engineers, Inc. I '' RI�� Designer : BRL Job Number 18,000 ANEMETSCHEK COMPANY Model Name : 9-53 Doghouse Jan 17, 2018 5:28 PM Checked By: Member Distributed Loads (BLC 17 : BLC 5 Transient Area Loads) (Continued) Member Label Direction 158 M.11 :1/, -200.758 _ -151.515 22.338 24.369 159 M11 Y -151.515 -53.03 24.369 26.4 160 M12 . _ Y -126.896 -225.381 0 2 031 161 M12 Y -225.381 -237.769 2.031 __ 4.062 162 M12 Y -237.769 ___ - -201.305 4.062 6.092 163 M12 Y -201.305 -202.579 6.092 8.123 164 M12 Y -202.579 -190.617 8.123 10.154 165 M12 Y -190.617 -199.423 10.154 12.185 166 M12 Y -199.423 -203.363 12.185 14.215 167 M12 Y -203.363 -190.148 14.215 16.246 168 M12 Y -190.148 -198.092 16.246 18.277 169 M12 Y -198.092 -201.493 18.277 20.308 170 _ M12 Y -201.493 -201.156 20.308 22.338 171 M12 Y -201.156 -151.57 22.338 24.369 172 M12 Y -151.57 -52.979 24.369 26.4 173 M13 Y -126.896 -225.381 0 2.031 174 M13 Y -225.381 -237.781 2.031 4.062 175 M13 Y -237.781 -201.389 4.062 6.092 176 M13 Y -201.389 -211.985 6.092 8.123 177 M13 Y -211.985 -172.464 8.123 10.154 178 M13 Y -172.464 _ _ -182.485 10.154 12.185 179 M13 Y -182.485 -207.42 12.185 14.215 180 M13 Y -207.42 -206.074 14.215 16.246 181 M13 Y -206.074 _ -230.495 16.246 18.277 182 M13 Y -230.495 -211.616 18.277 20.308 183 M13 Y -211.616 -201.295 20.308 22.338 184 M13 Y -201.295 -151.571 22.338 24.369 185 M13 Y -151.571 -52.979 24.369 26.4 Member Distributed Loads (BLC 18 : BLC 4 Transient Area Loads) Member Label Direction Start Maanitudeflb/ft.F 1 M54 Y-25 -25 1.721e-15 22 2 M55 Y -16.655 -27.592 _ __ 0 2 3 M55 Y -27.592 -28.667 2 4 4 M55 Y -28.667 -25.346 6 6 5 M55 Y -25.346 -26.42 6 8 6 M55 Y -26.42 _ -19.877 8 10 7 M55 Y -19.877 -19.877 10 12 8 M55 Y -19.877 -26.42 12 14 9 M55 Y -26.42 -26.42 14 16 10 M55 Y -26.42 _ -26.42 16 18 11 M55 Y -26.42 -26.42 18 20 12 M55 Y -26.42 -26.42 20 22 13 M56 Y -61.891 -72.988 0 2 14 M56 Y -72.988 _ . -80.961 2_ 4 15 M56 Y -80.961 -80.377 _ - 4 6 16 M56 Y -80.377 -71.207 _ _ 6 8 17 M56 Y -71.207 -65.068 8 .._ 10 18 M56 Y -65.068 -71.636 10 12 19 M56 Y -71.636 -78.182 12 14 20 M56 Y -78.182 -78.182 14 16 21_ M56 Y -78.182 -78.182 16 __ 18 22 _ _ _ M56 Y -78.182 __ -78.182 18 20 23 M56 Y -78.182 -78.182 20 __ 22 24 M57 Y -98.368 -98.514 _ 0 2 25 M57 Y -98.514 ' -98.847 2 4 RISA -3D Version 16.0.1 [P:\18000\18000\Calculations\Structural\2018-01-17 Doghouse Structure.r3d] Page 44 56 Company : Sitts & Hill Engineers, Inc. Job Number 18,000 ANEMETSCHEK COMPANY Model Name : 9-53 Doghouse Jan 17, 2018 5:28 PM Checked By: Member Distributed Loads (BLC 18 : BLC 4 Transient Area Loads) (Continued) Member Label Direction Start Maani 26 M57 Y - =98:847 -99.516 ;4 15.791 27 M57 Y -99.516 -100.186 6 _6__ _ 8 28 M57 _ Y -100.186 _ -100.515 8 10 29 M57 Y -100.515 -100.586 10 12 _30_ _ M57 Y -100.586 -100.589 ___ _ 12 1.4__ 31 M57 Y -100.589 -100.589 14 16 32 M57 Y -100.589 -100.589 16 18 33 M57 Y -100.589 -100.589 18 20 34 M57 Y _ -100.589 -100.589 20 22 35 M58 Y -100 -100 1.776e-15 22 36 M59 Y -100 -100 1.776e-15 22 37 M60 Y -100 -100 1.776e-15 22 38 M61 Y _ -100 -100 1.776e-15 22 39 M62 Y -100 -100 1.776e-15 22 40 M63 Y -100 -100 1.776e-15 22 41 M64 Y -100 -100 1.776e-15 22 42 M97 Y -75 -75 1.721e-15 22 Member Distributed Loads (BLC 19 : BLC 6 Transient Area Loads) Member Label Direction 1 M42 X 80.4 80.4 1.51 a-14 15.791 2 M43 . _ X 214.4 - 214.4 7.105e-15 15.791 3 M44 X 80.4 80.4 4.885e-15 15.791 4 M89 X 214.4 214.4 8.715e-15 15.791 5 M47 X 56.7 56.7 4.885e-15 15.791 6 M48 X 151.2 151.2 7.105e-15 15.791 7 M49 X 56.7 56.7 1.51e-14 15.791 8 M90 X 151.2 151.2 8.715e-15 15.791 9 M42 Z 116.365 186.543 0 2.256 10 M42 Z 186.543 184.86 2.256 4.512 11 M42 Z 184.86 - 147.93 4.512 6.768 12 M42 Z 147.93 147.726 6.768 _ 9.023 13 M42 Z 147.726 183.431 9.023 11.279 14 M42 Z 183.431 183.503 11.279_ 13.535 15 M42 Z 183.503 112.145 _ 13.535 15.791 16 M49 Z 116.352_ _ 186.53 _ 0 2.256 17 M49 Z 186.53 184.858 2.256 4.512 18 M49 _ Z 184.858 147.93 _4.512 6.768 1 19 M49 Z 147.93 147.72 6.768 9.023 20 M49 Z __147.72 183.429 9.023 _ 11.279 21 M49 Z 183.429 183.503 11.279 13.535 22 M49 Z 183.503 _ 112.145 13.535__ 15.791 23 M50 Z 235.085 339.204 0 2.256 24 M50 Z 339.204 _ 339.901 2.256 4.512 25 M50 Z 339.901 288.249 4.512 6.768 26 M50 Z 288.249 340.05 6.768- 9.023 27 M50 Z 340.05 362.397 9.023 11.279 28 M50 Z 362.397 312.124 11.279 13.535 29 M50 Z 312.124 271.065 13.535 15.791 30 M51 _ _ _Z 242.667 __ _ 337.339 2.256 31 M51 Z 337.339 344.589 _ _0 2.256 4.512 ' 32 M51 Z _344.589 293.98 _ 4.512 6.768 33 M51 Z 293.98 342.083 6.768 9.023 34 M51 Z 342.083 361.182 9.023 11.279 35 M51 Z 361.182 306.272 11.279 13.535 36 M51 Z _ 306.272 275.508 _ 13.535 15.791 RISA -3D Version 16.0.1 [P:\18000\18000\Calculations\Structural\2018-01-17 Doghouse Structure.r3d] Page 45 57 Company : Sitts & Hill Engineers, Inc. : BRL t 1 R'SA Job (Number : 18,000 ANEMETSCHEK COMPANY Model Name : 9-53 Doghouse Jan 17, 2018 5:28 PM Checked By: Member Distributed Loads (BLC 19 : BLC 6 Transient Area Loads) (Continued) Member Label Direction Start Maanitudeflb/ft .F.osfl End Maanit udeflb/ft.F 37 M44 Z -116.365 -186.543 0 2.256 38 M44 Z -186.543 -184.86 2.256 4.512 3 M44 Z -184.86 -147.93 4.512 6.768 _39 40 M44 Z -147.93 -147.726 6.768 9.023 41 M44 Z -147.726 -183.431 9.023 11.279 42_ M44 - Z_____ -183.431 -183.503 11.279_ 13.535 43 M44 Z -183.503 -112.145 13.535 15.791 44 M45 Z -242.667 _ -337.339 0 2.256 45 M45 Z -337.339 -344.589 2.256 4.512 46 M45_ Z __. _ _ -344.589 -293.98 4.512 __ _ _ 6 768 47 M45 Z -293.98 -342.083 6.768 9.023 48 M45 Z -342.083 -361.182 9.023 11.279 ___ 49 M45 Z -361.182 -306.272 11.279 13.535 50 M45 Z _ -306.272 -275.508 13.535 15.791 51 M46 Z -235.085 -339.204 0 2.256 52 M46 Z -339.204 -339.901 2.256. 4.512 53 M46 Z -339.901 -288.249 4.512 6.768 54 M46 Z -288.249 -340.05 6.768 9.023 55 M46 Z -340.05 -362.397 9.023 11.279 56 M46 Z -362.397 _ -312.124 11.279 13.535 57 M46 Z -312.124 -271.065 13.535 15.791 58 M47 Z -116.352 -186.53 0 2.256 59 M47 Z -186.53 -184.858 2.256 4.512 60 M47 Z -184.858 -147.93 4.512 6.768 61 M47 Z -147.93 -147.72 6.768 9.023 62 M47 Z -147.72 -183.429 9.023 11.279 63 M47 Z -183.429 -183.503 11.279 13.535 64 M47 Z -183.503 -112.145 13.535 15.791 Member Distributed Loads (BLC 20 : BLC 7 Transient Area Loads) Member Label Direction Start Maanitudeflb/ft .F.osfl End Maanitudeflb/ft.F 1 M44 Z 128.868 206.585 0 2.256 2 M44 Z 206.585 204.721 2.256 _ 4512 3 M44 Z 204.721 163.823 4.512 6.768 4 _ M44 __ Z __ 163.823 163.598 6.768 9.023 5 M44 Z 163.598 203.139 9.023 11.279 6 M44 Z 203.139_ 203.218 11.279 13.535 7 M44 Z 203.218 124.193 13.535 15.791 8 M45 Z 268.739 373.582 0 2.256 9 M45 Z 373.582 381.611 2.256 4.512 10 M45 Z 381.611 325.565 4.512 6.768 11 M45 Z 325.565 378.836 6.768 9.023 12 M45 Z 378.836 399.986 9.023 11.279 13 M45 Z 399.986 339.177 11.279 13.535 14 M45 Z _ 339.177 305.108 13.535 15.791 15 M46 Z 260.342 375.647 0 2.256 16 M46 Z 375.647 376.419 2.256 _ 4.512 17 M46 Z 376.419 319.218 4.512 6.768 18 M46 Z 319.218 _ _ 376.584 6.768 9.023 19 M46 Z 376.584 401.332 9.023 11.279 20 M46 Z 401.332 345.658 11.279 13.535 21 M46 Z 345.658 300.188 13.535 15.791 22 M47 Z 128.853 206.571 0 2.256 23 M47 Z 206.571 204.719 4.512 24 M47 Z 204.719 163.823 _2.256 4.512 _ 6.768 25 M47 Z 163.823 163.591 6.768 9.023 RISA -3D Version 16.0.1 [P:\18000\18000\Calculations\Structural\2018-01-17 Doghouse Structure.r3d] Page 46 58 Company : Sifts & Hill Engineers, Inc. Ii.RISA oblNumber : 88,000 ANEMETSCHEK COMPANY Model Name : 9-53 Doghouse Jan 17, 2018 5:28 PM Checked By: Member Distributed Loads (BLC 20 : BLC 7 Transient Area Loads) (Continued) Member Label Direction 26 M47 ,Z . _ _ _ 163.591 203.137 __ . 9.023 11.279 27 M47 Z 203.137 203.219 11.279 _ 13.535 _28 . _ M47 Z 203.219 124.193 13.535_ 15.791 29 M42 Z 90.88 145.689 0 2.256 30 M42 Z _ 1.45.689 144.374 - 2.256 4.512 31 M42 Z 144.374 115.532 4.512 _ 6.768 32 M42 Z 115.532 115.373 6.768 9.023 33 M42 Z 115.373 143.258 9.023 11.279 34 M42 Z 143.258 143.314 11.279 13.535 35 M42 Z 143.314 87.584 13.535 15.791 36 M49 Z 90.87 145.679 _ 0 2.256 37 M49 Z 145.679 144.373 2.256 4.512 38 M49 Z 144.373 115.532 4.512 6.768 39 M49 Z 115.532 115.368 6.768 9.023 40 M49 Z 115.368 143.257 9.023 11.279 41 M49 Z 143.257 143.315 11.279 13.535 42 M49 Z 143.315 87.584 13.535 15.791 43 M50 Z 183.599 264.915 0 2.256 44 M50 Z 264.915 265.46 2.256 4.512 45 M50 Z 265.46 225.12 4.512 6.768 46 M50 Z 225.12 265.576 6.768 9.023 47 M50 Z 265.576 283.029 9.023 11.279 48 M50 Z 283.029 243.767 11.279 13.535 49 M50 Z 243.767 211.7 13.535 15.791 50 M51 Z 189.521 263.459 0 2.256 51 M51 Z 263.459 269.121 2.256 4.512 52 M51 Z 269.121 229.596 4.512 6.768 53 M51 Z 229.596 267.164 6.768 9.023 54 M51 Z 267.164 282.08 9.023 11.279 55 M51 Z 282.08 239.196 11.279 13.535 56 M51 Z 239.196 _ __- 215.169 13.535 15.791 57 M42 X -72.6 -72.6 _ 9.548e-15 15.791 58 M43 X -193.6 -193.6 4.441e-15 15.791 59 M44 X -72.6 -72.6 4.885e-15 15.791 60 M89 X _ -193.6 -193.6 - 6.939e-15 15.791 61 M47 X 72.6 72.6 4.885e-15 15.791 62 M48 X 193.6 193.6 7.105e-15 15.791 63 M49 X 72.6 72.6 1.51e-14 15.791 64_ _ _M90 __ __. ___ _X 193.6 193.6. _ 8.715e-15 15.791 Load Combinations Description SolveP 1 1.4D Yes Y 1 1.4 2 1.4 2 1.2D+1.6L+0.5Lr (1) Yes Y 1 1.2 2 1.2 5 1.6 3 .5 12 1.6 3 1.2D+1.6L+0.5Lr (2) Yes Y 1 1.2 2 1.2 5 1.6 3 .5 12 -1.6 4 1.2D+1.6L+0.5Lr (3) Yes Y 1 1.2 2 1.2 5 1.6 3 5 13 1.6 5 1.2D+1.6L+0.5Lr (4) Yes Y 1 1.2 2 1.2 5 1.6 3 .5 13 -1.6 6 1.2D+1.6L+0.5S (1) Yes Y 1. 1.2 2 1.2 5 1.6 4 .5 12 1.6 7 1.2D+1.6L+0.5S (2) Yes Y 1 1.2 2 1.2 5 1.6 4 .5 12 -1.6 8 1.2D+1.6L+0.5S (3) Yes Y 1 1.2 2 1.2 5 1.6 4 .5. 13 1.6 9 1.2D+1.6L+0.5S (4) Yes Y 1 1.2 2 1.2 5 1.6 4 .5 13 -1.6 10 1.2D+1.6Lr+1.OL (1) Yes Y 1 1.2 2 1.2 3 1.6 5 1 12 1 11 1.2D+1.6Lr+1.0L (2) Yes Y 1 1.2 2 1.2 3 1.6 5 1 12 -1 12 1.2D+1.6Lr+1.0L (3) Yes _ _Y 1 1.2 2 1.2 3 1.6 5 1 13 1 _ 13 1.2D+1.6Lr+1.0L (4) Yes Y 1 1.2 2 1.2 3 1.6 5 1 13 -1 RISA -3D Version 16.0.1 [P:\18000\18000\Calculations\Structural\2018-01-17 Doghouse Structure.r3d] Page 47 59 Company : Silts & Hill Engineers, Inc. Designer : BRL Job Number 18,000 ANEMETSCHEK COMPANY Model Name : 9-53 Doghouse Jan 17, 2018 5:28 PM Checked By: Load Combinations (Continued) Description SolvePDelta SR 14 1.2D+1.6Lr+0.5W (1) Yes Y _ _ -- _1. 1.2 2 1.2 3 1.6 6 .5 15 1.2D+1.6Lr+0.5W (2) Yes Y 1 1.2 2 1.2 3 1.6 6 -.5 16 1.2D+1.6Lr+0.5W (3) Yes Y 1 1.2 2 1.2 3 1.6 7_ ..5 17 1.2D+1.6Lr+0.5W (4) Yes Y 1 1.2 2 1.2 3 1.6 7 -.5 18 1.2D+1.6S+1.0L (1) Yes Y 1. 1.2 2 1.2 4 1.6 5 1 12 1 _ _ 19 1.2D+1.6S+1.0L (2) Yes Y 1 1.2 2 1.2 4 1.6 5 1 12 -1 ' 20 1.2D+1.6S+1.0L (3) Yes Y 1 1.2 2 1.2 4 1.6 5 1 13 1 21 1.2D+1.6S+1.0L (4) Yes Y 1 1.2 2 1.2 4 1.6 5 1 13 -1 22 1.2D+1.6S+0.5W (1) Yes Y 1 1.2 2 1.2 4 1.6 6 .5 23 1.2D+1.6S+0.5W (2) Yes Y 1 1.2 2 1.2 4 1.6 6 -.5 ' 24 1.2D+1.6S+0.5W (3) Yes Y 1 1.2 2 1.2 4 1.6 7 .5 25 1.2D+1.6S+0.5W (4) Yes Y 1 1.2 2 1.2 4 1.6 8 -.5 26 1.2D+1.0W+1.0L+0.5Lr (.. Yes Y 1 1.2 2 1.2 6 1 5 1 3 .5 27 1.2D+1.0W+1.0L+0.5Lr (.. Yes Y 1 1.2 2 1.2 6 -1 5 1 3 .5 28 1.2D+1.0W+1.0L+0.5Lr (.. Yes Y 1 1.2 2 1.2 7 1 5 1 3 .5 -- 29 1.2D+1.OW+1.0L+0.5Lr (.. Yes Y 1 1.2 2 1.2 7 -1 5 1 3 .5 30 1.2D+1.0W+1.0L+0.5S (1) Yes Y 1 1.2 2 1.2 6 1 5 1 4 .5 31 1.2D+1.0W+1.0L+0.5S (2) Yes Y 1 1.2 2 1.2 6 -1 5 1 4 .5 32 1.2D+1.0W+1.0L+0.5S (3) YeS Y 1 1.2 2 1.2 7 1 5 1 4 .5 33 1.2D+1.OW+1.0L+0.5S (4) Yes Y 1 1.2 2 1.2 7 -1 5 1 4 .5 34 1.2D+1.0E+1.0L+0.2S (1) Yes Y 1 1.4.. 2 1.4... 8 1 5 1 4 .2 35 1.2D+1.0E+1.0L+0.2S (2) Yes Y 1 1.4... 2 1.4... 8 -1 5 1 4 .2 36 1.2D+1.0E+1.0L+0.2S (3) Yes Y _ 1 1.4.. 2 1.4... 9 1 5 1 4 .2 37 1.2D+1.0E+1.0L+0.2S (4) Yes Y 1 1.4... 2 1.4... 9 -1 5 1 4 .2 38 1.2D+1.0E+1.0L+0.2S (5) Yes Y 1 1.4... 2 1.4... 8 1 5 1 4 .2 10 1 39 1.2D+1.0E+1.0L+0.2S (6) Yes Y 1 1.4.. 2 1.4... 8 -1 5 1 4 .2 10 -1 40 1.2D+1.0E+1.0L+0.2S (7) Yes Y 1 1.4.. 2 1.4...9 1 5 1 4 .2 11 1 41 1.2D+1.0E+1.0L+0.2S (8) Yes Y 1 1.4...2 1.4...9 -1 5 1 4 .2 11 -1 42 0.9D+1.0W (1) Yes Y 1 .9 2 .9 6 1 43 0.9D+1.0W (2) Yes Y 1 .9 2 .9 6 -1 44 0.9D+1.0W (3) Yes Y 1 .9 2 .9 7 1 45 0.9D+1.0W (4) Yes Y 1 .9 2 .9 7 -1 46 0.9D+1.0E (1) Yes Y 1 .698 2 .698 8 1 47 0.9D+1.0E (2) Yes Y 1 .698 2 .698 8 -1 48 0.9D+1.0E (3) Yes Y 1_ .698 2 .698 9 1 49 0.9D+1.0E (4) Yes Y 1 .698 2 .698 9 -1 50_ __ 0.9D+1.0E (5) Yes Y 1 .698 2 .698 8 1 _ 10 1 51 0.9D+1.0E (6) Yes Y 1 .698 2 .698 8 -1 10 -1 52 0.9D+1.0E (7) Yes Y _ 1 .698 2 .698 9 1 11 1 53 0.9D+1.0E (8) Yes Y 1 .698 2 .698 9 -1 11 -1 54 Dead Load Reactions Y 1 1 _ 55 Collateral Dead Load Re... Y 2 1 56 Roof Live Load Reactions Y 3 1 57 Snow Load Reactions Y 4 1 58 Live Load Reactions Y 5 1 59 Wind Load X -X Reactions Y 6 1 60 Wind Load Z -Z Reactions Y 7 1 61 Seismic Load X -X Reacti.. Y 8 1 62 Seismic Load Z -Z Reacti... Y 9 1 63 1.2D+1.0E+1.0L+0.2S (1.. Y 1 1.4... 2 1.4... 8 2 5 1 4 .2 64 1.2D+1.0E+1.0L+0.2S (2.. Y 1 1.4.. 2 1.4...8 -2 5 1 4 .2 65 1.2D+1.0E+1.0L+0.2S (3.. Y 1 1.4... 2 1.4... 9 2 5 1 4 .2 66 1.2D+1.0E+1.0L+0.2S (4.. Y 1 1.4...2 1.4...9 -2 5 1 4 .2 67 1.2D+1.0E+1.0L+0.2S (5.. ¥ 1 1.4... 2 1.4... 8 2 5 1 4 .2 10 2 68 1.2D+1.0E+1.0L+0.2S (6.. Y 1 1.4...2 1.4...8 -2 5 1 4 .2 10 -2 69 1.2D+1.0E+1.0L+0.2S (7.. Y 1 1.4... 2 1.4... 9 2 5 1 4 .2 11 2 70 - 1.2D+1.0E+1.0L+0.2S (8... 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ZE A 0 8L0' 8Z 0 633' "X9SSH 841A1 917 1g113ud.!ya "3ud.!4a al ... ll;Jool .•a4S al ll)Jool poago apoa aoe45 iagwej (panul;uo3) s)3ay3 apo3 /aa;S Odell :(06-09£)106 3siv aclolaAu3 :d8 P8)1oa110 Wd 8Z:9 81.0Z'1L uer asnoy6oa E9-6 : aweN IapoW ANVdW0DN3HOSJ 3W3NV 000'8I. � au6!: �agJausas I lab m oul 'sJaat4u3 II!H s33!S : i uedwoa Iii mCompany : BRL & Hill Engineers, Inc. sAg : BRL Number : 18,000 ANEMETSCHEK COMPANY Model Name : 9-53 Doghouse Jan 17, 2018 5:28 PM Checked By: Envelope Joint Reactions Joint X flb L Y fI Z flbl 1 N52 max 63240.322 39 93946.797 40 25186.368 53 0 1 0 1 0 1 2 min -15155.15. 50. .-17734.623 53 -37139.811 40 0 _ 1 0 1 0 1 3 N53 max 15413.108 51 89059.478 36 23216.344 49 0 1 0 1 0 1 4 min -62790.647 38 -16260.955 49 -34118.922'' 36 0 1 0 1 0 1 5 N56 max 68065.195 35 103689.656 41 36368.834 41 0 1 0 1 0 1 6 min -13475.737 46 -16210.536 52 -24938.481 52 0 1 0 1 0 1 7 N55 max 12181.273 47 105022.492 37 33589.898 37 0 1 0 1 0 1 8 min -67484.136 34. -12786.805 48 -22151.998 48 0 1 0 1 0 1 9 Totals: max 102200.081 47 281279.74 7 102202.123 37 10 min -102200.093 34 80274.223 47 -102202.117 48 RISA -3D Version 16.0.1 [P:\18000\18000\Calculations\Structural\2018-01-17 Doghouse Structure.r3cl] Page 51 63 Y Member Code Checks Displayed (Enveloped) Envelope Only Solution Code Check (Env) INo Calc > 1.0 .90-1.0 .75-.90 .50-.75 0.-.50 Sitts & Hill Engineers, Inc. BRL 18,000 9-53 Doghouse SK - 20 Jan 17, 2018 at 5:26 PM 2018-01-17 Doghouse Structure.r3d 64 SITTS £t HILL ENGINEERS, INC. TACOMA, WASHINGTON (253) 474-9449 PROJECT CI-rj� ✓J�9.t''. i.� DESIGNED 12.L__ DATE i1�S�� JOB W_JC� CHECKED DATE SHEET OF 65 1 - I 1 -__ .s+ U..' . I - q 1 - .y'rt . .)� �� I�.ea4.+�"1 HT1 �� JLC .r... °i ".'i _ _J__ r;.-1 �1I i it Ir c.,.•mr� ! _, 7)-1 C.) 1.7 -1f , 1 1_ L -'C=�Z�.. -L II� 1- �1 fib. _� I Ni,_ -- 1 1� I-1 ,iI(-!I -I I��I i I ----- J = f - �I-v �-, _ r-�--1 -r �� 1 ra► _ o I L; I _I .e., Eipp" I - , I _l 1 WWI (_ i —7 �r . I I I __I_ I I I_I -ice '�"`¢.'' -I- \Cl i _ T -ice". _� _ _ -{_ J_- (, 1�1 -_ 3 ---- -1� I-- ------. I- I� -I-- I III._II - -- -- - . �- 7 X.0 �� J- ( ; n�i.7- �I� CA _-��- o t.-1 I- ! -)c -_ --- -- -�l- .-- T� 1 l -► Oa ' SJCl'.�LJ �- II I I , T I1 i L`Jl I - _J. _ ._ _-. _ . _. _� Tom= P� . 1 i �—f ,n _-_7 I I I I I__.` 'fi`S-_ 1-7:-. fn - I i I I ! rl�j_L �I I Iia -<7( ! i i i I I_ ,C-E.--� -I I� 1 1 1 . IP1 r - Y X44.2 �- - ICS I 1 -1 1 1 _ a I. _:_/,-* I I 1 -_Th'-' 1 i ,c,„t-c.�- _I - I .1 � )'ii _ I_ (-..,�`°rC� i 1 T1 b15: 1 - .__ 1 —Irl I ) KY) 1 1 -� ` ,_ 1- _. l (-.K:--- 1 I -_ I I \ Z� ---1:-TY7- - 'a I 0 V1:17:71- - t L4 1. -_ _1_1 _. _ - __ /..C.G I 1 I ; --' - I T I I ..-� , . -_ .__._____- 1 1 ` 1 65 Y Envelope Only Solution Sitts & Hill Engineers, Inc. BRL 18,000 9-53 Doghouse SK -1 Jan 18, 2018 at 8:15 PM 2018-01-18 Doghouse Structure -0... 66 Company : Sitts & Hill Engineers, Inc. Jan 18, 2018 Designer : BRL 8:16 PM Job Number : 18,000 Checked By: A NEMETSCHEK COMPANY Model Name : 9-53 Doghouse (Global) Model Settings Display Sections for Member Calcs 5 Max Internal Sections for ;Member Calcs 97 Include Shear Deformation? Yes Increase Nailing Capacity for Wind? Yes Include Warping? Yes Trans; Load IBtwn .!Intersecting Wood Wail? Yes Area Load Mesh (in^2) 144 Merge Tolerance (in) .12 P -Delta Analysis Tolerance 0.50% Include P-De'Ita for Walls? Yes Automatically Iterate Stiffness for Walls? Yes Max Iterations for Wail Stiffness 3 Gravity Acceleration (ft/sec^2) 32.2 Wall Mesh Size (in) 12 Eigensolution Convergence Tol. (1.E-) 4 Vertical .Axis Y Global Member Orientation Plane XZ Static Solver Sparse Accelerated Accelerated Solver Dynamic Solver Hot Rolled Steel Code AISC 14th(360-10): LRFD Adjust Stiffness? Yes(Iterative) RISAConnection Code AISC 14th(360-10): LRFD Cold Formed Steel Code AISI S100-10: ASD Wood Code AWC NDS -12: ASD Wood Temperature < 100F Concrete Code ACI 318-11 Masonry Code ACI 530-11: ASD Aluminum Code AA ADM1-10: ASD - Building AISC 14th(360-10): ASD Number of Shear Regions 4 Region Spacing Increment (in) 4 Biaxial Column Method Exact Integration Ramie Beta Factor(PGA) .65 .. _ Concrete Stress Block Rectangular Use Cracked Sections? Yes Use Cracked Sections Slab? No Bad Framing Warnings? No Unused Force Warnings? Yes Min 1 Bar Diam. Spacing? No Concrete Rebar Set REBAR SET ASTMA615 Mmm % Steel for Column 1 Max % Steel for Column 8 RISA -3D Version 16.0.1[P:\...\...\...\Structural\2018-01-18 Doghouse Structure-Overstrength.r3d] Page 1 67 Company : Sills & Hill Engineers, Inc. Jan 18, 2018 Designer : BRL 8:16 PM Job Number : 18,000 Checked By: A NEMETSCHEK COMPANY Model Name : 9-53 Doghouse (Global) Model Settings, Continued Seismic Code ASCE 7-10 Seismic Base Elevation (ft) Not Entered Add Base Weight? Yes Ct X ' .02 Ct Z .02 TX (sec) _ Not Entered T Z (sec) Not Entered R'X 3 RZ 3 Ct !Exp. X .75 _ Ct Exp. Z .75 SD1 1 _ SDS 1 S1 1 TL (sec) 5 Risk Cat I or II Drift Cat Other Om Z 1 ' Om X 1 CdZ 1 Cd X 1 Rho Z 1 Rho X 1 29000 11154 Footing Overturning Safety Factor 1 Optimize for OTM/Sliding No Check Concrete Bearing No Footing Concrete Weight (k/ft"3) 0 Footing Concrete fc (ksi) 4 Footing Concrete Ec (ksi) 3644 Lambda 1 Footing Steel fir (ksi) 60 Minimum Steel 0.0018 Makimum'Steel.. 0.0075 Footing Top Bar #3 Footing i;Top'iBanCover (in) 2 Footing Bottom Bar #3 Footing'Bottom Bar Cover. (in) 3.5 Pedestal Bar #3 Pedestal Bar Cover (in) 1.5 Pedestal Ties #3 Hot Rolled Steel Properties Therm ME Densitvrldft Yieldrksil Furksil 1 A36 Gr.36 29000 11154 .3 .65 .49 36 1.5 58 1.2 2 A572 Gr.50 29000 11154 .3 .65 .49 50 1:1 58 1.2 3 A992 29000 11154 .3 .65 .49 50 1.1 58 1.2 4 A500 Gr.42 29000 11154 .3 .65 .49 42 13 58 1.1 5 A500 Gr.46 29000 11154 .3 .65 .49 46 1.2 58 1.1 Hot Rolled Steel Section Sets 1 Label Shape Type W24x84 Main Beam W24x84 Beam Design List Wide Flange Material Design R... A [in2l Ivy [intl.] Izz jin4] J [in4j A992 Typical 24.7 94.4 2370 3.7 2 W24x84 Beam W24x84 Beam 3 W12x65 Floor Joists W12x65 Beam Wide Flange Wide Flange A992 A992 Typical Typical 24.7 94.4 2370 3.7 19.1 174 533 2.18 RISA -3D Version 16.0.1[P:\...\...\...\Structural\2018-01-18 Doghouse Structure-Overstrength.r3d] 68 Page 2 Company : Sifts & Hill Engineers, Inc. : BRL 11 R'SA Job (Number : 18,000 ANEMETSCHEK COMPANY Model Name : 9-53 Doghouse Jan 18, 2018 8:16 PM Checked By: Hot Rolled Steel Section Sets (Continued) Label Shaoe T Desion List Material Design R... A in21 Iin41 Izz in41 J fin4 4 W21x55 Columns W21x55 Column Wide Flange _._ .A992. Typical 16.2 48.4 1140 1.24 5 HSS8x8x3/8 Cross Br.. HSS8x8x6 VBrace Tube A500 Gr... Typical 10.4 100 100 160 6 HSS6x6x1/2 Columns HSS6x6x8 Column Tube A500 Gr... Typical 9.74 48.3. _ 48.3 81.1 7 W12x26 Roof Beams W12x26 Beam Wide Flange A992 Typical 7.65 17.3 204 .3 8 1-1/4" Rod Braces 1-1/4" Rod VBrace BAR._ _ A36 Gr.36 Typical 1.227 .12 .12 .24 9 W12x106 Beam W12x106 Beam Wide Flange A992 Typical 31.2 301 933 9.13 10 W10x54 Columns W10x54 Column _ Wide Flange A992 Typical 15.8 103 303 1.82 11 W12x65 Columns W12x65 Column Wide Flange A992 Typical 19.1 174 533 2.18 12 W12x26 Blocking W12x26 Beam Wide Flange A992 Typical 7.65 17.3 _ 204 .3 13 FRP Stringer Support W12x26 Beam Wide Flange A992 Typical 7.65 17.3 204 .3 14 C12x20.7 Channel C12x20.7 Beam Channel A36 Gr.36 Typical 6.08 3.86 129 .369 Joint Coordinates and Temperatures Label X fft Y fft 1 N1 3.5 14.667 37 0 2 N2 3.5 14.667 8.5 0 3 N3 43.5 14.667 37 0 _ 4 N4 43.5 14.667 ___ 4 0 5 N5 3.5 14.667 11.5 0 6 N6 43.5 14.667 11.5 0 7 N7 3.5 14.667 33.5 0 8 N8 43.5 14.667 33.5 0 9 N9 7.5 14.667 37 0 10 N10 7.5 14.667 8.5 0 11 N11 11.5 14.667 37 0 12 N13 15.5 14.667 37 0 13 N15 19.5 14.667 37 0 14 N16 19.5 14.667 4 0 15 N17 23.5 14.667 37 0 16 N18 23.5 14.667 _ _ _4_ ___ 0 17 N19 27.5 14.667 37 0 18 N20 27.5 14.667 4 0 19 N21 31.5 14.667 37 0 N22 31.5 14.667 4 0 _ 21 N23 35.5 14.667 37 0 22 N24 35.5 14.667 4 0 23 N25 39.5 14.667 37 0 24 N26 39.5 14.667 4 0 25 N27 0 14.667 37 0 26 N28 47 _ 14.667 37 0 27 N29 39.5 14.667 33.5 0 28 N30 47 14.667 33.5 0 29 N31 39.5 14.667 27.5 0 30 N32 _ _ 47 14.667 27.5 0 31 N33 39.5 14.667 22.5 0 32 N34 47 14.667 22.5 0 33 N35 39.5 14.667 17.5 0 34 N36 47 14.667 17.5 0 35 N37 39.5 14.667 11.5 . 0 36 N38 47 14.667 11.5 0 37 N39 15.5 14.667 4 0 38 N40 _ 47 14.667 4 0 39 N41 7.5 14.667 33.5 0 40 N42 0 14.667 33.5 0 41 N43 7.5 14.667 27.5 0 RISA -3D Version 16.0.1[P:\...\...\...\Structural\2018-01-18 Doghouse Structure-Overstrength.r3d] Page 3 69 Company : Sifts & Hill Engineers, Inc. L Job Number : 18,000 A NEMETSCHEK COMPANY Model Name : 9-53 Doghouse Jan 18, 2018 8:16 PM Checked By: Joint Coordinates and Temperatures (Continued) Label Temp rFl 42 N44 0 14.667 27.5 0 43 N45 7.5 14.667 22.5 0 44 N46 _ 0 14.667 22.5 _ 0 45 N47 7.5 14.667 17.5 0 _ 46 _ ___ N48 0 14.667 17.5 0 47 N49 7.5 14.667 11.5 0 48 N50 0 14.667 11.5 0 49 N51 11.5 14.667 8.5 0 50 N52 3.5 0 37 0 51 N53 43.5 0 37 0 52 N54 43.5 14.667 8.5 0 53 N55 43.5 0 8.5 0 54 N56 3.5 0 8.5 0 55 N57 39.5 14.667 8.5 0 56 N58 11.5 14.667 4 0 57 N59 16.917 14.667 11.5 0 58 _ N60 30.083 14.667 11.5 0 59 N61 16.917 14.667 33.5 0 60 _ _ N62 30.083 14.667 33.5 0 61 N63 3.5 14.667 27.5 0 62 N64 43.5 14.667 27.5 0 63 N65 3.5 30.458 33.5 0 64 N66 3.5 30.458 27.5 0 65 N67 3.5 30.458 11.5 0 66 N68 16.917 30.458 11.5 0 67 N69 30.083 30.458 11.5 0 68 N70 43.5 30.458 11.5 0 69 N71 43.5 30.458 27.5 0 70 N72 43.5 30.458 33.5 0 71 N73 30.083 30.458 33.5 0 72 N74 _ 16.917 30.458 33.5 0 73 N75 5.5 30.458 33.5 :0 74 N76 5.5 30.458 11.5 0 75 N77 9.5 30.458 33.5 0 _76_ N78 9.5 30.458 11.5 0 77 N79 13.5 30.458 33.5 _ 0 78 N80 13.5 30.458 11.5_ 0 79 N81 17.5 30.458 33.5 0 80 N82 17.5 30.458 11.5 0 _ _ 81 N83 21.5 30.458 33.5 0 82 _ N84 21.5 30.458 11.5 0 83 N85 25.5 30.458 33.5 0 84 N86 25.5 30.458 11.5 0 85 N87 29.5. 30.458 33.5 0 86 N88 _ 29.5 30.458 11.5 0 87 N89 33.5 30.458 33.5 0 88 N90 33.5 30.458 11.5 0 89 N91 37.5 30.458 33.5 0 90 N92 37.5 30.458 11.5 0 91 N93 30.166667 30.458 33.5 0 92 N94 11.5 14.667 33.5 0 93 N95 15.5 14.667 33.5 0 94 N96 19.5 14.667 33.5 0 95 N97 23.5 14.667 33.5 0 96 N98 27.5 14.667 33.5 0 97 N99 31.5 14.667 33.5 0 98 N100 __ _ 35.5 14.667 _33.5 _ _0 RISA -3D Version 16.0.1[P:\...\...\...\Structural\2018-01-18 Doghouse Structure-Overstrength.r3d] 70 Page 4 Company : Sifts & Hill Engineers, Inc. g : BRL JobDesiNumnerber 18,000 ANEMETSCHEK COMPANY Model Name : 9-53 Doghouse Jan 18, 2018 8:16 PM Checked By: Joint Coordinates and Temperatures (Continued) Label X fft l Y fft Z fft T 99 N101 11.5 14.667 11.5 0 Lbw 100 N102 15.5 14.667 11.5 0 2 101 N103 19.5 14.667 11.5 0 102 N104 23.5 14.667 11.5 0 M5 103 N105 27.5 14.667 11.5 0 104 N106 31.5 1.4.667 11.5 0 W12x65 Fl... 105 N107 35.5 14.667 11.5 0 1 106 N106A _ 0 14.667 8.5 0 33 107 N 107A 23.5 14.667 8.5 0 1 108 N110 3.5 14.667. . ___ __17.5 0 109 N111 43.5 14.667 17.5 0 110 N113 3.5 30.458 _ _- 17.5 0 111 N114 43.5 30.458 17.5 0 Lateral 112 N112 3.5 30.458 _ 28.25 0 1 113 N113A 5.5 30.458 28.25 0 9 114 N114A 3.5 14.667 28.25 0 115 N115 7.5 14.667 28.25 .0 M12 116 . . N116 41.5 30.458 33.5 0 117 N117 41.5 30.458 11.5 0 W12x65 Fl... Hot Rolled Steel Design Parameters Label Shaae Len othfftl Lb ft Lbzzfft 1 M1 W24x84 Be... 28.5 Lbw 1 1 Lateral 2 M2 W24x84 Be... 28.5 Lbyy 1 1 Lateral 3 M5 W12x65 Fl... 28.5 4 4 1 1 1 Lateral 4 M6 W12x65 Fl... 33 1 1 1 Lateral 5 M7 W12x65 Fl... 33 1 1 1 Lateral 6 M8 W12x65 Fl... 33 1 1 1 Lateral 7 Mg W12x65 Fl... 33 1 1 1 Lateral 8 M10 W12x65Fl... 33 1 1 1 _ _-_ Lateral 9 M11 W12x65 Fl... 33 1 1 1 Lateral 10 M12 W12x65 Fl.. 331__ _ 1 1 Lateral 11 M13 W12x65 Fl... 33 4 4 1 1 1 Lateral 12 M15 W12x65 Fl... 7.5 Lbyy 1 1 Lateral 13 M16 W12x65 Fl... 7.5 Lbw 1 1 Lateral 14 M17 W12x65 Fl... 7.5 Lbyy .8 .8 Lateral 15 M18 W12x65 Fl... 7.5 Lbw 1 1 Lateral 16 M19 W12x65 Fl... 7.5 _- Lbyy_ 1 1 Lateral 17 M20 W12x65 Fl... 35.5 4 4 4 4 .65 .65 Lateral 18 M21 W12x65 Fl.... 33 5.5 Lbyy .65__ ._.65 Lateral 19 M22 W12x65 Fl... 7.5 Lbw 1 1 Lateral 20 M23 W12x65 Fl... 7.5 Lbyy 1 1 Lateral 21 M24 W12x65 Fl... 7.5 Lbw .8 .8 Lateral 22 M25 W12x65 Fl... 7.5 Lbyy 1 _ __1__ . Lateral 23 M26 W12x65 Fl... 7.5 Lbw 1 1 Lateral _24 M27 W24x84 M... 40 _ 4 _ _ _- 20_ __Lbyy 1 1 Lateral 25 M29 W12x65 Fl... 28.5 5.5 Lbw .65 .65 Lateral 26 M30 W10x54 Co...14.667 .65 _ _.65 _ Lateral 27 M31 W10x54 Co...14.667 .65 .65 Lateral 28 M32 W10x54 Co.14.667 .65 .65 Lateral 29 M33 W10x54 Co...14.667 .65 .65 Lateral 30 M33A HSS8x8x3/... 24.802 1 1 Lateral 31 M34 HSS8x8x3/... 24.802 1 1 Lateral 32 M35 HSS8x8x3/...24.802 1 1 Lateral 33 M36 HSS8x8x3/...24.802 1 1 Lateral RISA -3D Version 16.0.1[P:\...\...\...\Structural\2018-01-18 Doghouse Structure-Overstrength.r3d] Page 5 71 Company : Sitts & Hill Engineers, Inc. IIRISA Designer : BRL Job Number 18,000 ANEMETSCHEK COMPANY Model Name : 9-53 Doghouse Jan 18, 2018 8:16 PM Checked By: Hot Rolled Steel Design Parameters (Continued) Label Shaoe Len othfftl Lb ft Lbzzfftl Lco to Dfftl LcomD botfftl L- _34__ M37 HSS8x8x3/... 32.053 __ _1_ _ 1 Lateral 35 M38 HSS8x8x3/.. 32.053 1 1 Lateral 36 M39 HSS8x8x3/...32.053__ _ 1 1 Lateral 37 M40 HSS8x8x3/... 32.053 1 1 Lateral 38 M41 W24x84 M... 40 4 20 4 1 1 Lateral 39 M42 HSS6x6x1/.. 15.791 .65 .65 Lateral 40 M43 HSS6x6x1/... 15.791 .65 .65 Lateral 41 M44 HSS6x6x1/... 15.791 .65 .65 Lateral 42 M45 HSS6x6x1/... 15.791 .65 .65 Lateral 43 M46 HSS6x6x1/... 15.791 .65 .65 Lateral 44 M47 HSS6x6x1/... 15.791 .65 .65 Lateral 45 M48 HSS6x6x1/... 15.791 .65 .65 Lateral 46 M49 HSS6x6x1/... 15.791 .65 .65 Lateral 47 M50 HSS6x6x1/... 15.791 .65 .65 Lateral 48 M51 HSS6x6x1/... 15.791 .65 .65 Lateral 49 M52 W12x26 Ro... 40 4 13.42 4 4 .65 .65 Lateral 50 M53 W12x26 Ro... 40 4 13.42 4 4 .65 .65 Lateral 51 M54 W12x26 Ro... 22 Lbw 1 1 Lateral 52 _ M55 W12x26 Ro... 22 Lbyy 1 1 Lateral 53 M56 W12x26 Ro... 22 Lbw 1 1 Lateral 54 M57 W12x26 Ro... 22 Lbyy 1 1 Lateral 55 M58 W12x26 Ro... 22 Lbw 1 1 Lateral 56 M59 W12x26 Ro... 22 Lbyy - 1 1 Lateral 57 M60 W12x26 Ro... 22 Lbw 1 1 Lateral 58 M61 W12x26 Ro... 22 Lbyy 1 1 Lateral 59 M62 W12x26 Ro... 22 Lbw 1 1 Lateral 60 M63 W12x26 Ro... 22 Lbyy 1 1 Lateral 61 M64 W12x26 Ro... 22 Lbw 1 1 Lateral 62 M64A W12x26 Ro... 22 Lbyy 1 1 Lateral 63 M65 1-1/4" Rod ... 20.56 1 1 Lateral 64 M66 1-1/4" Rod ... 20.613 1 1 Lateral, 65 M67 1-1/4" Rod ... 20.56 1 1 _ _ Lateral 66 M68 1-1/4" Rod ... 20.56 1 1 Lateral 67 M69 1-1/4" Rod ...16.892 1 1 Lateral 68 M70 _. 1-1/4" Rod ...16.892 1 1 Lateral 69 M71 1-1/4" Rod ... 16.892 1 1 Lateral 70 M71A W12x26 BI... 4 Lbyy 1 1 Lateral 71 M72 1-1/4" Rod ... 16.892 1 1 Lateral 72 M72A W12x26 BI... 4 Lbyy 1 1 Lateral 73 M73 W12x26 BI... 4 Lbw 1 1 Lateral 74 M74 W12x26 BI... 4 Lbyy 1 1 Lateral 75 M75 W12x26 BI... 4 Lbvv 1 1 Lateral 76 M76 W12x26 BI... 4 Lbyy 1 1 Lateral 77 M77 W12x26 Bl... 4 Lbw 1 1 Lateral 78 M78 W12x26 BI... 4 Lbyy 1 1 Lateral 79 M79 W12x26 BI... 4 Lbw 1 1 Lateral 80 M80 W12x26 BI... 4 Lbyy 1 1 Lateral 81 M81 W12x26 BI... 4 Lbw 1 1 Lateral 82 M82 W12x26 BI... 4 Lbyy 1 1 Lateral 83 M83 W12x26 BI... 4 Lbw 1 1 Lateral 84 M84 W12x26 BI... 4 Lbyy 1 1 Lateral 85 M85 W12x26 BI... 4 Lbw 1 1 Lateral 86 M86 W12x26 Bl... 4 Lbyy 1 1 Lateral 87 M86A W12x65 Fl... 7.5 Lbw 1 1 Lateral 88 M87 W12x65 Fl... 47 Lbyy 1 1 Lateral 89 M88 W12x65 Fl... 11.5 Lbvv 1 1 Lateral 90 M89 HSS6x6x1/...15.791_ .65 .65 Lateral RISA -3D Version 16.0.1[P:\...\...\...\Structural\2018-01-18 Doghouse Structure-Overstrength.r3d] Page 6 72 Company : Sifts & Hill Engineers, Inc. g : BRL Job DesiNumnerber 18,000 ANEMETSCHEK COMPANY Model Name : 9-53 Doghouse Jan 18, 2018 8:16 PM Checked By: Hot Rolled Steel Design Parameters (Continued) Label Shape Len oth(ftl Lb ft Lbzzfftl Lcomo toofftl LcomD bot(ftl L - Cb Functi... 91 M90 HSS6x6x1/... 15.791 0 2 1 4 -175 .65 .65 2 Lateral •92` ; ,; M91 1-1/4" Mid ..16:892:. M96 ,. -750 _ _ _ 1 1_. 4 ,1 RLL Lateral 93 M92 1-1/4" Rod ...16.892 1 4 Snow 1 1 Lateral 94 "M93 1-1/4" Rod .. 16.892 5 Live LL 1 1 1 Lateral 95 M94 1-1/4" Rod ...16.892 6 Wind (X -X) WL 1 1 Lateral 96 M95 C12x20.7... 2 Lbyy 1 1 Lateral 97 M96 C12x20.7... 4 Lbw 4 1 1 Seismic (Z -Z) Lateral Basic Load Cases BLC Description Cateao X Gray.. Y Gray.. Z Grav 1 Dead DL -175 0 2 1 4 -175 8 3 2 Collateral Dead DL 1.14 4 M96 Y -750 _ _ _ 1 3 Roof Live RLL 1 4 Snow SL _ 1 5 Live LL 1 4 6 6 Wind (X -X) WL 4 7 Wind (Z -Z) WL 4 8 Seismic (X -X) EL - - _ 4 9 Seismic (Z -Z) EL 4 10 Accidental Torsion (X -X) EL 2 11 Accidental Torsion (Z -Z) EL 2 12 Crane Live (X -X) LL 2 13 Crane Live (Z -Z) LL 2 14 BLC 1 Transient Area Lo... None 168 15 BLC 2 Transient Area Lo.. None 42 16 BLC 4 Transient Area Lo.. None 42 17 BLC 5 Transient Area Lo.. None 185 Joint Loads and Enforced Displacements (BLC 1 : Dead) Joint Label LDM 1 N90 L Direction Magnitude[(Ib.lb-ft). (in.rad). (Ib*s^2/ft lb... Y -320.8 Joint Loads and Enforced Displacements (BLC 5 : Live) Joint Label LDM Direction 1 N90 L Y Magnitude[(Ib.lb-ft). (in.rad). (Ib*s^2/ft, lb... -3207.8 Member Point Loads (BLC 1 : Dead) Member Label Direction ' 1 M20 Y , -175 0 2 M20 Y -175 3.5 3 M95 Y -750 1.14 4 M96 Y -750 1.14 Member Point Loads (BLC 5 : Live) Member Label 0 1 M20 Y -1750 0 2 M20 Y -1750 3.5 3 M95 Y -500 1.14 4 M96 Y -500 1.14 RISA -3D Version 16.0.1[P:\...\...\...\Structural\2018-01-18 Doghouse Structure-Overstrength.r3d] Page 7 73 Company : Sifts & Hill Engineers, Inc. IIRISA g : BRL JobDesiNumnerber 18,000 ANEMETSCHEK COMPANY Model Name : 9-53 Doghouse Jan 18, 2018 8:16 PM Checked By: Member Point Loads (BLC 12 : Crane Live (X -X)) Member Label 1 M95 Direction Magnitude[lb,Ib-ft] X 736.2 Location[ft,%] 1.14 M96.;,-:> X -736.2 1.14 Member Point Loads (BLC 13 : Crane Live (Z -Z)) Member Label Direction 0 1 M95 Z 736.2 1.14 2 M96 Z __ -736.2 - _ _1.14 Member Area Loads (BLC 1 : Dead) Joint A Joint B Joint C int Direction 1 N65 N72 N70 N67 Y A -B -24 2 N7 N8 N6 N5 Y A -B -66 3 N27 N50 N5 N1 Y A -B -33 4 N3 N6 N38 N28 Y A -B -33 5 N1 N3 N8 N7 Y A -B -33 6 N50 N6 N54 N106A Y A -B -33 7 N6 N38 N40 N4 Y A -B -33 8 N54 N51 N58 N4 Y A -B -33 Member Area Loads (BLC 2 : Collateral Dead) Joint A Joint B Joint C Joint D Direction Distribution 1 N65 N72 N70 N67 Y A -B Magnitude[psf] -15 Member Area Loads (BLC 3 : Roof Live) Joint A Joint B Joint C Joint D Direction Distribution 1 N65 N72 N70 N67 Y A -B Magnitude[psf] -20 Member Area Loads (BLC 4 : Snow) Joint A Joint B Joint C Joint D Direction Distribution 1 N65 N72 N70 N67 Y A -B Magnitude[psf] -25 Member Area Loads (BLC 5 : Live) Joint A Joint B Joint C Joint D Directi 1 N27 N50 N5 N1 Y A -B -50 2 N3 N6 N38 N28 Y _ A -B -50 3 N51 N54 N4 N58 Y A -B -50 4 N50 N6 N54 N106A Y A -B -50 5 N6 N38 N40 N4 Y A -B -50 6 N1 N3 N6 N5 Y _ A -B -50 Member Area Loads (BLC 6 : Wind (X -X)) Joint A Joint B Join Distribution 1 N65 N67 N5 N7 X A -B 26.8 2 N72 N70 N6 N8 X A -B _ 18.9 3 N65 N72 N8 N7 Z A -B 24.2 4 N67 N70 N6 N5 _ . Z A -B -24.2 Member Area Loads (BLC 7 : Wind (Z -Z)) in A Joint B Distribution 1 N67 N70 N6 N5 Z A -B 26.8 2 N65 N72 N8 N7 Z A -B 18.9 3 N67 N65 N7 N5 X A -B -24.2 RISA -3D Version 16.0.1[P:\...\...\...\Structural\2018-01-18 Doghouse Structure-Overstrength.r3d] Page 8 74 Company : Sifts & Hill Engineers, Inc. Iii RISA Designer : BRL Job Number 18,000 A NEMETSCHEK COMPANY Model Name : 9-53 Doghouse Jan 18, 2018 8:16 PM Checked By: Member Area Loads (BLC 7 : Wind (Z -Z)) (Continued) 4 Joint A Joint B Joint C Joint D Direction Distribution MagnitudeFosfl N72 N70'. iN6 N8 X A -B 24.2 Member Distributed Loads (BLC 8 : Seismic (X -X)) Member Label 1 M53 X 441.25 441.25 0 %100 2 M52 X _ 441.25 _ - 441.25 0 %100 3 M41 X 836.25 836.25 _ 0 %100 4 M27 X ______ ..836.25 836.25 0 %100 Member Distributed Loads (BLC 9 : Seismic (Z -Z)) Member Label Direction Start Maanitudefl 1 M55 Z 802.3 802.3 0 %100 2 M54 Z 802.3 _ 802.3 0 %100 3 M1 Z 1173.7 1173.7 0 %100 4 M2 Z 1173.7. 1173.7 0 %100 Member Distributed Loads (BLC 10 : Accidental Torsion (X -X)) Member Label 1 M41 X 127.75 127.75 0 %100 2 M27 X -127.75 _ -127.75 0 %100 Member Distributed Loads (BLC 11 : Accidental Torsion (Z -Z)) Member Label Directi 1 M1 Z 179.3 179.3 0 %100 2 M2 Z -179.3 -179.3 0 %100 Member Distributed Loads (BLC 14 : BLC 1 Transient Area Loads) Member Label Direction Start 1 M54 Y -24 -24 1.721e-15 22 2 M55 Y _ __ 715.989 -26.489 0 2 3 M55 Y -26.489 -27.52 2 __ 4 4 M55 Y -27.52 _- _.. -24.332 4 6 5 M55 Y -24.332 -25.364 6 8 6 M55 Y -25.364 -19.082 8 10 7 M55 Y -19.082 -19.082 10 12 8 M55 Y -19.082 -25.364 12 14 9 M55 Y -25.364 -25.364 14 16 10 M55 Y -25.364 -25.364 16 18 11 M55 Y -25.364 -25.364 18 20 12 M55 Y -25.364 -25.364 20 22 13 M56 Y -59.416 -70.068 0 2 14 M56 Y -70.068 -77.722 2 4 15 M56 Y -77.722 -77.162 4 6 16 M56 Y -77.162 -68.359 6 8 17 M56 Y -68.359 -62.465 8 10 18 M56 Y -62.465 -68.77 10 12 19 M56 Y -68.77 -75.055 12 14 20 M56 Y -75.055 -75.055 14 16 21 M56 Y -75.055 -75.055 16 18 22 M56 Y -75.055 -75.055 18 20 23 M56 Y -75.055 -75.055 20 _ 22 24 M57 Y __ -94.433 -94.573 _ 0 2 25 M57 Y -94.573 -94.893 2 4 RISA -3D Version 16.0.1[P:\...\...\...\Structural\2018-01-18 Doghouse Structure-Overstrerigth.r3d] Page 9 75 Company : Sifts & Hill Engineers, Inc. Designer : BRL Job Number 18,000 ANEMETSCHEK COMPANY Model Name : 9-53 Doghouse Jan 18, 2018 8:16 PM Checked By: Member Distributed Loads (BLC 14 : BLC 1 Transient Area Loads) (Continued) Member Label Direction Start Maonituderlb/ft.F.osfl End Maoni 26:. M57 Y; -94.893 -95.535 4- _ _ 6 27 M57 Y -95.535 -96.179 6 8 28 M57 Y -96.179_ __ -96.495 8 10 29 M57 Y -96.495 -96.563 10 _ 12 _30 M57 Y -96.563 -96.566 12 14 31 M57 Y -96.566 -96.566 14 16 32 M57 Y -96.566 -96.566 16 18 33 M57 Y -96.566 -96.566 18 20 34 M57 Y -96.566 -96.566 20 22 35 M58 Y -96 -96 1.776e-15 22 36 M59 Y -96 -96 1.776e-15 22 37 M60 Y -96 -96 1.776e-15 22 38 M61 Y -96 -96 1.776e-15 22 39 M62 Y -96 -96 1.776e-15 22 40 M63 Y -96 -96 1.776e-15 22 41 M64 Y -96 -96 1.776e-15 22 42 M64A Y -72 -72 1.721e-15 22 43 M1 Y -117.385 -109.109 2.85 4.923 44 M1 Y -109.109 -125.684 4.923 6.995 45 M1 Y -125.684 -143.621 6.995 9.068 46 M1 Y -143.621 -133.729 9.068 11.141 47 M1 Y -133.729 -143.581 11.141 13.214 48 M1 Y -143.581 -119.982 13.214 15.286 49 M1 Y -119.982 -119.22 15.286 17.359 50 M1 Y -119.22 -143.101 17.359 19.432 51 M1 Y -143.101 -127.18 19.432 21.505 52 M1 Y -127.18 -127.18 21.505 23.577 53 M1 Y -127.18 -127.18 23.577 25.65 54 M2 Y -115.789 -115.789 2.85 5.13 55 M2 Y -115.789 -115.789 5.13 7.41 56 M2 Y -115.789 _ -130.263 7.41 9.69 57 M2 Y -130.263 -144.737 9.69 . 11.97 58 M2 Y -144.737 _ -144.737 11.97 14.25 59 M2 Y -144.737 -108.553 14.25 _ 16.53 _ 60_ __ _ _ M2 Y -108.553 -130.263 16.53 18.81 61 M2 Y -130.263 -151.974 18.81 21.09 62 M2 Y _-151.974 -115.789 21.09 ___ 23.37 63 M2 Y -115.789 -115.789 23.37 25.65 64 M5 Y -136.376 -218.427 2.85 4.923 65 M5 Y -218.427 -278.557 4.923 6.995 66 M5 Y -278.557 -286.303 6.995 9.068 67 M5 Y -286.303 -251.851 9.068 11.141 68 _ M5 Y -251.851 -273.652 11.141 13.214 69 M5 Y -273.652 -253.726 13.214 15.286 70 M5 Y -253.726 -248.211 15.286 17.359 71 M5 Y -248.211 -283.975 17.359 19.432 72 M5 Y -283.975 -258.802 19.432 21.505 73 M5 Y -258.802 -256.921 21.505 23.577 74 M5 Y -256.921 -256.423 23.577 25.65 75 M6 Y -277.385 -256.409 3.3 5.4 76 M6 Y -256.409 -235.039 5.4 7.5 77 M6 Y -235.039 -233.04 7.5 9.6 78 M6 Y -233.04 -266.594 9.6 11.7 79 M6 Y -266.594 -273.49 11.7 13.8 80 M6 Y -273.49 -273.146 13.8 15.9 1 81 M6 Y -273.146 -305.419 15.9 18 82 M6 Y =305.419 -287.642 18 20.1... RISA -3D Version 16.0.1[P:\...\...\...\Structural\2018-01-18 Doghouse Structure-Overstrength.r3d] Page 10 76 Company : Sitts & Hill Engineers, Inc. I1 RISA Designer : BRL Job Number 18,000 ANEMETSCHEK COMPANY Model Name : 9-53 Doghouse Jan 18, 2018 8:16 PM Checked By: Member Distributed Loads (BLC 14 : BLC 1 Transient Area Loads) (Continued) Member Label Direction Start Maanitudeflb/ft .F.osfl End Maanitudeflb/ft.F 83 M6 Y -287.642 -254.518 20.1 22.2 -84 M6 ,Y -254.518 -191.056 22.2 '24.3 85 M6 Y -191.056 -65.143 24.3 26.4 86 M7 Y -264 -264 3.5 25.5 87 M8 Y -264 -264 3.5 25.5 _88. _ M9 Y _ -264 -264 _3.5 25.5 89 M10 Y -264 -264 3.5 25.5 90 M11 Y -264 _ _ _. -264 3.5 25.5 91 M12 Y -254.118 -254.597 3.3 5.4 92 M12 Y -254.597 -255.675 _ _ ._ 5.4 7.5 93 M12 Y -255.675 -257.499 7.5 9.6 94 _M12___ ___ __. Y -257.499 -256.457 9.6 11.7 95 M12 Y -256.457 -246.72 11.7 13.8 96 M12 Y -246.72 -300.764 13.8 15.9 97 M12 Y -300.764 -308.907 15.9 18 98 M12 Y -308.907 -255.236 18 20.1 99 M12 Y -255.236 -254.806 20.1 22.2 100 M12 Y -254.806 -191.51__ 22.2 24.3 101 M12 Y -191.51 -65.661 24.3 26.4 102 M13 Y _-254.111 -254.605 3.3 5.4 103 M13 Y -254.605 -256.479 5.4 7.5 104. _ . M 13 _ Y_ _ -256.479 -281.537 7.5 9.6 105 M13 Y -281.537 -266.78 9.6 11.7 106 M13 Y -266.78 -253.617 11.7 13.8 107 M13 Y -253.617 -300.369 13.8 15.9 108 M13 Y -300.369 -301.442 15.9 18 109 M13 Y -301.442 -268.159 18 20.1 110 M13 Y -268.159 -254.983 20.1 22.2 111 M13 Y -254.983 -191.511 22.2 24.3 112 M13 Y -191.511 -65.66 24.3 26.4 113 M22 Y -156.75 -156.75 4 7.5 114 M23 Y -181.5 -181.5 4 7.5 115 M24 Y -165 -165 4 7.5 116 M25 Y -181.5 -181.5 4 7.5 117 M26 Y -99 -99 4 7.5 118 M87 Y -57.75 -57.75 0 3.5 119 M15 Y -156.75 -156.75 4 7.5 120 M16 Y -181.5 -181.5 4 7.5 121 M17 Y -165 -165 4 7.5 122 M18 _ __ Y _ _ _ -181.5 -181.5 4 7.5_ 123 M19 Y -99 -99 4 7.5 124 M87 Y -57.75 - -57.75 43.5 47 125 M1 Y -66 -66 0 3.5 126 ._. __M2 Y -66 -66 2.776e-16 3.5 127 M5 Y -132 -132 1.11e-16 3.5 128 M6 Y -132 -132 1.11e-16 3.5 129 M7 Y -132 -132 1.11e-16 3.5 130 M8 Y -132 -132 1.11e-16 3.5 131 M9 Y -132 -132 1.11e-16 3.5 132 M10 Y -132 -132 - _ _ 1 11e-16 3.5 133 M11 Y -132 -132 1.11e-16 3.5 134 M12 Y___ __ __ _ -132 -132 1.11e-16 _. __ _3.5 135 M13 Y -132 -132 1.11e-16 3.5 136 M1 Y -123.75 _ __ -123.75 25.5 28.5 137 M2 Y -66 -66 25.5 28.5 138 _M5 Y -132 -132 25.5 28.5 139 M6 Y -132 -132 25.5 28.5 RISA -3D Version 16.0.1[P:\...\...\...\Structural\2018-01-18 Doghouse Structure-Overstrength.r3d] Page 11 77 Company : Sitts & Hill Engineers, Inc. g : BRL JobDesiNumnerber 18,000 A NEMETSCHEK COMPANY Model Name : 9-53 Doghouse Jan 18, 2018 8:16 PM Checked By: Member Distributed Loads (BLC 14 : BLC 1 Transient Area Loads) (Continued) Member Label Direction Start Maonitudeflb/ft.F 140 M7 '`,/,..-132 - _132:. 25.5. ._28:5_ 141 M8 Y -132 -132 25.5 28.5 142 M9 _ _ __Y -132 -132 _ 25.5 28.5 143 M10 Y -132 -132 25.5 28.5 144 M11 Y -132 _132 25.5 28:5 145 M12 Y -132 -132 25.5 28.5 146 M13 Y -132 -132 25.5 28.5 147 M29 Y -57.75 -57.75 25.5 28.5 148 M2 Y 2.74 -15.035 22.8 24.7 149 M2 Y -15.035 -49.253 24.7 26.6 150 M2 Y -49.253 -82.138 26.6 28.5 151 M21 Y .093 -24.585 23.1 25.08 152 M21 Y -24.585 -49.166 _ 25.08 27.06 153 M21 Y -49.166 -52.149 27.06 29.04 154 M21 Y -52.149 -56.155 29.04 31.02 155 M21 Y -56.155 -58.007 31.02 33 156 M86A Y -57.294 -56.107 3 4.125 157 M86A Y -56.107 -55.387 4.125_ 5.25 158 M86A Y -55.387 -55.247 5.25 6.375 159 M86A Y -55.247 -55.222 6.375 7.5 160 M6 Y _ _ -66 -66 28.5 33 161 M7 Y -132 -132 28.5 33 162 M8 Y -132 -132 28.5 33 163 M9 Y -132 -132 28.5 33 164 M10 Y -132 -132 28.5 33 165 M11 Y -132 -132 28.5 33 166 M12 Y -132 -132 28.5 33 167 M13 Y -132 -132 28.5 33 168 M86A Y -66 -66 3 7.5 Member Distributed Loads (BLC 15 : BLC 2 Transient Area Loads) Member Label Direction Start Maonit udeflb/ft.F 1 M54 Y -15 -15 1.721e-15 22 2 M55 Y -9.993 -16.555 0 2 3 M55 Y -16.555 -17.2 2 4 4 _- _ ___ _M55 _ __ ___-Y -17.2 -15.208 _ 4 6 5 M55 Y -15.208 -15.852 6 8 6 M55 _ _ Y -15 852 _ -11.926 8 10 7 M55 Y -11.926 -11.926 _ 10 12 8 M55 Y -11.926 -15.852 12 14 9 M55Y -15.852 -15.852 14 16 10 M55 ... Y -15.852 -15.852 16 18 11 M55 Y -15.852 -15.852 18 20 12 M55 Y -15.852 _--15.852 20 _ 22 13 M56 Y -37.135 -43.793 0 2 14 M56 Y _ _ _ -43.793 -48.577 2 4 15 M56 Y -48.577 -48.226 4 6 16 M56 Y -48.226 -42.724 6 8 -- 17 M56 Y -42.724 -39.041 8 10 18 M56 Y -39.041 -42.981 10 12 ' 19 M56 Y -42.981 -46.909 12 14 20 M56 Y -46.909 _ -46.909 14 16. 21 M56 Y -46.909 -46.909 16 18 22 M56 - Y -46.909 -46.909 _ 18 20 23 M56 Y -46.909 -46.909 20 22 24 M57 Y -59.021 -59.108 0 2 _ RISA -3D Version 16.0.1[P:\...\...\...\Structural\2018-01-18 Doghouse Structure-Overstrength.r3d] Page 12 78 Company : Sitts & Hill Engineers, Inc. 11 RISA ob'Number : 68,000 A NEMETSCHEK COMPANY Model Name : 9-53 Doghouse Jan 18, 2018 8:16 PM Checked By: Member Distributed Loads (BLC 15 : BLC 2 Transient Area Loads) (Continued) Member Label Direction Start Maanitudeflb/ft .F.osfl En 25 M57 Y -59.108 -59.308 2 4 26 M57 Y -59:308 -59.71 •• 4 6 27 M57 Y -59.71 -60.112 6 8 28 M57 Y -60.112 -60.309 _ 8 10 29 M57 Y -60.309 -60.352 10 12 30 _ M57 Y -60.352 -60.354 __ 12 - _ 14 31 M57 Y -60.354 -60.354 14 16 32_ - M57 Y -60.354 -60.354 . 16 18 33 M57 Y -60.354 -60.354 18 20 34 M57 Y _-60.354_ -60.354 ,20 _ _ _ 22 35 M58 Y -60 -60 1.776e-15 22 36 M59 Y -60 -60 1.776e-15 22 37 M60 Y -60 -60 _ 1.776e-15 _ 22 38 M61 Y -60 -60 1.776e-15 22 39 M62 Y -60 -60 1.776e-15 22 40 M63 Y -60 -60 1.776e-15 22 41 M64 Y -60 -60 1.776e-15 22 42. _ M64A Y -45 -45._ _ 1.721e-15 22 Member Distributed Loads (BLC 16 : BLC 4 Transient Area Loads) Member Label Di 1 M54 Y -25 -25 11.721e-15 22 2 M55 Y -16.655 -27.592 0 2 3 M55 Y -27.592 -28.667 2 4 4 M55 Y -28.667 -25.346 4 6 5 M55 Y -25.346 -26.42 6 8 6 M55 Y -26.42 -19.877 8 10 7 M55 Y -19.877 -19.877 10 12 8 M55 Y -19.877 -26.42 12 14 9 M55 Y -26.42 -26.42 14 16 10 _' __ M55 Y -26.42 -26.42 ___ __ _ 16 18 11 M55 Y -26.42 -26.42 1820 12 M55 Y _ -26.42 -26.42 _ -- 20 22 13 M56 Y -61.891 -72.988 0 2 14 M56 Y -72.988 _ _ _ -80.961 2 - 4 15 M56 Y -80.961 -80.377 4 6 16 M56 Y -80.377 -71.207 6 8 17 M56 Y -71.207 -65.068 8 10 18 M56 . Y__ _ _ _ -65.068 -71.636 10 12 19 M56 Y -71.636 -78.182 12 14 20 M56 Y -78.182 _ -78.182 14 16 21 M56 Y -78.182 -78.182 16 18 22 M56 Y _ -78.182 -78.182 .__ - 18 20 23 M56 Y -78.182 -78.182 20 22 24 M57 Y -98.368 -98.514 0 2 25 M57 Y -98.514 -98.847 2 4 26 M57 Y - _. -98.847 -99.516 4 6 27 M57 Y -99.516 -100.186 6 8 28 M57 Y -100.186 -100.515 8 10 29 M57 Y -100.515 -100.586 10 12 30 M57 _ Y -100.586 -100.589. 12 14 31 M57 Y -100.589 -100.589 14 16 32 M57 Y -100.589 _ -100.589 16 18 33 M57 Y -100.589 -100.589 18 20 34 M57 Y -100.589 -100.589 20 - 22 35 M58 Y -100 -100 1.776e-15 22 RISA -3D Version 16.0.1[P:\...\...\...\Structural\2018-01-18 Doghouse Structure-Overstrength.r3d] Page 13 79 Company : Sitts & Hill Engineers, Inc. 1 R'SA Job Number : BRL : 18,000 ANEMETSCHEK COMPANY Model Name : 9-53 Doghouse Jan 18, 2018 8:16 PM Checked By: Member Distributed Loads (BLC 16 : BLC 4 Transient Area Loads) (Continued) Member Label Directi 36 M59 _ _ _:.Y_ -100 _ -100. 1.776e-15 22__ 37 M60 Y -100 -100 1.776e-15 22 38 M61 Y -100 . -100 1.776e-15__ 22 ' 39 M62 Y -100 -100 1.776e-15 22 40 M63 Y _ -100 -100 1.776e-15 22 41 M64 Y -100 -100 1.776e-15 22 42 M64A Y -75 -75 1.721e-15 22 Member Distributed Loads (BLC 17 : BLC 5 Transient Area Loads) Member Label 1 M22 Y -237.5 -237.5 4 7.5 _2 _ M23 Y -275 -275 4 7.5 3 M24 Y -250 -250 4 7.5 4 M25 Y -275 _ -275 4 7.5 5 M26 Y -150 -150 4 7.5 6 M87 Y -87.5 -87.5 _ 0 3.5 7 M15 Y -237.5 -237.5 4 7.5 8 M16 Y -275 -275 - 4 7.5_ 9 M17 Y -250 -250 4 _ 7.5 10 M18 Y -275 -275 - 4 7.5 11 M19 Y -150 -150 4 7.5 12 M87 Y -87.5 -87.5 43.5 47 13 M6 Y -100 -100 28.5 33 14 M7 Y -200 -200 28.5 33 15 M8 Y -200 -200 28.5 33 16 M9 Y -200 -200 28.5 33 17 M10 Y -200 -200 28.5 33 18 M11 Y -200 -200 28.5 33 19 M12 Y -200 -200 28.5 33 20 M13 Y -200 -200 28.5 33 21 M86A Y -100 -100 3 7.5 22 M1 Y -187.5 -187.5 - 25.5 28.5 23 M2 Y -100 -100 25.5 28.5 24 M5 Y -200 -200 __ 25.5 28.5 I 25 M6 Y -200 -200 25.5 28.5 26 M7 Y__-_ -200 _200 25.5 28.5_ 27 M8 Y -200 -200 25.5 28.5 28 M9 Y -200 -200_ . 25.5 28.5 29 M10 Y -200 -200 25.5 _ 28.5 _30 - . M11 Y -200 -200 25.5 28.5 31 M12 Y -200 -200 25.5 28.5 32 M13 Y _ -200 _ -200 _ __ 25.5 28.5 33 M29 Y -87.5 1-87.5 25.5 28.5 34 M2 Y 4.152 __ -22.78 22.8 24.7 35 M2 Y -22.78 -74.625 24.7 26.6 36 M2 Y __ -74.625 -124.452 26.6 28.5 37 M21 Y .14 _ -37.25 23.1 25.08 M21 Y -37.25 _ -74.493 25.08 27.06 39 M21 Y -74.493 -79.013 27.06 29.04 40 M21 Y __ -79.013 -85.083 29.04 31.02 41 M21 Y -85.083 -87.889 31.02 33 M86A Y -86.809 _ _ __ -85.011 3 4.125 43 M86A Y -85.011 -83.92 4.125 _ 5.25 44 M86A Y__ -83.92 _ _-83.708 5.25 6.375 45 M86A Y -83.708 -83.669 6.375 7.5 46 M1 Y -61.703 - -103.793 0 2.138 RISA -3D Version 16.0.1[P:\...\...\...\Structural\2018-01-18 Doghouse Structure-Overstrength.r3d] Page 14 80 Company : Sitts & Hill Engineers, Inc. I1 RISA Job Number : 118,000 ANEMETSCHEK COMPANY Model Name : 9-53 Doghouse Jan 18, 2018 8:16 PM Checked By: Member Distributed Loads (BLC 17 : BLC 5 Transient Area Loads) (Continued) Member Label Direction 47 M1 Y -103.793 -102.982 2.138 4.275 48 M1 Y _ -102.982 -97.924 4.275 6.413 49 M1 Y -97.924 -110.736 6.413 8.55 50 M1 Y -110.736 -105.337 8.55 10.688 51 M1 Y -105.337 -92.16 10.688 12.825 52 M1 Y -92.16 -99.116 12.825 14.962 53 M1 Y -99.116 -117.836 14.962 17.1 54 M1 Y__ _ -117.836 -106.14 - 17.1 19.237 55 M1 Y -106.14 -94.444 19.237 21.375 56 M1 Y -94.444-_ -94.444 21.375 23.512 57 M1 Y -94.444 -94.444 23.512 25.65 58 _ M2 Y -59.454 _ _ -106.238 0 2.138 59 M2 Y -106.238 -112.086 ._ 2.138 4.275 60 M2 Y -112.086 -94.542 4.275 6.413 61 M2 Y -94.542 -100.39 6.413 8.55 62 M2 Y -100.39 -112.086 _ 8.55 10.688 63 M2 Y -112.086 -88.694 10.688 12.825 64 M2 Y- -88.694 -88.694 12.825 14.962 65 M2 Y -88.694 -117.934 14.962 17.1 66 M2 Y -117.934 -106.238 171 19.237 67 M2 Y -106.238 -94.542 19.237 21.375 68 M2 Y -94.542 -94.542 21.375 23.512 69 M2 Y -94.542 -94.542 23.512 25.65 70 M5 Y -121.596 -209.57 0 2.138 71 M5 Y -209.57 -205.611 2.138 4.275 72 M5 Y -205.611 -190.744 4.275 6.413 73 M5 Y -190.744 -222.592 6.413 8.55 74 M5 Y -222.592 -210.442 8.55 10.688 75 M5 Y -210.442 -184.035 10.688 12.825 76 M5 Y -184.035 -196.725 12.825 14.962 77 M5 Y -196.725 -225.635 14.962 17.1 78 M5 Y -225.635 -209.076 17.1 19.237 79 M5 Y -209.076 -190.583 19.237 21.375 80 M5 Y -190.583 -189.201 21.375 23.512 81 M5 Y -189.201 -188.835 23.512 25.65 82 M6 Y -125.6 -226.783 0 2.031 I 83 M6 Y -226.783 -230.366 2.031 4.062 84 M6 Y -230.366 -195.786 4.062 6.092 85 M6 Y -195.786 -194.038 6.092 8.123 86 M6 Y -194.038 -192.499 8.123___ 10.154 87 M6 Y -192.499 -203.213 10.154 12.185 88 M6 Y _ -203.213 -201.842 12.185 14.215 89 M6 Y -201.842 -203.518 14.215 16.246 _90 M6 Y -203.518 -204.133 _ 16.246 18.277 91 M6 Y -204.133 -202.693 18.277 20.308 92 M6 _Y -202.693 -201.364_ 20.308 22.338 93 M6 Y -201.364 -151.648 22.338 24.369 94 M6 Y -151.648 -53.007 26.4 95 M7 Y -126.894 -225.379 _ _24.369 0 2.031 96 M7 Y _-_ -225.379 -237.689 2.031 4.062 97 M7 Y -237.689 -200.758 4.062 6.092 98_ . _ . M7 Y -200.758 _ _--200.758 6.092 8.123 99 M7 Y -200.758 -200.758 8.123 10.154 100 M7 Y -200.758 -200.758_ 10.154 12.185 101 M7 Y -200.758 -200.758 12.185 14.215 102 M7 Y -200.758 -200.758 _14.215 16.246 103 M7 Y -200.758 -200.758 16.246 _ 18.277 RISA -3D Version 16.0.1[P:\...\...\...\Structural\2018-01-18 Doghouse Structure-Overstrength.r3d] Page 15 81 Company : Sifts & Hill Engineers, Inc. '' mRisA Designer : BRL Job Number 18,000 ANEMETSCHEK COMPANY Model Name : 9-53 Doghouse Jan 18, 2018 8:16 PM Checked By: Member Distributed Loads (BLC 17 : BLC 5 Transient Area Loads) (Continued) Member Label Direction Start Maanitudeflb/ft .F.Dsfl End Maanitude(lb/ft .F.osfl Start Locati 104 M7 Y _ -200.758 ____ ____ -200/58 .18.277 _ 20.308 _ i 105 M7 Y -200.758 -200.758 20.308 22.338 106_ -. __ _ M7 Y -200.758 -151.515 _ _. 22.338 24.369 107 M7 Y -151.515 -53.03 24.369 26.4 108 M8 Y -126.894. _ _._ -225.379 0 _2.031 109 M8 Y -225.379 -237.689 2.031 4.062 110 M8 Y -237.689 -200.758 4.062 6.092 111 M8 Y -200.758 -200.758 6.092 8.123 112 M8 Y -200.758 -200.758 8.123 10.154 113 M8 Y -200.758 -200.758 10.154 12.185 114 M8 Y -200.758 -200.758 12.185 14.215 115 M8 Y -200.758 -200.758 14.215 16.246 116 M8 Y -200.758 -200.758 16.246 18.277 117 M8 Y -200.758 -200.758 18.277 20.308 118 M8 Y -200.758 -200.758 20.308 22.338 119 M8 Y -200.758 -151.515 22.338 24.369 120 M8 Y -151.515 -53.03 24.369 26.4 121 M9 Y -126.894 -225.379 0 2.031 122 M9 Y -225.379 -237.689 2.031 4.062 123 M9 Y -237.689 -200.758 4.062 6.092 124 M9 Y -200.758 -200.758 6.092 8.123 125 M9 Y -200.758 -200.758 8.123 10.154 126 M9 Y -200.758 -200.758 10.154 _ 12.185 127 M9 Y -200.758 -200.758 12.185 14.215 128 M9 Y -200.758 -200.758 14.215 16.246 129 M9 Y -200.758 -200.758 16.246 18.277 130 M9 Y -200.758 -200.758 18.277 20.308 131 M9 Y -200.758 -200.758 20.308 22.338 132 M9 Y -200.758 -151.515 22.338 24.369 133 M9 Y -151.515 -53.03 24.369 26.4 134 M10 Y _ . -126.894 -225.379 0 2.031 135 M10 Y -225.379 -237.689 2.031 4.062 136 M10 Y -237.689 -200.758 _ 4.062 6.092 137 M10 Y -200.758 -200.758 6.092 8.123 138 M10 Y _-200.758 -200.758 8.123. __ 10.154 139 M10 Y -200.758 -200.758 10.154 12.185 140 M10 Y -200.758 __ _ _ . 2200.758 12.185 14.215 141 M10 Y -200.758 -200.758 14.215 16.246 142 M10__ Y___ -200.758 -200.758 16.246 18.277 143 M10 Y -200.758 -200.758 18.277 20.308 144 M10 Y -200.758 -200.758 20.308 22.338 145 M10 Y -200.758 -151.515 22.338 24.369 146 M10 Y -151.515 -53.03 24.369 26.4 147 M11 ! Y -126.894 -225.379 0 2.031 148 M11 Y -225.379 -237.689 2.031 4.062 149 M11 Y -237.689 -200.758 4.062 6.092 150 M11 Y -200.758 -200.758 6.092 8.123 151 M11 Y -200.758 -200.758 8.123 10.154 152 M11 Y -200.758 -200.758 10.154 12.185 153 M11 Y -200.758 -200.758 12.185 14.215 154 M11 Y -200.758 -200.758 14.215 16.246 155 M11 Y -200.758 -200.758 16.246 18.277 156 M11 Y -200.758 -200.758 18.277 20.308 157 M11 Y -200.758 -200.758 20.308 22.338 158 M11 Y -200.758 -151.515 _ 22.338 24.369 159 M11 Y -151.515 -53.03 24.369 26.4 160 M12 Y -126.896 _ _ -225.381 _.. _ _ _ 0 2.031 RISA -3D Version 16.0.1[P:\...\...\...\Structural\2018-01-18 Doghouse Structure-Overstrength.r3d] Page 16 82 Company : Sifts & Hill Engineers, Inc. 11 RISA Job (Number : 18,000 ANEMETSCHEK COMPANY Model Name : 9-53 Doghouse Jan 18, 2018 8:16 PM Checked By: Member Distributed Loads (BLC 17 : BLC 5 Transient Area Loads) (Continued) Member Label Direction Start Maanitudeflb/ft .F.osfl End Maani 161 M12 Y -225.381 -237.769 2.031 4.062 162 M12 Y -237.769 -201.305 4.062 6.092 163 M12 Y -201.305 -202.579 6.092 8.123 1164 M12 Y -202.579 -190.617 8.123 _ 10.154 165 M12 Y -190.617 -199.423 10.154 12.185 166 M12 Y -199.423 -203.363 12.185 14.215 167 M12 Y -203.363 -190.148 14.215 __ 16.246 (_168_ __ _. _M12 Y -190.148 -198.092 ____ __ 16.246 18.277 169 M12 Y -198.092 -201.493 18.277 20.308 170 M12 Y -201.493 _ __ _ -201.156 20.308 22.338 171 M12 Y -201.156 -151.57 22.338 _ 24.369 172 M12 Y -151.57 _ _ 752.979 24.369 26.4 173 M13 Y -126.896 -225.381 0 2.031 174 M13 Y -225.381 -237.781 2.031 4.062 175 M13 Y -237.781 -201.389 4.062 6.092 176 M13 Y -201.389 -211.985 6.092 8.123 177 M13 Y -211.985 -172.464 8.123 10.154 178_ _ . _ _ M13 __ _ __ Y -172.464 -182.485 __ 10.154 12.185 179 M13 Y -182.485 -207.42 12.185 14.215 180 M13 Y -207.42 -206.074 14.215 16.246 181 M13 Y -206.074 -230.495 16.246 18.277 182 M13 Y -230.495 _ -211.616. _ _ 18.277 20.308 183 M13 Y -211.616 -201.295 20.308 22.338 184 M13 Y -201.295 -151.571 22.338 24.369 185 M13 Y -151.571 -52.979 24.369 26.4 Load Combinations Description Solve PDelta SRSS B... Fa... B... Fa... B... Fa... B... Fa... B... Fa... B... F 1 1.4D Y 1 1.4 2 1.4 2 1.2D+1.6L+0.5Lr_(1) - Y 1 1.2 2 1.2 5 1.6 3 .5 121.6 3 1.2D+1.6L+0.5Lr (2) Y 1 1.2 2 1.2 5 1.6 3 .5 12 -1.6 4 1.2D+1.6L+0.5Lr (3) Y 1.1.2 2. 1.2 5 1.6 3 .5 13 1.6 5 1.2D+1.6L+0.5Lr (4) Y 1 1.2 2 1.2 5 1.6 3 .5 13 -1.6 6 1.2D+1.6L+0.5S (1) Y 1 1.2 2 1.2 5 1.6 4 .5. 12 1.6 7 1.2D+1.6L+0.5S (2) Y 1 1.2 2 1.2 5 1.6 4 .5 12 -1.6 8 1.2D+1.6L+0.5S (3) Y 1 1.2 2 1.2 5 1.6 4 .5 13 1.6 9 1.2D+1.6L+0.5S (4) Y 1 1.2 2 1.2 5 1.6 4 .5 13 -1.6 10 1.2D+1.6Lr+1.0L (1) Y 1. 1.2 2 1.2 3 1.6 5 1 12 1 11 1.2D+1.6Lr+1.0L (2) Y 1 1.2 2 1.2 3 1.6 5 1 12 -1 12 1.2D+1.6Lr+1.0L (3) Y 1 1.2 2 1.2 3 1.6 5 1 13 1 13 1.2D+1.6Lr+1.0L (4) Y 1 1.2 2 1.2 3 1.6 5 1 13 -1 1.4_ 1.2D+1.6Lr+0.5W_(1) . __ Y 1 1.2 2 1.2 3 1.6 6 .5 15 1.2D+1.6Lr+0.5W (2) Y 1 1.2 2 1.2 3 1.6 6 -.5 16 1.2D+1.6Lr+0.5W (3) Y 1 1.2 2 1.2 3 1.6 7 _.5 _ 17 1.2D+1.6Lr+0.5W (4) Y 1 1.2 2 1.2 3 1.6 7 -.5 18 1.2D+1.6S+1.0L (11 Y _ 1. 1.2 2 1.2 4 1.6 5 1 12 1 19 1.2D+1.6S+1.0L (2) Y 1 1.2 2 1.2 4 1.6 5 1 12 -1 20 1.2D+1.6S+1.0L (3) Y 1 1.2 2 1.2 4 1.6 5 1 13 1_ _ _ 21 1.2D+1.6S+1.0L (4) Y 1 1.2 2 1.2 4 1.6 5 1 13 -1 22 1.2D+1.6S+0.5W.(1) _ Y_ _ 1 1.2 2 1.2 4 1.6 6 .5 23 1.2D+1.6S+0.5W (2) Y 1 1.2 2 1.2 4 1.6 6 -.5 24 1.2D+1.6S+0.5W (3) Y 1 1.2 2 1.2 4 1.6 7 .5 25 1.2D+1.6S+0.5W (4) Y 1 1.2 2 1.2 4 1.6 8 -.5 26 1.2D+1.0W+1.0L+0.5Lr (.. _ Y 1 1.2 2 1.2 6 1 5 1 3 .5 27 1.2D+1.0W+1.0L+0.5Lr (.. Y 1 1.2 2 1.2 6 -1 5 1 3 .5 RISA -3D Version 16.0.1[P:\...\...\...\Structural\2018-01-18 Doghouse Structure-Overstrength.r3d] Page 17 83 Company : BRL & Hill Engineers, Inc. gn JobDesiNuerRmber : 18,000 ANEMETSCHEK COMPANY Model Name : 9-53 Doghouse Jan 18, 2018 8:16 PM Checked By: Load Combinations (Continued) Description Solve PDelta SRSS B... Fa... B... Fa... B... Fa... B... Fa... B... Fa... B... F 28 1.2D+1.0W+1.0L+0.5Lr (.. Y 1 1.2 2 1.2 7 1 5. 1_ -3_ _.5 29 1.2D+1.0W+1.0L+0.5Lr (.. Y 1 1.2 2 1.2 7 -1 5 1 3 .5 30 1.2D+1.0W+1.0L+0.5S (1) Y 1 1.2 2 1.2 6 1 5 1 4 .5 _ 31 1.2D+1.0W+1.0L+0.5S (2) Y 1 1.2 2 1.2 6 -1 5 1 4 .5 32 1.2D+1.0W+1.0L+0.5S (3) Y 1 1.2 2 1.2 7 1 5 1 4_ .5_ 33 1.2D+1.0W+1.0L+0.5S (4) Y 1 1.2 2 1.2 7 -1 5 1 4 .5 34 1.2D+1.0E+1.0L+0.2S (1) Y 1 1.4.. 2 1.4... 8 1 5 1 4 .2 35 1.2D+1.0E+1.0L+0.2S (2) Y 1 1.4.. 2 1.4.. 8 -1 5 1 4 .2 36 1.2D+1.0E+1.0L+0.2S (3) Y 1 1.4.. 2 1.4... 9 1 5 1 4 .2 37 1.2D+1.0E+1.0L+0.2S (4) Y 1 1.4.. 2 1.4...9 -1 5 1 4 .2 38 1.2D+1.0E+1.0L+0.2S (5) Y 1 1.4.. 2 1.4...8 1 5 1 4 .2 10 1 39 1.2D+1.0E+1.0L+0.2S (6) Y 1 1.4.. 2 1.4...8 -1 5 1 4 .2 10 -1 40 1.2D+1.0E+1.0L+0.25 (7) Y 1 1.4...2 1.4...9 1 5 1 4 .2 11 1 41 1.2D+1.0E+1.0L+0.2S (8) y 1 1.4.. 2 1.4.. 9 -1 5 1 4 .2 11 -1 42 0.9D+1.0W (1) Y 1 .9 2 .9 6 1 43 0.9D+1.0W (2) Y 1 .9 2 .9 6 -1 44 0.9D+1.0W (3) Y 1 .9 2 .9 7 1 _ 45 0.9D+1.0W (4) Y 1 .9 2 .9 7 -1 46 0.9D+1.0E (1) Y 1 .698 2 .698 8 1 47 0.9D+1.0E (2) Y 1 .698 2 .698 8 -1 48 0.9D+1.0E (3) Y 1 .698 2 .698 9 1 49 0.9D+1.0E (4) Y 1 .698 2 .698 9 -1 50 0.9D+1.0E (5) Y 1 .698 2 .698 8 1 10 1 51 0.9D+1.0E (6) Y 1 .698 2 .698 8 -1 10 -1 52 0.9D+1.0E (7) Y 1 .698 2 .698 9 1 11 1 53 0.9D+1.0E (8) Y 1 .698 2 .698 9 -1 11 -1 54 Dead Load Reactions Y 1 1 55 Collateral Dead Load Re... Y 2 1 56 Roof Live Load Reactions Y 3 1 57 Snow Load Reactions Y 4 1 58 Live -Load Reactions _ Y _ 5 1 59 Wind Load X -X Reactions Y 6 1 60 Wind Load Z -Z Reactions Y __ 7 _1 61 Seismic Load X -X Reacti.. Y 8 1 62 Seismic Load Z -Z Reacti.., Y 9 1 63 1.2D+1.0E+1.0L+0.2S (1...Yes Y 1 1.4... 2 1.4... 8 2 5 1 4 .2 64 1.2D+1.0E+1.0L+0.2S (2.. Yes Y 1 1.4... 2 1.4...8 -2 5 1 4 .2 _ _ 65 1.2D+1.OE+1.0L+0.2S (3.. Yes Y 1 1.4... 2 1.4.. 9 2 5 1 4 .2 66 1.2D+1.0E+1.0L+0.2S (4.. Yes Y_ 1. 1.4.. 2 1.4... 9 -2 5 1 4 .2 67 1.2D+1.0E+1.0L+0.2S (5.. Yes Y 1 1.4.. 2 1.4.. 8 2 5 1 4 .2 10 2 68 1.2D+1.0E+1.0L+0.2S (6.. Yes Y 1 1.4.. 2 1.4.. 8 -2 5 1 4 .2 10 -2 69 1.2D+1.0E+1.0L+0.2S (7.. Yes Y 1 1.4.. 2 1.4.. 9 2 5 1 4 .2 11 2 70 1.2D+1.OE+1.OL+0.2S (8.. Yes Y 1 1.4..2 1.4..9 -2 5 1 4 2 11 -2 71 0.9D+1.0E (1) Omega Yes Y 1 .698 2 .698 8 2 72 0.9D+1.OE (2) Omega Yes Y 1 .698 2 .698 8 -2 73 0.9D+1.OE (3) Omega Yes Y 1 .698 2 .698 9 2 74 0.9D+1.OE (4) Omega Yes Y 1 .698 2 .698 9 -2 75 0.9D+1.OE (5) Omega Yes Y 1 .698 2 .698 8 2 10 2 76 0.9D+1.0E (6) Omega Yes Y 1 .698 2 .698 8 -2 10 -2 ' 77 0.9D+1.OE (7) Omega Yes Y 1 .698 2 .698 9 2 11 2 78 0.9D+1.0E (8) Omega Yes Y 1 .698 2 .698 9 -2 11 -2 RISA -3D Version 16.0.1[P:\...\...\...\Structural\2018-01-18 Doghouse Structure-Overstrength.r3d] Page 18 84 S8 61. abed [PE.'436uailsJanp-ain;onAS esnog6o0 81 -10 -81 -Ona npnJ3S\"'\"'\'••\:d] 6'0'96 uoisian 0£-v5l2i "*-LH'""-0176t79 S"L£90£ OSZ1717£ ""'9L09S £9' ZZ S£0' £9 11. £9Z' 9ZXZLM 091A1 LS --LH" -0£6t79 5'LE90E 0521717£ -9L09S L9 A ZZ 17£0' 89 11 - VW--9ZXZLM 651A1 99 "'-LH """ """6£6179 S'L£90£ 0521717E ""9L09S 89 A 0 17£0' 89 11 E9Z' 9ZXZLM 851A1 99 "'-LH - '"t7176179 5'L£90£ OSZ17t£ "" 9L095 89 A ZZ- -9E0.- V9 11. 1792' 9ZXZLM LSW 175 --LH "' -L6LES S"L£90E 0921717£ ""9L09S 89 A 0 690' 89 96£'6 09Z' 9ZXZLM 991A1 £9 "'-LH- "' L9£1.1. 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TACOMA, WASHINGTON (253) 474-9449 PROJECTQ (3 .)e!:i-\-0-) DESIGNED DATE I0/1CI/I--) JOB )$)C CHECKED DATE SHEET OF 88 1'Cr 1 n.* 1•• -. — 1 '`r11C— I V D 417-41,111— — 0 WV- I'Irv- - - --.- --- ----- 1J.Vao l -- SCS __ I -- .rtT • 6.....Aa1..Yilr 4�1 `-!� )=-4 c1� MI-- Hai: _ -- ------- --- /21N.1 r-edil, N\ca)--t, -r--1\,-(\---rd -- -- ---- - L 4- '.G. )gi rYir s 1 ;- \-I;�svt.- ' -u-v`1 I `moi_ ' J - TSV" -i -� __• --- -1--.- "�� v-i \ V i Yn ^. s --La , I ova Q• ; C- .J CF --1/__4U'. = -- — J', . ---- = i I I I1 - - _ - , --Tc„ .,-r-,,s-:(0-1,- .ir - .4 _1,__ - I-') , , -1 _ -I I_TjJ)S.irl\b-M- -L,J)___ - rZ� J CD, GC) A,.te_t_l- _I_ _ 072:;,; - (1.71 .,Iii" -).(-05t 1 -0--)1.-)L-3/GJP;') -)'-''. ST. .1 ..‹,,. 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Desig JobNnerumber 18: 18 0 ,000 A NEMETSCHEK COMPANY Model Name : 9-53 Doghouse Jan 18, 2018 2:20 PM Checked By: Envelope Member Section Forces Member Sec Axialflbl LC v Shearflbl LC z Shearflbl LC Torqueflb-ftl LC y -v Momentflb- LC z- 1 M1 1 max 47144.989 77 30669.444 65 8662.959 64 190.61 72 0 63 65111.384 70 2 min -69576.712_ 70 -7633.353 74 -8795.129 71 -330.553 63 0 63 -42586.195 77 3 2 max 25702.396 77 21849.272 70 1198.943 64 98.154 72 2495.605 64 -3903.751 71 4 _ min -41090.928 70 -18666.987,77 -558.637 71 -210.215 63 -2002.856 71 -59372.64 69 5 3 max -4731.616 75 11990.911 73 229.481 67 7.239 72 412.201 68 -5019.19 75 6 min -27291.413 68 -12746.57266 -85.32 76 -8.884 63 -281.249 75 -54786.52 68 7 4 max 27281.722 78 18714.385 78 956.084 75 191.311 67 3181.955 68 278.484 75 g min -42740.279 69 -21424.81969 -1183.554 68 -85.935 76 -2671.97 75 -56084.162 68 9 5 max 48513.93 78 7703.934 73 9819.052 75 335.566 63 0 64 67733.944 69 10 min -71511.891 69 -32354.11666 -10402.454 68 -216.951 72 0 71 -44640.159 78 11 M2 1 max 43367.543 73 28423.756 69 8961.346 72 240.171 72 0 63 53955.695 66 12 min -57839.763 66 -9225.244 78 -7758.946 63 -252.775 63 0 63 -39423.174 73 13 2 max 24744.523 73 20132.763 66 470.04 64 129.565 72 1899.193 64 -3591.665 72 14 min -29788.778 66 -18631.63 73 _ 53.052 74 -156.372 63 -1515.642 71 -51122.589 65 15 3 max -2071.498 76 11780.628 77 609.598 67 8.179 72 224.432 76 -3968.51 76 16 min -17966.553 65 -14178.67270 -212.598 76 -52.808 63 -332.72 67 -40842.902 67 17 4 max 29646.826 74 17808.251 74 1021.546 67 136.921 63 1905.292 76 2402.463 76 18 min -31702.822 65 -22677.95165 -757.088 76 -99.639 72 -2143.271 67 -34240.249 69 19 5 max 28095.488 66 12322.7 77 6551.726 67 407.153 63 0 72 21920.802 73 20 min -25350.945 73 -20440.21970 -6409.537 76 -357.088 72 0 71 -24676.781 66 21 M5 1 max 10248.151 8146.563 63 1323.935 64 736.634 71 0 63 5166.776 63 22 min _63 149.364 72 -2617.677 72 -1469.164 71 -667.45 64 _ 0 63 75.305 72 23 2 max 12203.969 69 3386.466 70 158.518 71 88.122 64 4000.412 64 9197.003 72 24 min 1120.91 75 -781.427 77 -174.72 64 -83.988 71 -4591.297 63 -34793.797 63 25 3 max 13783.168 64 792.051 65 23.342 78 11.509 76 3583.76 72 8795.189 72 26 min 705.727 71 -753.685 74 -19.896 77 -16.989 67 -4217.468 63 -46785.696 63 27 4 max 12491.413 64 756.122 74 115.297 68 31.603 75 3762.545 64 11938.399 76 28 min 1015.514 71 -3074.855 65 -70.381 75 -58.284 68 -3941.512 71 -34535.394 67 29 5 max 10449.164 67 4137.619 76 1410.262 71 712.074 64 .001 72 5268.121 67 30 min 450.537 76 -8944.105 67 -1412.313_64 -715.075 71 -.002 63 227.146 76 31 M6 1 max 227.534 71 6162.246 63 1340.295 68 879.308 75 0' 63 114.715 71 _32 min -6808.06 64 531.797 72 -1541.814 67 -761.07 68 0 63 -3432.397.64 33 2 max 220.831 71 2099.028 63 206.588 67 _ 1.126 78 3987.739 64 -2518.628 72 34 min -6834.019 64 -535.161 72 -158.558 76 -12.464 69 -4459.177 71 -36927.394 63 35 3 max 220.831 71 -112.004 71 206.588 67 1.126 78 2777.226 64 7876.765 72 36 min -6834.019 64 -4518.714 64 -158.558 76 -12.464 69 -2847.89 71 -35522.798 63 37 4 max 220.831 71 -1633.774 71 206.588 67 1.126 78 1566.714 64 53138.794 64 38 min -6834.019 64 -9173.353 64 -158.558 76 -12.464 69 -1236.603 71 -14390.183 71 39 5 max 1192.697 71 20913.165 64 2738.009 63 -54.063 76 0 63 601.318 71 40 min -4121.712 64 -2358.452 71 -532.542 72 -171.266 67 0 72 -2078.03 64 41 M7 1 max 6330.4 64 31905.05 68 1364.429 68 776.341 75 0 63 3191.577 64 42 min -2728.359 71 -11536.23675 -1563.239 75 -702.551 68 _ 0 63 -1375.548 711 43 2 max 6319.297 64 5484.327 64 93.736 75 43.362 76 4332.143 72 30039.341 71 44 rain -2665.154 71 1546.219 71 -108.117 68 -62.685 67 -5114.513 63 -138252.31564' 45 3 max 6319.297 64 774.521 64 93.736 75 43.362 76 3609.368 72 23554.038 71 46 min -2665.154 71 25.975 71 -108.117 68 -62.685 67 -4513.63 63 -164070.063 64 47 4 max 6319.297 64 -1029.898 72 93.736 75 43.362 76 2886.593 72 29610.748 71 48 min -2665.154 71 -4393.526 63 -108.117 68 -62.685 67 -3912.747 63 -151089.157 64 49 5 max 6330.408 64 3945.364 71 514.417 63 187.296 72 .002 72 3191.583 64 50 min -2606.153 71 -21656.16964 -376.119 72 -283.782 63 -.002 63 -1313.936 71 51 M8 1 max 5006.214 67 18072.25 68 1342.684 76 743.908 67 0 63 2523.966 67 52 min -457.06 76 -1514.877 75 -1514.689 67 -671.75 76 0 63 -230.434 76 53 2 max 4947.512 67 5041.695 67 83.004 75 44.092 76 4338.562 72 -3172.236 75 54 min -414.791 76 1517.473 76 -85.469 68 -57.065 67 -4955.437 63 -89053.589 68 55 3 max 4.947.512 67 331.889 67 83.004 75 44.092 76 3727.171 72 -11362.56 71 56 _min -414.791 76 -2.771 76 _-85.469 68 -57.065 67 -4370.096 63 -109028.439 64 RISA -3D Version 16.0.1[P:\...\...\...\Structural\2018-01-17 Doghouse Structure-Overstrength.r3d] Page 14 91 Company : Sitts & Hill Engineers, Inc. : BRL 11 R ISA Job (Number : 18,000 A NEMETSCHEK COMPANY Model Name : 9-53 Doghouse Jan 18, 2018 2:20 PM Checked By: Envelope Member Section Forces (Continued) Member Sec Axial lb LC v Shearflbl LC z Shearflbl LC Toraueflb-ftl LC v -v Momentrlb- LC z- 57 4 max 4947.512 67 -1285.829 75 83.004 75 44.092 76 3115.78 72 -7008.642 71 58 min -414.791 76 -4572.918 68 -85.469 68 -57.065 67 -3784.755 63 -90206.541 64 59 5 max 4896.225 67 -1317.761 71 497.54 63 210.768 72 .002 72 2468.514 67 60 min -362.061 76 -13145.549 64 -408.027 72 -270.455 63 -.002 63 -182.539 76 61 M9 1 max -2196.082 76 2922.919 69 1494.983 76 959.839 67 0 63 -1107.191 76 _62 min -9001.718 67 341.732 71 -1545.279 67 -914.897 76 _. 0 63 -4538.366 67 63 2 max -2206.471 76 -125.095 72 263.344 67 51.198 63 4095.217 72 -1015.772 71 64 min -9033.892 _67_ -1632.077 63 -240.244 76 -43.257 72 -4161.417 63 -13369.953 64 65 3 max -2206.471 76 -1645.339 72 263.344 67 51.198 63 2185.128 64 24128.264 63 66 min -9033.892 67 -6341.883 63 =240.244 76 -43.257 72 -2062.522 71 1775.525 72 67 4 max -2206.471 76 -3165.583 72 263.344 67 51.198 63 311.437 64 95819.507 63 68 _ min ___9033.892 67-10979.171 63 -240.244 76 -43.257 72 -37.964 77 21620.575 72 69 5 max -2372.439 72 31590.605 67 1008.845 67 107.853 72 0 71 -1196.105 72 70 min -7648.699 63 7641.532 76 -484.49 76 -199.135 63 0 64 -3856.22 63 71 M10 1 max 4535.885 64 17932.017 67 1478.304 76 682.453 67 0 63 2286.842 64 72 min 156.047 71 -1534.545 76 -1376.606 67 -737.919 76 0 63 78.674 71 73 2 max 4490.708 64 4991.094 68 74.083 75 52.193 68 4758.571 72 -3096.301 72 74 min 195.331 71 1416.48 75 -92.526 68 -46.768 75 -4496.546. 63 -87752.321 67 75 3 max 4490.708 64 281.288 68 74.083 75 52.193 68 4052.97 72 -10790.943 72 76 min 195.331 71 -103.764 75 _-92.526 68 -46.768 75 -3954.048 63 -106969.55 63 77 4 max 4490.708 64 -1345.744 76 74.083 75 52.193 68 3347.369 72 -5943.572 72 78 _ _ _ min 195.331 71 -4664.801 67 -92.526 68 -46.768 75 -3411.55 63 -87388.414 63 79 5 max 4451.402 64 -1135.415 72 448.298 63 228.002 72 .002 72 2244.249 64 80 min 242.837 75 -12807.13 63 -437.764 72 -237.505 63 -.002 63 122.431 75 81 M11 1 max 4000.635 63 31537.969 67 1544.603 76 722.644 67 0 63 2016.987 63 82 min -2909.761 72 -11537.552 76 -1415.694 67 -773.701 76 0 63 -1467.004 72 83 2 max 3986.877 63 5378.375 63 99.932 67 58.898 68 4935.407 72 30479.52 72 84 min -2851.345 72 1433.932 72 -101.188 76 -44.834 75 -4490.149 63 -137674.709 63 85 3 max 3986.877 63 668.569 63 99.932 67 58.898 68 4125.584 72 24920.59 72 86 min -2851.345 72 -86.312 72 -101.188 76 -44.834 75 -3690.525 63 -162618.354 63 87 4 max 3986.877 63 -1155.074 71 99.932 67 58.898 68 3357.22 64 31903.673 72 88 min -2851.345 72 -4448.6 64 -101.188 76 -44.834 75 -2900.266 71 -148763.344 63 89 5 max 3998.048 63 4275.482 72 377.716. 71 233.201 64 .002 64 2015.685 63 90 min -2796.608 72 -21170.815 63 -438.65 64 -188.391 71 -.002 63 -1409.957 72 91 M12 1 max 2410.964 68 8658.718 69 1472.442 76 724.633 67 0 63 1215.527 68 92 min -1165.761 75 2550.311 76 -1380.865 67 -739.953 76 0 63 -587.738 75 93 2 max 2399.256 68 4534.148 67 121.223 67 57.724 68 4697.401 72 -16322.912 76 94 min -1174.061 75 1424.278 76 -98.734 76 -38.82 75 -4270.021 63 -55993.576 67 95 3 max 2399.256 68 -60.7 78 121.223 67 57.724 68 3983.96 64 -21964.02 76 96 min -1174.061 75 -203.33 68 -98.734 _ 76 _ -38.82 75 -3352.809 71 -74425.144 67 97 4 max 2399.256 68 -1551.142 78 121.223 67 57.724 68 3356.645 64 -14575.856 76 98 min -1174.061 75 -4769.496.68 -98.734 76 -38.82 75 -2531.766 71 -53285.406.67 99 5 max 2387.565 68 -2236.751 76 327.617 71 239.708 64 .002 64 1203.732 68 100 _ m_in -1181.2 75 -8058.8 67 -439.949_ 64 -152.34 71 -.002 71 -595.521 75 101 M13 1 max 2024.326 72 6626.352 64 1491.277 72 719.157 67 0 63 1020.598 72 102 _ min -2857.637 63 -3181.008 71 -1383.13 63 -796.802 _ 76 .__ 0 63 -1440.725 63 103 2 max 2518.879 65 1440.89 78 164.473 75 69.648 64 4165.313 72 12343.004 71 104 min =1852.984 76 -1721.773 69 -234.883. 68 -56.627 71 -4164.068_ 63 -29176.737 64 105 3 max 1741.996 67 -166.213 77 5.37 75 43.664 67 2660.191 72 18591.359 71 106 min -1998.92 76 _4012.78.70 -104.624 68 -15.204 76 -2876.755 63 -26573.628 64 107 4 max 757.403 71 -849.164 78 34.7 75 14.97 71 2283.111 72 57843.051 63 108 min _ -2846.09 64 -7884.862 69 -66.552 68 -21.624 72 -2946.707 63 -10737.198 72 109 5 max -153.964 76 15253.268 63 422.298 71 284.213 63 0 71 -77.624 76 110 min -2871.857 67 3342.212. 72 -2182.876 64 -33.612. 72 0 64 -1447.895. 67 111 M15 1 max 7296.534 71 2860.07 73 4797.662 63 121.053 63 0 63 3678.669 71 112 min -9229.745 64 -4426.723 63 -3796.875 72 -111.496 72 0 63 -4653.33 64 113 2 max 7296.534 71 2860.07 73 4797.662 63 121.053 63 8995.617 63 11911.156 63 RISA -3D Version 16.0.1[P:\...\...\...\Structural\2018-01-17 Doghouse Structure-Overstrength.r3d] Page 15 92 Company : Sitts & Hill Engineers, Inc. Iii RISA ob'Number : 18,000 ANEMETSCHEK COMPANY Model Name : 9-53 Doghouse Jan 18, 2018 2:20 PM Checked By: Envelope Member Section Forces (Continued) Member- ftl LC v -v Momentflb- LC z- 114 min -9229.745 64 - 4426.723 63 -3796.875 72 -111.496 72 -7119.141 72 82 -90.287 72 115 3 max 7296.534 71 2860.07 73 4797.662 63 121.053 63 17991.234 63 20211.262 63 116 min -9229.745 64 -4426.723.63 -3796.875 72 -111.496 72 -1.4238.281 72 -15050.144 72 117 4 max 2265.575 63 3808.096 68 2620.414 71 116.7 63 10093.161 64 5968.64 74 118 min -2483.63 72 -3705.673 73 -5383.019 64 -105 72 -4913.276 71 -7553.911 65 119 5 max 2265.575 63 3492.279 76 2620.414 71 116.7 63 0 66 1142.228 63 120 min -2483.63 72 -4519.737 65 -5383.019 64 -105 72 0 73 -1252.164 72 121 M16 1 max 34.14 74 1632.465 78 768.095 74 75.386 63 0 63 17.212 74 122 min -104.057 65 -4556.291 69 -1078.212 65 -57.644 72 0 63 -52.462 65 123 2 max 34.14 74 1632.465 78 768.095 74 75.386 63 1440.178 74 8493.091 69 124 min -104.057 65 -4556.291 69 -1078.212 65 _ -57.644 72 -2021.648 65 -3046.151 78 125 3 max 34.14 74 1632.465. 78 768.095 74 75.386 63 2880.356 74 17036.136 69 126 min -104.057 65 -4556.291 69 -1078.212 65 -57.644 72 -4043.296 65 -6107.022 78 127 4 max 219.113 64 5131.982 69 870.92 73 83.038 63 2660.891 66 8684.168 69 128 -- - mm -117.799 71 -1950.088 78 -1419.142 66 _.. -51.178 72 -1632.976 73 -3855.801 78 129 5 max 219.113 64 4139.239 69 870.92 73 83.038 63 0 66 110.469 64 130 min -117.799 71 -2187.626 78 -1419.142 66 -51.178 72 0 73 -59.39 71 131 M17 1 max 290.313 63 466.904 63 248.556 76 33.178 63 0 63 146.366 63 132 min -168.72 72 37.812 72 -436.046 67 -4.191 72 0 63 -85.063 72 133 2 max 290.313 63 466.904 63 248.556 76 33.178 63 466.043 76 -155.421 76 . 134. min -168.72 72 37.812 72 -436.046 67 -4.191 72 -817.586 67 -729.651 67 135 3 max 290.313 63 466.904 63 248.556 76 33.178 63 932.087 76 -226.459 76 136 min -168.72 72 37.812 72 -436.046 67 -4.191 72 -1635.172 67 -1604.98 67 137 4 max 290.313 63 -31.139 71 248.556 76 33.178 63 1398.13 76 -145.438 76 138 min -168.72 72 -434.871 64 -436.046 67 -4.191 72 -2452.758 67 -1844.803 67 139 5 max 290.313 63 -247.082 71 248.556 76 33.178 63 1864..173 76 336.88 76 140 min -168.72 72 -1337.365 64 -436.046 67 -4.191 72 -3270.344 67 -407.492 67 141 M18 1 max 26.779 77 1798.386 77 395.076 74 59.533 68 0 63 13.501 77 142 min -92.017 70 -3421.662 70 -2307.44 65 -37.925 75 0 63 -46.392 70 143 2 max 26.779 77 1798.386 77 395.076 74 59.533 68 740.768 74 6369.225 70 144 min _92.017 70 -3421.662 70 -2307.44 65 -37.925 75 4326.45_ 65 -3358.474 77 145 3 max 26.779 77 1798.386 77 395.076 74 59.533 68 1481.535 74 12784.842 70 146 min -92.017 70 -3421.662 70 -2307.44.65 -37.925 75 -8652.899,-_ 65 -6730.448 77 147 4 max 228.955 64 4199.99 70 1998.108 65 35.902 76 1084.731 74 6942.314 70 148 min -154.396 71 -2043.453 77 -578.523 74 -42.059 67 -3746.453 65 -4036.407 77 149 5 max 228.955 64 3207.247 70 1998.108 65 35.902 76 0 74 115.431 64 150 min -154.396 71 -2280.991 77 -578.523 74 -42.059_._ 67 0 65 -77.841_ 71 151 M19 1 max 10034.775 67 6269.561 68 2229.093 76 97.325 72 0 63 5059.199 67 1 152 min -11709.632 76 -5713.859 67 -4622.221, 67 -179.545 63 0 63 -5903.606 76 153 2 max 10034.775 67 6269.561 68 2229.093 76 97.325 72 4179.549 76 15772.685. 67 154 min -11709.632 76 -5713.859 67 -4622.221 67 -179.545 63 -8666.665 67 -17523.652 68 155 3 max 10034.775 67 6269.561 68 2229.093 76 97.325 72 8359.098 76 26486.172 67 156 min -11709.632 76 -5713.859 67 -4622.221 67 -179.545 63 -17333.33 67 -29279.08 68 157 4 max 739.012 71 964.512 73 4218.562 68 65.661 72 3491.715 75 1623.084 73 158 min -1169.868 64 -5277.498 66 -1862.248 75 -143.835 63 -7909.803 68 -10487.148 66 159 5 max 739.012 71 834.946 73 4218.562 68 65.661 72 0 74 372.586 71 160 min -1169.868 64 -5818.995 66 -1862.248 75 -143.835 63 0 65 -589.809 64 161 M20 1 max 2738.145 63 18945.077 64 4123.386 64 601.447 71 0' 63 171.343 67 162 min -535.15 72 -2474.1 71 -1192.953 71 -2078.874 64 0 63 52.737 76 163 2 max 3743.12 63 46.979 71 -1137.831 71 2059.31 64 4085.398 64 5025.406 71 164 min -1312.84 72 -17705.485 64 -4084.582 64 573.657 71 -111.555 71 -41136.378 64 165 3 max 5175.722 67 10107.104 67 1356.585 63 629.308 64 8436.609 63 11948 .694 76 166 min -2208.514 76 -2340.176 76 -1248.216 64 -683.945 63 -1369.256 72 -93213.888 67 167 4 max 5826.097 67 -286.005 72 83.979 72 1211.45 63 2638.636 76 9837.219 76 168 min -3032.412 76 -19100.35563 -2402.877 63 -42.34 72 -5530.503 67 -21524.551 67 169 5 max 1218.492 64 5601.592 63 1173.897 64 71.642 71 6044.897 72 270.856 64 170 min -1015.927 71 1-658.647 72 -142.099 71 -591.841 64 -5646.887 63 -47.519 71 RISA -3D Version 16.0.1[P:\...\...\...\Structural\2018-01-17 Doghouse Structure-Overstrength.r3d] Page 16 93 Company : Sitts & Hill Engineers, Inc. g : BRL JobDesiNumnerber 18,000 A NEMETSCHEK COMPANY Model Name : 9-53 Doghouse Jan 18, 2018 2:20 PM Checked By: Envelope Member Section Forces (Continued) Member Sec Axialflbl LC v Shbl LC z Shearflbl LC Toraueflb-ftl LC v -y Momentflb-..LC z- 171 M21 1 max 2327.626 65 5326.257 67 2081.639 72 977.023 63 0 63 189.423 63 172 min -770.819 74 -3995.69 76 -1937.897 63 -1049.493 72 0 63 -111.318 72 173 2 max 6886.243 68 1948.819 66 332.691 75 200.724 76 5396.235 72 16237.415 72 174 min -2835.011 75 -1680.18 73 -398.13 76 -167.732 75 -5215.78 63 -22640.018 63 175 3 max 7010.629 64 1368.101 69 540.082 67 286.112 63 4918.211 72 13955.477 72 176 min -2043.393 .71 -744.142 78 -384.576_ 76 _-232.631 72 -5728.217 63 -33707.922.63 177 4 max 5378.569 64 2656.858 70 411.225 67 351.103 63 3201.943 64 7191.903 72 178 min -1988.351 71 -1152.71 77 -174.338 76 -338.698 72 -2308.784 71 -37013.839 63 179 5 max 1175.138 64 659.816 72 1015.699 71 271.872 64 5646.885 63 592.466 64 180 min -141.221 71 -5596.731 63 -1220.507 64 -47.404 71 -6044.895 72 -71.199 71 181 M22 1 max 6863.32 72 3033.64 77 3726.391 71 165.743 63 0 63 __ 3460.257 72 182 min -8919.876 63 -4232.758 70 -6447.018 64 -84.575 72 0 63 -4497.104. 63 183 2 max 6863.32 72 3033.64 77 3726.391 71 165.743 63 6986.983 71 11196.099 64 184 min -8919.876 63 -4232.758.70 -6447.018 64 -84.575 72 -12088.16 64 -9599.348 71 185 3 max 6863.32 72 3033.64 77 3726.391 71 165.743 63 13973.965 71 19014.346 64 186 min -8919.876 63 -4232.758 70 -6447.018 64 -84.575 72 -24176.319 64 -14791.757 71 187 4 max 2447.679 64 3441.932 75 5551.784 63 156.195 63 5299.821 72 5854.506 78 188 min -2579.029. 71 -4282.124 69 -2826.571 72 -79.688 72 -10409.595 63 -8669.647 69 189 5 max 2447.679 64 3236.785 75 5551.784 63 156.195 63 0 77 1234.039 64 190 _ _ min -2579.029 71 -5139.494 69 -2826.571 72 -79.688 72 0 70 -1300.261 71 191 M23 1 max 124.765 64 1392.945 74 818.734 77 93.468 63 0 63 62.903 64 192_ min -111.687 71 -4944.19 65 -2122.274 70 -39.616 72 0 63 -56.309 71 193 2 max 124.765 64 1392.945 74 818.734 77 93.468 63 1535.126 77 9257.477 65 194 min -111.687 71 -4944.19 65 -2122.274 70 -39.616 72 -3979.264 70 -2570.168 74 195 3 max 124.765 64 1392.945 74 818.734 77 93.468 63 3070.252 77 18527.833 65 196 min -111.687 71 -4944.19 65 -2122.274 70 -39.616 72 -7958.528 70 -5181.94 74 197 4 max 383.391 71 4727.514 65 1784.194 70 78.503 63 1881.843 77 7825.169 65 198 min -518.421 64 -1980.012 74 -1003.649 77 -42.795 72 -3345.365 70 -3948.58 74 199 5 max 383.391 71 3734.771 65 1784.194 70 78.503 63 0 77 193.293 71 200 min -518.421 64 -2217.55 74 -1003.649 77 -42.795 72 0 70 -261.37 64 201 M24 1 max 66.011 63 393.086 67 28.924 77 4.891 63 0 63 33.281_ 63 202 min -10.073 72 94.055 76 -87.272 70 -4.241 72 0 63 -5.078 72 203 2 max 66.011 63 393.086 67 28.924 77 4.891 63 54.233 77 -156.462 71 204 min -10.073 72 94.055 76 -87.272 70 _ -4.241 72 -163.635 70 -726.764 68 205 3 max 66.011 63 393.086 67 28.924 77 4.891 63 108.466 77 -332.816 71 206 min -10.073 72 94.055 76 -87.272 70 -4.241 72 -327.27 70 -1463.8 68 207 4 max 66.011 63 -93.096 75 28.924 77 4.891 63 162.699 77 -357.11 71 208 min -10.073 72 -389.075 68 -87.272 70 -4.241 72 -490.905 70 -1565.33 68 209 5 max 66.011 63 -309.039 75 28.924 77 4.891 63 216.932 77 33.28 63 210 min -10.073 72 -1291.569 68 -87.272 70 -4.241 72 -654.54 70 -5.077 72 211 M25 1 max 126.48 68 1292.872 73 1913.961 69 34.052 76 0 63 - 63.767 68 212 min -133.239 75 -4838.455 66 -912.455 78 -84.477 67 0_ _ 63 -67.175 75 213 2 max 126.48 68 1292.872 73 1913.961 69 34.052 76 3588.676 69 9059.132 66 214 min -133.239 75 -4838.455 66 -912.455 78 _-84.477 67 -1710.853 78 -2397.652 73 215 I 3 max 126.48 68 1292.872 73 1913.961 69 34.052 76 7177.353 69 18131.235 66 216 min -133.239 _75 -4838.455 66 -912.455 78 -84.477 67 -3421.706 78 -4821.787 73 217 4 max 363.857 75 4715.698 66 915.385 78 37.078 76 3843.596 69 7838.024 66 218 min -422.565 68 -1815.974 73 -2049.918 69 __769.64 67 -1716.348 78 -3631.53 73 219 5 max 363.857 75 3722.955 66 915.385 78 37.078 76 0 69 183.444 75 220 min -422.565 68 -2053.512 73 -2049.918 69 -69.64 67 0 78 _ -213.043 68 221 M26 1 max 6652.222 64 4070.249 75 6220.278 68 88.406 76 0 63 3353.829 64 222 min -7922.855 71 -6261.427 68 -3686.588 75 -158.66 67 0 63 -3994.439 71 223 2 max 6652.222 64 4070.249 75 6220.278 68 88.406 76 11663.021 68 15078.014 68 224 min -7922.855 _ 71 -6261.427 68 -3686.588 75 -158.66 67 -6912.353 75 -11609.612 75 225 3 max 6652.222 64 4070.249 75 6220.278 68 88.406 76 23326.043 68 26818.189 68 226 min -7922.855 71 -6261.427 68 -3686.588 75 -158.66 67 -13824.706 75 -19241.328 75 227 4 max 2539.916 64 4788.986 71 3021.712 72 79.156 76 9970.767 63 7658.523 71 RISA -3D Version 16.0.1[P:\...\...\...\Structural\2018-01-17 Doghouse Structure-Overstrength.r3d] Page 17 94 Company : Sitts & Hill Engineers, Inc. : BRL ''RISA Job (Number : 18,000 A NEMETSCHEK COMPANY Model Name : 9-53 Doghouse Jan 18, 2018 2:20 PM Checked By: Envelope Member Section Forces (Continued) Member Sec Axial lb LC v Shea lb LC z Shea lb LC Tor aueflb-ft l LC v -v Mom entflb-..LC z-. 228 min -2378.912. 71 -5841.595 64 -5317.7.43 63 -147.431 67 -5665.71 72 -10180.055 64 229 5 max 2539.916 64 4659.419 71 3021.712 72 79.156 76 0 69 1280.541 64 230 min -2378.912 71 -6383.091 64 -5317.743 63 -147.431 67 0___ 78 -1199.368 711 231 M27 1 max -760.054 72 12589.88 63 1365.193 67 94.958 64 0 63 10898.453 69 232 min -10853.232 69 1479.899 72 _ -791.83 76 -70.295 71 0 63 19.98 71 233 2 max 30812.61 71 241.559 71 955.435 76 265.963 63 8410.663 67 732.266 72 234 min -33268.449 64 -15722.20464 -1960.77 67 -25.675 72 -4357.725 76 -107512.89863' 235 3 max 53584.458 72 1964.174 71 955.435 76 265.963 63 -1367.215 74 101216.831 64 1236 min -57471.933 63 -15722.20464 -1960.77 67 -139.885 64 -11197.038 67 -51553.519 711 237 4 max 36859.458 72 7084.188 68 944.704 68 1.853 71 2314.179 68 30573.483 71 238 min -40746.933 63 1631.38 73 -636.477 75 -139.885 64 -2017.031 75 -67328.539 64 239 5 max 20028.742 76 -1179.826 71 1424.387 67 143.551 72 0 74 25608.084 63 240 min -22361.547 67 -22302.97364 122.11 74 -423.644 63 0 65 -23265.108 72 241 M29 1 max 3692.178 69 5089.815 68 1960.632 64 1070.258 71 0 63 139.602 64 242 min -341.215 78 -4055.1 75 -2122.826 71 -988.485 64 0 63 -123.051 71' 243 2 max 8311.284 63 1515.676 78 451.094 71 247.509 64 5083.333 72 16972.645 75 244 min -2495.396 72 -2268.727 69 -490.928 64 -227.426 71 -5825.818 63 -18191.284 68 245 3 max 9109.709 63 1473.467 65 128.255 67 17.091 76 4047.675 64 19131.035 75 246 min -2299.766 72 -711.147 74 -33.899 76 -64.662 67 -4375.065 71 -22395.068 64 247 4 max 7738.117 63 2210.361 66 422.492 64 158.283 71 4623.727 64 19404.078 71 248 min -2287.383 72 -1357.086 77 -313.95 71 -213.006 64 -4883.941 71 -20117.064 64' 249 5 max 3444.062 70 5350.736 71 2059.661 71 1069.927 64 .001 64 159.181 68 250 min -74.546 77 -6951.908 64 -2122.168 64 -1038.412 71 -.002 71 -128.406 75 251 M30 1 max 70579.537 69 371.323 70 130.965 75 37.667 70 5314.854 68 5562.898 70 252 min -35911.372 78 -249.93 77 -394.447 68 -15.767 77 -1954.044 75 -3449.297 77 253 2 max 70579.537 69 371.323 70 130.965 75 37.667 70 3868.514 68 4201.348 70 254 min -35911.372 78 -249.93 77 -394.447 68 -15.767 77 -1473.827 75 -2532.867 77 255 3 max 70579.537 69 371.323 70 130.965 75 37.667 70 2422.175 68 2839.798 70 256 min -35911.372 78 -249.93 77 -394.447 68 -15.767 77 -993.611 75 -1616.436 77 257 4 max 70579.537 69 371.323 70 130.965 75 37.667 70 975.836 68 1478.248 70 258 -_ min -35911.372 78 v -249.93 77 -394.447 68 -15.767 77 -513.394 75 _ -700.006 77 259 5 max 70579.537 69 371.323 70 130.965 75 37.667 70 27.504 78 386.14 69 260 min -35911.372 78 _ -249.93 77 -394.447 68 -15.767 77 -545.142 69 _=52.734 78 261 M31 1 max 66347.25 65 266.12 66 352.681 67 31.141 65 1941.95 76 3889.222 66 262 min -34024.6_ 74 -226.551 73 =120.865.76 -16.75 74 -5176.685 67 -3172.602 73 263 2 max 66347.25 65 266.12 66 352.681 67 31.141 65 1498.767 76 2913.425 66 264 min -34024.6 74 -226.551 73 -120.865 76 -16.75_ 74 _-3883.491 67 -2341.897 73 265 3 max 66347.25 65 266.12 66 352.681 67 31.141 65 1055.584 76 1937.629 66 266 min -34024.6 74 _ r226.551_ 73 -120.865 76 -16.75 74 -2590.296 _67 -1511.191 73 267 4 max 66347.25 65 266.12 66 352.681 67 31.141 65 612.4 76 961.832 66 268 min -34024.6 74 -226.551 73 -120.865 76 -16.75 74 -1297.102 67 -680.486 73 269 5 max 66347.25 65 266.12 66 352.681 67 31.141 65 245.615 64 207.777 65 270 min -34024.6 74 -226.551 73 -120.865 76 -16.75 74 -71.127 71 -71.434 74 271 M32 1 max 78229.926 66 584.323 66 117.671 71 189.52 68 2663.698 64 9252.984 66 272 min -32622.65 73 -277.804 73 -246.524 64 35.671 74 -1958.065 71 -3706.78 73 273 2 max 78229.926 66 584.323 66 117.671 71 189.52 68 1759.757 64 7110.419 66 274 min -32622.65 73 -277.804 73 -246.524 64 35.671 74 -1526.594 71 -2688.142 73 275 3 max 78229.926 66 584.323 66 117.671 71 189.52 68 1025.495 72 4967.854 66 276 min -32622.65 73 -277.804 73 -246.524 64 35.671 74 -1209.011 63 -1669.504 73 277 4 max 78229.926 66 584.323 66 117.671 71 189.52 68 336.147 72 2825.289 66 278 min -32622.65 73 -277.804 73 -246.524 64 35.671 74 -1024.844 63 -650.866 73 279 5 max 78229.926 66 584.323 66 117.671 71 189.52 68 -117.329 74 924.629 64 280 min -32622.65 73 -277.804 73 -246.524 64 35.671 74 -976.693 65 130.977 74 281 M33 1 max 76748.945 70 179.223 78 41.786 71 -43.185 78 4573.497 64 2766.23 78 282 min -35406.42 77 -509.737 69 -274.97 64 -198.272 69 -76.434 71 -6592.929 69 283 2 max 76748.945 70 179.223 78 41.786 71 -43.185 78 3565.251 64 2109.063 78 284 min -35406.42 77 -509.737 69 -274.97 64 -198.272_ 69 _76.784 71 -4723.849 69 RISA -3D Version 16.0.1 [P:\...\...\ ... \Structural\2018-01-17 Doghouse Structure-Overstrength.r3d] Page 18 95 Ii.Company : Sifts & Hill Engineers, Inc. ERISA Designer : BRL Job Number 18,000 ANEMETSCHEK COMPANY Model Name : 9-53 Doghouse Jan 18, 2018 2:20 PM Checked By: Envelope Member Section Forces (Continued) Member Sec Axialflbl LC v Shearflbl LC z Shearflbl LC Torqueflb-ftl LC v -y Momentflb- 1 C z- 285 3 max 76748.945 70 179.223 78 41.786 71 -43.185 78 2557.005 64 1451.896 78 286 min -35406.42 77 -509.737 69 -274.97 64 -198.272 69 230.002 71 -2854.77 69 287 4 max 76748.9.45 70 179.223 78 41.786 71 -43.185 78 1687.96 69 794.729 78 288 min -35406.42 77 -509.737 69 -274.97 64 -198.272 69 200.022 78 -985.69 69 289 5 max 76748.945 70 179.223 78 41.786 71 -43.185 78 1077.215 63 1023.26 63 290 min -35406.42 7.7 . -509.737 69 -274.97 64 -198.272 69 -.808 72 82.675 72 291 M33A 1 max 112342.015 68 0 63 0 63 478.845 69 0 63 0 63 292 _ min -52739.76 75 0 63 0 _ _ 63 -65.394 78 0 63 0 63 293 2 max 112342.015 68 0 63 0 63 478.845 69 0 63 0 63 294 min -52739.76 75 0 _ 63 0 63 -65.394 78 0 63 63 295 3 max 112342.015 68 0 63 0 63 478.845 69 0 63 _0_.. 0 63 .296. ____ min -52739.76 75 0 _ 63 0 63 -65.394. 78 _ 0 63 0 63 297 4 Max 112342.015 68 0 63 0 63 478.845 69 0 63 0 63 298 min -52739.76 75 0 63 0 63 -65.394 78 0 63 63 299 5 max 112342.015 68 0 63 0 63 478.845 69 0 63 _0 0 63 300 min -52739.76 75 0 63 0 63 -65.394 78 0 63 0 63 301 M34 1 max 111944.448 67 0 63 0 63 88.584 74 0 63 0 63 302 min -53167.717 76 0 63 0 63 -257.661 65 0 63 0 63 303 2 max 111944.448 67 0 63 0 63 88.584 74 0 63 0 63 304 _ min -53167.717 76 0 _ 63 0 63 -257.661 65 0 63 0 63 305 3 max 111944.448 67 0 63 0 63 88.584 74 0 63 0 63 306 min -53167.717 76 0_ _ _ 63 0 63 -257.661 65 0 _ 63 0 63 307 4 max 111944.448 67 0 63 0 63 88.584 74 0 63 0 63 308 min -53167.717 76 0 63 0 63 -257.661 65 0 63 0 63 309 5 Max 111944.448 67 0 63 0 63 88.584 74 0 63 0 63 310 min -53167.717 76 0 63 0 63 -257.661 65 0 63 0 63 311 M35 1 nax 117081.361 64 0 63 0 63 1268.926 63 0 63 0 63 312 min -49370.524 71 0 63 0 63 102.523 72 0 63 0 63 313 2 max 117081.361 64 0 63 0 63 1268.926 63 0 63 0 63 314 min -49370.524 71 0 63 0 63 102.523 72 0 63 0 63 315 3 imax 117081.361 64 0 63 0 63 1268.926 63 0 63 0 63 316 min -49370.524 71 0 63 0 63 102.523 72 0 63 0 63 317 4 max 117081.361 64 0 63 0 63 1268.926 63 0 63 0 63 318 min -49370.524 71 0 63 0 63 102.523 72 0 63 0 63 319 5 max 117081.361 64 0 63 0 63 1268.926 63 0 0 63 320 min -49370.524 71 0 63 0 63 102.523 72 _63 0 63 0 63 321 M36 1 max 115252.343 63 0 63 0 63 -162.422 74 0 63 0 63 322 min -46188.629 72 0 63 0 63 -1146.615 64 0 63 0 63 323 2 max 115252.343 63 0 63 0 63 -162.422 74 0 63 0 63 ' 324 min -46188.629 72 0_ _ 63 0 63 -1146.615 64 0 63 0 63 325 3 max 115252.343 63 0 63 0 63 -162.422 74 0 63 0 63 ' 326 _ min -46188.629 72 0 63 0 _ _ 63 -1146.615 64 0 63 0 63 327 4 max 115252.343 63 0 63 0 63 -162.422 74 0 63 0 63 328 min -46188.629 72 0_ _ 63 0 63 -1146.615 64 _ 0 63 0 63 329 5 max 115252.343 63 0 63 0 63 -162.422 74 0 63 0 63 330 min _46188.629 72 0 63 0 63 .-1146.615 64 0 63 0 63 331 M37 1 max 73755.6 69 0 63 0 63 30.932 78 0 63 _ 0 63 .332 . min -59431.409 78 0 63 __ 0 63 -613.096 69 _ __ 0 _ 63 0 63 333 2 max 73755.6 69 0 63 0 63 30.932 78 0 63 0 63 334 min -59431.409 78 0 63 0 63 _-613.096 69 0 63 0_ 63 335 3 max 73755.6 69 0 63 0 63 30.932 78 0 63 0 63 336 min -59431.409 78 0 _ 63' 0 63 -613.096 _ 69 _ 0 63 0 63 337 4 max 73755.6 69 0 63 0 63 30.932 78 0 63 0 63 338 min -59431.409 78 0 63 0 _ 63 -613.096 69 0 63 0 63 339 5 max 73755.6 69 0 63 0 63 30.932 78 0 63 _ 0 63 340 min -59431.409 78 0 63 0 63 -613.096 69 _ _ . 0 63 0 63 341 M38 1 max 72689.423 70 0 63 0 63 .908 72 0 63 0 63 RISA -3D Version 16.0.1 [P:\...\.. \...\Structural\2018-01-17 Doghouse Structure-Overstrength.r3d] Page 19 96 Company : Sitts & Hill Engineers, Inc. Iii R'SA Job Number : BRL : 18,000 ANEMETSCHEK COMPANY Model Name : 9-53 Doghouse Jan 18, 2018 2:20 PM Checked By: Envelope Member Section Forces (Continued) Member Sec Axial lb LC v Shea lb LC z Shebl LC Tr I- LC v -v Momentflb-..LC z- 342 min -58714.44 77 0 63 0 63 -1211.494 63 0 _ 63 0 63 343 2 max 72689.423 70 0 63 0 63 .908 72 0 63 0 63 344 min -58714.44 77 0 63 _0_ 63 -1211.494 63 0 63 0 63 345 3 max 72689.423 70 0 63 0 63 .908 72 0 63 _ 0 63 346 min = 58714.44 77 0 63 0 63 -1211.494 63 0_ __ 63 0 63 347 4 max 72689.423 70 0 63 0 63 .908 72 0 63 0 63 348 min -58714.44 77 0 63 0 63 -1211.494 63 0 63 _ _ 0 63 349 5 max 72689.423 70 0 63 0 63 .908 72 0 63 0 63 350 min -58714.44 77 0 63 0 63 -1211.494 63 0 63 0 63 351 M39 1 max 67830.337 65 0 63 0 63 276.232 64 0 63 0 63 352 min -54708.233 74 0 63 0 63 -79.993 71 0 63 0 63 353 2 max 67830.337 65 0 63 0 63 276.232 64 0 63 0 63 354 min -54708.233 74 0 63 0 63 -79.993 71 0 63 _ 0 63 355 3 max 67830.337 65 0 63 0 63 276.232 64 0 63 0 63 356 min -54708.233 74 0 63 0 63 -79.993 71 0 63 0 63 357 4 max 67830.337 65 0 63 0 63 276.232 64 0 63 0 63 358 min -54708.233 74 0 63 0 63 -79.993 71 0 63 0 63 359 5 max 67830.337 65 0 63 0 63 276.232 64 0 63 0 63 360 min -54708.233 74 0 63 0 63 -79.993 71 0 63 0 63 361 M40 1 max 65774.457 66 0 63 0 63 10.98.441 65 0 63 0 63 362 min -52421.796 73 0 63 0 63 131.954 74 0 63 0 63 363 2 max 65774.457 66 0 63 0 63 1098.441 65 0 63 0 63 364 min -52421.796 73 0 63 0 63 131.954 74 _ _ 0 63 0 63 365 3 max 65774.457 66 0 63 0 63 1098.441 65 0 63 0 63 366 min -52421.796 73 0 63 0 63 131.954 74 0 63 0 63 367 4 max 65774.457 66 0 63 0 63 1098.441 65 0 63 0 63 368 min -52421.796 73 0 63 0 63 131.954 74 0 63 0 63 369 5 max 65774.457 66 0 63 0 63 1098.441 65 0 63 0 63 370 min -52421.796 73 0 63 0 63 131.954 74 0 63 0 63 371 M41 1 max 867.986 71 10004.584 64 164.049 72 110.308 69 0 63 12051.883 68 372 min -8524.835 70 332.774 71 -1870.006 63 -14.411 78 0 63 -4401.805 75 373 2 max 27805.566 75 8063.966 64 686.879 71 -.253 78 176.014 75 9649.147 71 374 _ _ min _-65484.274 68 -5196.102 71 -1191.195 64 -9.74__ 69 _-1129.915 68 -48294.946 64 375 3 max 41363.475 67 30793.419 67 1517.852 68 1.922 76 6175.21 67 63010.787 67 376 min -2319.021 74 -29842.234 68 -1437.333 65 -6.297 67 1343.764._ 76 9719.335 74' 377 4 max 27782.39 76 5023.795 72 767.132 71 2.455 65 167.604 76 9571.31 72 378 min -69284.442 67 -6759.142 63 -706.285_ 64 -2.116 74 -1950.461 67. -52599.937 63 379 5 max 1355.65 72 -64.199 72 561.003 64 23.665 74 0 74 11782.085 67 380 min -8205.379 63 -10548.37163 -379.426 71 -80.163 65 _ _ 0 65 -4903.837 76 381 M71A 1 max 8317.54 72 0 63 0 63 4.681 68 0 63 4228.083 72 382 min -10477.374 63 0 63 0 63 -3.906 75 0 63 -5325.998 63 383 2 max 8317.54 72 0 63 0 63 4.681 68 0 77 4228.083 72 384 min -10477.374 63 0 63 0 63 -3.906 75 0 70 -5325.998 63 385 1 3 max 8317.54 72 0 63 0 63 4.681 68 0 77 4228.083 72 386 t min -10477.374 63 0 63 0 63 -3.906 75 0 70 -5325.998 63 387 1 4 max 8317.54 72 0 63 0 63 4.681 68 0 77 4228.083 72 388 min -10477.374 63 0 63 0 63 -3.906 75 0 70 -5325.998 63 389 5 max 8317.54 72 0 63 0 63 4.681 68 0 77 4228.083 72 390 min -10477.374 63 0 63 0 63 -3.906 75 0 70 -5325.998 63 391 M72A 1 max 9809.992 72 0 71 0 63 126.7 64 0 63 4986.746 72 392 min -12222.664 63 0 64 0 63 -38.211 71 0 63 -6213.188 63 393 2 max 9809.992 72 0 71 0 63 126.7 64 0 77 4986.746 72 394 min -12222.664 63 0 64 0 63 -38.211 71 0 70 -6213.188 63 395 3 max 9809.992 72 0 71 0 63 126.7 64 0 77 4986.746 72 396 min -12222.664 63 0 64 0 63 -38.211 71 _ 0 70 -6213.187 63 397 4 max 9809.992 72 0 71 0 63 126.7 64 0 77 4986.746 72 398 min -12222.664 63 0 64 __0_ _. 63 -38.211 71 0 70 -6213.187 63 RISA -3D Version 16.0.1[P:\...\...\...\Structural\2018-01-17 Doghouse Structure-Overstrength.r3d] Page 20 97 Company : Sitts & Hill Engineers, Inc. '' R'�� Job NuDesignermber : BRL 18,000 ANEMETSCHEK COMPANY Model Name : 9-53 Doghouse Jan 18, 2018 2:20 PM Checked By: Envelope Member Section Forces (Continued) 399 5 max 9809.992 72 0 71 0 63 126.7 64 0 77 4986.746 72 400 min -12222.664 63 0 64 0 63 -38.211 71 0 70 -6213.187 63 401 M73 1 max 11245.745 72 21906.713 68 68.46 69 67.166 71 0 63 5716.587 72 402 min -13858.244 63 -14438.9 75 -59.843 70 -381.14 64 0 63 -7044.607 63 403 2 max 11245.745 72 21906.713 68 68.46 69 67.166 71 68.46 69 7454.185 75 404 _ min -13858.244 63 -14438.9 75 -59.843 70 -381.14 _ 64 -59.843 70 =16242.56 68 405 3 max 15407.338 67 4577.006 75 91.862 63 168.283 65 86.375 72 16982.213 75 1 406 min -186.231 66 -9072.273.68 _ 43.187 72 -15.422 74 -183.723 63 -13053.595 68 407 4 max 15407.338 67 4577.006 75 91.862 63 168.283 65 43.187 72 12405.206 75 408 min -186.231 66 -9072.273 68 -43.187 72 -15.422 74 -91.862 63 -3981.322 68 409 5 max 15407.338 67 4577.006 75 91.862 63 168.283 65 0 77 7832.064 67 410 min -186.231 66 -9072.273- 68 -43.187 72 -15.422 74 _. 0 70 -94.667,_ 66 411 M74 1 max 13829.141 67 0 68 0 63 -11.144 75 0 63 7029.813 67 412 min -195.381 _ 66 0 71 0 63 -91.719 68 0 63 -99.319 66 413 2 max 13829.141 67 0 68 0 63 -11.144 75 0 71 7029.813 67 414 min _ _ -195.381 66 0 71 0 63 -91.719 68 0 70 -99.319 66 415 3 max 13829.141 67 0 68 0 63 -11.144 75 0 77 7029.813 67 416 min -195.381 66 0 71 0 __ 63 -91.719 68 0_ 70 -99.319 66 417 4 max 13829.141 67 0 68 0 63 -11.144 75 0 77 7029.813 67 418 min -195.381 66 0.__ 71 0 63 -91.719 68 _ - 0 70 -99.319 66 419 5 max 13829.141 67 0 68 0 63 -11.144 75 0 77 7029.813 67 420 min -195.381 66 0 - 7.1 _ 0 63 -91.719 68 0 _ 70 _ -99.319 66 421 M75 1 max 13302.942 76 0 72 0 63 99.042 63 0 63 6762.329 76 422 min -247.528 70 0 67 0 63 4.887 72 0 63 -125.827 70 423 2 max 13302.942 76 0 72 0 63 99.042 63 0 77 6762.329 76 424 min -247.528 70 0 67 0 63 4.887 72 0 70 -125.827 70 425 3 max 13302.942 76 0 72 0 63 99.042 63 0 77 6762.329 76 426 min -247.528 70 0 67 0 63 4.887 72 0 70 -125.827 70 427 4 max 13302.942 76 0 72 0 63 99.042 63 0 77 6762.329 76 428 min -247.528 70 0 67 0 63 4.887 72 0 70 -125.827 70 429 5 max 13302.942 76 0 72 0 63 99.042 63 0 77 6762.329 76 430 min -247.528 70 0 67 0 63 4.887 72 0 70 -125.826 70 431 M76 1 max 14865.692 76 9000.601 67 36.645 71 15.237 78 0 63 7556.727 76 432 min -270.016 70 -4519.135 76 -71.928 64 -170.395 69 0 63 -137.258 70 433 2 max 14865.692 76 9000.601 67 36.645 71 15.237 78 36.645 71 12075.862 76 434 min -270.016 70 -4519.135 76 _ -71.928 64 -170.395 69 -71.928 64 -3629.91 67 435 3 max 14865.692 76 9000.601 67 36.645 71 15.237 78 73.29 71 16594.998 76 436 min -270.016 70 -4519.135 76 -71.928 64 -170.395 69 -143.855 64 -12630.511 67 437 4 max 11698.076 63 14334.744 76 65.711 66 394.77 63 61.495 65 7208.747 76 438 min -14025.382 72 -21752.24267 -61.495 65 -70.526 72 __-65.711 66 -15809.522 671 439 5 max 11698.076 63 14334.744 76 65.711 66 394.77 63 0 73 5946.523 63 440 min -14025.382 72 -21752.24267 -61.495 65 -70.526 72 0 66 -7129.57 72 441 M77 1 max 10232.537 71 0 63 0 63 39.919 72 0 63 5201.54 71 442 min -12395.632 64 0 72 0 63 -76.715 63 0 63 -6301.113 64 443 2 max 10232.537 71 0 63 0 63 39.919 72 I 0 72 5201.54 71 444 min -12395.632_ 64 - 0 72 0 63 -76.715_ 63 0 63 -6301.113 64 445 3 max 10232.537 71 0 63 0 63 39.919 72 0 72 5201.54 71 446 min -12395.632 64 0 72 _ ,0 63 -76.715 63 -0 _ _ 63 -6301.113 64 447 4 max 10232.537 71 0 63 0 63 39.919 72 0 72 5201.539 71 448 min -12395.632 64 0 72 0 63 -76.715 63 0 63 -6301.113 64 449 5 max 10232.537 71 0 63 0 63 39.919 72 0 72 5201.539 71 450 min -12395.632 64 0 72 __ _ 0 63 -76.715 63 . _ _ 0 . 63 -6301.113 64 451 M78 1 max 8803.418 71 0 63 0 63 1.139 72 0 63 4475.071 71 • 452 min _ -10903.57 64 0 71 0 63 ___-7.1.031 63 0 63 -5542.648 64 453 2 max 8803.418 71 0 63 0 63 •1.139 72 0 72 4475.071 71 454 min -10903.57 64 0 71 _ 0 63 -71.031 63 _ __ 0 66 -5542.648.64 455 3 max 8803.418 71 0 63 0 63 1.139 72 0 73 4475.071 71 RISA -3D Version 16.0.1[P:\...\...\...\Structural\2018-01-17 Doghouse Structure-Overstrength.r3d] Page 21 98 Company : Sitts & Hill Engineers, Inc. : BRL 11 RISA Job (Numr ber : 18,000 A NEMETSCHEK COMPANY Model Name : 9-53 Doghouse Jan 18, 2018 2:20 PM Checked By: Envelope Member Section Forces (Continued) Member Sec Axial lb LC v Shbl LC z Shearflbl LC Torauetlb-ftl LC v -v Momentflb-..LC z- 4456 min -10903.57 64 0 71 0 63 -71.031 63 0 66 -5542.648. 64 457 4 max 8803.418 71 0 63 0 63 1.139 72 0 73 4475.07 71 458 min -10903.57 ._ 64 _ _ 0 71 0 63 -71.031 63 0 66 -5542.648 64 459 5 max 8803.418 71 0 63 0 63 1.139 72 0 73 4475.07 71 460 . min -10903.57 64 0 71 0 63 -71.031 63 0 66 -5542.648 64 461 M79 1 max 8182.303 64 0 64 0 63 10.634 67 0 63 4159.338 64 462 min -9396.401 71 0 63 0 63 .86 76 0 63 -4776.504 71 463 2 max 8182.303 64 0 64 0 63 10.634 67 0 69 4159.338 64 464 min -9396.401 71 0 63 0 63 .86 76 _ 0 78 -4776.504 71 465 3 max 8182.303 64 0 64 0 63 10.634 67 0 69 4159.338 64 466 min -9396.401 71 0 63 0 63 .86 76 0 78 -4776.504 71 467 4 max 8182.303 64 0 64 0 63 10.634 67 0 69 4159.338 64 468 min -9396.401 71 0 63 0 63 .86 76 0 78 -4776.504 71 469 5 max 8182.303 64 0 64 0 63 10.634 67 0 69 4159.337 64 470 min -9396.401 71 0 63 0 63 .86 76 _ _ 0 78 -4776.504 71 471 M80 1 max 10078.476 64 0 75 0 63 29.909 71 0 63 5123.225 64 472 min -11472.593 71 0 68 0 63 -95.353 64 0 63 -5831.901 71 473 2 max 10078.476 64 0 75 0 63 29.909 71 0 69 5123.226 64 474 min -11472.593 71 0 68 0 63 -95.353 64 0 78 -5831.901 71 475 3 max 10078.476 64 0 75 0 63 29.909 71 0 69 5123.226 64 476 _ min -11472.593 71 0 68 0 63 -95.353 64 0 78 -5831.901 71 477 4 max 10078.476 64 0 75 0 63 29.909 71 0 69 5123.227 64 478 min -11472.593 71 0 68 0 63 -95.353 64 0 78 -5831.902 71 479 5 max 10078.476 64 0 75 0 63 29.909 71 0 69 5123.227 64 480 min -11472.593 71 0 68 0 63 -95.353 64 0 78 -5831.902 71 481 M81 1 max 10290.959 64 13672.774 64 79.517 69 241.926 66 0 63 5231.237 64 482 min -11848.934 71 -6524.842 71 -41.796 70 -47.592 71 0 63 -6023.208 71 483 2 max 10290.959 64 13672.774 64 79.517 69 241.926 66 79.517 69 501.634 71 484 min -11848.934 71 -6524.842.71 -41.796 70 -47.592 71 -41.796 70 -8441.537 64 485 3 max 13964.329 67 1042.562 71 78.468 63 31.857 73 107.837 72 9117.945 71 486 min 52.835 77 -4994.416 64 _53.919 72 -117.772 66 -156.936 63 -5481.749 68 487 4 max 13964.329 67 1042.562 71 78.468 63 31.857 73 53.919 72 8077.488 75 488 min 52.835 77 -4994.416 64 -53.919_ 72 -117.772 66 -78.468 63 -2385.812 66 489 5 max 13964.329 67 1042.562 71 78.468 63 31.857 73 0 77 7098.534 67 490 _ min __ 52.835 77 -4994.416 64 -53.919 72 -117.772 66 0 70 26.858 77 491 M82 1 max 13558.33 67 0 64 0 63 74.742 64 0 63 6892.151 67 492 min 30.279. 77 0 71 0 63 15.236 7.1 _ 0 63 15.392 77 493 2 max 13558.33 67 0 64 0 63 74.742 64 0 69 6892.151 67 494 min 30.279 77 0 71 0 63 15.236 71 0 78 15.392 77 495 3 max 13558.33 67 0 64 0 63 74.742 64 0 69 6892.151 67 496 min 30.279 77 0 71 0 63 15.236 71 0 78 15.392 77 497 4 max 13558.33 67 0 64 0 63 74.742 64 0 69 6892.151 67 498 min 30.279 77 0 71 0 63 15.236 71 0 78 15.392 77 499 5 Flax 13558.33 67 0 64 0 63 74.742 64 0 69 6892.15 67 500 min 30.279 77 0 71 0 63 15.236 71 _ _ 0 78 15.392 77 501 M83 1 max 11794.803 64 0 72 0 63 -8.405 72 0 63 5995.692 64 502 min 34.966 77 0 63 0 63 -77.273 63 0 63 17.774 77 503 2 max 11794.803 64 0 72 0 63 -8.405 72 0 77 5995.692 64 504 min 34.966 77 0 63 0 63 -77.273 63 0 70 17.775 77! 505 3 max 11794.803 64 0 72 0 63 -8.405 72 0 77 5995.692 64 506 min 34.966 77 0 63 0 63 -77.273 63 0 70 17.775 77, 507 4 max 11794.803 64 0 72 0 63 -8.405 72 0 77 5995.692 64 508 min 34.966 77 0 63 0 63 -77.273 63 0 70 17.775 77 509 5 max 11794.803 64 0 72 0 63 -8.405 72 0 77 5995.692 64 510 min 34.966 77 0 63 __ _ 0 63 -77.273 63 _ _ 0 70 17.775 77 511 M84 1 max 12116.47 64 4481.472 63 46.281 63 113.477 70 0 63 6159.205 64 512 min 20.897 77 -1213.645 72 -59.079 64 -33.846 77 0 63 10.622_ 77 RISA -3D Version 16.0.1[P:\...\...\...\Structural\2018-01-17 Doghouse Structure-Overstrength.r3d] Page 22 99 Company: Sitts & Hill Engineers, Inc. Iii RISA Job (Number : 18,000 A NEMETSCHEK COMPANY Model Name : 9-53 Doghouse Jan 18, 2018 2:20 PM Checked By: Envelope Member Section Forces (Continued) Member Sec Axialflbl LC v Shearflbl LC z Shearflbl LC Toraueflb-ftl LC v -y Momentflb-..LC z- 513 2 max 12116.47 64 4481.472 63 46.281 63 113.477 70 46.281 63 7284.27 72 514 min 20.897 77 -1213.645 72 -59.079 64 -33.846 77 -59.079 64 -2406.623 66 515 3 max 12116.47 64 4481.472 63 46.281 63 113.477 70 92.561 63 8497.915 72 516 min 20.897 77 -1213.645 72 -59.079 64 -33.846 77 -118.157 64 -4966.699 66 517 4 max 11888.978 67 7023.482 72 47.525 66 52.878 77 72.95 65 -27.39 72 518 min -13946.087. 76 -13293.809 63 -72.95 65 -229.754 70 _ -47.525 66 -7289.334 63 519 5 max 11888.978 67 7023.482 72 47.525 66 52.878 77 0 73 6043.565 67 520 min -13946.087 76 -13293.809 63 -72.95 65 -229.754 70 0 __ 66 -7089.262 76 521 M85 1 max 11627.843 67 0 67 0 63 52.452 63 0 63 5910.82 67 522 min -13618.18 76 0 76 _0_ _ _ 63 -29.689 72 0 63 -6922.575 76 523 2 max 11627.843 67 0 67 0 63 52.452 63 0 65 5910.82 67 524 min -13618.18 76 0 76 0 _ _ 63 -29.689 72 0 74 -6922.575 76 525 3 max 11627.843 67 0 67 0 63 52.452 63 0 65 5910.819 67 526 min -13618.18 76 0 _ _ 76 0 63 -29.689 72 0 74 -6922.575 76 527 4 max 11627.843 67 0 67 0 63 52.452 63 0 65 5910.819 67 528 min -13618.18 76 0 76 0 63 -29.689 72 0 74 -6922.575 76 529 5 max 11627.843 67 0 67 0 63 52.452 63 0 65 5910.819 67 530 min -13618.18 76 0 76 0 63 -29.689 72 0 74 -6922.575 76 531 M86 1 max 11459.889 67 0 67 0 63 49.436 63 0 63 5825.444 67 532 min -13322.015 76 0 76 0 63 -1.254 72 _ _ 0 63 -6772.024 76 533 2 max 11459.889 67 0 67 0 63 49.436 63 0 65 5825.443 67 534 min -13322.015 76 0 76 0 63 -1.254 72 0 _ 74 -6772.024 76 535 3 max 11459.889 67 0 67 0 63 49.436 63 0 65 5825.443 67 536 min -13322.015 76 0 76 0 63 -1.254 72 0 74 -6772.025 76 537 4 max 11459.889 67 0 67 0 63 49.436 63 0 65 5825.443 67 538 min -13322.015 76 0 76 0 63 -1.254 72 0 74 -6772.025 76 539 5 max 11459.889 67 0 67 0 63 49.436 63 0 65 5825.443 67 540 min -13322.015 76 0 76 0 63 -1.254 72 0 74 -6772.025 76 541 M86A 1 max 22480.542 74 4736.189 76 9428.052 67 239.89 63 0 63 11333.94 74 542 min -35550.599 65 -16882.474 67 -8291.699 76 -210.392 72 0 63 -17923.427 65 543 2 max 22480.542 74 4736.189 76 9428.052 67 239.89 63 17677.598 67 29542.564 66 544 min -35550.599 65 -16882.474 67 -8291.699 76 _ -210.392 72 -15546.935 76 -12668.819 73 545 3 max 265.384 71 10731.781 67 5491.176 76 27.8.141 67 23693.439 67 37801.246 67 546 min -597.826 64 -3419.94 76 -6318.25 67 -12.709 76 -20591.908 76 -13638.908 76 547 4 max 265.384 71 10065.675 67 5491.176 76 278.141 67 11846.719 67 18304.639 67 548 min -597.826 64 -3579.322 76 -6318.25 67 -12.709 76 -10295.954 76 -7076.859 76 549 5 max 265.384 71 9402.433 67 5491.176 76 278.141 67 0 71 133.798 71 550 min -597.826 64 -3738.019 76 -6318.25 67 -12.709 76 0 64 -301.404 64 551 M87 1 max 2119.979 71 4052.622 75 3692.099 69 123.145 71 0 63 1068.823 71 552 min -1956.599 64 -5085.503 68 -341.219 78 7-139.31 64 _ 0 63 -986.452 64 553 2 max 34718.73 64 2570.412 64 1091.802 71 -.149 78 3231.63 64 -701.446 75 554 min 3789.815 , 71 -1656.272 71 -2952.118 64 -5.738 69 -1735.524 71 -6390.211 68 555 3 max 2252.359 78 9815.489 67 2424.117 68 1.133 76 11201.202 67 19951.187 67 556 min -23354.075 68 -9512.296 68 -3096.561 67 __-3.71 _ 67 2109.469 76 3313.528 74 557 4 max 39317.921 63 1601.349 72 1254.25 71 1.446 65 415.013 71 -622.319 76 558 min 3904.731 72 -2154.495 63 -1115.623 64 -1.247 74 -3518.931 64 -8086.157 67 559 5 max 2079.845 72 5325.663 67 770.821 74 189.033 63 0 66 1048.588 72 560 min -1936.973 63 -3994.316 76 -2327.534 65 _-111.367 72 0 73 -976.557 63 561 M88 1 max 2058.014 71 5351.068 71 74.542 77 158.787 68 0 63 1037.582 71 562 min -2117.22 64 76945.451 64 -3443.892 70 -128.508 75 0 63 21067.432 64 563 2 max 2058.014 71 5351.068 71 74.542 77 158.787 68 214.309 77 18900.739 64 564 min -2117.22 64 -6945.451 64 -3443.892 70 -128.508 75 -9901.19 70 -14346.739 71 565 3 max 20744.611 63 6670.66 70 5073.114 70 55.948 64 2513.775 69 1885.012 76 566 min -10279.623.72 356.086 77 751.215 77 -41.417 71 -1724.64 78 -3248.916 67 567 4 max 37774.925 63 1059.576 72 1119.659 76 85.324 64 7706.755 67 1341.373 68 568 min -4586.036 72 -6559.036 63 -2680.61 67 _ -67.255 71 -3219.021 76 -401.509 75 569 5 max 37774.925 63 1059.576 72 1119.659 76 85.324 64 0 70 19044.858 63 RISA -3D Version 16.0.1[P:\...\...\...\Structural\2018-01-17 Doghouse Structure-Overstrength.r3d] Page 23 100 Company : Sifts & Hill Engineers, Inc. ', tRisA Designer : BRL Job Number 18,000 A NEMETSCHEK COMPANY Model Name : 9-53 Doghouse Jan 18, 2018 2:20 PM Checked By: Envelope Member Section Forces (Continued) Member Sec Axialflbl LC v Shearflbl LC z Shearflbl LC Toraueflb-ftl LC v -v Momentflb-..LC z -z Momentflb...LC 570 min -4586.036 72 -6559.036 63 -2680.61 67 -67.255 71 0 77 -2312.126 72 RISA -3D Version 16.0.1[P:\...\...\...\Structural\2018-01-17 Doghouse Structure-Overstrength.r3d] Page 24 101 SITTS Ft HILL ENGINEERS, INC. TACOMA, WASHINGTON (253) 474-9449 PROJECT sot c DESIGNED DATE I i • JOB IPC -)C..) CHECKED DATE SHEET OF I I )-I (--I �- -1 -- ___I______ --� _- ---.L - r ‘ �' .-� j p {---i----1 -- -- --i--_ -- -I-L- I - - -- ---- _ - -{-L- 1.._.. -- - ---a-----_ -I --I--1- -- - t - �,,, - --- _____I _i___ -I _ - pit_ ,.._ - _ --I 7 1 --H- _-.-_-_.----1-__ --_- -1- 1 -_ _- C II -1-.. ---- -- Ii----I-I- - - - ---.-_J_ - �_ � �• - 1 ✓Yl --- - -- s - J b G.. � J - rte;, - ----- - - - - L. cj u - J__ '1' 1 .W. 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TACOMA, WASHINGTON'/°y-y (253) 474-9449 nn PROJECT vl DESIGNED DATE )/fl)1T JOB 1$` [,C) CHECKED DATE SHEET OF 104 - --1- —1 1 `✓ SIG %) _-- - --- — -- -- J fi j �.0 _�,� / c. i J -- —I ---l— -- i I _ `LI__i P- r- P) Q` s- , - C d.1. / o ) s• -) I ÷ 1 11: -- ILAN.s - ---- ----------------- --- - • - - - LI_ 1- - -■� - l' _j 1 0a. 11 I IIII ',/(CSS v 'Ni` C,J\ODLP1- 1 _I •- �� v .2- h4)--)-(-, i , (-) Z� 6�Gr, (� .. T 4i C�� t'l 1 L __1. .. - . _ -. _ _._ '- - - -- -- r — i:- -- - - _ ... -I - - " - — _ - -- -"- I• - - 1- -,- - ----J-J a1 .. - 1 • i n 1 --!-- r 104 SITTS 8- HILL ENGINEERS, INC. TACOMA,//WASHINGTON (253) 474-9449 PROJECT �l'i� (30 5Z DESIGNED L.r DATE CHECKED DATE JOB SHEET OF 105 0.1 � .1-- " 11r2/2.t,;. b ,iM( t ---1-=-=-- _- ,cam ____,2„4„_,63,_ - - — -,6-/>c -Inc\ _ Kt. . . ___I_1 1 I-4.7+11-- --- • , ' \ N..) 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BRL 18,000 9-53 Doghouse SK -2 Jan 17, 2018 at 8:43 AM 2018-01-17 Doghouse Structure.r3d 107 Company : Sitts & Hill Engineers, Inc. : BRL 1 R'SA Job (Number : 18,000 ANF_METSCHEK COMPANY Model Name : 9-53 Doghouse Jan 17, 2018 1:50 PM Checked By: Joint Deflections (By Combination) LC Joint L 1 34 N1 .053 -.01 -.008 1.359e -04 -3.037e-04 -6.11e-04 2 34 N2 .08 -.013 .008 -1.603e-04 1.979e -04 -1.486e-03 3 34 N3 .045 -.014 -.012 -5.061e-05 -2.176e-04 8.254e-04 4 34 N4 .066 -.038 .014 9.194e-04 1.545e704 _ 6.164e-03 5 34 N5 .136 -.057 .008 1.056e-03 1.399e-04 -3.671e-03 6 34 N6 .125 -.058 .007 8.95e-04 2.028e -04 -2.414e-03 7 34 N7 .137 -.066 -.008 -1.102e-03 -2.722e-04 -3.24e-03 8 34 N8 .13 -.072 -.011 -1.108e-03 -4.432e-04 -7.882e-04 9 34 N9 .052 -.046 .024 -8.443e -04 -3.572e -04 -6.02e-04 10 34 N10 .079 -.093 -.015 1.42e-04 2.432e -04 -1.443e-03 11 34 N11 .051 -.072 .019 -7.928e-04 3.158e -04 -4.187e-04 12 34 N13 .049 -.087 .002 -6.986e-04 4.551e -04 -2.243e-04 13 34 N15 .048 -.091 -.025 -6.114e-04 6.527e -04 -1.074e-04 14 34 N16 .013 -.606 -.143 1.998e-02 1.467e -04 -3.014e-03 15 34 N17 .047 -.091 -.048 -5.706e-04 2.212e -05 -1.835e-04 16 34 N18 .014 -.724 .019 -7.407e-03 4.075e -04 -2.726e-03 17 34 N19 .048 -.115 -.027 -5.062e-04 -6.328e-04 -2.115e-04 18 34 N20 _ .02 -.864 -.18 1.962e-02 6.823e -04 -1.65e-03 19 34 N21 .048 -.124 -.003 -4.746e-04 -2.597e-04 1.397e-04 20 34 N22 .042 -.871 -.222 2.474e-02 -2.931e-04 1.974e-03 21 34 N23 .047 -.105 -.003 --4.687e-04 1.696e-04 5.804e-04 22 34 N24 .063 -.675 -.115 1.287e -02 -1.006e-03 5.531e-03 23 34 N25 .046 -.064 -.012 -4.682e-04 1.386e-04 8.684e-04 24 34 N26 .07 -.351 .024 -2.537e -03 -6.579e-04 6.726e-03 25 34 N27 .053 .018 -.011 1.183e -03 -1.303e -03 -1.066e-02 26 34 N28 .044 .011 .017 -2.634e -03 -1.212e -03 -6.96e-03 27 34 N29 .132 -.048 -.013 4.044e -04 -8.28e-04 8.608e-03 28 34 N30 .13 -.1 .016 -2.409e -03 -9.878e -04 -6.576e-04 29 34 N31 .167 -.012 -.014 6.369e -04 -3.205e-04 7.696e-03 30 34 N32 .165 -.243 .01 -1.511e -03 -3.294e -04 -2.47e-03 31 34 N33 .165 .033 -.015 8.001e-04 8.166e-06 5.8e-03 32 34 N34 ___ .165 -.306 .004 -4.1e-04 6.473e -05 -3.697e-03 33 34 N35 .162 .078 -.012 3.699e-04 3.e-04 6.779e-03 34 34 N36 .16 -.289_ -.005 1.017e-03 6.25e-04 ,_7.914e-04 35 34 N37 .127 .044 .002 -1.941e-03 6.795e-04 6.965e-03 36 34 N38 .126 -.148 -.016 _ 2.966e-03 9.373e-04 3.231e-03_ _ 37 34 N39 .004 -.429 -.102 1.735e-02 8.487e -04 _ -4.457e-03 38 34 _. N40 .064 .208 -.024 4.328e-03 6.319e-04 5.829e-03 39 34 N41 .139 -.217 .023 -3.771e-03 -9.22e-04 6.582e-03 40 34 N42 .137 .068 -.01 1.092e -03 -1.09e-03 -5.261e-03 41 34 N43 .181 -.438 .015 -2.059e -03 -4.246e-04 5.71e-03 42 34 N44 .184 .132 -.006 6.012e -04 -4.479e -04 -6.567e-03 43 34 N45 .193 -.503 .004 -6.518e -06 -3.56e-05 5.396e-03 44 34 N46 .193 .152 -.003 1.173e -04 -2.99e-05 -7.341e-03 45 34 N47 .177 -.439 -.007 1.988e-03 3.183e-04 4.24e-03 46 34 N48 .18 .146 .002 -4.045e-04 3.802e-04 _ -7.721e-03 47 34 N49 .138 -.229 -.015 3.533e-03 6.942e-04 3.713e-03 48 34 N50 .137 .093 .006 -9.752e-04 8.661e-04 -7.432e-03 49 34 N51 .074 -.158 -.012 6.889e-04 3.264e -04 -8.929e-04 50 34 N52 0 0 0 -1.513e-04 3.979e -04 -2.248e-04 51 34 N53 0 0 0 -8.459e-05 4.391e-04 -7.842e-04 52 34 N54 .061 -.02 .008 4.163e-04 1.532e -03 -4.824e-05 53 34 N55 0 0 0 -1.89e-04 8.007e-03 -6.81e-04 54 34 N56 0 0 0 7.28e -05 -7.755e-03 _ 2.562e-04 55 34 N57 .062 -.057 .014 -3.963e-03 7.519e-04 5.174e-04 56 34 N58 0 -.18 -.005 9.639e-03 1.149e -03 -5.265e-03 RISA -3D Version 16.0.1 [P:\18000\18000\Calculations\Structural\2018-01-17 Doghouse Structure.r3d] Page 18 108 Company : Sitts & Hill Engineers, Inc. Iii RISA Job iNumber : 68,000 A NEMETSCHEK COMPANY Model Name : 9-53 Doghouse Jan 17, 2018 1:50 PM Checked By: Joint Deflections (By Combination) (Continued) LC Joint Label X in Y in Z in 57 34 N59 .145 -1.182 -.069 4.457e-04 7.356e -04 -5.107e-03 58 34 N60 .135 -2.055 -.126 7.644e-04 1.807e-04 -9.351e-03 59 34 N61 .147 -.504 -.069 1.089e-04 7.746e -04 -1.814e-03 60 34 N62 .137 -.909 -.125 1.676e-04 1.893e -04 -4.805e-03 61 34 N63 .183 -.126 -.003 -4.809e-04 -3.715e-05 -6.292e-03 62 34 N64 .166 -.128 -.004 -4.075e-04 -8.437e-05 -2.622e-03 63 34 N65 .989 -.076 -.003 5.843e -04 -8.792e -05 -3.726e-03 64 34 N66 1.17 -.127 0 -3.857e -04 -2.008e -03 -4.69e-03 65 34 N67 1.535 -.067 .011 -5.032e-04 4.635e -05 -7.807e-03 66 34 N68 1.534 -1.199 _ _-.006 2.754e-04 2.459e -04 =8.064e-03 67 34 N69 1.461 -2.068 -.02 4.537e -04 -2.747e-05 2.752e-03 68 34 N70 1.389 -.076 0 -4.953e-04 -1.411e-04 69 34 N71 1.014 -.127 -.008 -2.983e-04 -7.732e-04 ___1.44e-02 -5.318e-03 70 34 N72 _ .92 -.085 -.012 5.439e -04 -1.715e-04 6.211e-03 71 34 N73 .95 -.93 -.022 7.266e-04 3.69e-05 1.153e-03 72 34 N74 _ _ .986 -.519 -.007 4.313e-04 2.287e -04 -3.504e-03 73 34 N75 .988 -.165 -.012 -1.1e-03 -8.22e-05 -3.439e-03 74 34 N76 1.533 -.254 .021 1.294e-03 7.075e -05 -7.552e-03 75 34 N77 .982 -.308 .004 9.268e -04 -3.828e -05 -2.539e-03 76 34 N78 1.528 -.598 .005 =5.094e-04 1.375e -04 -6.785e-03 77 34 N79 .979 -.414 0 5.954e-04 1.071e-04 -2.269e-03 78 34 N80 1.527 -.911 0 1.245e-05 _ 1.686e -04 -6.672e-03 79 34 N81 .987 -.546 -.008 5.159e-04 2.142e -04 -3.772e-03 80 34 N82 1.536 -1.26 -.008 2.023e-04 2.296e -04 -8.393e-03 81 34 N83 .986 -.752 -.016 5.424e-04 1.296e -04 -3.941e-03 82 34 N84 1.532 -1.688 -.016 2.71e-04 1.272e -04 -8.15e-03 83 34 N85 .972 -.905 -.02 6.584e-04 6.787e -05 -2.006e-03 84 34 N86 1.507 -2.009 -.02 2.956e-04 4.568e -05 -4.342e-03 85 34 N87 .953 -.937 -.021 8.997e-04 3.925e-05 7.505e-04 86 34 N88 1.467 -2.083 -.021 2.482e -04 -2.03e-05 1.743e-03 87 34 N89 .935 -.83 -.02 1.073e-03 -3.051e-05 3.735e-03 88 34 N90 1.422 -1.82 -.02 -2.029e-04 -1.255e-04 9.204e-03 89 34 N91 .92 -.583 -.016 1.305e -03 -8.707e-05 6.215e-03 90 34 N92 1.388 -1.22 -.016 -7.858e-04 -1.911e-04 1.466e-02 91 34 N93 .949 -.929 -.022 7.297e-04 3.494e-05 I 1.232e-03 92 34 N94 .142 -.241 .016 -3.612e -03 -7.739e-04 ' 8.497e-03 93 34 N95 .146 -.475 0 -8.897e -03 -1.087e-03 7.419e-03 94 34 N96 .144 -.565 -.028 -1.072e-02 -1.056e-03 7.616e-03 95 34 N97 .139 -.065 -.051 8.584e -04 -6.038e-04 I 1.005e-02 96 34 N98 .135 -.744 _- -.032 -1.402e-02 -9.405e-04 1 6.946e-03 97 34 N99 .138 -.979 -.012 -1.884e-02 -9.016e-04 8.058e-03 98 34 N100 _ _ .135 -.56 -.006 -1.029e-02 78.153e-04 8.75e-03 99 34 N101 .14 -.215 -.019 1.927e-03 4.453e-04 7.501e-03 100 34 N102 .143 -1.093 -.088 5.677e-03 8.408e-04 3.08e-03 101 34 N103 .143 -1.339 -.128 6.212e-03 __ 8.038e-04 I 3.767e-03 102 34 N104 _ _ .138 .112 -.024 -4.412e-03 3.836e-04 + 1.368e-02 103 34 N105 .135 -1.757 -.161 7.486e-03 7.276e-04 4.058e-03 104 34 N106 .135 -2.206 -.192 _ - 1.116e-02 6.601e-04 5.716e-03 105 34 N107 .131 -1.32 -.101 5.493e-03 5.604e-04 I 7.229e-03 106 34 N106A .08 .054 .007 -1.066e-03 _9.925e-04 . -1.117e-02 107 34 N107A .05 -.107 0 -8.436e-03 9.63e-05 8.138e-04 108 34 N110 .179 -.119 .005 5.548e -04 -3.997e-05 _-6.474e-03 109 34 N111 .161 -.113 .004 5.392e -04 -1.399e -05 -4.116e-03 110 34 N113 1.406 -.119 .008 4.698e -04 -1.546e -03 -6.476e-03 111 34 N114 1.254 -.114 -.003 3.808e-04 -2.791e-03 -6.498e-03 112 34 N112 1.148 -.123 _ _ 0 . -4.726e-04 -2.154e-03 -4.17e-03 113 34 N113A 1.148 -.365 -.006 -2.459e-03 -2.129e-03 -6.931e-03 RISA -3D Version 16.0.1 [P:\18000\18000\Calculations\Structural\2018-01-17 Doghouse Structure.r3d] Page 19 109 Company : Sifts & Hill Engineers, Inc. g : BRL JobDesiNumnerber 18,000 ANEMETSCHEK COMPANY Model Name : 9-53 Doghouse Jan 17, 2018 1:50 PM Checked By: Joint Deflections (By Combination) (Continued) LC Joint Label X in Y in 114 34 N114A .178 -.121 -.004 -5.7-12e-04_ -4.644e-05 -5.922e-03 115 34 N115 .178 -.418 .016 -2.324e-03 -4.841e-04 5.81e-03 116 34 N116 _ _ - .916 -.25 -.01 1.48e -03 -1.3e-04 6.901e-03 117 34 N117 1.381 -.452 -.01 -1.282e-03 -1.913e-04. 1.581e-02 118 35 N1 -.047 -.015 -.013 7.142e -05 -9.617e -05 -7.96e-04 119 35 N2 -.045 -.018 .011 -2.579e-04 8.845e -05 -1.037e-03 120 35 N3 -.054 -.009 -.008 3.32e-05 1.757e-06 6.214e-04 121 35 N4 -.012 -.002 .008 -4.384e -03 -4.823e-04 4.284e-03 122 35 N5 -.117 -.079 .011 1.416e-03 -5.881e-04 -5.651e-04 123 35 N6 -.122 -.04 .006 6.497e-04 -2.691e-04 1.623e-03 124 35 N7 -.124 -.087 -.012 -1.411e-03 4.446e -04 -6.049e-04 125 35 N8 -.13 -.054 -.007 -8.683e-04 2.247e-04 1.988e-03 126 35 N9 -.047 -.062 .009 -7.535e -04 -3.124e -04 -8.164e-04 127 35 N10 -.046 -.078 0 -9.853e-04 7.776e-05 -1.091e-03 128 35 N11 -.048 -.099 .014 -7.042e -04 -9.172e -05 _ -5.593e-04 129 35 N13 -.049 -.119 .017 -5.911e-04 1.447e -04 -1.587e-04 130 35 N15 -.049 -.112 -.004 -5.272e-04 6.398e-04 1.722e-04 131 35 N16 -.043 -.665 -.161 8.882e -03 -2.099e -04 -9.646e-04 132 35 N17 -.048 -.091 -.028 -4.914e-04 1.128e-04 1.407e-04 133 35 N18 -.039 -.666 .03 -1.983e -02 -7.314e -05 -2.285e-04 134 35 N19 -.049 -.093 -.014 -4.677e-04 -4.469e-04 7.448e-05 135 35 N20 -.036 -.688 -.13 4.571e-03 2.312e-04 2.861e-04 136 35 N21 -.05 -.09 .004 -4.884e -04 -3.023e-04 2.108e-04 137 35 N22 -.023 -.632 -.101 6.42e -05 -2.38e-04 2.352e-03 138 35 N23 -.052 -.075 .013 -4.982e -04 -8.874e-06 4.357e-04 139 35 N24 -.011 -.463 -.096 2.443e -03 -6.244e-04 4.365e-03 140 35 N25 -.053 -.047 .005 -5.281e-04 2.829e-04 6.388e-04 141 35 N26 -.009 -.22 .005 -8.288e-03 -6.861e-04 4.845e-03 142 35 N27 -.046 .009 .006 -1.528e-03 1.122e-03 2.073e-03 143 35 N28 -.054 .019 0 1.52e-04 1.035e-03 6.276e-03 144 35 N29 -.131 -.146 .003 -2.074e-03 6.385e -04 -7.086e-03 145 35 N30 -.13 .025 0 7.534e-05 8.28e-04 4.567e-04 146 35 N31 -.153 -.252 -.005 _7.546e-04 2.08e -04 -5.842e-03 147 35 N32 -.155 .021 .002 -1.947e-04 2.368e-04 -_ 2.404e-03 148 35 _ _ _ N33 -.155 -.26 -.013 5.207e-04 _-4.635e-05 -5.45e-03 149 35 N34 -.155 .005 .003 -1.76e -04 -1.271e-04 2.991e-03 150 35 _. N35 -.145 -.195 -.018 1.341e-03 -2.285e-04 -5.115e-03 151 35 N36 -.146 .003 .001 1.55e -04 -4.308e-04 1.633e-03 152 35 N37 -.125 -.101 _ _ -.01.4_ 6.189e -04 -3.826e -04 -5.515e-03 153 35 N38 -.12 .037 -.003 9.441e -04 -7.903e -04I -1.311e-03 154 35 N39 -.058 -.566 -.201 1.876e-02 1.154e -03 -3.455e-03 155 35 N40 -.013 .169 -.007 1.676e-03 -6.431e-04 I 4.078e-03 156 35 N41 -.126 -.128 .01 -1.541e-03 7.356e -04 -8.03e-03 157 35 N42 -.125 -.055 .005 -1.317e-03 8.957e -04 -3.665e-03 158 35 N43 -.151 -.224 .007 -9.016e-04 2.911e-04 -6.175e-03 159 35 N44 -.149 -.124 .001 -6.267e-04 3.1e-04 -8.479e-04 160 35 N45 -.159 -.252 .003 8.531e-05 -2.138e-05 -6.148e-03 161 35 N46 -.159 -.144 -.003 1.97e-05 -4.211e-05 -1.252e-03 162 35 N47 -.15 -.215 0 9.716e-04 -3.41e-04 f -6.508e-03 163 35 N48 -.148 -.121 -.006 6.86e-04 -3.751e-04 -1.413e-03 164 35 N49 -.12 -.124 0 1.313e -03 -7.92e -04 -8.139e-03 165 35 N50 -.118 -.046 -.01 1.442e -03 -9.678e -04 -4.108e-03 166 35 N51 -.049 -.129 .007 -2.127e -03 -4.73e -04 -6.194e-04 167 35 N52 0 0 0 -1.651e-04 7.888e-04 7.022e-04 168 35 N53 0 0 0 -9.351e-05 1.08e-04 1.945e-04 169 35 N54 -.077 -.014 .006 4.513e -04 -1.175e-03 1.26e-04 170 35 N55 0 0 0 -2.302e-04 6.091e-03 _ __ 3.971e-04 RISA -3D Version 16.0.1 [P:\18000\18000\Calculations\Structural\2018-01-17 Doghouse Structure. r3d] Page 20 110 Company : Sitts & Hill Engineers, Inc. Designer : BRL Job Number : 18,000 ANEMETSCHEK COMPANY Model Name : 9-53 Doghouse Jan 17, 2018 1:50 PM Checked By: Joint Deflections (By Combination) (Continued) LC Joint Label X fin l Y in 171 35 N56 0 0 0 1.616e -04 -7.749e-03 1.044e-03 ' 172 35 N57 -.07 -.095 -.005 -9.384e-04 -3.192e-04 1.199e-03 173 35 N58 -.067 -.338 .019 -3.716e-03 2.028e -03 -4.88e-03 174 35 N59 -.126 -1.867 -.1 7.097e -04 -1.416e-04 7.443e-03 175 35 N60 -.134 -1.296 -.067 4.34e-04 -4.811e-04 3.019e-03 _176_ _35_ __ _N61 -.131 -.884 -.1 1.047e -04__ -1.815e-04 4.425e-03 177 35 N62 -.14 -.521 -.066 9.889e-05 -5.381e-04 1.432e-03 178 35 N63 -.149 _ -.162 -.005 -6.082e-04 4.487e-05 _ -1.022e-03 179 35 N64 -.154 -.099 -.002 -3.207e-04 -5.776e-05 3.025e-03 180__35_ N65 -.858 -.103 -.01 7.22e-04 1.6e-04 181 35 N66 -.754 -.163 -.005 -4.62e-04 -1.351e-03 _-5.878e-03 5.182e-03 182 35 N67 -1.049 -.098 .007 -7.256e -04 -5.458e -05 -1.228e-02 183 35 N68 -1.102 -1.881 -.008 3.676e-04 6.297e -05 -3.839e-03 184 35 N69 -1.174 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-.01 5.178e -04 -5.053e-05 3.645e-03 201 35 N86 -1.167 -1.7 -.01 2.499e -04 -5.283e-05 6.021e-03 202 35 N87 -.923 -.562 -.006 5.046e -04 -1.199e-04 3.651e-03 203 35 N88 -1.175 -1.364 -.006 2.062e -04 -1.235e-04 6.924e-03 ' 204 35 N89 -.917 -.429 0 4.682e -04 -6.275e-05 2.403e-03 205 35 N90 -1.174 -1.057 0 1.212e-04 -7.781e-05 6.675e-03 206 35 N91 -.92 -.312 0 5.269e-04 1.213e-05 2.797e-03 207 35 N92 -1.184 -.703 0 -1.155e -04 -5.425e-05 8.155e-03 208 35 N93 -.922 -.532 -.005 4.286e -04 -1.315e-04 3.377e-03 209 35 N94 -.129 -.201 .011 -2.08e-03 6.77e -04 -8.534e-03 210 35 N95 -.132 -.947 .009 -1.819e-02 7.862e -04 -7.716e-03 211 35 N96 -.129 -.73 -.01 -1.374e-02 8.007e -04 -6.764e-03 212 35 N97 -.133 -.083 -.031 4.263e-04 _ 6.1e-04 -8.85e-03 213 35 N98 -.137 -.57 -.017 -1.08e-02 9.076e -04 -7.399e-03 214 35 N99 -.139 -.499 .001 -9.372e-03 9.463e -04 -7.085e-03 215 35 N100 -.135 , -.503 .01 -9.636e-03 9.238e -04 -6.136e-03 216 35 N101 -.123__ -.101 -.005 -3.422e-06 _-5.629e-04 -9.594e-03 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(Continued) LC Joint Label X in Y in Z in X Rotation frad l YR i n fr 228 35 N114 -.996 -.085 .003 3.675e-04 1.642e-03 _5.57e-03, 229 35 N112 -.77 -.158 -.006 -5.63e-04 -1.724e-03 5.553e-03 230 35 N113A -.77 -.477 -.013 -2.725e-03 _ 1.858e-04 -1.911e-02 231 35 N 114A -.149 -.156 -.006 -7.184e-04 2.075e -04 -9.196e-04 232 35 N115 -.149 ._-.215 _ _.008 -1.013e-03 3.393e -04 -6.355e-03 233 35 N116 -.926 -.156 0 8.889e-04 9.343e-05 3.674e-03 234 35 N117 -1.192 -.277 0 -6.704e -04 -9.415e-05 9.283e-03 235 40 N1 .003 -.023 .05 2.517e -04 -1.517e-04 -6.071e-04 236 40 N2 .018 -.004 .073 -2.832e-05 1.778e -04 -1.354e-03 237 40 N3 -.004 -.021 .039 1.349e -04 -1.335e-04 6.321e-04 238 40 N4 .026 -.005 .063 -9.977e -04 -1.304e-04 5.281e-03 239 40 N5 .005 -.052 .077 1.29e -03 -2.414e -04 -2.15e-03 240 40 N6 .005 -.035 .061 8.311e -04 -4.968e -06 -2.994e-04 241 40 N7 0 -.097 .057 -1.259e-03 1.369e -04 -1.834e-03 242 40 N8 .006 -.082 .045 -9.8e -04 -1.447e-04 5.303e-04 243 40 N9 .002 -.062 .083 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N45 .009 -.378 .069 6.686e -05 -3.832e -05 -7.663e-04 278 40 N46 .008 0 .066 1.364e -04 -2.654e -05 -4.249e-03 279 40 N47 .007 -.325 .062 1.554e -03 -3.996e -05 -1.387e-03 280 40 N48 .009 .013 .065 2.813e -04 -2.293e-05 -4.441e-03 281 40 N49 .003 -.168 .058 2.472e -03 -1.072e -04 -2.841e-03 282 40 N50 .005 .037 .065 3.745e -04 -1.103e -04 -5.605e-03 283 40 N51 .013 -.137 .067 -5.979e -04 -6.694e-05 -8.042e-04 284 __40 N52 0 0 0 2.781e-04 1.909e-04 _ _ 1.748e-04 RISA -3D Version 16.0.1 [P:\18000\18000\Calculations\Structural\2018-01-17 Doghouse Structure.r3d] Page 22 112 Company : Sitts & Hill Engineers, Inc. : BRL 11 RISA Job (Number : 18,000 ANEMETSCHEK COMPANY Model Name : 9-53 Doghouse Jan 17, 2018 1:50 PM Checked By: Joint Deflections (By Combination) (Continued) LC Joint Label 285 40 N53 0 0 0 2.544e-04 6.893e -04 -2.393e-04 286 40 N54 -.008 -.007 .06 4.957e-04 2.422e-04 9.39e-05 I 287 40 N55 0 0 0 1.988e-04 7.16e -03 -1.773e-04 288 40 N56 0 0 0 5.542e -04 -7.842e-03 7.034e-04 289 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RISA Designer : BRL Job Number 18,000 ANEMETSCHEK COMPANY Model Name : 9-53 Doghouse Jan 17, 2018 1:50 PM Checked By: Joint Deflections (By Combination) (Continued) LC Joint Label X fin l Y in Z in XR 342 40 , N110 .008 -.141 .076__ _ 7.833e -04 -8.744e -05 -3.701e-03 343 40 N111 .013 -.104 .062 6.384e -04 -4.739e -05 -8.616e-04 344 40 N113 .263 -.153 .629 7.71e-04 8.212e -04 -2.57e-04 345 40 N114 .115 -.118 .608 6.031e-04 -3.975e-04 -3.546e-04 346 40 N112 .194 -.15 .622 -3.887e -05 -1.778e-03 5.317e-04 347 40 N113A .194 -.443 .623 -2.37e -03 -8.058e -04 __ -1.308e-02 348 40 N114A .006 -.143 .066 -4.305e-04 9.378e -05 -3.315e-03 349 40 N115 .006 -.32 .078 -1.582e -03 -4.94e -05 -7.701e-04 350 40 N116 .017 -.237 .614 4.994e-03 4.426e-04 5.023e-03 351 40 N117 .066 -.349 .614 2.325e-03 2.789e-04 1.26e-02 352 41 N1 .003 -.002 -.073 -4.571e-05-2.452e-04 -8.072e-04 353 41 N2 .017 -.026 -.052 -3.752e-04 8.298e -05 -1.157e-03 354 41 N3 -.005 -.002 -.061 -1.522e-04 -7.391e-05 8.11e-04 355 41 N4 .026 -.034 -.041 -2.349e-03 -1.542e-04 5.061e-03 356 41 N5 .004 -.085 -.057 1.205e -03 -2.785e -04 -2.017e-03 357 41 N6 .006 -.063 -.048 7.43e-04 9.354e -07 -4.806e-04 358 41 N7 .001 -.057 -.078 -1.276e-03 9.281e-05 -1.985e-03 359 41 N8 .005 -.046 -.065 -1.026e-03 -1.221e-04 6.437e-04 360 41 N9 .002 -.045 -.05 -6.787e-04 -2.47e-04 -7.597e-04 361 41 N10 .016 -.093 -.073 -2.547e-04 2.537e -04 -1.203e-03 362 41 N11 .001 -.08 -.052 -6.443e-04 1.369e -04 -5.344e-04 363 41 N13 0 -.099 -.059 -5.573e-04 2.93e -04 -2.275e-04 364 41 N15 0 -.099 -.082 -4.99e-04 6.17e-04 1.086e-05 365 41 N16 -.015 -.629 -.218 1.453e -02 -5.456e -05 -1.955e-03 366 41 N17 0 -.089 -.105 -4.774e-04 2.558e -05 -2.193e-05 367 41 N18 -.013 -.688 -.043 -1.312e-02 1.314e -04 -1.485e-03 368 41 N19 0 -.102 -.084 -4.205e-04 -5.882e-04 -4.897e-05 369 41 N20 -.008 -.77 -.218 1.225e-02 4.058e -04 -7.244e-04 370 41 N21 -.001 -.103 -.061 -4.018e-04 -3.376e-04 2.072e-04 371 41 N22 .008 -.748 -.222 1.244e -02 -3.136e-04 2.083e-03 372 41 N23 -.003 __-.084 -.053 -3.91e-04 1.298e-05 5.474e-04 373 41 N24 .025 -.57 -.164 7.807e-03 -8.601e-04 4.837e-03 374 41 N25 -.004 -.048 _ _ _ -.059 -3.935e-04 1.115e-04 7.965e-04 375 41 N26 .029 -.293 -.04 -5.61e-03 -7.046e-04 5.653e-03 376- Al_ _ N27 .003 .031 -.071 -1.812e-04 -3.025e-05 -3.936e-03 377 41 N28 -.005 .03 -.048 -1.262e-03 -1.443e-04 _ -5.672e-04 378 41 _ N29 .006 -.088 -.059 -8.554e-04 -1.274e-04.. 1.514e-03 379 41 N30 .004 -.023 -.048 -1.242e-03 -1.259e-04 -5.141e-05 380 41 N31 .012 -.129 -.064 -1.066e-04 -6.174e-05 _ 1.365e-03 381 41 N32 .011 -.106 -.05 -9.475e-04 -5.971e-05 2.825e-06 382 41 N33 .011 -.11 -.069 6.587e -04 -1.584e-05 7.602e-04 383 41 N34 .011 -.148 -.053 -3.336e-04 -2.017e-05 -3.595e-04 384 41 N35 .015 -.056 -.069 7.858e-04 4.776e-05 1.538e-03 385 41 N36 .012 -.144 -.057 4.579e-04 1.132e-04 4.03e-04 386 41 N37 .006 -.035 -.06 -7.332e-04 _ 1.575e-04 _ 1.232e-03 387 41 N38 .008 -.07 -.065 1.807e-03 1.085e-04 1.208e-03 388 41 N39 -.027 -.493 -.219 1.81e-02 9.733e -04 -3.879e-03 389 41 N40 .024 .167 -.072 2.945e-03 3.634e-05 4.771e-03 390 41 N41 0 -.162 -.049 -2.667e-03 -4.086e-05 -1.37e-03 391 41 N42 .002 .024 -.071 -1.86e-04 -4.607e-05 -4.337e-03 392 41 N43 .009 -.326 -.055 -1.532e-03 -4.352e-05 -4.29e-04 393 41 N44 .01 .011 -.071 -1.37e-04 -5.047e-05 -3.6e-03 394 41 N45 .009 -.374 -.063 2.345e -05 -2.079e-05 -7.031e-04 395 41 N46 .009 .006 -.071 -8.958e-06 -5.048e-05 -4.272e-03 396 41 N47 .005 -.325 -.069 1.398e-03 -2.781e-05 -1.58e-03 397 41 N48 .009 .009 -.07 1.954e -07 -2.156e -05 -4.626e-03 398 41 N49 .004 -.183 -.073 2.346e-03 _ _ ,9.551e-05 -2.527e-03 RISA -3D Version 16.0.1 [P:\18000\18000\Calculations\Structural\2018-01-17 Doghouse Structure. r3d] Page 24 114 Company : Sitts & Hill Engineers, Inc. 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R'SA Job (Number : 18,000 ANEMETSCHEK COMPANY Model Name : 9-53 Doghouse Jan 17, 2018 1:50 PM Checked By: Joint Deflections (By Combination) (Continued) L 399 41 N50 .003 .007 -.07 1.252e -04 -1.193e -04 -6.229e-03 400 41 N51 .012 -.149 -.072 -6.554e-04 -7.646e-05 -6.99e-04 401 41 N52 0 0 0 -6.e-04 9.488e-04 3.084e-04 402 41 N53 0 0 _ 0 -4.395e -04 -9.382e -05 -3.519e-04 403 41 N54 -.007 -.027 -.044 3.966e-04 2.563e-04 2.116e-05 404 41 __N55 __ 0 0 0__ -6.184e-04 6.628e-03 -1.21e-04 405 41 N56 0 0 0 -3.165e -04 _ -7.31e-03 5.856e-04 406 _41 N57 -.004 -.083 __ -.05 -2.474e-03 2.06e-04 8.07e-04 407 41 N58 -.033 -.26 -.062 3.098e-03 1.557e -03 -4.978e-03 408_. _41 _ N59 .003 -1.51 _ -.132 -2.745e-03 2.894e-04 1.172e:03__ 409 41 N60 .006 -1.666 -.138 -2.719e-03 -2.158e-04 -3.018e-03 410 41 N61 .001 :.687_._ -.132 -3.214e-03_ 2.878e-04 1.184e-03 411 41 N62 .005 -.709 -.137 -3.184e-03 -2.39e-04 _ -1.565e-03 412 41 N63 .01 _ -.142 -.075 -6.988e-04 -5.303e-06 -3.683e-03 413 41 N64 .012 -.113 -.061 -4.982e-04 -6.35e-05 2.282e-04 414 41 N65 _ .083 -.064 -.631 -3.066e-03 3.989e-04 -4.985e-03 415 41 N66 .212 -.155 -.625 -6.897e-04 -1.527e-03 _ 1.817e-04 416 41 N67 .207 -.121 _.613 -4.212e-03 3.751e -04._ -9.72e-03 417 41 N68 .18 -1.518 -.697 -3.109e-03 3.777e -04 -5.519e-03 418 41 N69 .118 -1.674 -.695 -3.06e-03. _ . -3.854e-04 4.316e-03 419 41 N70 .072 -.098 -.602 -3.97e-03 -5.623e-04 1.169e-02 420 41 N71 .068 _.127 -.611 -4.966e-04_ -2.865e-04 -5.311e-04 421 41 N72 .018 -.052 -.616 -3.079e-03 -4.175e-04 5.182e-03 422 41 N73 .038 -.717 -.697 -2.849e-03 -3.451e-04 2.091e-03 423 41 N74 .065 -.696 -.699 -2.892e-03 3.135e-04 -2.191e-03 424 41 N75 .084 -.191 -.648 -4.172e-03 4.288e -04 -5.168e-03 425 41 N76 .21 -.366 -.615 -2.91e-03 5.31e-04 -1.019e-02 426 41 N77 .078 -.427 -.656 -2.082e-03 4.522e-04 -4.31e-03 427 41 N78 .205 -.851 -.656 -4.626e-03 6.709e-04 -9.41e-03 428 41 N79 .069 -.599 -.681 -2.549e-03 4.419e -04 -2.885e-03 429 41 N80 .192 -1.258 -.681 -3.786e-03 5.667e -04 -7.338e-03 430 41 N81 .065 -.713 -.7 -2.74e-03 2.85e -04 -2.159e-03 431 41 N82 .179 -1.557 -.7 -3.267e-03 3.423e -04 -5.313e-03 432 41 N83 .058 -.8 -.71 -2.867e-03 8.94e -05 -1.066e-03 433 41 N84 .163 -1.766 -.71 -3.157e-03 1.013e -04 -2.842e-03 434 41 N85 .046 -.808 -.71 -2.847e-03 -1.148e-04 7.538e-04 435 41 N86 .141 -1.821 -.71 -3.148e-03 -1.281e-04 6.659e-04 436 41 N87 .038 -.733 -.698 -2.718e-03 -3.155e-04 _ 2.02e-03 437 41 N88 .121 -1.704 -.698 -3.205e-03 -3.536e-04 3.928e-03 438 41 N89 . .032 -.619 -.678 =2.652e-03 -5.125e-04 3.034e-03 439 41 N90 .098 -1.438 -.678 -3.56e-03 -5.821e-04 7.555e-03 440 41 N91 .022 -.435 _ -.65 -2.469e-03 -5.761e-04 4.592e-03 441 41 N92 .076 -.978 -.65 -4.078e-03 -6.841e-04 1.109e-02 442 41 N93 __.038 _ -.715 -.697 -2.843e-03 -3.505e-04 2.104e-03 443 41 N94 0 -.218 -.055 -2.924e-03 -1.416e-06 -7.442e-04 444 _41 N95 0 -.703 _. -.065 -1.344e-02 :8.136e -05 -7.627e-04___ 445 41 N96 .003 -.641 -.087 -1.212e-02 -8.483e-05 4.86e-05 446 41 N97 _.003. _ -.077 -.107 _5.361e-04 7.176e-06 6.216e-04 i 447 41 N98 .003 -.651 -.089 -1.234e-02 -5.718e-05 _ 1.527e-04 448 41 N99 .006 _.731 -.067 -1.402e-02__ -4.385e-05 1.085e-03 449 41 N100 .006 -.528 -.057 -9.997e-03 -9.198e-06 _ 1.889e-03 450 41 N101 .003 -.165 -.081 _ 9.989e -04 -7.843e-05 -1.665e-03 451 41 N102 .003 -1.525 -.198 8.781e-03 _ 1.12e -04 -1.43e-03 452 41 N103 .005 _ .. _-1.466 -.201 7.112e-03 8.79e -05 -4.403e-04 453 41 N104 .004 .091 -.085 -3.974e-03 -3.537e-05 1.22e-03 454 41 N105_ .004 -1.565 -.202_ 6.669e-03 6.497e-05 8.519e-05 455 41 N106 .006 -1.713 -.2 8.074e-03 2.295e-05 1.486e-03 RISA -3D Version 16.0.1 [P:\18000\18000\Calculations\Structural\2018-01-17 Doghouse Structure.r3d] Page 25 115 Company : Sitts & Hill Engineers, Inc. 11 RISA L Job Number : 18,000 ANEMETSCHEK COMPANY Model Name : 9-53 Doghouse Jan 17, 2018 1:50 PM Checked By: Joint Deflections (By Combination) (Continued) LC Joint Label X fin l Y in 456 41 N107 .006 -1.227 -.151______ _ 5.652e -03 -3.633e-05 2.769e-03_ 457 41 N106A .018 .016 -.071 2.344e -04 -1.708e -04 -4.705e-03 458 41 N107A 0 -.109 -.062 -7.836e-03 -8.098e-05 3.056e-04 459 41 N110 .007 -.135 -.067 4.149e -04 -1.046e -04 -3.638e-03 460 4t _ _ _ . N111 _ _ .014 -.095 -.054 3.193e -04 -4.552e -05. -9.946e-04 461 41 N113 .266 -.138 -.619 5.033e-05 8.285e -04 -3.183e-04 462 41 N114 .118 -.098 -.607 -3.669e-05 -3.852e-04' -3.087e-04 463 41 N112 .194 -.148 -.627 -8.609e-04 -1.776e-03 6.749e-04 464 41 N 113A .194 -.412 -.643 -2389e-03 -7.821e-04 -1.306e-02 465 41 N114A .008 -.134 -.076 -8.318e-04 8.246e -05' -3.478e-03 466 41 N115 .008 -.311 -.054 -1.731e-03 , -4.725e-05 -5.434e-04 467 41 N116 .017 -.185 -.622 -2.128e-03 -4.917e-04 5.41e-03 468 41 N117 .068 -.394 -.621 -4.75e-03 -6.52e-04 . 1.231e-02 RISA -3D Version 16.0.1 [P:\18000\18000\Calculations\Structural\2018-01-17 Doghouse Structure.r3d] Page 26 116 SITTS Ft HILL ENGINEERS, INC. DESIGNEDjad2t___ DATE tO/ICtin JOB 1$;c TACOMA, WASHINGTON (253) 474-9449 PROJECT H� CHECKED DATE SHEET OF 117 ---- ) - -L-I- -- I - ---_I --I _-■ - - - - I � -L� rJr� C - -rAOD J----{--{- - ' C wir 0- i I 1 1 r r J� ... F _ - 1 1 - -71-r&_.iic ®p \am`. �► 7 mac= 1 I`� JG\ b-�,C2,,� ` - Ut7c /: "'1- l ' _117:-..C....,--..,- - - -- - �- Lis - 1 Li I II ; -----I- _______ - _i____ ---- - -- --1- — - I — - - 1 ._J- -- -- _____ __-._ ------ ____ - - -- - - i- -- - _ --- - - J---- --- I -L. 1 J - ---- - -I _� a - - -1 - j -1 1- -{ — — 7— - i ------ - --- --- I a - - I - Z 1 a ; 3 - 4_ - _Ji '- J l �_ i _ -1i : - - - - , J- ! -- _I_T-�- �_ .-I - �� - 1 � - - I - - E H _I- J_ - _ I- � - 117 Company : Sitts & Hill Engineers, Inc. : BRL 11 RISA Job Number : 18,000 A NEMETSCHEK COMPANY Model Name : 9-53 Doghouse Jan 18, 2018 9:44 PM Checked By: Basic Load Cases BLC Description 1 Dead DL Y 1 1 4 1.4 8 2 Collateral Dead _ DL 1 3 Roof Live RLL 2 1.2D+1.6L+0.5Lr (1) Y 1 1 2 4 Snow SL _ .5 12 1 5 Live LL 1 4 6 6 Wind (X -X) WL 1.2 5 1.6 3 .5 12 4 7 Wind (Z -Z) WL 4 1.2D+1.6L+0.5Lr (3) 8 Seismic (X -X) EL 1 1.2 2 _ 5 4 3 .5 9 Seismic (Z -Z) EL 4 10 Accidental Torsion (X -X) EL Y 1 1.2 2 1.2 5 11 Accidental Torsion (Z -Z) EL 13-1.6 2 12 Crane Live (X -X) LL _ 2 - 1 1.2 13 Crane Live (Z -Z) LL 1.6 4 .5. 12 2 14 BLC 1 Transient Area Lo.. None 7 168 Y 15 BLC 2 Transient Area Lo.. None 2 1.2 5 1.6 4 42 12-1.6 16 BLC 3 Transient Area Lo.. None 42 8 17 BLC 4 Transient Area Lo.. None 1 1.2 2 1.2 42 1.6 4 18 BLC 5 Transient Area Lo.. None 185 1 19 BLC 6 Transient Area Lo.. None 1.2D+1.6L+0.5S (4) Y 1 64 2 1.2 20 BLC 7 Transient Area Lo.. None .5 13-1.6 64 Load Combinations Descriptio 1 1.4D Y 1 1.4 2 1.4 2 1.2D+1.6L+0.5Lr (1) Y 1 1.2 2 1.2 5 1.6 3 .5 12 1.6 3 1.2D+1.6L+0.5Lr (2) Y 1 1.2 2 1.2 5 1.6 3 .5 12 -1.6 4 1.2D+1.6L+0.5Lr (3) Y 1 1.2 2 1.2 5 1.6 3 .5 13 1.6 5 1.2D+1.6L+0.5Lr (4) Y 1 1.2 2 1.2 5 1.6 3 .5 13-1.6 Y - 1 1.2 2 1.2 5 1.6 4 .5. 12 1.6 7 1.2D+1.6L+0.5S (2) Y 1 1.2 2 1.2 5 1.6 4 .5 12-1.6 8 1.2D+1.6L+0.5S (3) Y 1 1.2 2 1.2 5 1.6 4 .5 13 1.6 9 1.2D+1.6L+0.5S (4) Y 1 1.2 2 1.2 5 1.6 4 .5 13-1.6 10 1.2D+1.6Lr+1.0L 1 Y 1 1.2 2 1.2 _3. 1.6 5 1 12 1 _ 11 1.2D+1.6Lr+1.0L (2) Y 1 1.2 2 1.2 3 1.6 5 1 12 -1 12 1.2D+1.6Lr+1.0L (3) Y 1 1.2 2 1.2 3 1.6 5 1 13 1 13 1.2D+1.6Lr+1.0L (4) Y 1 1.2 2 1.2 3 1.6 5 1 13 -1 14 1.2D+1.6Lr+0.5W (1) . _Y 1 1.2 2 1.2 3 1.6 6 .5 15 1.2D+1.6Lr+0.5W (2) Y 1 1.2 2 1.2 3 1.6 6 -.5 16 1.2D+1.6Lr+0.5W (3) Y 1 1.2 2 1.2 3 1.6 7 .5 17 1.2D+1.6Lr+0.5W (4) Y 1 1.2 2 1.2 3 1.6 7 -.5 18 1.2D+1.6S+1.0L (1) Y_ 1 1.2 2 1.2 4 1.6 5 1 12 1 19 1.2D+1.6S+1.0L (2) Y 1 1.2 2 1.2 4 1.6 5 1 12 -1 20 _ 1.2D+1.6S+1.0L (3) Y 1 1.2 2 1.2 4 1.6 5 1 13 1 21 1.2D+1.6S+1.0L (4) Y 1 1.2 2 1.2 4 1.6 5 1 13 -1 22 1.2D+1.6S+0.5W (1) Y _1 1.2 2 1.2 4 1.6 6 .5 23 1.2D+1.6S+0.5W (2) Y 1 1.2 2 1.2 4 1.6 6 -.5 _24 1.2D+1.6S+0.5W (3) Y 1 1.2 2 1.2 4 1.6 7 .5 25 1.2D+1.6S+0.5W (4) Y 1 1.2 2 1.2 4 1.6 8 -.5 26 1.2D+1.OW+1.OL+0.5Lr (.. Y 1 1.2 2 1.2 6 1 5 1 3 .5 __. 27 1.2D+1.0W+1.0L+0.5Lr (.. Y 1 1.2 2 1.2 6 -1 5 1 3 .5 28 1.2D+1.0W+1.0L+0.5Lr (.. Y 1 1.2 2 1.2 7 1 5 1 3 .5 29 1.2D+1.0W+1.0L+0.5Lr (.. Y 1 1.2 2 1.2 7 -1 5 1 3 .5 30 1.2D+1.0W+1.0L+0.5S (1) Y 1 1.2 2 1.2 6 1 5 1 4 .5 31 1.2D+1.0W+1.0L+0.5S (2) Y 1 1.2 2 1.2 6 -1 5 1 4 .5 RISA -3D Version 16.0.1 [P:\...\...\...\...\2018-01-18 Doghouse Structure -Reactions to 9-53 Building.r3d] Page 4 118 Company : Sifts & Hill Engineers, Inc. : BRL ''RISA Job (Number : 18,000 ANEMETSCHEK COMPANY Model Name : 9-53 Doghouse Jan 18, 2018 9:44 PM Checked By: Load Combinations (Continued) Description Solve PDelta SRSS B... Fa... B... Fa... B... Fa... B... Fa... B... F 32 1.2D+1.0W+1.0L+0.5S (3) N52 Y 24372.486 1 1.2 2 1.2 7 1 5 1 4 .5 0 0 0 3 54 _... 16334.278 26490.951 3593.606 0 33 1.2D+1.0W+1.0L+0.5S (4) Y 1 1.2 2 1.2 7 -1 5 1 4 .5 34 1.2D+1.0E+1.0L+0.2S (1) Y 1 1.4... 2 1.4... 8 1 _ .5 . 1 4 .2 35 1.2D+1.0E+1.0L+0.2S (2) Y 1 1.4... 2 1.4... 8 -1 5 1 4 .2 36 1.2D+1.0E+1.0L+0.2S (3) Y _ _1.1.4...2 1.4... 9 1 5 1 4 .2 37 1.2D+1.0E+1.0L+0.2S (4) Y 1 1.4... 2 1.4... 9 -1 5 1 4 .2 38 1.2D+1.0E+1.0L+0.2S (5) Y 1 1.4...2 1.4...8 1 5 1 4 .2 10 1 I 39 1.2D+1.0E+1.0L+0.2S (6) Y 1 1.4... 2 1.4... 8 -1 5 1 4 .2 10 -1 40 1.2D+1.0E+1.0L+0.2S 7 O Y 1 1.4..,2 1.4...g 1 5 1 4 .2 11 1 41 1.2D+1.0E+1.0L+0.2S (8) Y 1 1.4... 2 1.4... 9 -1 5 1 4 .2 11 -1 42 0.9D+1.0W (1) Y 1 .9 2 .9 6 1 43 0.9D+1.0W (2) Y 1 .9 2 .9 6 -1 44 0.9D+1.0W (3) Y 1 .9 2 .9 7 1 45 0.9D+1.0W (4) Y 1 .9 2 .9 7 -1 46 0.9D+1.0E (1) Y 1 .698 2 .698 8 1 47 0.9D+1.0E (2) Y 1 .698 2 .698 8 -1 48 0.9D+1.0E (3) Y 1 .698 2 .698 9 1 49 0.9D+1.0E (4) Y 1 .698 2 .698 9 -1 50 0.9D+1.0E (5) Y 1 .698 2 .698 8 1 10 1 51 0.9D+1.0E (6) Y 1 .698 2 .698 8 -1 10 -1 52 0.9D+1.0E (7) Y 1 .698 2 .698 9 1 11 1 53 0.9D+1.0E (8) Y 1 .698 2 .698 g -1 11 -1 54 Dead Load Reactions Yes Y 1 1 55 Collateral Dead Load Re... Yes Y 2 1 56 Roof Live Load Reactions Yes Y 3 1 57 Snow Load Reactions Yes Y 4 1 58 Live Load Reactions Yes Y 5 1 59 Wind Load X -X Reactions Yes Y 6 1 60 Wind Load Z -Z Reactions Yes Y 7 1 61 Seismic Load X -X Reacti.. Yes Y 8 2 10 2 62 Seismic Load X -X Reacti.. Yes Y 8 2 10 -2 63 Seismic Load Z -Z Reacti... Yes Y 9 2 11 2 64 Seismic Load Z -Z Reacti... Yes Y 9 2 11 -2 65 1.2D+1.0E+1.0L+0.2S (1.. Y 1 1.4...2 1.4... 8 2 5 1 4 .2 ' 66 1.2D+1.OE+1.OL+0.2S (2.. Y -- 1. 1,4- 2 1.4...8 -2 5 1 4 .2 - 67 1.2D+1.0E+1.0L+0.2S (3.. Y 1 1.4... 2 1.4...9 2 5 1 4 .2 68 1.2D+1.0E+1.0L+0.2S (4.. Y 1 1.4...2 1.4_...9 -2_ .5 1 4 .2 1 69 1.2D+1.0E+1.0L+0.2S (5.. Y 1 1.4... 2 1.4...8 2 5 1 4 .2 10 2 70 1.2D+1.0E+1.0L+0.2S(6... _ .Y 1 1.4...2 1.4..f 8 -2 5 1 4 .2 10 -2 71 1.2D+1.0E+1.0L+0.2S (7.. Y 1 1.4... 2 1.4...9 2 5 1 4 .2 11 2 _ 72 1.2D+1.0E+1.0L+0.2S (8.. Y 1 1.4... 2 1.4... 9 -2 5 1 4 .2 11 -2 73 0.9D+1.0E (1) Omega Y 1 .698 2 .698 8 2 74 0.9D+1.0E (2) Omega Y 1 .698 2 .698 8 -2 75 0.9D+1.0E (3) Omega Y 1 .698 2 .698 9 2 76 0.9D+1.OE (4) Omega Y 1 .698 2 .698 9 -2 77 0.9D+1.0E (5) Omega Y 1 .698 2 .698 8 2 10 2 78 0.9D+1.0E (6) Omega Y 1 .698 2 .698 8 -2 10 -2 79 0.9D+1.0E (7) Omega Y 1 .698 2 .698 9 2 11 2 80 0.9D+1.0E (8) Omega Y 1 .698 2 .698 9 -2 11 -2 Joint Reactions (By Combination) Y flbl MX flb-ftl 1 54 N52 15250.631 24372.486 -3746.174 0 0 0 2 54 N53 _ -15036.206 23075.192 -3267.34 0 0 0 3 54 N56 16334.278 26490.951 3593.606 0 0 0 RISA -3D Version 16.0.1 [P:\...\...\...\...\2018-01-18 Doghouse Structure -Reactions to 9-53 Building.r3d] Page 5 119 Company : Sitts & Hill Engineers, Inc. : BRL I' RISA Job Number : 18,000 ANEMETSCHEK COMPANY Model Name : 9-53 Doghouse Jan 18, 2018 9:44 PM Checked By: Joint Reactions (By Combination) (Continued) LC Joint Label X flb l Y fI MX flb-ftl _4 54_ - N55 -16548.706 27867.421 3419.909_ 0 0 0 5 54 Totals: -.003 101806.05 .001 6 54 COG (ft): X: 23.515 Y: 18.109 Z: 21.783 7 55 N52 2330.757 3262.323 -369.964 0 0 0 8 55 _N53___.. -2289.057 3213.342 -367.885 0 0 0 9 55 N56 1968.842 3337.57 340.255 0 0 0 10 55 N55 -2010.541 3386.765 397.595 0 0 0 11 55 Totals: 0 13200 0 12 55 COG (ft): X: 23.5 Y: 30.458 Z: 22.481 13 56 N52 3107.697 4349.773 -493.299 0 0 0 14 56 N53 -3052.105 4284.519 -490.536 0 0 0 15 56 N56 2625.257 4450.036 453.692 0 0 0 16 56 N55 -2680.85 4515.671 530.144 0 0 0 17 56 Totals: 0 17600 0 18 56 COG (ft): X: 23.5 Y: 30.458 Z: 22.481 19 57 N52 3884.649 5437.229 -616.641 0 0 0 20 57 N53 -3815.167 5355.73 -613.198 0 0 0 21 57 N56 3281.74 5562.473 567.138 0 0 0 22 57 N55 -3351.223 5644.568 662.701 0 0 0 23 57 Totals: 0 22000 0 24 57 COG (ft): X: 23.5 _ Y: 30.458 Z: 22.481 25 58 N52 9834.285 17046.028 -2877.623 0 0 0 26 58 N53 -9671.305 16496.05 -2753.445 0 0 0 27 58 N56 14724.943 23710.109 2761.561 0 0 0 28 58 N55 -14887.927 25418.113 2869.509 0 0 0 29 58 Totals: -.003 82670.3 .001 30 58 COG (ft): X: 23.78 Y: 15.375 Z: 20.064 31 59 N52 -3667.256 -4162.434 1148.793 0 0 0 32 59 N53 -3800.681 4162.922 .835 0 0 0 33 59 N56 -4437.714 -4792.439 -1385.474 0 0 0 34 59 N55 -3970.647 4791.951 235.846 0 0 0 1 35 59 Totals: -15876.298 0 0 _ 36 59 COG (ft): NC NC NC 37 60 N52 163.912 11738.898 -7966.026 0 0 0 38 60 N53 _ 254.914 11133.35 -8190.684 0 _ 0 0 39 60 N56 -1173.977 -11739.075 -6771.999 0 0 0 40 60 N55 755.151_ _ -11133.174 -5937.183 0 0 0 41 60 Totals: 0 0 -28865.891 42 60 COG (ft): NC NC NC_ 43 61 N52 -55033.928 -51527.052 2824.638 0 0 0 44 61 N53 -55648.906 51535.651 -2542.262 0 0 0 45 61 N56 -47635.421 -47034.91 -3614.414 0 0 0 46 61 N55 -46081.905 47026.311 3332.04 0 0 0 47 61 Totals: -204400.16 0 0 48 61 COG (ft): NC NC NC 49 62 N52 -44902.882 -44690.172 2893.587 0 0 0 50 62 N53 -45533.264 44699.41 -2617.359 0 0 0 51 62 N56 -57740.915 -53871.796 -3545.867 0 0 0 52 62 N55 -56223.101 53862.558 3269.64 0 0 0 53 62 Totals: -204400.162 0 0 54 62 COG (ft): NC NC NC 55 63 N52 1020.536 74009.485 -57126.387 0 0 0 56 63 N53 -1092.23 64320.049 -47566.346 0 0 0 57 63 N56 -517.264 -74009.396 -55244.9 0 0 0 58 63 N55 588.958 -64320.137 -44466.605 0 0 0 59 63 Totals: 0 0 -204404.239 60 63 COG (ft): NC _ . __ NC NC RISA -3D Version 16.0.1 [P:\...\...\...\...\2018-01-18 Doghouse Structure -Reactions to 9-53 Building.r3d] Page 6 120 Company : Sitts & Hill Engineers, Inc. ge: BRL Job DesiNnumber r : 18,000 A NFMFTSCHFK!'OMPANV Model Name : 9-53 Doghouse Jan 18, 2018 9:44 PM Checked By: Joint Reactions (By Combination) (Continued) V [Ib] MX [Ib-ft cal 61 64 N52 1099.599 64328.512 -46965.95 j 00 �„, I Lw � J MZ jlb 0 62 64' : NSS.: ; :1012 9 8 = 74010,989 =7787.56 0 0 0 63 64 N56 -608.288 -64328.514 -45078.171 0 0 0 64 B4 N55 : ... 521 X38 -74000,987 -54572.548 0 0 0 65 64 Totals: 0 0 -204404.239 88 64 COG (f):, NC NC NC RISA -3D Version 16.0.1 [P:\...\...\...\...\2018-01-18 Doghouse Structure -Reactions to 9-53 Building.r3d] Page 7 121 SITTS Er HILL ENGINEERS, INC. TACOMA, WASHINGTON (253) 474-9449 PROJECT G' .JC/&� DESIGNED DATE )/1 g/IZ JOB )` C CHECKED DATE SHEET OF 122 I I Li- a Yc�J� - - -- Iv_71= . -- I fi I ow,. d►i(► .01"-..a -I-I _ 4-11:;(1,, _ t 1 ,� n —I - J _U�, I r" b'-� L - - / _-i_- x_1_ 5_�. _- J�,,, t--1. i 9 - 4 --- I I ■ I■ I I - A 4- I I i J 1 v' -• n: = ► o _-.1 -I - • —'r- �_•__ - - _...._.. ► _ _ — ,_ . —� - I I - -- • __ i -.-.J--_ --..-__.- _._ _- ---1---1-- -- -_I --_ 1 -- -- -- - - ---I- I I --� - ---- 1 -YrN -- -- -- \ 1 /S (.x;3Pc Fye - -- -- I__ -- `3,C I ;°a � - - - rD1 —_ _ \---,. ii C)-(:) - - (47)--F-74._ II i_ 1 i':- 5--'.. - _ _L 1.,---_,) C3, U. t- G I qv, -6. 00 , _- o > ' 0:,W- - I. I -1- - - - - - i ff --I _I i L_ --- 1 - I - I --- - - - 1 1---1,--- 122 SITTS Er HILL ENGINEERS, INC. TACOMA, WASHINGTON (253) 474-9449 ryry PROJECT " I1:7: DESIGNED &I, DATE lit�C/1-. JOB i e , Y'r) CHECKED DATE SHEET OF 123 • Th - afi tom - COIF '4' - F2 � 1L 4 i ._.. aCi.�l__ di --� - —_ _ - -- — — 1__----- CJ)C> rasp — — - -- --- -- 1- — — ---- -- f —1-- --- -- I ■. —1 H I I -- J I C -- i --]- I I . 1 1. ---- J _.. _i -_.__._-------. -I- - --H- ---- - - li-J - - - ,---- _J.__ -4 - - -- -- - - - I• � +- 1 123 Envelope Only Solution Sitts & Hill Engineers SME Existing 9-53 Building With Doghouse Loads SK -1 Jan 18, 2018 at 11:12 PM 2018-01-18 Existing Structure with ... 124 Envelope Only Solution Sitts & Hill Engineers SME Existing 9-53 Building With Doghouse Loads SK -2 Jan 18, 2018 at 11:12 PM 2018-01-18 Existing Structure with ... 125 0 0 0 0 0 0 A.5 OB 6.5 0 C.5 0 A.5 OB 0 OC 0 OD OE 0 Envelope Only Solution 0 0 0 Sifts & Hill Engineers SME Existing 9-53 Building With Doghouse Loads SK -3 Jan 18, 2018 at 11:13 PM 2018-01-18 Existing Structure with ... 126 O Envelope Only Solution Sitts & Hill Engineers SME Existing 9-53 Building With Doghouse Loads SK -4 Jan 18, 2018 at 11:13 PM 2018-01-18 Existing Structure with ... 127 i i II II 41Ik Sitts & Hill Engineers SME Existing 9-53 Building With Doghouse Loads SK -4 Jan 18, 2018 at 11:13 PM 2018-01-18 Existing Structure with ... 127 Envelope Only Solution Sitts & Hill Engineers SME Existing 9-53 Building With Doghouse Loads SK -5 Jan 18, 2018 at 11:13 PM 2018-01-18 Existing Structure with ... 128 Y O\ �� O �!O O E.5 Envelope Only Solution Sitts & Hill Engineers SME Existing 9-53 Building With Doghouse Loads SK -6 Jan 18, 2018 at 11:14 PM 20113-01-18 Existing Structure with ... 129 Z X Loads: BLC 1, Dead Envelope Only Solution O 0 CD Sitts & Hill Engineers SME Existing 9-53 Building With Doghouse Loads SK -7 Jan 18, 2018 at 11:14 PM 2018-01-18 Existing Structure with ... 130 Loads: BLC 2, Live Envelope Only Solution Sitts & Hill Engineers SME Existing 9-53 Building With Doghouse Loads SK -8 Jan 18, 2018 at 11:15 PM 2018-01-18 Existing Structure with ... 131 -.025ksf Loads: BLC 3, Snow Envelope Only Solution Sifts & Hill Engineers SME Existing 9-53 Building With Doghouse Loads SK -9 Jan 18, 2018 at 11:15 PM 2018-01-18 Existing Structure with ... 132 Loads: BLC 4, EQ Envelope Only Solution Sitts & Hill Engineers SME Existing 9-53 Building With Doghouse Loads SIS - 10 Jan 18, 2018 at 11:15 PM 2018-01-18 Existing Structure with ... 133 Loads: BLC 5, WL Envelope Only Solution Sitts & Hill Engineers SME Existing 9-53 Building With Doghouse Loads SK - 11 Jan 18, 2018 at 11:16 PM 2018-01-18 Existing Structure with ... 134 OBJ t 'o�'�r��.i���!/ I/..Y•";�1� �' _r��� Loads: BLC 6, Collateral Envelope Only Solution 0 C.5 O OO / � E O E.5 Sitts & Hill Engineers SME Existing 9-53 Building With Doghouse Loads SK - 12 Jan 18, 2018 at 11:16 PM 2018-01-18 Existing Structure with ... 135 Y Loads: BLC 7, Roof Live Envelope Only Solution \ /O O \ / O O E.5 Sitts & Hill Engineers SME Existing 9-53 Building With Doghouse Loads SK - 13 Jan 18, 2018 at 11:16 PM 2018-01-18 Existing Structure with ... 136 Company : Sitts & Hill Engineers Jan 18, 2018 I I1RISH Designer : SME 11:18 PM ANEMETSCHEK COMPANY Job eumber Building Checked By: Model Name Existing9-53 With Doghouse Loads (Global) Model Settings Display Sections for Member Calcs 10 Maxilntemal:Sections'foi•:MemberkaIcs• 100 Include Shear Deformation? Yes Inorease'iNailing Capacity for Wind? Yes 1 Include Warping? Yes Trans Load IBtwn Intersecting ood Wail? Yes I Area Load Mesh (in^2) 144 Merge tolerance (in) 12 P -Delta Analysis Tolerance 0.50% Include P-Delta'for Mils? . Yes I Automatically Iterate Stiffness for Walls? Yes Max Iterations for Wall Stiffness _ 3 Gravity Acceleration (ft/sec^2) 32.2 Wall Mesh Size (in) 12 Eigensolution Convergence Tol. (1.E-) 4 Vertical Axis Y Global Member Orientation Plane XZ Static SSolver Sparse Accelerated Dynamic Solver Accelerated Solver Hot Rolled Steel Code AISC 14th(360-10): ASD Adjust Stiffness? Yes(Iterative) RISAConnection Code AISC 14th(360-10): ASD Cold Formed Steel Code AISI S100-12: ASD Wood Code AWC NDS -15: ASD Wood Temperature < 100F Concrete Code ACI 318-14 Masonry Code ACI 530-13: ASD Aluminum Code AA ADM1-10: ASD - Building AISC 14th(360-10): ASD Number of Shear Regions 4 Region 'Spacing Increment (in) 4 Biaxial Column Method Exact Integration Panne Beta Factor (PCA) .65 Concrete Stress Block Rectangular Ue&Cracked 'Sections? Yes Use Cracked Sections Slab? Yes Bad Framing Warnings? No Unused Force Warnings? Yes Min1'Bar:IDiam.. Spacing? No Concrete Rebar Set REBAR SET ASTMA615 Min%'Steel for Column 1 Max % Steel for Column 8 RISA -3D Version 16.0.1[P:\...\...\...\Structural\2018-01-18 Existing Structure with Doghouse Loads.r3d] Page 1 137 Company : Sifts & Hill Engineers Jan gSME 11:1:188 PM JobDesiNumnerber Checked By: ANEMETSCHEK COMPANY Model Name : Existing 9-53 Building With Doghouse Loads (Global) Model Settings, Continued Seismic Code ASCE E 7-10 Seismic Base Elevation (ft) Not Entered Add Base Weight? Yes Ct`X ` .02 Ct Z .02 T k(sec) Not Entered T Z (sec) Not Entered RAX 3 RZ 3 Ct iExp..X .75 _.. _ Ct Exp. Z .75 SDI 1 SDS 1 S1 _ 1 TL (sec) 5 Risk Cat I or II Drift Cat Other OmZ 1 Om X 1 Cd Z1 .49 Cd X 1 Rho Z 1 Rho X 1 29000 11154 Footing Overturning Safety Factor 1 Optimize for OTM/Sliding No Check Concrete Bearing No Footing Concrete Weight (k/ft^3) 0 Footing Concrete fc (ksi) 4 Footing Concrete Ec (ksi) 3644 Lambda 1 Footing Steel fy (ksi) 60 Minimum Steel 0.0018 Maximum 'Steel 0.0075 Footing Top Bar #3 Footing TOP Bar Cover (in) - 2 Footing Bottom Bar #3 Footing Bottom Bar Cover (in) 3.5 Pedestal Bar #3 Pedestal Bar Cover (in) 1.5 Pedestal Ties #3 Hot Rolled Steel Properties Label E fksi l G fksi Nu Therm (\1E..Densi Fufksil 1 A36 Gr.36 29000 11154 .3 .65 .49 36 1.5 58 1.2 2 A572 Gr.50 29000 11154 .3 .65 .49 50 1.1 58 1.2 3 A992 29000 11154 .3 .65 .49 50 1.1 1.2 4 A500 Gr.42 29000 11154 .3 .65 .49 42 1.3 _58 58 1.1 I 5 A500 Gr.46 29000 11154 .3 .65 .49 46 1.2 58 1.1 6 Joist 30 29000 11154 .3 .65 0 30 1.5 58 _ 1.2 RISA -3D Version 16.0.1[P:\...\...\...\Structural\2018-01-18 Existing Structure with Doghouse Loads.r3d] Page 2 138 Company : Sifts & Hill Engineers Ii. msA Desig JobNnerumber : SME ANEMETSCHEK COMPANY Model Name : Existing 9-53 Building With Doghouse Loads Jan 18, 2018 11:18 PM Checked By: Hot Rolled Steel Section Sets Label Shaoe Tvoe Design Li Material 1 J2 Exist. VJ28-6 Beam Virtual Joist Joist 30 Typical 1.813 2.881 285.786 .029 2 B1 Exist. W30x99 `Beam Wide Flange A36 Gr.36 Typical 29 128 3990 3:77 3 B2 Exist. W27x94 Beam Wide Flange A36 Gr.36 Typical 27.6 124 3270 4.03 4 B4 Exist. W24x62 Beam Wide Flange A36 Gr.36 Typical 18.2 34.5 1550 1.71 5 B5 Exist. W24x55 Beam Wide Flange A36 Gr.36 Typical 16.2 29.1 1350 1.18 6 B6 Exist. W21x50 Beam Wide Flange A36 Gr.36 Typical 14.7 24.9 984 1.14 7 B7 Exist. W21x44 Beam Wide Flange A36 Gr.36 Typical 13 20.7 843 .77 8 B8 Exist. W18x35 Beam Wide Flange A36 Gr.36 Typical 10.3 15.3 _ 510 .506 9 B9 Exist. W14x22 Beam Wide Flange A36 Gr.36 Typical 6.49 7 199 .208 10 B11 Exist. W24x76 Beam Wide Flange A36 Gr.36 Typical 22.4 82.5 2100 2.68 11 B12 Exist. W24x68 Beam Wide Flange A36 Gr.36 Typical 20.1 70.4 1830 1.87 12 B13 Exist.__ W27x84 . Beam Wide Flange A36 Gr.36 Typical _ 24.7 106 2850 2.81 13 B14 Exist. W36x135 Beam Wide Flange A36 Gr.36 Typical 39.9 225 7800 7 14 B15 Exist. W33x130 Beam Wide Flange A36 Gr.36 Typical 38.3 218 6710 7.37 15 B18 Exist. W18x40 Beam Wide Flange A36 Gr.36 Typical 11.8 19.1 612 .81 16 B21 Exist. W10x15 Beam Wide Flange A36 Gr.36 Typical 4.41 2.89 68.9 .104 17 B24 Exist. W36x182 Beam Wide Flange A36 Gr.36 Typical 53.6 347 11300 18.5 18 C2 Exist. W8x31 Column Wide Flange A36 Gr.36 Typical 9.13 37.1 110 .536. 19 C3 Exist. W8x40 Column Wide Flange A36 Gr.36 Typical 11.7 49.1 146 1.12 20 C4 Exist W10x45 Column Wide Flange A36 Gr.36 Typical 13.3 _ 53.4 248 1.51 21 C5 Exist. W10x49 Column Wide Flange A36 Gr.36 Typical 14.4 93.4 272 1.39 22 C6 Exist. W10x54 Column Wide Flange A36 Gr.36 Typical 15.8 103 303 ' 1.82 23 C7 Exist W10x60 Column Wide Flange A36 Gr.36 Typical 17.7 116 341 2.48 24 C8 Exist. W12x65 Column Wide Flange A36 Gr.36 Typical 19.1 174 533 2.18 25 C9 Exist. W10x77 Column Wide Flange A36 Gr.36 Typical 22.7 154 455 5.11 26 C11 Exist. W12x87 Column Wide Flange A36 Gr.36 Typical 25.6 241 740 5.1 27 C12 Exist. W14x1o9 Column Wide Flange A36 Gr.36 Typical 32 447 1240 7.12 28 C13 Exist. W14x120 Column Wide Flange A36 Gr.36 Typical 35.3 495 1380 9.37 29 Exist. (2) C4x5.4 2C4x5.4 Beam Channel A36 Gr.36 Typical 2.19 .209 4.429 .091 Joint Coordinates and Temperatures Label X rft Y Temo rFl 1 N1 0 -2.5 0 0 2 N2 28 -2.5 0 0 _ 3 N3 56 -2.5 0 0 4 N4 84 -2.5 0 0 5 N5 0 -2.5 40 0 6 N6 28 -2.5 40 0 7 N7 56 -2.5 40 0 8 N8 84 -2.5 40 ___ _0 9 N9 0 -2.5 80 0 10 N10 28 -2.5 80 0 11 N11 56 -2.5 80 0 12 _N12 84 -2.5 80 0 13 N13 9 -2.5 94.6667 0 14 N14 33 -2.5 _94.6667 0 15 N15 57 -2.5 94.6667 0 16 N16 82 -2.5 94.6667 0__ 17 N17 -15 -2.5 9.4.666.7 0 18 N18 0 18__ 0 0 19 N19 28 18 0 0 20 N20 _._ 56 - 18 0 0 21 N21 84 18 0 0 22 N22 0 18 40. 0 23 N23 28 18 40 0 RISA -3D Version 16.0.1[P:\...\...\...\Structural\2018-01-18 Existing Structure with Doghouse Loads.r3d] Page 3 139 Company : Sitts & Hill Engineers '' RisA Design Job Nuermber : SME ANEMETSCHEK COMPANY Model Name : Existing 9-53 Building With Doghouse Loads Jan 18, 2018 11:18 PM Checked By: Joint Coordinates and Temperatures (Continued) Label X Temo rFl 24 N24 56_ . 18 40 25 N25 84 18 40 0 26 N26 0 18 _ __80 0 27 N27 28 18 80 0 28 N28 56 _ 18 _ . 80 0 29 N29 84 18 80 __ 0 30 N30 9 18 94.6667 0 31 N31 33 18 94.6667 0 32 N32 57 18 94.6667 0 33 N33 82 18 94.6667 0 34 N34 -15 18 94.6667 0 35 N35 0 42.333 0 0 36 N36 28 42.333 0 0 37 N37 56 42.333 0 0 38 N38 84 42.333 0 0 39 N39 0 42.333 40 0 40 N40 28 42.333 40 0 41 N41 56 42.333 40 0 42 _ _ N42 84 42.333 40 0 43 N43 0 42.333 80 0 44 N44 _ 28 42.333 80 0 45 N45 56 42.333 80 0 46 N46 84 42.333 80 0 47 N47 9 42.333 94.6667 0 48 N48 33 42.333 94.6667 0 49 N49 57 42.333 94.6667 0 50 N50 82 42.333 94.6667 0 51 N51 -15 42.333 94.6667 0 52 N52 108 -2.5 94.6667 0 53 N53 108 18 94.6667 0 _54 _ NM 108 42.333 94.6667 0 55 N55 9.3333 18 0 0 56 N56 _9.3333 18 40 __ 0 57 N57 18.6666 18 0 0 58 N58 18.6666 18 _ 40 0 59 N59 37.3333 18 0 0 60 N60 37.3333 18 40 _ 0 61 N61 46.6666 18 0 0 62 N62 46.6666__ 18 40 _0 63 N63 65.3333 18 0 0 64 N64 65.3333 18 40 0 65 N65 74.6666 18 0 .0 66 N66 74.6666 18 40 0 67 N67 9.3333 18 80 0 68 N68 18.6666 18 80 0 69 N69 37.3333 18 80 :0 70 N70 46.6666 18 80 0 71 N71 65.3333 18 80 0 72 N72 74.6666 18 80 0 73 N73 0 18 94.6667 0 74 N74 _ 18.6666 18 94.6667 0 75 N75 28 18 94.6667 0 76 _ N76 37.3333 18 94.6667 0 77 N77 46.6666 18 94.6667 0 78 N78 63.5 18 80 0 79 N79 63.5 18 94.6667 0 80 N80 72.5 18 __80 0 RISA -3D Version 16.0.1[P:\...\...\...\Structural\2018-01-18 Existing Structure with Doghouse Loads.r3d] Page 4 140 Company: Sitts & Hill Engineers Ii. RISA Design Job Nuermber : SME ANEMETSCHEK COMPANY Model Name : Existing 9-53 Building With Doghouse Loads Jan 18, 2018 11:18 PM Checked By: Joint Coordinates and Temperatures (Continued) Label X fft l Y fft Z fft Tem o l'F Detach 81 N81 72.5 18 90.9997 0 82 N82 82 18 80 0 83 N83 65.3333 18 3 0 84 N84 74.6666 18 3 0 85 N85 65.3333 18 11.1667 0 86 N86 74.6666 18 11.1667 ___ _0 87 N87 65.3333 18 19.3334 0 _88, N88 __ 74.6666 ____ __ 18__ _ __ _ _.. - 19.3334 0 89 N89 65.3333 18 27.5001 .0 90 N90 74.6666 18 27.5001 0 _ __� 91 N91 63.5 18 90.9997 0 92 N92 82 18 90.9997 0 93 N93 7 42.333 0 0 94 N94 7 42.333 40 0 95 N95 14 42.333 0 0 96 N96 14 42.333 40_ . _ 0 97 N97 21 42.333 0 0 98 N98 21 42.333 __ ._ _ 40 0 99 N99 35 42.333 0 0 100 N100 35 42.333 40 0 101 N101 42 42.333 0 0 102 N102 42 42.333 40 0 103 N103 49 42.333 0 0 104 N104 49 42.333 40 0 105 N105 63 42.333 0 0 106 N106 63 42.333 40 0 107 N107 70 42.333 0 0 108 N108 70 42.333 40 0 109 N109 77 42.333 0 0 110 N110 77 42.333 40 `0 111 N111 7 42.333 80 0 112 N112 14 42.333 80 _ 0 113 N113 21 42.333 80 0 114 N114 35 42.333 80 _ 0 115 N115 42 42.333 80 0 116 N116 49 42.333 80 0 117 N117 63 42.333 80 0 118 N118 70 42.333 80 0 119 N119 77 42.333 80 0 120 N120 0 42.333 94.6667 121 N121 7 42.333 94.6667 0 122 N122 14. _ _._ 42.333_ _ 94.6667 0 123 N123 21 42.333 94.6667 0 124 N124 28 42.333 94.6667 0 - _ 125 N125 35 42.333 94.6667. 0 126 . _ -N126 _ 42 _ . _ 42.333 94.6667 0 127 N127 49 42.333 94.6667 0 128 N128 63 42.333 94.6667___ _ _ _ _0 129 N129 70 42.333 94.6667 0 130- _ N130_. _ ___ - 77 42.333 94.6667 0 131 N131 84 42.333 94.6667 0 132 N132 28 42.333. __42 _ .0 133 N133 56 42.333 42 0 134 N134 _ _ _ _ _ _ 28 42.333 73.75 0 135 N135 56 42.333 73.75 .0 136 N136 0 42.333 72.5 0__ 137 N137 7 42.333 72.5 0 RISA -3D Version 16.0.1[P:\...\...\...\Structural\2018-01-18 Existing Structure with Doghouse Loads.r3d] Page 5 141 Company: Sitts & Hill Engineers Ii. R'�� Job NuDesignermber : SME ANEMETSCHEK COMPANY Model Name : Existing 9-53 Building With Doghouse Loads Jan 18, 2018 11:18 PM Checked By: Joint Coordinates and Temperatures (Continued) Label _138. __ . N138. 14 _ _ 42.333 72.5 0____-_ 139 N139 67.0003 18 0 0 2 140 N140 ___67.0003 18 3 - 0 141 N141 67.0003 18 11.1667 0 M3 ;142 N142 67.0003 _ _18 19.3334 0 __ 143 N143 67.0003 18 27.5001 0 C12 Exist. 144 N144 63.5 18 82 0 145 N145 72.5 18 82 0 20.5 146 N146 71 18 94.6667 0 147 N147 71 18 90.9997 0 148 N148 71 18 82 0 Hot Rolled Steel Design Parameters Label ShaDe Len 1 M1 C13 Exist. 20.5 Lateral 2 M2 C13 Exist. 24.333 Lateral 3 M3 C12 Exist. 20.5 Lateral 4 M4 C12 Exist. 24.333 Lateral 5 M5 C8 Exist. 20.5 Lateral 6 __ M6 C8 Exist. 24.333 Lateral 7 M7 C9 Exist. 20.5 Lateral 8 M8 C9 Exist. 24.333 Lateral 9 M9 C11 Exist. 20.5 Lateral 10 M10 C11 Exist. 24.333 Lateral 11 M11 C8 Exist. 20.5 Lateral 12 M12 C8 Exist. 24.333 Lateral 13 M13 C8 Exist. 20.5 Lateral 14 M14 C8 Exist. 24.333 Lateral 15 M15 C7 Exist 20.5 Lateral 16 M16 C7 Exist 24.333_ _ Lateral' 17 M17 C6 Exist. 20.5 Lateral 18 M18 C6 Exist. 24.333 _ Lateral I 19 M19 C6 Exist. 20.5 Lateral 20 ___M20 C6 Exist. 24.333 Lateral 21 M21 C6 Exist. 20.5 _____ _ Lateral 22 M22 C6 Exist. 24.333 ____ _ Lateral 23 M23 C5 Exist. 20.5 Lateral 24 M24 C5 Exist. 24.333 - Lateral 25 M25 C3 Exist. 20.5 Lateral 26 _ .M26 C3 Exist. 24.333 Lateral_ 27 M27 C4 Exist 20.5 Lateral 28 M28 C4 Exist _ 24.333 ___ _ Lateral 29 M29 C2 Exist. 20.5 Lateral _30 _M30 _ C2 Exist. 24.333 _ Lateral 31 M31 C5 Exist. 20.5 Lateral 32 M32 C5 Exist. 24.333 _ _ Lateral 33 M33 C5 Exist. 20.5 Lateral 34 M34 C5 Exist. 24.333 Lateral 35 M35 C5 Exist. 20.5 Lateral 36 M36 C5 Exist. 24.333 _ ___ Lateral 37 M37 B24 Exist. 28 1 Lbw Lateral 38_ __M38 _ B24 Exist. 28 1 Lbyy - Lateral! 39 M39 B15 Exist. 28 1 Lbw Lateral 40 M40 B14 Exist. - 28 _ 1 Lbyy __ Lateral; 41 M41 B15 Exist. 28 1 Lbyy Lateral RISA -3D Version 16.0.1[P:\...\...\...\Structural\2018-01-18 Existing Structure with Doghouse Loads.r3d] Page 6 142 Company: Sitts & Hill Engineers Iii R'SA Design Job Nuermber : SME ANEMETSCHEK COMPANY Model Name : Existing 9-53 Building With Doghouse Loads Jan 18, 2018 11:18 PM Checked By: Hot Rolled Steel Design Parameters (Continued) Label Shaoe Len othfftl Lb ft Lbzzfftl Lcomo toofftl Lcomo botrftl L - Cb Functi 42 M42 B15 Exist.- 28 1 Lbyy Lateral 43 M43 B13 Exist. 28 1 Lbw Lateral ,..44_ _ M44 B13 Exist. 28 1 Lbyy Lateral 45 M45 B2 Exist. 28 1 Lbw Lateral 46 M46 B5 Exist. 24 1 Lbyy Lateral 47 M47 B11 Exist. 24 1 Lbvv Lateral 48 M48 B18 Exist. 24 1 Lbyy _ Lateral 49 M49 61 Exist. 25 1 Lbw Lateral 50 M50 B1 Exist. 26 1 Lbyy Lateral 51 M51 B2 Exist. 40 1 Lbw Lateral 52 M52 B2 Exist. 40 1 Lbyy Lateral 53 M53 B2 Exist. 40 1 Lbw Lateral 54 M54 B2 Exist. 40 1 Lbyy Lateral 55 M55 B2 Exist. 40 1 Lbw Lateral 56 M56 B2 Exist. 40 1 Lbyy Lateral 57 M57 B4 Exist. 40 1 Lbw Lateral 58 M58 B4 Exist. 40 1 Lbyy Lateral 59 M59 B4 Exist. 40 1 Lbw Lateral 60 M60 B4 Exist. 40 1 Lbyy Lateral 61 M61 B5 Exist. 40 1 Lbw Lateral 62 M62 B5 Exist. 40 1 Lbyy Lateral 63 M63 B5 Exist. 40 1 Lbw Lateral 64 M64 B5 Exist. 40 1 Lbyy Lateral 65 M65 B5 Exist. 40 1 Lbw Lateral 66 M66 B5 Exist. 40 1 Lbyy Lateral 67 M67 B5 Exist. 40 1 Lbw Lateral 68 M68 B5 Exist. 40 1 Lbyy Lateral 69 M69 B5 Exist. 40 1 Lbw Lateral 70 M70 B5 Exist. 40 1 Lbyy Lateral 71 M71 B9 Exist. 14.667 1 Lbw Lateral 72 M72 B9 Exist. 14.67 1 Lbyy -_ Lateral 73 M73 B9 Exist. 14.667 1 Lbw Lateral 74 M74 B9 Exist. 14.667_ _ 1. Lbyy Lateral, 75 M75 B9 Exist. 14.667 1 Lbw Lateral 76 M76 B9 Exist. 14.667 1 _ __ Lbyy ___ Lateral I 77 M77 B8 Exist. 14.701 1 Lbw Lateral 78 M78 B8 Exist. 14.667 1 Lbyy _ ___ Lateral 79 M79 68 Exist. 11 1 Lbw Lateral _80_ M80 _ .B8_Exist._ 14.667 ___1 _. Lbyy _ _ Lateral 81 M81 B21 Exist. 9.333 1 Lbw Lateral 82 M82 B21 Exist. 9.333 1 Lbyy Lateral 83 M83 B21 Exist. 9.333 1 Lbw Lateral 84 M84 B21 Exist. 9.333 1 Lbyy Lateral 85 M85 B7 Exist. 18.5 1 Lbw Lateral 86 M86 B12 Exist. 28 1 Lbyy Lateral 87 M87 B12 Exist. 28 1 Lbw Lateral 88 M88 B12 Exist. 28 1 Lbyy Lateral 89 M89 B5 Exist. 28 1 Lbw Lateral 90 M90 B5 Exist. 28 1 _ Lbyy _ Lateral 91 M91 B5 Exist. 28 1 Lbw Lateral 92 M92 B5 Exist. 28 1 Lbyy Lateral 93 M93 B6 Exist. 28 1 Lbvv Lateral 94 M94 B6 Exist. 28 1 Lbyy Lateral 95 M95 B8 Exist. 24 1 Lbw Lateral 96 M96 B8 Exist. 24 1 Lbyy Lateral 97 M97 B8 Exist. 24 1 Lbw Lateral 98 M98 B7 Exist. 25 1 Lbw _ Lateral_ RISA -3D Version 16.0.1[P:\...\...\...\Structural\2018-01-18 Existing Structure with Doghouse Loads.r3d] Page 7 143 Company : Sifts & Hill Engineers gSME S JobDesiNumnerber ANEMETSCHEK COMPANY Model Name : Existing 9-53 Building With Doghouse Loads Jan 18, 2018 11:18 PM Checked By: Hot Rolled Steel Design Parameters (Continued) Label Shape Lenathfftl Lbwfftl Lbzzfftl Lcomo topfftl Lcomp botfftl L - Cb Functi 99 M99 B7 Exist. 26 1 Lbw 3 2 Lateral ' 100 M100 B8 Exist. 40 1 Lbyy _ 2 3 Snow SL Lateral 101 M101 J2 Exist. 40 1 1 Lbw EQ EL . Lateral 102 M102 J2 Exist. 40 1 5 Lbyy WL 4 Lateral 103 M103 J2 Exist. 40 1 DL Lbw 4 Lateral 104 M104 B8 Exist. 40_ _ ___ 1 Lbyy _ 1 Lateral 105 M105 J2 Exist. 40 1 Lbvv 203 _ __ Lateral 106 M106 _J2 Exist. 40 1 Lbyy 10 BLC 3 Transient Area Lo.. None Lateral 107 M107 J2 Exist. 40 1 Lbvv BLC 7 Transient Area Lo.. __ _ Lateral 108 M108 B8 Exist. 40 - 1 Lbyy Lateral 109 M109 J2 Exist. 40 1 Lbw Lateral 110. _ M110 J2 Exist. 40 1 Lbyy Lateral 111 M111 J2 Exist. 40 1 Lbw Lateral 112 M112 B8 Exist. 40 1 Lbyy Lateral 113 M113 B18 Exist. 40 1 Lbw Lateral 114 M114 B18 Exist. 40 1 _Lbyy Lateral 115 M115 B18 Exist. 40 1 Lbw Lateral 116 M116 -- J2 Exist. 40 1 Lbyy Lateral 117 M117 B8 Exist. 40 1 Lbw Lateral 118 M118 J2 Exist. 40 1_ Lbyy __ Lateral 119 M119 J2 Exist. 40 1 Lbw _ _ Lateral 120 M120 J2 Exist. 40 1 Lbyy Lateral 121 M121 B8 Exist. 40 1 Lbw Lateral 122 M122 J2 Exist. 40 1 Lbyy Lateral 123 M123 J2 Exist. 40 1 Lbw Lateral 124 M124 J2 Exist. 40 1 Lbyy Lateral 125 M125 B8 Exist. 40 1 Lbw Lateral 126 M126 B21 Exist. 14.667 1 Lbyy Lateral 127 M127 B21 Exist. 14.667 1 Lbw Lateral 128 M128 B21 Exist. 14.667 1 Lbyy Lateral 129 M129 B21 Exist. 14.667 1 Lbvv Lateral 130 M130 B21 Exist. 14.667 1 Lbyy _ _ Lateral 131 M131 B21 Exist. 14.667 1 Lbw Lateral 132 M132 B21 Exist. 14.667 1 Lbyy _ Lateral 133 M133 B21 Exist. 14.667 1 Lbw Lateral 134 M134 B21 Exist. 14.701 1 _ _ Lbyy Lateral 135 M135 B21 Exist. 14.667 1 Lbw Lateral 136 M136 B21 Exist. 14.667 1 Lbyy Lateral 137 M137 B21 Exist. 14.667 1 Lbw Lateral 138 M138 B21 Exist. 14.667 1 Lbyy _ _ Lateral 139 M139 Exist. (2) C... g Lbyy Lateral Basic Load Cases BLC Description 1 Dead DL 8 3 2 Live LL 19 _ 2 3 Snow SL 4 1 EQ EL . _ 4 5 WL WL 4 6 Collateral DL 4 7 Roof Live RLL 4 1 8 BLC 1 Transient Area Lo... None 203 g BLC 2 Transient Area Lo.. None152 10 BLC 3 Transient Area Lo.. None _ 51 11 BLC 7 Transient Area Lo.. None 1375 RISA -3D Version 16.0.1[P:\...\...\...\Structural\2018-01-18 Existing Structure with Doghouse Loads.r3d] Page 8 144 Company : Sitts & Hill Engineers '' RIsA Designer SME Job Number ANEMETSCHEK COMPANY Model Name : Existing 9-53 Building With Doghouse Loads Jan 18, 2018 11:18 PM Checked By: Joint Loads and Enforced Displacements (BLC 1 : Dead) Joint Label ffl !in radl flh• ,A 1 N132 L Y -2480 2_ _ N133 L Y -2480 3 N135 L Y -2480 4 N134 L Y _. _ _ -2480 5 N40 L Y -24372.486 6 N44 L Y _ -23075.192 7 N45 L Y -27867.421 8 N41 L Y -26490.951 Joint Loads and Enforced Displacements (BLC 2 : Live) frl !in radl rlh*QA 1 N132 L Y -9923 2 N133 L Y -9923 3 N135 L Y -9923 4 . N134 L Y -9923 5 N138 L Y -2000 6 N137 L Y _ -2000 7 N136 L Y -2000 8 N139 L Y -2000 9 N140 L Y -2000 10 N141 L Y -2000 11 N142 L Y -2000 12 N143 L Y -2000 13 N146 L Y -2000 14 N147 L Y -2000 15 N148 L Y -2000 16 N40 L Y -8880.98 17 N41 L Y -12352.97 18 N45 L Y -13242.84 19 N44 L Y -8594.44 Joint Loads and Enforced Displacements (BLC 3 : Snow) •cA 1 N40 L Y-5437.229 -74009.485 2 N41 L Y -5562.473 3 N45 L Y -5644.568 4 N44 L Y -5355.73 Joint Loads and Enforced Displacements (BLC 4 : EQ) Joint Label frl lin radl llh* A 1 N40 L Y -74009.485 2 _ N44 L Y -74000.989 . 3 N45 L Y -74000.987 4 N41 L Y -74000.396 Joint Loads and Enforced Displacements (BLC 5 : WL) Joint Label frl !in radl !Ih`cA 1 N40 L Y -11723.328 2 N44 L __ _ Y -11133.35 3 N45 L Y -11133.174 4 N41 L Y - -11739.075 Joint Loads and Enforced Displacements (BLC 6 : Collateral) mint I ahal I fM I1irprtinn Magnihidil(Ih k -ft) (in rad) (Ih•cA2/ft Ih RISA -3D Version 16.0.1[P:\...\...\...\Structural\2018-01-18 Existing Structure with Doghouse Loads.r3d] Page 9 145 Company : Sitts & Hill Engineers Ii. R'SA Design Job Nuermber : SME ANEMETSCHEK COMPANY Model Name : Existing 9-53 Building With Doghouse Loads Jan 18, 2018 11:18 PM Checked By: Joint Loads and Enforced Displacements (BLC 6 : Collateral) (Continued) ffl lin raril /lh*cA 1 N44 L Y -3213.342 2 N40 L Y -3262.323 3 N41 L Y -3337.57 4 N45 L Y _ -3386.765 Joint Loads and Enforced Displacements (BLC 7 : Roof Live) Joint Label ffl lin raril /lh*cA 1 N40 L Y -2609.86 2 N44 L Y -2570.71 3 N41 L Y -2670.02 4_-- _ ._ - _ -- __ _N45.. _ ___- L Y _ -2709.4 Member Point Loads Member Label Direction Magnitude[Ib,k-ft] Location[ft.%] No Data to Print ... Member Area Loads (BLC T : Dead) Joint A Joint 1 N18 N21 N29 N26 Y A -B -.05 2 N26 N82 N33 N73 Y A -B -.05 3 N35 N38 N131 N120 Y A -B -.03 Member Area Loads (BLC 2 : Live) Joint Distribution 1 N18 N21 N29 N26 Y A -B -.052 2 N26 N82 N33 N73 Y A -B -.052 Member Area Loads (BLC 3 : Snow) Joint A Joint B Joint C Joint D Direction Distribution 1 N35 N38 N131 N120 Y A -B Magnitude[ksf] -.025 Member Area Loads (BLC 7 : Roof Live) Joint A Joint B Joint C Joint D Direction Distribution 1 N120 N35 N38 N131 Y Member Distributed Loads (BLC 8 : BLC 9 Transient Area Loads) Two Way Magnitude[ksfj -.012 Member Label Direction Start Maanit udefk/ft.F 1 M51 Y -.233 -.233 7.105e-15 40 2 M52 Y -.467 -.467 5.551e-15 40 3 M53 Y -.467 -.467 7.105e-15 40 4 M54 Y -.467 -.467 1.243e-14 40 5 M55 Y -.467 -.467 11.421e-14 40 6 M56 Y -.467 -.467 1.321e-14 40 7 M57 Y -.47 -.464 0 2 8 M57 Y -.464 -.457 2 4 9 M57 Y -.457 -.453 4 6 10 M57 Y -.453 -.458 6 8 11 M57 Y -.458 -.471 8 10 12 M57 Y -.471 -.492 10 12 13 M57 Y -.492 -.475 12 14 RISA -3D Version 16.0.1 [P:\...\...\...\...\2018-01-18 Existing Structure with Doghouse Loads.r3d] Page 10 146 Company : Sitts & Hill Engineers IIRISA g : SME JobDesiNumnerber ANEMETSCHEK COMPANY Model Name : Existing 9-53 Building With Doghouse Loads Jan 18, 2018 11:18 PM Checked By: Member Distributed Loads (BLC 8 : BLC 1 Transient Area Loads) (Continued) Member Label Direction Start Maani 14_ - M57 Y >.-:475 _ _•-.447A .. 14.., 16 15 M57 Y -.447 -.454 16 18 16 M57 Y - 454 -.462 _ 18 20 17 M57 Y -.462 -.466 20 22 18 M57 Y -.466 ___ ___-.468 22 19 M57 Y -.468 -.468 24 _24. 26 20 M57 Y -.468 -.468 26 28 21 M57 Y -.468 -.469 28 30 22 M57 Y -.469 -.469 30 32 23 M57 Y -.469 -.469 32 34 24 M57 Y -.469 -.469 34 36 25 M57 Y-.469 -.469 36 38 26 M57 Y. -.469 -.469 38 40 27 M58 Y -.371 -.476 0 2 28 M58 Y -.476 -.499 2 4 29 M58 Y -.499 -.482 4 6 30 M58 Y -.482 -.482 6 8 31 M58 Y -.482 -.475 8 10 32 M58 Y -.475 -.466 10 12 33 M58 Y -.466 -.471 12 14 34 M58 Y -.471 -.485 14 16 35 M58 Y -.485 -.47 16 18 36 M58 Y -.47 -.457 18 20 37 M58 Y -.457 -.454 20 22 38 M58 Y -.454 -.465 22 24 39 M58 Y -.465 -.406 24 26 40 M58 Y -.406 -.409 26 28 41 M58 Y -.409 -.484 28 30 42 M58 Y -.484 -.485 30 32 43 M58 Y -.485 -.485 32 _ 34 44 M58 Y___ -.485 -.485 34 36 45 M58 Y -.485 -.485 36 38 46 M58 Y __7.485 -.485 38 _ _ . 40 47 M59 Y -.301 -.471 0 2 _48_ _ M59 Y -.471 _ -.524 2 4 49 M59 Y -.524 -.481 _ 4 - 6 _ 50 _M59 Y -.481 _ -.478 __ 6 8 51 M59 Y -.478 -.463 8 10 52 M59 Y __ -.463 -.479 _ _ 10 12 53 M59 Y -.479 -.468 12 14 54 M59 Y -.468 -.449 14 16 I 55 M59 Y -.449 -.477 16 18 56 M59 Y -.477 -.477 18 20 57 M59 Y -.477 -.465 20 22 58 M59 Y -.465 -.465 22 24 59 M59 Y -.465 -.406 24 26 60 M59 Y -.406 -.41 _ 26 28 61 M59 Y -.41 -.485 28 30 62 M59 Y -.485 -.486 30 32 63 M59 Y -.486 -.486 32 34 64 M59 Y -.486 -.486 34 36 65 M59 Y -.486 -.486 36 38 66 M59 Y -.486 -.486 38 40 67 M60 Y -.226 -.226 0 2 68 M60 Y -.226 -.227 2 4 69 M60 Y -.227 -.229 4 6 _70_ _ M60 - Y -.229 _ -.231 6 RISA -3D Version 16.0.1 [P:\...\...\...\...\2018-01-18 Existing Structure with Doghouse Loads.r3d] 147 Page 11 Company: Sitts & Hill Engineers I IIRISA Desig JobNnerumber : SME ANEMETSCHEK COMPANY Model Name : Existing 9-53 Building With Doghouse Loads Jan 18, 2018 11:18 PM Checked By: Member Distributed Loads (BLC 8 : BLC 1 Transient Area Loads) (Continued) Member Label Directi 71 M60 Y -.231 -.244 8 10 72 M60 Y -.244 -.237 10_ . 12 73 M60 Y -.237 -.239 12 14 74 M60 Y -.239 -.246 14 16 75 M60 Y -.246 -.222 16 18 76 M60 Y -:222__ _ . -.22 18 20 77 M60 Y -.22 -.231 20 22 78_ M60. _ Y -.231 -.234 ___. 22 • 24 79 M60 Y -.234 -.235 24 26 80 M60 Y -.235 -.235 .26 -. >28 81 M60 Y -.235 -.235 28 30 82 M60 Y -.235 -.236 30 32_ 83 M60 Y -.236 -.236 32 34 84 M60 Y -.236 -.236 __ __34 36 85 M60 Y -.236 -.236 36 38 86 M60 _ Y -.236 -.236 38 40 87 M61 Y -.233 -.233 7.105e-15 40 88 M62 Y -.467 -.467 _ 1.16e-14 40 89 M63 Y -.467 -.467 1.693e-14 40 90 M64 Y -.467 -.467 4.263e-14 40 91 M65 Y -.467 -.467 4.352e-14 40 92 M66 Y -.467 -.467 1.266e-14 40 93 M67 Y -.467 -.467 1.421e-14 40 94 M68 Y -.467 -.467 6.017e-14 40 95 M69 Y -.467 -.467 4.108e-14 40 96 M70 Y -.233 -.233 3.73e-14 40 97 M71 Y -.233 -.232 0 2.095 98 M71 Y -.232 -.231 2.095 4.19 99 M71 Y -.231 -.229 4.19 6.286 100 M71 Y -.229 -.227 6.286 8.381 101 M71 Y -.227 -.224 8.381 10.476 102 M71 Y -.224 -.225 10.476 12.571 103 M71 Y -.225 -.228 12.571 14.667 104 M72 Y -.465 -.465 0 2.096 105 M72 Y -.465 -.465 2.096 4.192 106 M72 Y -.465 -.463 4.192 6.287 107 M72 Y -.463 -.454 6.287 8.383 108 M72 Y -.454 -.456 8.383 10.479 109 M72 Y -.456 -.481 10.479 12.575 110 M72 Y -.481 _ _____ -.511 12.575 14.67 111 M73 Y -.471 -.471 8.549e-15 14.667 112 M74 _ Y _ _ -.465 -.465 0 _ . . 2.095 113 M74 Y -.465 -.465 2.095 4.19 114 M74 Y -.465 :.465___._..- . 4.19 6.286 115 M74 Y -.465 -.463 6.286 8.381 116 M74 Y _ - _____ -.463 -.457 8.381 __. - 10.476 117 M74 Y -.457 -.469 10.476 12.571 118 M74 Y -.469 =.502 12.571 14.667 119 M75 Y -.467 -.467 0 2.095 120 _ M75 Y -.467 -.467 ___2.095.. _ 4.19 121 M75 Y -.467 -.467 4.19 6.286 122 M75 Y -.467. -.466 6.286 8.381 I 123 M75 Y -.466 -.467 8.381 _ 10.476 124 M75 Y -.467 -.466 _10.476_ _ 12.571 125 M75 Y -.466 -.464 12.571 14.667 126 M76 Y -.479 -.479 2.842e-14 14.667 127 M77 Y -.423 -.418 0 2.1 RISA -3D Version 16.0.1 [P:\...\...\...\...\2018-01-18 Existing Structure with Doghouse Loads.r3d] 148 Page 12 Company: Sitts & Hill Engineers Ii.RISA Desig JobNnerumber : SME ANEMETSCHEK COMPANY Model Name : Existing 9-53 Building With Doghouse Loads Jan 18, 2018 11:18 PM Checked By: Member Distributed Loads (BLC 8 : BLC 1 Transient Area Loads) (Continued) Member Label Direction Start Maanitudefk/ft.F.ksfl End Maoni 128 M77 FY:=.,. -.418 -.409 2.1 4.2 129 M77 Y -.409 -.411 4.2 6.3 130 M77 Y -.411 -.434 ___ 6.3 8.4 131 M77 Y -.434 -.436 8.4 10.501 132 M77 Y _ __ _.436._ _ ._ -.42 10.501 12.601 133 M77 Y -.42 -.413 12.601 _ 14.701 134 M78 Y -.386 -.416 0 2.095 135 M78 Y -.416 -.433 2.095 4.19 136 M78 Y -.433 -.429 4.19 6.286 137 M78 Y -.429 -.416 6.286 8.381 138 M78 Y -.416 -.485 8.381 10.476 139 M78 Y -.485 -.562 10.476 12.571 140 M78 Y -.562 -.563 12.571 14.667 141 M79 Y -.419 -.452 0 2.2 142 M79 Y -.452 -.47 2.2 4.4 143 M79 Y -.47 -.472 4.4 6.6 144 M79 Y -.472 -.473 6.6 8.8 145 M79 Y -.473 -.473 8.8 11 146 M80 Y -.248 -.249 0 2.095 147 M80 Y -.249 -.249 2.095 4.19 148 M80 Y -.249 -.25 4.19 6.286 149 M80 Y -.25 -.251 6.286 8.381 150 M80 Y -.251 _ -.328 8.381 10.476 151 M80 Y -.328 -.401 10.476 12.571 152 M80 Y -.401 -.395 12.571 14.667 153 M100 Y -.105 -.105 7.105e-15 40 154 M101 Y -.21 -.21 3.553e-15 40 155 M102 Y -.21 -.21 3.553e-15 40 156 M103 Y -.21 -.21 3.553e-15 40 157 M104 Y -.21 -.21 3.553e-15 40 158 M105 Y -.21 -.21_ _ 3.553e-15 40 159 M106 Y -.21 -.21 3.553e-15 40 160 M107 Y -.21 -.21 __ 3.553e-15 40 161 M108 Y -.21 -.21 3.553e-15 40 162 M109 Y -.21 -.21 3.553e-15 40 163 M110 Y -.21 -.21 . 3.553e-15 40 164 M111 Y -.21 -.21 3.553e-15 40 165 M112 Y -.105 -.105 3.553e-15 40 166 M113 Y -.105 ..105___ ._ 7.105e-15 40 I 167 M114 Y -.21 -.21 3.553e-15 40 168 M115 Y -.21 -.21 3.553e-15 40 169 M116 Y -.21 -.21 3.553e-15 40 170 M117 Y -.21 -.21 3.553e-15 40 171 I M118 Y -.21 -.21 3.553e-15 40 172 M119 Y -.21 -.21 3.553e-15 40 173 . 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M88 -Y - =.036 _ -.03 _ ___. 3.5 -... 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R'SA Job NDesignerumber : SME ANEMETSCHEK COMPANY Model Name : Existing 9-53 Building With Doghouse Loads Jan 18, 2018 11:18 PM Checked By: Member Distributed Loads (BLC 11 : BLC 7 Transient Area Loads) (Continued) Member Label 679 M111 Y -.084 -.084 24 25 680 M111 Y -.084 -.084 25 26 681 M111 Y -.084 -.084 26 27 682 M111 Y -.084 .084 27 28 683 M111 Y -.084 -.084 28 29 684 M111 Y ___ -.084 - -.084___ . 29 30 685 M111 Y -.084 -.084 30 31 686_ _. _M111 Y -.084 -.084 31 32 687 M111 Y -.084 -.084 32 33 688 M111 Y _____._-.084 -.084 33 _, 34 689 M111 Y -.084 -.084 _ 34 35 690 M111 Y -.084 _.084. 35 36 691 M111 Y -.084 -.07 _ 36 _ _ 37 692 M111_ Y -.07 -.042 37 38 693 M111 Y -.042 -.014 38 39 694 M112 Y -.007 -.021 1 2 695 M112 Y -.021 -.035 2 3 696 M112 Y -.035 _ -.042 3 4 697 M112 Y -.042 -.042 4 5 698 M112 Y -.042 -.042 5 6 699 M112 Y -.042 -.042 6 7 700 M112 Y _ _ -.042 -.042 7 8 701 M112 Y -.042 -.042 8 9 702 M112 Y -.042 -.042 9 10 703 M112 Y -.042 -.042 10 11 704 M112 Y -.042 -.042 11 12 705 M112 Y -.042 -.042 12 13 706 M112 Y -.042 -.042 13 14 707 M112 Y -.042 -.042 14 15 708 M112 Y -.042 -.042 15 16 709 M112 Y -.042 -.042 16 17 710 M112 Y -.042 _ _ -.042 17 18 711 M112 Y -.042 -.042 18 19 712 M112 Y -.042 -.042 19 20 713 M112 Y -.042 -.042 20 21 714 M112 Y -.042 -.042 21 22 715 M112 Y -.042 -.042 22 23 716 M112 Y -.042 -.042 23 24 717 M112 Y -.042 -.042 24 25 718 M112 Y -.042 -.042 25 26 719 M112 Y -.042 -.042 26 ____ 27 720 M112 Y -.042_ ._ -.042 27 28 721 M112 Y -.042 -.042 28 29 722 M112 Y -.042 _.042 29 30 30 723 M112 Y -.042 -.042 30 _ 31 724 M112 Y -.042 -.042 31 32 725 M112 Y -.042 -.042 32 33 726 M112 Y -.042 z.042_ _ _ 33 34 727 M112 Y -.042 -.042 34 35 728 M112 Y -.042 -.042 35 36 729 M112 Y -.042 -.035 _ 36 37 730 M112 Y _. _ -.035 -.021_ 37 731 M112 Y -.021 -.007 38 .38 39 732 M113 Y -.007 -.021 _ 1 2 733 M113 Y -.021 -.035 2 3 734 M113 Y _ _ -.035 -.042 3 735 M113 Y -.042 -.042 4 __4 5 RISA -3D Version 16.0.1 [P:\...\...\...\...\2018-01-18 Existing Structure with Doghouse Loads.r3d] 166 Page 30 Company: Sifts & Hill Engineers I IIRISA Desig JobNnerumber : SME ANEMETSCHEK COMPANY Model Name : Existing 9-53 Building With Doghouse Loads Jan 18, 2018 11:18 PM Checked By: Member Distributed Loads (BLC 11 BLC 7 Transient Area Loads) (Continued) Member Label Direction Start Maanitudefk/ft.F 736 'M113 Y -.042 ,-....042`' - - `5 6 737 M113 Y -.042 -.042 6 7 738 M113 Y _ -.042 -.042 _ 7 8 739 M113 Y -.042 -.042 8 9 740 M113 Y -.042 -_. -.042 9 10 741 M113 Y -.042 -.042 10 11 742 M113 Y -.042 -.042 11 _ 12 743 M113 Y -.042 -.042 12 13 744 M113 Y -.042 -.042 13 14 745 M113 Y -.042 -.042 14 15 746 M113 Y -.042 -.042 15 16 747 M113 Y -.042 -.042 16 17 748 M113 _ Y -.042 -.042 17 18 749 M113 Y -.042 -.042 18 19 750 M113 _ Y -.042 -.042 19 20 751 M113 Y -.042 -.042 20 21 752 M113 Y -.042 -.042 21 22 753 M113 Y -.042 -.042 22 23 754 M113 Y -.042 -.042 23 24 755 M113 Y -.042 -.042 24 25 756 M113 Y -.042 -.042 25 26 757 M113 Y -.042 -.042 26 27 758 M113 Y -.042 -.042 27 28 759 M113 Y -.042 -.042 28 29 760 M113 Y -.042 -.042 29 30 761 M113 Y -.042 -.042 30 31 762 M113 Y -.042 -.042 31 32 763 M113 Y -.042 -.042 32 33 764 M113 Y -.042 -.042 33 34 765 M113 Y -.042 -.042 34 35 766 M113 Y -.042 -.042 35 36 767 M113 Y -.042 -.035 36 37 768 M113 Y -.035 ___-.021. 37 38 769 M113 Y -.021 -.007 38 39 770 _-_ M114 Y -.014 =.042 1 2 771 M114 Y -.042 -.07 2 3 i 772 M114 Y _ _ .-.07 -.084 _ _ 3 __ 4 773 M114 Y -.084 -.084 4 5 774 M114 Y -.084 _ -.084 5 6 775 M114 Y -.084 -.084 6 7 776 M114 Y -.084 -.084 7 8 777 M114 Y -.084 -.084 8 9 778 M114 Y -.084 -.084 9 10 779 M114 Y -.084 -.084 10 11 780 M114 Y -.084 -.084 11 12 781 M114 Y -.084 1-.084 12 13 782 M114 Y -.084 -.084 13 14 783 M114 Y -.084 -.084 14 15 784 M114 Y -.084 -.084 15 16 785 M114 Y -.084 -.084 16 17 786 M114 Y -.084 -.084 17 18 787 M114 Y -.084 -.084 18 19 788 M114 Y -.084 -.084 19 20 789 M114 Y -.084 -.084 20 21 790 M114 Y -.084 -.084 21 22 791 M114 Y -.084 -.084 22 23 792 M114 Y =.084_ . -.084 23 24 RISA -3D Version 16.0.1 [P:\...\...\...\...\2018-01-18 Existing Structure with Doghouse Loads.r3d] 167 Page 31 Company : Sifts & Hill Engineers Designer SME Job Number ANEMETSCHEK COMPANY Model Name : Existing 9-53 Building With Doghouse Loads Jan 18, 2018 11:18 PM Checked By: Member Distributed Loads (BLC 11 : BLC 7 Transient Area Loads) (Continued) Member Label Direction Start Maani 793 M114 Y -.084 -.084 24 25 794 M114 Y -.084 -.084 25 26 795 M114 Y -.084 -.084 26 27 796 M114 Y -.084 -.084 27 28 797 M114 Y -.084 -.084 28 29 798 ' M114 _ Y - -__-- _-- -.084 -.084 - __ . 29 30 799 M114 Y -.084 -.084 30 31 800_ _ _ M114 Y -.084 -.084 31 32 801 M114 Y -.084 -.084 ___ 32 . . 33 802 M114 Y -.084 -.084 33 .34 803 M114 Y -.084 -.084 34 35 804 - M114 Y _ _._-.084 -.084 __. _ 35 36 805 M114 Y -.084 -.07 36 37 806 M114 Y -.07 -.042 37 38 807 M114 Y -.042 -.014 38 39 808 . 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RISA Designer : SME Job Number ANEMETSCHEK COMPANY Model Name : Existing 9-53 Building With Doghouse Loads Jan 18, 2018 11:18 PM Checked By: Member Distributed Loads (BLC 11 : BLC 7 Transient Area Loads) (Continued) Member Label Direction _850 M116 ;Y -':084 - 484 5 • 6 851 M116 Y -.084 -.084 6 7 1852 M116 Y -.084 -.084 7 8 853 M116 Y -.084 -.084 8 _- - 9 1854 M 116 ___ ._ Y -.084 -.084 9 10 855 M116 Y -.084 -.084 10 _ 11 856 M116 Y -.084 _ _ -.084 _ _ 11 12 857 M116 Y -.084 -.084 12 13 858 M116 Y -.084 -.084 13 14 859 M116 Y -.084 -.084 14 15 860 M116 Y -.084 -.084 15 16 861 M116 Y -.084 -.084 16 17 862 M116 Y -.084 -.084 17 18 863 M116 Y -.084 -.084 18 19 864 M116 Y -.084 -.084 19 20 865 M 116Y -.084 -.084 20 21 866 M116 Y _ -.084 -.084 21 22 867 M116 Y -.084 -.084 22 23 868 M116 Y -.084 -.084 23 24 869 M116 Y -.084 -.084 24 25 870 M116 Y -.084 -.084 25 26 871 M116 Y -.084 -.084 26 27 872 M116 Y -.084 -.084 27 873 M116 Y -.084 -.084 28 _28 29 874 M116 Y -.084 -.084 29 30 875 M116 Y -.084 -.084 30 31 876 M116 Y -.084 -.084 31 32 877 M116 Y -.084 -.084 32 33 878 M116 Y _ __ -.084 -.084 33 34 879 M116 Y -.084 -.084 34 35 880 __M116 Y -.084 -.084 _ 35 36 881 M116 Y -.084 -.07 36 37 882 M116 _ _ __. 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R'SA Desig JobNnerumber : SME ANEMETSCHEK COMPANY Model Name : Existing 9-53 Building With Doghouse Loads Jan 18, 2018 11:18 PM Checked By: Member Distributed Loads (BLC 11 : BLC 7 Transient Area Loads) (Continued) Member Label Directi 964 M119 Y' -.084 -.084 5. 965 M119 Y -.084 - -.084 6 7 966 M119 Y -.084-__ - -.084 7 8 967 M119 Y -.084 -.084 8 9 968 M119 _ Y -.084 -.084 _9 10 1 969 M119 Y -.084 -.084 10 11 970 M119 Y -.084 -.084 11 12 971 M119 Y -.084 -.084 12 13 972 M119 Y -.084 -.084 '13 14 973 M119 Y -.084 -.084 14 15 ' 974 M119 Y -.084 -.084 15 16 975 M119 Y -.084 -.084 16 17 976 M119 Y -.084 -.084 17 18 977 M119 Y -.084 -.084 18 19 978 M119 Y -.084 -.084 _ 19 20 979 M119 Y -.084 -.084 20 21 980 M119 Y -.084 -.084 21 22 981 M119 Y -.084 -.084 22 23 982 M119 Y -.084 .. -.084 23 24 983 M119 Y -.084 -.084 24 25 984 M119 Y -.084 -.084 25 26 985 M119 Y -.084 -.084 26 27 986 M119 Y -.084 -.084 27 28 987 M119 Y -.084 -.084 28 29 988 M119 Y -.084 -.084 29 30 989 M119 Y -.084 -.084 30 31 990 M119 Y -.084 -.084 31 32 991 M119 Y -.084 -.084 32 33 992 M119 Y -.084 -.084 33 34 993 M119 Y -.084 -.084 34 35 994 _ M119 Y -.084 __._ _7.084 35 36 995 M119 Y -.084 -.07 36 - 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A 0 000' E 0 600' 017x8M 9Z IN 9Z__. --LH L Z0419 b£Z'££695'SIZZSZ"£508LL 6 A 0 000• 31. 0 51.0' Obx8M 93IN 93 "'-LH' E05 801.8£8.09 Z91.'61.tOLE-E8E991. £ h 0 000' E 0 S£6 617x01.M IZW 1'3 I "'-LH I. L98'96 8£8'09Z91'61.401.£"'Lb6681 C A 0 000• 31. 903 6L3' 6bx0lM £ZW £Z 4S 01 1.1.1.1301 )10840 0400 aae4S Jagwe j (panulluo3) s),oay3 apo3 laais asv :(06-09£)4l171, 3SIV 9dolanu3 :A9 palloego 'Aid 86:66 8102 `81. Uef speoi asno46o0 41!M 6wplin8 89-6 6uilsix3 : 3WS sJaeui6u3 II!H s}lig aweN iepon ANYdWOO )43H0SLAW3N V JagwnN qof Jau6isa0 ® ' Auedwo0 Company : Sifts & Hill Engineers '' RisA Desig JobNnerumber : SME ANEMETSCHEK COMPANY Model Name : Existing 9-53 Building With Doghouse Loads Jan 18, 2018 11:18 PM Checked By: Envelope AISC 14th(360-10): ASD Steel Code Checks (Continued) Member Shape Code Check Loc ft LC She.. Loc ft ... LC Pn m.. Pn 80 `M131 W10x15 _.358_____ 7.259 3 .089 0 y -3 85643.... 95065.868 4.132 28:7.43 1 H1-... 81 M132 W10x15 .360 7.259 3 .086 14.667 y 3 85643.... 95065.868 4.132 28.743 1 H1-... 82 M133 W10x15 .374 7.407 3 .095 14.667 y _3.85643.... 0 95065.868 4.132 28.743 1 H1-... 83 M134 W 10x15 .356 7.425 3 .086 0 y 3 85602.... 95065.868 4.132 28.743 1 H1-... 84 M135 W10x15 .347 7.259 3 .087 14.667 y 3 85643.... 95065_868. 4.132 28.743 1 H1-... 85 M136 W10x15 .360 7.259 3 .086 14.667 y 3 85643.... 95065.868 4.132 28.743 1 H1-... 86 M137 W10x15 .362 7.259 3 .091 14.667 y 3 85643.... 95065.868 4.132 28.743 1 H1-... 87 M138 W10x15 .178 7.259 3 .042 14.667 v 3 85643.... 95065.868 4.132 28.743 1 H1-... Envelope Joint Reactions Joint X [lb LC Y rI L 1 N1 max 0 3 38926.849 12 0 13 0 1 0 1 0 1 2 min 0 _ 2 10272.56 13 0 2 0 1 __0 1 0 1 3 N2 max 0 3 77854.177 12 0 13 0 1 0 1 0 1 4 min 0 2 20545.367 13 0 12 _ _0 1 0 1 0 1 5 N3 max 0 8 80925.412 12 0 3 0 1 0 1 0 1 6 min 0 13 20521.489 13 0___ 2 0 1 0 1 0 1 7 N4 max 0 13 40883.679 12 0 13 0 1 0 1 0 1 8 min 0 3 10249.357 13 0 12 0 1 0_ 1__ 0 1 1 9 N5 max 0 3 78487.053 12 0 13 0 1 0 1 0 1 10 min 0 2 20545.382 13 0 2 0. 1 0 1 0 1 11 N6 max 0 3 244579.278 12 0 13 0 1 0 1 0 1 12 min 0 2 79020.888 10 0 12 0 1 0 1 0 1 13 N7 max 0 13 250752.77 12 0 10 0 1 0 1 0 1 14 min 0 3 80371.901 10 0 12 0 1 0 1 0 1 15 N8 max 0 13 78861.522 12 0 13 0 1 0 1 0 1 16 min 0 3 20573.076 13 0 2 0 1 0 1 0 1 17 N9 max 0 3 55884.738 12 0 13 0 1 0 1 0 1 18 min -.003 2 14024.492 13 -.001 2 0 1 __0 __ _ 1 0 1 19 N10 max .003 3 192285.971 12 0 13 0 1 0 1 0 1 20 min -.018 2 60544.464 10 __ 0 2 0 1 0 1 0_ 1_ 21 N11 max 0 13 200882.983 12 0 10 0 1 0 1 0 1 22 min 0 3 63520.474 10 0 12_ _0 1 0 1 0 1 23 N12 max 0 13 52916.093 12 0 13 0 1 0 1 0 1 24 min 0 _ 3 _ 13737.718 13 0 2 0 1_ _0__ _1. 0 1 25 N13 max .077 2 19963.077 12 .002 2 0 1 0 1 0 1 26 min .021 13 5263.984 _ _ 13 0 13 0 1 0 1 0 1._ 27 N14 max 0 13 23707.917 12 0 2 0 1 0 1 _ 0 1 28_ ._ min 0 2 6260.716 13 0 13_ 0 _1_ 0 1 0 1 29 N15 max 0 13 26612.503 12 0 12 0 1 0 1 0 1 30 min 0 2 6694.879 _ 13 0 10 0 1 0 1_ __0. 1 31 N16 max -.077 13 14747.611 12 0 2 0 1 0 1 0 1 32 min -.318 2 3483.955 13_ 0 _ _ 13 0 1 0 1 0 1 33 N17 max 0 13 1803.114 12 0 2 0 1 0 1 0 1 34 min 0 3 _ 476.92 13 0 13 0 1 0 _ _1__ 0 1 35 N18 max 0 2 0 1 02 0 1 LOCKED 0 1 36 min 0 3 0 1 0 13 _ 0 1 LOCKED 0 1 37 N19 max 0 1 0 1 0 2 0 1 LOCKED 0 1 38 min 0 1 0 1 0 13 0 1 LOCKED __ 0 1 39 N20 max 0 1 0 1 012 0 1 LOCKED 0 1 40 min 0 1 0 1__ 0 13 0 1 LOCKED 0 1_ 41 N21 max 0 2 0 1 0 13 0 1 LOCKED 0 1 42 min 0 3 0 1 0 12_ ___0 1 LOCKED 0 1 43 N22 max 0 13 0 1 0 1 0 1 LOCKED 0 1 44 min 0 ___3_ 0 1 0 1 0 1_ LOCKED 0 1 RISA -3D Version 16.0.1 [P:\...\...\...\...\2018-01-18 Existing Structure with Doghouse Loads.r3d] Page 44 180 Company : Sitts & Hill Engineers 11 RISA g : SME JobDesiNumnerber ANEMETSCHEK COMPANY Model Name : Existing 9-53 Building With Doghouse Loads Jan 18, 2018 11:18 PM Checked By: Envelope Joint Reactions (Continued) n Z flb] 45 N25 max 0 13 0 1 0 -- 1 0 1 ......_..�-- LOCKED ..._...... 0 -- 1 46 min 0 3 0 1 0 1 0 1 LOCKED 0 1 47 N26 max -.013 13 0 1 0 1 0 1 0 1 0 1 48 min -.055 3 _ 0 1 0 1 0 1 0 1 0 1 49 N29 max -.005 13 0 1 0_ 1 0 1 0 1 0 1 50 min -.022 3 0 1 0 1 __0 1 0 1 0 1_ 51 N30 max 0 1 0 1 013 0 1 LOCKED 0 1 52_ ___. min 0 1 0 1_ ___ 0 2 0 1 LOCKED 0 1 53 N31 max 0 1 0 1 0 2 0 1 LOCKED 0 1 54 min 0 1___ 0 1 0 __13 0 1 LOCKED 0 1 55 N32 max 0 1 0 1 013 0 1 LOCKED 0 1 56 min 0 1 0 1 0 12 _ 0 1 LOCKED 0 57 N33 max 0 1 0 1 0 12 0 1 LOCKED 0 _1 1 58 min 0 1 0 1 __0 13 0 1 LOCKED 0 1 59 N34 max -.001 13 0 1 013 0 1 LOCKED _ 0 1 60 min -.004 2 0 1 0 2 0 1 LOCKED 0 1 61 N35 max 0 2 0 1 0 2 0 1 0 1 0 1 62 min 0 3 0_ 1 0 13 _0 1 0 1 0 1 63 N36 max 0 1 0 1 0 2 0 1 0 1 0 1 64 min 0 1 0 1 0 13 0 1 0 1 0 1 65 N37 max 0 1 0 1 .001 2 0 1 0 1 0 1 66 _ min 0 1 0 1 0 13_ _._0 1 0 1 0 1 67 N38 max 0 2 0 1 0 13 0 1 0 1 0 1 68 min 0 3 0 1 0 2 0 1 0 1 0 1 69 N39 max 0 3 0 1 0 1 0 1 0 1 0 1 70 min 0 13 0 1 0 1 0 1 0 1 0 1 71 N42 max 0 12 0 1 0 1 0 1 0 1 0 1 72 min 0 13 0 1 0 1 0 1 0 1 0 1 73 N43 max .056 12 0 1 0 1 0 1 LOCKED 0 1 74 min .015 13 0 1 0 1 0 1 LOCKED 0 1 75 N46 max .02 12 0 1 0 1 0 1 LOCKED 0 1 76 min .006 13 0 1 0 1 0 1 LOCKED 0 1 77 N47 max 0 1 0 1 0 13 0 1 0_ 1 0 1 78 min 0 1 0 1 -.001 2 0 1 0 1 0 1 79 N48 max 0 1 0 1 0 2 0 1 0 1 0 1 80 min 0 1 0 1 0 13 0 1 0 1 0 1 81 N49 max 0 1 0 1 0 13 0 1 0 1 0 1 82 min 0 1 0 1 -.001 2 0 1 0 1 0 1 83 N50 max 0 1 0 1 0 2 0 1 0 1 0 1 84 min . 0 1 0 _ _1___ 0 13 0 1 0 1 0 1 85 N51 max -.001 10 0 1 0 2 0 1 0 1 0 1 86 min _ -.003 11 0 1 0 ___ 13 0 1 0 1 0 1 87 N52 max 0 13 107.492 3 0 2 0 1 0 1 0 1 88 min 0 2 26.889__ _ 13 0 13 0_ 11- 0 1 0 1 89 N53 max .074 2 0 1 0 13 0 1 LOCKED 0 1 _90 min .018 13 0 1 _02 0 1 LOCKED 0 1 91 N54 max .172 2 0 1 0 13 0 1 0 1 0 1 92 min .041 13 0 1 0 2_ _0.. 1 0 1 0 1 93 N23 max NC NC NC NC LOCKED NC _94 _ min NC NC NC NC LOCKED NC 95 N24 max NC NC NC NC LOCKED NC 96 min NC _ NC NC __ . NC LOCKED NC 97 N44 max NC NC NC NC LOCKED NC 98 min NC NC __ NC NC LOCKED NC 99 N45 max NC NC NC NC LOCKED NC 100 min NC _ NC NC _ _ NC LOCKED NC 101 Totals: max 0 6 1.48017e+6 12 0 5 __. RISA -3D Version 16.0.1 [P:\...\...\...\...\2018-01-18 Existing Structure with Doghouse Loads.r3d] 181 Page 45 Company : Sitts & Hill Engineers IIRISA g : SME JobDesiNumnerber ANEMETSCHEK COMPANY Model Name : Existing 9-53 Building With Doghouse Loads Jan 18, 2018 11:18 PM Checked By: Envelope Joint Reactions (Continued) Joint X fibl LC Y flbl LC Z flbl LC MX fk-ftl LC MY fk-ftl LC MZ fk-ftl LC 102 min 0 11 483209.119__ 10 0 12 RISA -3D Version 16.0.1 [P:\...\...\...\...\2018-01-18 Existing Structure with Doghouse Loads.r3d] Page 46 182 Y Z X Member Code Checks Displayed (Enveloped) Envelope Only Solution Code Check ( Env ) INo Calc > 1.0 .90-1.0 .75-.90 .50-.75 0.-.50 Sitts & Hill Engineers SME Existing 9-53 Building With Doghouse Loads SK - 14 Jan 18, 2018 at 11:17 PM 2018-01-18 Existing Structure with ... 183 SITTS & HILL ENGINEERS, INC. TACOMA, WASHINGTON (253) 474-9449 JOB: 18000 DESIGNED: SME DATE: 01-09-2018 PROJECT: 9-53 DOGHOUSE CHECKED: BRL DATE: 01-09-2018 DIAPHRAGM CHECK: EXISTING DIAPHRAGM LOADS: Determine the diaphragm force at each level per ASCE 7-10 Section 12.10: wDf:=2796.6 kip Weight of Floor WDr:= 1687.6 kip Weight of Roof wT:=wDf+wDr=4484 kip Per previous analysis: C8:=0.311 SDS :=1.010 .4= 1.0 Cup= 0.410 Vertical distribution factor to floor C„r:=0.590 Vertical distribution factor to roof Vertical distribution of forces: p:= 1.0 Redundancy factor for diaphragms per Section 12.3.4 FfE:=wT•C„f•C$• p=572 kip FrE:=WT•C„r•C's•P=823 kip FTE:=FfE+FrE= 1395 kip Created with PTC Mathcad Express. Seuvww.mathcad.com for more information. SITTS & HILL ENGINEERS, INC. TACOMA, WASHINGTON (253) 474-9449 PROJECT: 9-53 DOGHOUSE Diaphragm design force: FTE FpfE:= w •wDf=870 kip T JOB: 18000 DESIGNED: SME DATE: 01-09-2018 CHECKED: BRL DATE: 01-09-2018 EQ. 12.10-1 Fpn„,nf:=0.2 •SDS•Ie•WDf=565 kip EQ. 12.10-2 FpfE:=max (FpfE,Fpninf) = 870 kip Existing diaphragm force at the floor FTE • wDr = 525 kip FprE:— wT Fprninr := 0.2 • SDS • Ie • WDr. = 341 kip FprE:= max (FprE , Fprninr) = 525 kip EQ. 12.10-1 EQ. 12.10-2 Existing diaphragm force at the roof SITTS & HILL ENGINEERS, INC. TACOMA, WASHINGTON (253) 474-9449 PROJECT: 9-53 DOGHOUSE JOB: 18000 DESIGNED: SME DATE: 01-09-2018 CHECKED: BRL DATE: 01-09-2018 DIAPHRAGM LOADS WITH THE DOGHOUSE: Determine the diaphragm force at each level per ASCE 7-10 Section 12.10: wDf:=2796.6 kip Weight of Floor wDr:=1687.6 kip Weight of Roof wDdf:=79.4 kip Weight of Doghouse Floor wDdr:=34.3 kip Weight of Doghouse Roof WT:=WDf+wDr+wDd f+WDdr= 4598 kip Per previous analysis: Cs := 0.311 SDS:=1.010 1e:=1.0 Cvf:=0.387 Vertical distribution factor to floor C„:= 0.558 Vertical distribution factor to roof Cvdf:=0.036 Vertical distribution factor to doghouse floor Cvdr:=0.019 Vertical distribution factor to doghouse roof Vertical distribution of forces: p:= 1.0 Redundancy factor for diaphragms per Section 12.3.4 Ff := wT•Cvf • Cs • p=553 kip Fr:=wT•Cvr•Cs•p=798 kip Fdf:=WT•Cvdf• Cs•p=51 kip Fdr:=WT•Cvdr•Cs•p=27 kip FT:=Ff+Fr+Fdf+Fdr=1430 kip 186 SITTS & HILL ENGINEERS, INC. TACOMA, WASHINGTON (253) 474-9449 PROJECT: 9-53 DOGHOUSE Diaphragm design force: FPf•= 'T •wDie =870 kip wT JOB: 18000 DESIGNED: SME DATE: 01-09-2018 CHECKED: BRL DATE: 01-09-2018 EQ. 12.10-1 Fpminf 0.2 • SDs • 1e • wDf = 565 kip EQ. 12.10-2 Fpf:=max (Fpf,Fprninf) =870 kip Diaphragm force at the floor F Fpr.— T • (wDr + wDdf + wDdr) = 560 kip EQ. 12.10-1 WT Fpminr == 0.2 • SDS • I e • WDr= 341 kip EQ. 12.10-2 F 1.:= max (Fp,. , Fpmin,.) = 560 kip Diaphragm force at the roof FT FPd f:= WTwDdf= 25 kip Fprnindf:=0.2•SDs•1e•waif =16 kip Fpdf:=max (FPdf,Fpmindf) =25 kip FT Fpdr •_ • wDdr =11 kip wT Fpmindr := 0.2 • SDS • 1e • wDdr = 7 kip EQ. 12.10-1 EQ. 12.10-2 Diaphragm force at the doghouse floor EQ. 12.10-1 EQ. 12.10-2 Fpdr:=max (Fpdr,Fpmindr) =11 kip Diaphragm force at the doghouse roof SITTS & HILL ENGINEERS, INC. TACOMA, WASHINGTON (253) 474-9449 PROJECT: 9-53 DOGHOUSE JOB: 18000 DESIGNED: SME DATE: 01-09-2018 CHECKED: BRL DATE: 01-09-2018 COMPARE THE EXISTING ROOF DIAPHRAGM FORCES TO THE NEW ROOF DIAPHRAGM FORCES: FPrE = 524.84 kip Fpr= 560.2 kip FP, -1.067 < 1.1 .'. less than a 10% increase of load to the overall FPrE dipahragm force Since the doghouse addition does not increase the overall diaphragm force by more than 10%, the diaphragm does not have to be altered per Section 807.5 of the International Building Code. SITTS & HILL ENGINEERS, INC. TACOMA, WASHINGTON (253) 474-9449 PROJECT: 9-53 DOGHOUSE JOB: 18000 DESIGNED: SME DATE: 01-09-2018 CHECKED: BRL DATE: 01-09-2018 CHECK THE LOCAL AFFECTS OF THE DOGHOUSE TO THE EXISTING DIAPHRAGM: The base shear from the doghouse will be transferred to the diaphragm as axial forces in the existing beams. Check that the existing beams have the axial capacity to transfer the base shear, including the overstrength factor, from the doghouse columns. VappNs:=65.708 kip Maximum column base shear per attached RISA analysis VappEW:= 94.668 kip Maximum column base shear per attached RISA analysis Per attached beams B5 and B6 are okay for the North-South column base shear and beams B8 are okay for the East-West column base shear. Therefore the beams will sufficiently distribute the column loads into the diaphragm. Sifts & Hill Engineers, Inc. BRL 18,000 9-53 Doghouse SKS - 1 Jan 18, 2018 at 10:48 AM 2018-01-17 Doghouse Structure -O... 190 Company : Sitts & Hill Engineers, Inc. Jan 18, 2018 111 IRt [ISADigner: BR0 Chec eAM d Job Number 18,000 Checked By. ANEMETSCHEK COMPANY Model Name : 9-53 Doghouse (Globa° Model Settings Display Sections for Member Calcs 5 Max internal Sections for IMembe r Calcs 97 Include Shear Deformation? Yes Increase Nailing Capacity for Wind? ? Yes_ Include Warping? Yes Trans Load Btwn iintersecting Wood Wall? Yes Area Load Mesh (inA2) 144 Merge Tolerance {in) .12 P -Delta Analysis Tolerance 0.50% include iP-Delta for Walls? Yes Automatically Iterate Stiffness for Walls? Yes Max 'Iterations for Wall Stiffness 3 Gravity Acceleration (ft/secA2) 32.2 Wall Mesh Size (in) 12 Eigensolution Convergence Tol. (1.E-) 4 Vertical :AxisY Global Member Orientation Plane XZ Static Solver Sparse Accelerated Dynamic Solver Accelerated Solver Hot Rolled Steel Code AISC 14th(360-10): LRFD 'Adjust Stiffness? Yes(Iterative) RISAConnection Code AISC 14th(360-10): LRFD Cold Formed Steel Code AISI S100-10: ASD Wood Code AWC NDS -12: ASD Wood Temperature < 100F Concrete Code ACI 318-11 Masonry Code ACI 530-11: ASD Aluminum Code AA ADM 1-10: ASD - Building Al SC 14th(360-10): ASD Number of Shear Regions 4 Region Spacing Increment (in) 4 Biaxial Column Method Exact Integration Parme Beta ;Factor (PCA) .65 Concrete Stress Block Rectangular Use Cracked Sections? _ Yes Use Cracked Sections Slab? No Bad Framing Warnings? - No ___ Unused Force Warnings? Yes Min 1 Bar Diam. Spacing? No Concrete Rebar SetREBAR SET ASTMA615 Min %a Steel for Column 1 _ Max % Steel for Column 8 RISA -3D Version 16.0.1 [P:\...\...\...\Structural\2018-01-17 Doghouse Structure-Overstrength.r3d] 191 Page 1 Company : Sitts & Hill Engineers, Inc. Jan 18, 2018 ''RISA Designer : BR0 10:46 eAM d Job Number 18,000 Checked By. ANEMETSCHEK COMPANY Model Name : 9-53 Doghouse (Global) Model Settings, Continued Seismic Code ASCE 7-10 DL Seismic Base 'Elevation (ft) Not Entered Add Base Weight? Yes 'CtX :02 2 Ct Z .02 T:X (sec) Not Entered T Z (sec) Not Entered 1 ,RX; 3 Roof Live RZ 3 ,CtExp..X .75 Ct Exp. Z .75 SD1 1 SL SDS 1 S1 1 _ TL (sec) 5 5 Risk Cat _- Ioril Drift Cat Other 1 OmZ 1 6 Om X 1 Wind (X -X) CdZ 1 Cd X 1 RhoZ 1 Rho X 1 WL Footing Overturning Safety Factor 1 Optimize for OTM/Sliding No Check Concrete Bearing No Footing Concrete Weight (k/ft"3) _ 0 Footing Concrete fc (ksi) 4 Footing, Concrete Ec (ksi) - _ 3.644 Lambda 1 Footing -Steel fy (ksi) _ 60 Minimum Steel 0.0018 Maid mum;Steel _ _ 0.0075 Footing Top Bar #3 Footing Top Bar Cover (in) 2 Footing Bottom Bar #3 Footing Bottom ''Bar Cover (in) _- 3.5 i Pedestal Bar #3 Pedestal Bar Cover(i9)_1.5 1 Pedestal Ties #3 Basic Load Cases BLC Description Cate or X GravitvY Gravity Z Gravity Joint Pant Distri 1 Dead DL 1 4 8 2 Collateral Dead DL 1 3 Roof Live RLL 1 4 Snow SL _ 1 5 Live LL 1 4 6 6 Wind (X -X) WL 4 7 Wind (Z -Z) WL 4 RISA -3D Version 16.0.1[P:\...\...\...\Structural\2018-01-17 Doghouse Structure-Overstrength.r3d] Page 2 192 Company bIRISA Designer mber ANEMETSCHEK COMPANY Model Name : Sitts & Hill Engineers, Inc. : BRL : 18,000 : 9-53 Doghouse Jan 18, 2018 10:46 AM Checked By. Basic Load Cases (Continued) BLC Description Cateoor X GravityY GravitvZ Gravity Joint Point Distribu.. Area(M... Surface... 18 - Seismic -(XIX) EL -175 0 M20 Y 4_ _ , . 9 Seismic (Z -Z) EL 1.14 4 M96 Y -750 4 10 Accidental Torsion_(X-X) EL 2 11 Accidental Torsion (Z -Z) EL 2 12 Crane Live :(X -X)__ LL _ __ 2 13 Crane Live (Z -Z) LL 2 14 BLC 1 Transient Area Loads- _ None 168 15 BLC 2 Transient Area Loads None 42 16 BLC 4 Transient>Area Loads None 42 17 BLC 5 Transient Area Loads None 185 Joint Loads and Enforced Displacements (BLC 1 : Dead) Joint Label L,D,M Direction Magnitude[(Ib,lb-ft), (in rad), (Ib*s^2/ft, Ib*s^2*ft 1 N90 L Y -320.8 Joint Loads and Enforced Displacements (BLC 5 : Live) Joint Label L,D,M Direction Magnitude[(Ib,lb-ft), (in rad), (Ib*s^2/ft, Ib*s^2*ft 1 N90 L Y -3207.8 Member Point Loads (BLC 1: Dead) Member Label Direction Maanitudeflb.lb-ft 0 1 M20 Y -175 0 2 M20 Y -175 3.5 3 M95 Y -750 1.14 4 M96 Y -750 1.14 Member Point Loads (BLC 5 : Live) Member Label Direction Maonitudeflb.lb-ft Locationfft.° 1 M20 Y -1750 0 12 M20 -- Y -1750 -- 3.5 3 M95 Y -500 1.14 4 M96 Y -500 1.14 Member Point Loads (BLC 12 : Crane Live (X -X)) Member Label Direction Maanilude[lb,lb-ft 0 1 M95 X 736.2 1.14 2 M96 X -7362 1.14 Member Point Loads (BLC 13 : Crane Live (Z -Z)) Member Label Direction Maanitudeflb.lb-ft Location it 1 M95 Z 736.2 1.14 2 M96--- _.-.. Z -736.2 1.14 RISA -3D Version 16.0.1[P:\...\...\...\Structural\2018-01-17 Doghouse Structure-Overstrength.r3d] Page 3 193 Company : Sitts & Hill Engineers, Inc. Ii. RISA Designer : 18, Job Number :18,000 ANEMETSCHEK COMPANY Model Name : 9-53 Doghouse Jan 18, 2018 10:46 AM Checked By. Member Area Loads (BLC 1: Dead) Joint A Joint B Joint C Joint D Direction Distribution Maon 1 N65 N72 N70 N67 Y A -B -24 2 N7 _ N8 _ N6 N5 Y A -B _ -66 3 N27 N50 N5 N1 Y A -B -33 4 N3 N6 N38 N28 Y A -B _ -33 5 N1 N3 N8 N7 Y A -B -33 6 N50 N6 N54 _ _ N106A Y A -B 7 N6 N38 N40 N4 Y A -B _-33 -33 8 N54 N51 N58 N4 Y A -B -33 Member Area Loads (BLC 2: Collateral Dead) Joint A Joint B Joint C Joint D Direction Distribution Magnitude 1 N65 N72 N70 N67 Y A -B -15 Member Area Loads (BLC 3 : Roof Live) Joint A Joint B Joint C Joint D Direction 1 N65 N72 N70 N67 Y Distribution Magnitude A -B -20 [psfl Member Area Loads (BLC 4 : Snow) Joint A Joint B Joint C Joint D Direction Distribution Magnitude [Psfl 1 N65 N72 N70 N67 Y A -B -25 Member Area Loads (BLC 5: Live) Joint A Joint B Joint C Joint D Direction Distribution Magnitude 1 N27 N50 N5 N1 Y A -B -50 2 N3 N6 N38 N28 Y A -B -50 3 N51 NM N4 N58 Y A -B -50 ' 4 N50 N6 NM N106A _ Y A -B -50 5 N6 N38 N40 N4 Y A -B ___ -50 6 N1 N3 N6 N5 Y A -B -50 Member Area Loads (BLC 6 : Wind (X X)) Joint A Joint B Joint C Joint D Direction Distribution Magnitude 1 N65 N67 N5 N7 X A -B 26.8 12__ _N72 _ _N70 N6 N8 X A -B 18.9 3 N65 N72 N8 N7 Z A -B 24.2 14 N67 N70 N6 N5 Z A -B -24.2 Member Area Loads (BLC 7: Wind (Z Z)) Joint A Joint B Joint C Joint D Direction Distribution Maanitud 1 N67 N70 N6 N5 Z A -B 26.8 12 N65 _N72 N8 N7 Z A -B 18.9 3 N67 N65 N7 N5 X A -B -24.2 14 N72 N70 N6 N8 X A -B 24.2 RISA -3D Version 16.0.1[P:\...\...\...\Structural\2018-01-17 Doghouse Structure-Overstrength.r3d] Page 4 194 Company bIRISA Designer Number ANEMETSCHEK COMPANY Model Name : Sitts & Hill Engineers, Inc. : BRL : 18,000 : 9-53 Doghouse Jan 18, 2018 10:46 AM Checked By. Member Distributed Loads (BLC 8 : Seismic X -X)) Member Label Direction Start Magnitude[Ib/ft,F End Magnitude[Ib..Start Location[ft %l End Locationfft-° 1 M53 X 441.25 441.25 0 %100 2 M52 X _ _441.25 441.25 __ 0 %100 3 M41 X 836.25 836.25 0 _ %100 4 M27 X _ 836.25. 836.25 _ 0 %100 _ Member Member Distributed Loads (BLC 9 : Seismic (Z Z)) Member Label Direction Start Magnitude[lb/ft ,F End Magnitude[Ib..Start Location[ft %1 End Lncation[ft-° 1 M55 Z 802.3 802.3 0 %100 2 M54 Z _ _ 802.3 802.3 0 3 M1 Z 1173.7 1173.7 0 _%100 %100 4 M2 Z 1173.7 1173.7 _ _ 0 %100 Member Distributed Loads (BLC 10 : Accidental Torsion (X -X)) Member Label Direction Start Maanitude[Ib/ft.F,pst] End Maanitude{Ib..Start Locationfft %j End Locationfft-° 1 M41 X 127.75 127.75 0 %100 2 M27 _ __ X -127.75 - -127.75 0 %100 Member Distributed Loads (BLC 11 : Accidental Torsion (Z -Z)) Member Label Direction Start Maanitude[lb/ft ,F,psf] End Magnitude[Ib..Start Location[ft %1 End Locationfft_° 1 M1 Z 179.3 179.3 0 %100 2 M2 Z -179.3 -179.3 0 %100 Member Distributed Loads (BLC 14 : BLC 1 Transient Area Loads) Member Label Direction Start Maanitude[lb/ft ,F,psf] End MagnitudeFlb..Start Location[ft %1 End Location[ft ° 1 M54 Y -24 -24 1.721e-15 22 2 M55 Y _ -15.989 -26.489 0 2 3 M55 Y -26.489 -27.52 2 4 4 M55 Y -27.52_ -24.332 4 6 5 M55 Y -24.332 -25.364 6 8 6 M55 Y -25.364 -19.082 8 10 7 M55 Y -19.082 -19.082 10 12 I 8 M55 Y -19.082 _ .-25.364 12 14 9 M55 Y -25.364 -25.364 14 16 10 M55 Y -25.364 _ -25.364 16 18 11 M55 Y -25.364 -25.364 18 20 1 12 M55 _ Y -25.364 _ -25.364 20 22 13 M56 Y -59.416 -70.068 _ 0 2 14 M56 Y -70.068 -77.722 2 4 15 M56 Y -77.722 -77.162 4 _ 6 _16 M56 Y -77.162 -68.359 _ 6 8 17 M56 Y -68.359 -62.465 8 10 18 M56 Y -62.465 -68.77 10 12 19 M56 Y -68.77 -75.055 12 14 20 M56 Y -75.055 -75.055 14 16 21 M56 Y -75.055 -75.055 16 18 22 M56 Y -75.055 -75.055 18 20 23 M56 Y -75.055 -75.055 2.0 22 24 M57 _Y -94.433 -94.573 0 2 25 M57 Y -94.573 -94.893 2 4 RISA -3D Version 16.0.1[P:\...\...\...\Structural\2018-01-17 Doghouse Structure-Overstrength.r3d] 195 Page 5 Company : Sit & Hill Engineers, Inc. Designer : BRL Job Number : 18,000 ANEMETSCHEK COMPANY Model Name : 9-53 Doghouse Jan 18, 2018 10:46 AM Checked By. Member Distributed Loads (BLC 14 : BLC 1 Transient Area Loads) (Continued) Member Label Direction Start Magnitude[Ib/ft,F,psf] End Magnitudejlb..Start Lon[ft ° 26 . M57 Y -94.893 -95:535 ' .. 4 6 27 M57 Y -95.535 -96.179 _ 6 8 28 M57 Y -96.179 _ -96.495 8 10 29 M57 Y -96.495 -96.563 , 10 12 30 M57 Y -96.563 ____ -96.566 12 14 31 M57 Y -96.566 -96.566 _ 14 16 32 M57 Y_ -96.566 -96.566 16 18 33 M57 Y -96.566 -96.566 18 20 34 M57 Y _ -96.566 =96.566 20 35 M58 Y -96 -96 1.776e-15 _22 22 36 M59 Y -96 -96 1.776e-15 22 37 M60 Y -96 -96 _ 1.776e-15 22 38 M61 Y -96 -96 1.776e-15 22 39 M62 Y -96 -96 1.776e-15 22 1 40 M63 Y -96 -96 _ 1.776e-15 22 41 M64 Y -96 -96 1.776e-15 22 1 42 M64A Y -72 -72 1.721e-15 22 43 M1 Y -117.385 -109.109 _ 2.85 4.923 44 M1 Y -109.109 -125.684 4.923 6.995 45 M1 Y -125.684 -143.621 6.995 9.068 46 M1 Y -143.621 -133.729 9.068 11.141 47 M1 Y -133.729 -143.581 11.141 13.214 48 M1 Y ;-143.581 -119.982 13.214 15.286 49 M1 Y :-119.982 -119.22 15.286 17.359 50 M1 Y -119.22 -143.101 17.359 19.432 51 M1 Y -143.101 -127.18 19.432 21.505 52 M1 Y -127.18 -127.18 21.505 23.577 53 M1 Y -127.18 -127.18 23.577 25.65 54 M2 Y _ -115.789 -115.789 _ 2.85 5.13 55 M2 Y -115.789 -115.789 5.13 7.41 56 M2 Y _ _ -115.789 -130.263 7.41 9.69 57 M2 Y -130.263 -144.737 9.69 11.97 1 58 M2 Y -144.737 -144.737 11.97 14.25 59 M2 Y -144.737 -108.553 14.25 16.53 160 M2 Y -108.553 -130.263 16.53 18.81 61 M2 Y -130.263 -151.974 18.81 21.09 62 M2 Y -151.974 -115.789 21.09 23.37 63 M2 Y -115.789 -115.789 23.37 25.65 _64 _ M5 Y _ -136.376 -218.427 2.85 4.923 65 M5 Y -218.427 -278.557 4.923 6.995 66 _ _ M5 Y -278.557 -286.303 6.995 9.068 67 M5 Y -286.303 -251.851 9.068 11.141 68 M5 __- Y -251.851 _ -273.652 11.141__ 13.214 69 M5 Y -273.652 -253.726 13.214 15.286 70 M5 Y -253.726 -248.211 _ 15.286 17.359 71 M5 Y -248.211 -283.975 17.359 19.432 72 M5 Y -283.975 -258.802 19.432 21.505 73 M5 Y -258.802 -256.921 21.505 23.577 74 M5 Y -256.921 _ -256.423 23.577 25.65 1 75 M6 Y -277.385 -256.409 3.3 5.4 76 M6 Y _ -256.409 -235.039 5.4 7.5 77 M6 Y -235.039 -233.04 7.5 9.6 RISA -3D Version 16.0.1[P:\...\...\...\Structural\2018-01-17 Doghouse Structure-Overatrength.r3d] Page 6 196 Company : Sitts & Hill Engineers, Inc. Iii RISA Designer 0 Job Number 1 188 ,000 ANEMETSCHEK COMPANY Model Name : 9-53 Doghouse Jan 18, 2018 10:46 AM Checked By. Member Distributed Loads (BLC 14 : BLC 1 Transient Area Loads) (Continued) Member Label Direction Start Magnitudeflb/ft ,F,psfl End Magnitudeflb..Start Location fft.%1 End Location [ft,° 1 78 M6 '. Y". ' -233:04 -266.594 9.6 11:7 79 M6 Y -266.594 -273.49 '11.7 13.8 180 M6 Y , -273.49 -273146 13.8 15.9 81 M6 Y , -273.146 -305.419 ;1.15.9 18 1 82 M6 Y -305.419 -287.642 18 20.1 1 83 M6 Y -287.642 -254.518 120.1 22.2 1 84 M6 Y -254.518 _ _ _ -191.056 ,22.2 24.3 85 M6 Y -191.056 -65.143 124.3 26.4 186 M7 Y -264 -264 3.5 25.5 87 M8 Y ! -264 -264 ''.3.5 25.5 88 M9 Y _ -264 -264 ' 3.5 25.5 89 M10 Y -264 -264 i 3.5 25.5 90 _ M11_-- Y -264 -264 ' 3.5 25.5 91 M12 Y : -254.118 -254.597 13.3 5.4 92 M12 Y __-254.597 -255.675 _•:'5A 7.5 ' 93 M12 Y -255.675 -257.499 ,I7.5 9.6 94 M12 Y I-257.499 -256.457 .9.6 11.7 95 M12 Y 1-256.457 -246.72 '511.7 13.8 96. M12 Y ' -246.72 -300.764 13.8 15.9 97 M12 Y ' -300.764 -308.907 15.9 18 98 M12 Y -308.907 -255.236 1 18 20.1 99 M12 Y '-255.236 -254.806 20.1 22.2 100 M12 Y ,-254.806 -191.51 22.2 24.3 101 M12 Y -191.51 -65.661 24.3 26.4 102 M13 Y -254.111 -254.605 '13.3. 5.4 103 M13 Y -254.605 -256.479 15.4 7.5 104 M13 . Y -256.479 -281.537 +7.5 9.6 105 M13 Y '-281.537 -266.78 :19.6 11.7 106 M13 Y -266.78 -253.617 11.7 _ 13.8 107 M13 Y -253.617 -300.369 13.8 15.9 108 M13 Y -300.369 -301.442 15.9 18 109 M13 Y -301.442 -268.159 .[ 18 20.1 110 M13 Y -268.159 -254.983 20.1 22.2 111 M13 Y -254.983 -191.511 22.2 24.3 1112 M13 Y _ -191.511 -65.66 24.3 26.4 113 M22 Y -156.75 -156.75 14 7.5 1114 M23 _ Y -181.5 -181.5 , 4 7.5 115 M24 Y -165 -165 .; 4 7.5 1 116 M25 Y -181.5 -181.5 ' 4 7.5 117 M26 Y -99 -99 C,14 7.5 1118 M87 Y -57.75 -57.75 ' 0 3.5 119 M15 Y :-156.75 -156.75 r.4 7.5 I120_ _ _ M16 Y ' -181.5 -181.5 4 7.5 121 M17 Y -165 -165 114 7.5 1122 M18 Y -181.5 -181.5 4 7.5 123 M19 Y ! -99 -99 14 7.5 1 124 M87 Y ' -57.75 -57.75 43.5 47 125 M1 Y -66 -66 .0 3.5 1126 M2 Y -66 _ -66 2.776e-16 3.5 127 M5 Y . -132-132 1.11e-16 3.5 128 M6 Y _ -132 - --- - -132 1.11e-16 3.5 129 M7 Y I -132 -132 1.11e-16 3.5 RISA -3D Version 16.0.1[P:\...\...\...\Structural \2018-01-17 Doghouse Structure-Overstrength.r3d] Page 7 197 Company IbRISA DesiJobgner Number A NEMETSCHEK COMPANY Model Name : Sitts & Hill Engineers, Inc. : BRL : 18,000 : 9-53 Doghouse Jan 18, 2018 10:46 AM Checked By. Member Distributed Loads (BLC 14 : BLC 1 Transient Area Loads) (Continued) Member Label Direction Start Magnitude[ lb/ft ,F,pstl End Magnitude[Ib..Start Location [ft,%1 End location 130 M8 Y-132 -15 -132 1.11e-16 22 131 M9 Y -132 -132 1.11e-16 _ _3.5. 3.5 ;132 M10 Y -132 -132 1.11e-16 3.5 133 M11 Y -132 -132 1.11e-16 3.5 134 M12 Y -132 -132 1.11e-16 3.5 135 M13 Y -132 -132 1.11e-16 3.5 136 M1 Y -123.75 -123.75 25.5 28.5 137 M2 Y -66 -66 25.5 28.5 138 M5 Y -132 _ -132 25.5 28.5 139 M6 Y -132 -132 25.5 28.5 140 M7 Y -132 -132 25.5 28.5 141 M8 Y -132 -132 25.5 28.5 142 M9 Y -132 -132 25.5 28.5 143 M10 Y -132 -132 25.5 28.5 144 M11 Y -132 -132 25.5 28.5 145 M12 Y -132 -132 25.5 28.5 146 M13 Y -132 - -132 25.5 28.5 147 M29 Y -57.75 -57.75 25.5 _ 28.5 148 M2 Y_ 2.74 -15.035 228 24.7 149 M2 Y -15.035 -49.253 24.7 26.6 150 M2 Y -49.253 -82.138 26.6 28.5 151 M21 Y .093 -24.585 23.1 25.08 152 M21 Y -24.585 -49.166 25.08 27.06 153 M21 Y -49.166 -52.149 27.06 29.04 154 M21 Y -52.149 -56.155 29.04 31.02 155 M21 Y -56.155 -58.007 31.02 33 156 M86A Y _-57.294 -56.107 3 4.125 157 M86A Y -56.107 -55.387 4.125 5.25 158 M86A _ Y -55.387 -55.247 -__ 5.25 6.375 159 M86A Y -55.247 -55.222 6.375 7.5 160 M6 Y -66 -66 28.5 33 161 M7 Y -132 -132 28.5 33 162. M8 ------Y -132 -132 28.5 33 163 M9 Y -132 -132 28.5 33 1164 M10 Y -132 -132 28.5 33 165 M11 Y -132 -132 28.5 33 166 M12 Y -132 -132 28.5 33 167 M13 Y -132 -132 28.5 33 1168 M86A___ _ _ _ Y -66 -66 _ _ __ 3 7.5 Member Distributed Loads (BLC 15 : BLC 2 Transient Area Loads) Member Label Direction Start Magnitude[lb/ft ,F,psfl End Magnitudeflb..Start Location [ft,%1 End Location[ft 1 M54 Y -15 -15 1.721e-15 22 2- _ _M55 ----_Y -9.993 -16.555 0 2 3 M55 Y -16.555 -17.2 2 4 1 4 M55 Y __ -17.2 -15.208 - - 4 6 5 M55 Y -15.208 -15.852 6 8 6 M55 Y -15.852 -11.926 8 10 7 M55 Y '-11.926 -11.926 10 12 8 M55 Y -11.926 -15.852 12 _ 14 9 M55 Y ;-15.852 -15.852 14 16 RISA -3D Version 16.0.1[P:\...\...\...\Structura1\2018-01-17 Doghouse Structure-Overstrength.r3d] Page 8 198 Company Designer Number ANEMETSCHEK COMPANY Model Name : Sitts & Hill Engineers, Inc. : BRL : 18,000 : 9-53 Doghouse Jan 18, 2018 10:46 AM Checked By. Member Distributed Loads (BLC 15 : BLC 2 Transient Area Loads) (Continued) Member Label Direction Start Magnitude[Ib/ft.F,pst] End Magnitude[lb..Start Location[ft %1 End Location[ft ° 1_10_ M55 Y _15:852 -15.852 16 18 _ 11 M55 Y -15.852 -15.852 18 20 12 M55 Y-15.852 -- -27.592 -15.852 20 22 13 M56 Y -37.135 -43.793 0 2 14 _ M56 Y _ -43.793 -48.577 2 4 15 M56 Y -48.577 -48.226 4 6 16 _ M56 Y -48.226 - -42.724 6 8 17 M56 Y -42.724 -39.041 8 10 18 M56 _ Y -39.041 _ -42981 14 12 19 M56 Y -42.981 -46.909 -10 12 14 20 M56 Y -46.909 -46.909 14 16 21 M56 Y -46.909 -46.909 16 _ 18 22 M56 _ Y -46.909 -46.909 18 20 23 M56 Y -46.909 -46.909 20 22 24 M57 Y _ -59.021 _ -59.108 0 2 25 M57 Y -59.108 -59.308 2 4 26 _ __ _ M57 Y _ -59.308 -59.71 4 6 27 M57 Y -59.71 -60.112 6 8 28 M57 Y -60.112 -60.309 8 10 29 M57 Y -60.309 -60.352 10 12 30 M57 Y -60.352 -60.354 12 14 31 M57 Y -60.354 -60.354 14 16 32 M57 Y -60.354 -60.354 16 18 33 M57 Y -60.354 -60.354 18 20 34 M57 Y -60.354 -60.354 20 22 35 M58 Y -60 -60 1.776e-15 22 36 M59 Y -60 -60 1.776e-15 22 37 M60 Y -60 -60 1.776e-15 22 38 M61 Y _ -60 _ -60 1.776e-15_ 22 39 M62 Y -60 -60 1.776e-15 22 :40 M63 Y -60 -60 1.776e-15__. 22 41 M64 Y -60 -60 1.776e-15 22 1 42 M64A _ _ Y -45 _ _ -45 1.721e-15_ _ 22 Member Distributed Loads (BLC 16 : BLC 4 Transient Area Loads) Member Label Direction Start Magnitude[Ib/ft,F,pst] End Magnitude[Ib..Start Location[ft %[ End Locationfft ° 1 M54 Y -25 -25 1.721e-15 22 2 M55 Y -16.655 _7.27.592 0 2 3 M55 Y -27.592 -28.667 2 4 4 M55 Y -28.667 -25.346 4 6 1 5 M55 Y -25.346 -26.42 _ 6 8 6 M55 Y -26.42 _-19.877 8 10 7 M55 Y -19.877-19.877 10 12 8 M55 - - Y -19.877 _._ . -26.42 12 - 14 9 M55 Y -26.42 -26.42 14 16 10 M55 Y -26.42 -26.42 16 18_ 11 M55 Y -26.42 -26.42 18 20 . 12 M55 Y -26.42 -26.42 20 22 13 M56 Y -61.891 -72.988 0 2 14 M56 Y - -72.988 -80.961- 2 4 15 M56 Y -80.961 -80.377 4 6 RISA -3D Version 16.0.1[P:\...\...\...\Structural\2018-01-17 Doghouse Structure-Overstrength.r3d] Page 9 199 ICompany : Sitts & Hill Engineers, Inc. ',RISA Job (Number : 18,000 A NEMETSCHEK COMPANY Model Name : 9-53 Doghouse Jan 18, 2018 10:46 AM Checked By. Member Distributed Loads (BLC 16 : BLC 4 Transient Area Loads) (Continued) Member Label Direction Start Maanitude[lb/ft .F.psf] End Magnitude[Ib..Start Location[ft %1 End Location[ft-° 16 M56 Y -80.377 -71.207 6 8 17 M56 Y -71.207 -65.068 8 10 18 M56 _ Y -65.068 -71.636 10 _ 12 19 M56 Y -71.636 -78.182 12 14 20 M56 Y -78.182 _ -78.182 14 16 21 M56 Y -78.182 -78.182 16 18 22 M56 Y -78.182 -78.182 18 20 23 M56 Y -78.182 -78.182 20 22 24 M57 Y _ -98.368 -98.514 0 2 25 M57 Y -98.514 -98.847 2 4 26 M57 Y -98.847 -99.516 4 6 27 M57 Y -99.516 -100.186 6 8 28 M57 Y -100.186 -100.515 8 10 29 M57 Y -100.515 -100.586 10 12 30 M57 Y -100.586 -100.589 12 14 31 M57 Y -100.589 -100.589 14 _ 16 32 M57 Y _ -100.589 -100.589 16 18 33 M57 Y -100.589 -100.589 18 20 34 M57 Y -100.589 -100.589 20 22 35 M58 Y -100 -100 1.776e-15 22 36 M59 Y -100 -100 1.776e-15 22 37 M60 Y -100 -100 1.776e-15 22 38 M61 Y -100 -100 1.776e-15 22 39 M62 Y -100 -100 1.776e-15 22 40 M63 Y -100 -100 1.776e-15 22 41 M64 Y -100 -100 1.776e-15 22 42 M64A Y -75 -75 1.721e-15 22 Member Distributed Loads (BLC 17 : BLC 5 Transient Area Loads) Member Label Direction Start Maanitude[lb/ ft,F,pstl End Magnitudeflb..Start Location[ft.%1 End Location[ft ° 1 M22 Y -237.5 -237.5 4 7.5 2 M23 _ Y -- -275 -275 4 7.5 3 M24 Y -250 -250 4 7.5 4 M25 Y -275 -275 4 7.5 5 M26 Y -150 _ -150 4 7.5 6 M87 _ Y -87.5 -87.5 0 3.5 7 M15 Y -237.5 -237.5 4 7.5 8 M16 __ _ Y -275 -275 4 7.5 9 M17 Y -250 -250 4 7.5 10 M18 Y -275 -275 4 7.5 11 M19 Y -150 -150 4 7.5 12 M87 Y_ -87.5 -87.5 - 43.5 47 13 M6 Y -100 -100 28.5 33 14 M7 Y -200 -200 28.5 33 15 M8 Y -200 -200 28.5 33 16 _ M9 Y -200 -200 _ 28.5 33 17 M10 Y -200 -200 28.5 33 18 _ M11 Y -200 -200 28.5 19 M12 Y -200 -200 28.5 _33 33 20 _ M13 Y -200 -200 28.5 33 21 M86A Y -100 -100 3 7.5 RISA -3D Version 16.0.1[P:\...\...\...\Structural\2018-01-17 Doghouse Structure-Overstrength.r3d] Page 10 200 bIRISA Designer Job Number ANEMETSCHEK COMPANY Model Name Company : Sitts & Hill Engineers, Inc. : BRL : 18,000 : 9-53 Doghouse Jan 18, 2018 10:46 AM Checked By. Member Distributed Loads (BLC 17 : BLC 5 Transient Area Loads) (Continued) Member Label Direction Start Magnitude[lb/ft ,F.osfl End Magnitude[Ib..Start Location[ft %1 End Location[ft-° 22 M1 °`-tY `; :187.5 - - - 1187:5 -255 -- 28.5 1 23 M2 Y -100 -100 25.5 28.5 1 24 M5__ Y -200 -200 25.5 28.5 I 25 M6 Y -200 -200 25.5 28.5 26 M7 Y -200 - -200 25.5_ 28.5 27 M8 Y -200 -200 25.5 28.5 28 M9 Y _ -200 -200 25.5 28.5 29 M10 Y -200 -200 25.5 28.5 30 M11 Y ___ -200 _200 25:5 28.5 31 M12 Y -200 -200 -_ 25.5 28.5 32 M13 Y -200 -200 25.5 28.5 33 M29 Y -87.5 -87.5 25.5 28.5 34 M2 Y _ __ 4.152 -22.78 22.8 24.7 35 M2 Y -22.78 -74.625 24.7 26.6 36 M2 Y -74.625 -124.452_ 26.6 28.5 37 M21 Y .14 -37.25 23.1 25.08 38 M21 Y -37.25 - -74.493 25.08 27.06 39 M21 Y -74.493 -79.013 27.06 29.04 40 M21 Y -79.013 -85.083 29.04 31.02 41 M21 Y -85.083 -87.889 31.02 33 42 M86A Y -86.809 -85.011 3 4.125 43 M86A Y -85.011 -83.92 4.125 5.25 44 M86A Y -83.92 -83.708 5.25 6.375 45 M86A Y -83.708 -83.669 6.375 7.5 46 M1 Y -61.703 -103.793 0 2.138 47 M1 Y -103.793 -102.982 2.138 4.275 48 M1 _ Y -102.982 -97.924 _ 4.275 6.413 49 M1 Y -97.924 -110.736 6.413 _ 8.55 50 M1 Y -110.736 -105.337_ 8.55 10.688 51 M1 Y -105.337 -92.16 10.688 12.825 52 _ __ M1 Y _ _ -92.16 -99.116 12.825 53 M1 Y -99.116 -117.836 14.962 __14.962 17.1 54 M1 Y -117.836 -106.14 17.1 19.237 55 M1 Y -106.14 -94.444 19.237 21.375 56 -_. M1 Y _ -94.444 -94.444 21.375 23.512 57 M1 Y -94.444 -94.444 23.512 25.65 ,_58 M2 Y _ -59.454 -106.238__ _ 0 2.138 59 M2 Y -106.238 -112.086 2.138 4.275 60 M2__ Y -112.086 -94.542 4.275 6.413 61 M2 Y -94.542 -100.39 _ 6.413 8.55 62 M2 Y -100.39 -112.086 _ 8.55 10.688 63 M2 Y -112.086 -88.694 10.688 12.825 I 64 M2 Y -88.694 _ -88.694 12.825 14.962 -- 65 M2 Y -88.694 -117.934 14.962 17.1 166 M2 _ Y -117.934 -106.238 17.1 19.237 67 M2 Y -106.238 -94.542 19.237 21.375 168 M2 Y -94.542 _ -94.542 21.375 23.512 69 M2 Y -94.542 -94.542 23.512 25.65 170 M5 Y -_ -121.596 _ -209.57 0 2.138 71 M5 Y -209.57 -205.611 _ 2.138 _ 4.275 72 _ M5 Y -205.611 -190.744 4.275 6.413 73 M5 Y -190.744 -222.592 6.413 8.55 RISA -3D Version 16.0.1[P:\...\...\...\Structural \2018-01-17 Doghouse Structure-Overstrength.r3d] Page 11 201 Company : Oitts8Hill Engineers, Inc. oou�mo, : BRL : 18.000 Model Name : 9-53 Doghouse Jan 18, 2018 10:46 AM Checked By. Member Distributed Loads (BLC 17:BLC 5 Transient Area Loads) (Co Member Label Direction Start Ma nitude lb/ft F End M mmd Location ft t�End Location ft I 74 M5 Y -222:592 -210A42'8:55 75 M5 Y '210.442-184.035 10.688 12.825[7G � M5 Y '184l35------ - -188725 12.825 14:962' 77 M5 Y'196.725 '225.635 14.962 17.1 I 78 M5 -- - Y - --- ��35 �� '208.076 171 19.237 | 79 M5 Y '209.078-190.583 19.237 21.375 I 80 M5 Y -190.583 -189.201 _21.37��'-- 23.512 81 M5 Y .48S.2U1 -188.835 23.51225.65I 82 M6 '_ -125.6 -226.783 0 2.031 | 83 M6 �� '226.783 '230.366 2.031 4.062 |84�--- M6--------- -230.366 -195.786 �4.0G2 '-- 6.092 85 M6 Y '195.786-194.038 6.0928.123 86 M6 Y -194.038- - -192.409 8123 10.154-' 87 MGY ,-192.499 -203.213 10.154 12.185 K46 ` Y .'203.213 '201842_ 12.185 14.215 89 M6 Y -20.842-203.518 14.215 16.246i SO M6 Y _ _ ___ -203.518---' - -204133 16.246 18.277 91 M6 Y '204133 -202.693 18.277 20308 92 M6 Y '202893 ----201364 20.308 22.338 93 K46 Y '201.364 '151.648 22.338 24.369 94 K86 Y '151.648 -53.007 34.369 26.4 95 M7 Y '126.894 -225.379 0 2.031 96 M7 Y '225.379 -237.689 2.031 4.062 97 M7 Y '237.689 -200758 4.062 6.082 98 M7 Y .-200.758 -200758 6.002 8.123 99 M7 Y ,200.758 -200.758 8.123 10.154 100 M7 Y -200.758 -200.758 10.154 _ 12.185 101M7 Y -200.758 -200.758 12.185 14.215 102 _ M7 Y -200.758 -200.758 14.215 -'-| 16.246 103 M7 Y -300758 -200.758 16.246 18.277 104 M7 Y -200758--- _200.758 18.277 20.308 105 M7 Y _200758 '200.758 20.308 22.338 i106 M7 Y '200.758 -151.515 22.338 24.369-' 107 M7 Y-151.615 '53.03 24.369 26.4 1108 M8 - Y ----' -126.804_ -225.379 0 _2.031 109 M8 Y-225.379 -237]689 2.031 4.0621110 M8 Y-' '287.689 -200.758 '---4.062 111 M8 Y -200758 '200758 6]3928.123 _6.092 1112- M8 Y -200.758 '200.758 8.123 - 10154___ 113 M8 Y '200758 -200.758 10.154 12.185 |114 M8 Y '200758 -200.758 12.185 14.215-' 115M8 Y -200.758 -200.758 14.215 16.346 1116 ---'8 �� Y� -200.758ƒ 58 -20058 _ 16.246 18.277 117 M8 Y -200758-200.758 18.277 20.308 !118_ _ M8 Y -200.758'-- -200758_ 20.308 22.338 119 PN8Y -200.758451.515 22.338 24.369 .12O�------lM8 y___ -151.515 -53-03--- `24.369 26.4 121 K89Y -126.884 -225.379 ,O 2.031 M9122 -' - Y I225.379 -237.689 --'2.031 4.062 123 M9 Y -237.689 '200.7584.062 6.092124 M9 Y -200.758 -200.758-- 6.092 8.123 125 K49 Y 4200758 '200758 8.123 10.154 RISA -3D Version 16.0.1 Structural \2018-01-17 Doghouse Structure-Overstrengths3d] Page 12 202 Company : Sitts & Hill Engineers, Inc. Iii RISA Job INumber18.000 ANEMETSCHEK COMPANY Model Name : 9-53 Doghouse Jan 18, 2018 10:46 AM Checked By. Member Distributed Loads (BLC 17 : BLC 5 Transient Area Loads) (Continued) Member Label Direction Start Magnitude[lb/ft ,F,psfl End Magnitudeflb..Start Location fft.%1 End Location [ft,% 1126 M9 Y _-200.758 -200.758 10.154_ 12:185 127 M9 Y . -200.758 -200.758 12.185 14.215 X128 M9 Y -200.758 -200.758 14.215 16.246 -I 129 M9 Y -200.758 -200.758 16.246 18.277 1130 M9 Y_ -._ -200.758 -200.758 18.277 20:308 131 M9 Y -200.758 -200.758 20.308 22.338 1132 M9 Y _ 7200.758 -151.515 22.338 24.369 133 M9 Y -151.515 -53.03 24.369 26.4 1134 M10 Y -126.894 -225.379 _ 0 2.031 135 M10 Y -225.379 -237.689 2.031 4.062 136 M10 Y _ _ - _ -237.689 -200.758_ 4.062 6.092 137 M10 Y -200.758 -200.758 6.092 8.123 138 M10 Y -200.758 -200.758 8.123 _ 10.154 139 M10 Y -200.758 -200.758 10.154 12.185 140 M10 Y -200.758 -200.758 12.185 14.215 141 M10 Y -200.758 -200.758 14.215 16.246 1142 M10 Y _ -200.758 -200.758 16.246 18.277 143 M 10Y ' -200.758 -200.758 18.277 20.308 144 M10 Y -200.758 -200.758 20.308 22.338 145 M10 Y -200.758 -151.515 22.338 _ 24.369 146 M10 Y -151.515 -53.03 24.369 26.4 147 M11 Y -126.894 -225.379 , 0 2.031 148 M11 Y -225.379 -237.689 2.031 4.062 149 M11 Y -237.689 -200.758 4.062 6.092 150 M11 Y -200.758 -200.758 6.092 8.123 151 M11 Y -200.758 -200.758 8.123 10.154 152 M11 Y -200.758 -200.758 _ 10.154 12.185 153 M11 Y -200.758 -200.758 12.185 14.215 154 M11 Y -200.758 -200.758 14.215 16.246 155 M11 Y '-200.758 -200.758 16.246 18.277 156 _ _M11_ Y -200758 -200.758 18.277 20.308 157 M11 Y -200.758 -200.758 20.308 22.338 158_ __ _ M11 Y -200.758 -151.515 22.338 24.369 159 M11 Y -151.515 -53.03 24.369 26.4 160 M12 Y -126.896 -225.381 0 2.031 161 M12 Y -225.381 -237.769 2.031 _ 4.062 162 M12 Y -237.769 -201.305 4.062 6.092 163 M12 Y -201.305 -202.579 6.092 8.123 1164 M12 Y -202.579 - -190.617 8.123 10.154 165 M12 Y -190.617 -199.423 10.154 12.185 166- M12 _ Y -199.423 -203.363 12.185 14.215 167 M12 Y -203.363 -190.148 14.215 16.246 168 M12 Y__ -190.148 -198.092 16.246 18.277 169 M12 Y -198.092 -201.493 18.277 20.308 170 M12 Y -201.493 -201.156 20.308 22.338 171 M12 Y -201.156 -151.57 22.338 24.369 172 M12 Y -151.57 -52.979 24.369 26.4 173 M13 Y -126.896 -225.381 .0 2.031 174 M13 Y -225.381 -237.781 2.031 4.062 175 M13 Y -237.781 -201.389 4.062 6.092 176 M13 Y -201.389 -211.985 6.092 8.123 177 M13 Y -211.985 -172.464 8.123 10.154 RISA -3D Version 16.0.1[P:\...\...\...\Structural\2018-01-17 Doghouse Structure-Overstrength.r3d] Page 13 203 Company : Sills & Hill Engineers, Inc. 11 RISA Job INumber : 18,000 ANEMETSCHEK COMPANY Model Name : 9-53 Doghouse Jan 18, 2018 10:46 AM Checked By. Member Distributed Loads (BLC 17 : BLC 5 Transient Area Loads) (Continued) Member Label Direction Start Magnitude[Ib/ft,F,psfl End Magnitude[Ib..Start Location[ft,%1 End Location [ft,% 178 M13 Y -172.464 -182.485 10.154 12.185 179 M13 Y -182.485 -207.42 12.185 14.215 180 M13 Y -207.42 -206.074 14.215 16.246 181 M13 Y -206.074 -230.495 16.246 18.277 182 M13 Y -230.495 -211.616 18.277 20.308 183 M13 Y -211.616 -201.295 20.308 22.338 184 M13 Y -201.295 -151.571 22.338 24.369 , 185 M13 Y -151.571 -52.979 24.369 26.4 Load Combinations Description S... PDe... SRSS B... Fa... BLC Fa... B... Fa... B... Fa... B... Fa... B... Fa... B... Fa... B... Fa... B... Fa... B... F 1 1.4D Y 1 1.4 2 1.4 2 1.2D+1.6L+0.5Lr (1) Y 1 1.2 2 1.2 5 1.6 3 .5 12 1.6 3 1.2D+1.6L+0.5Lr (2) Y 1 1.2 2 1.2 5 1.6 3 .5 12 -1.6 4_ 1.2D+1.6L+0.5Lr (3) Y 1 1.2 2 1.2 5 1.6 3 .5 13 1.6 5 1.2D+1.6L+0.5Lr (4) Y 1 1.2 2 1.2 5 1.6 3 .5 13 -1.6 6 1.2D+1.6L+0.5S (1) Y 1 1.2 2 1.2 5 1.6 4 .5 12 1.6 7 1.2D+1.6L+0.5S (2) Y 1 1.2 2 1.2 5 1.6 4 .5 12 -1.6 8 1.2D+ 1.6L+0.5S (3) Y 1 1.2 2 1.2 5 1.6 4 .5 13 1.6 9 1.2D+1.6L+0.5S (4) Y 1 1.2 2 1.2 5 1.6 4 .5 13 -1.6 10 1.2D+1.6Lr+1.0L (1) Y 1 1.2 2 1.2 3 1.6 5 1 12 1 11 1.2D+1.6Lr+1.0L (2) Y 1 1.2 2 1.2 3 1.6 5 1 12 -1 12 1.2D+1.6Lr+1.0L (3) Y 1 1.2 2 1.2 3 1.6 5 1 13 1 13 1.2D+1.6Lr+1.OL (4) Y 1 1.2 2 1.2 3 1.6 5 1 13 -1 14 1.2D+1.6Lr+0.5W (1) Y 1 1.2 2 1.2 3 1.6 6 .5 15 1.2D+1.6Lr+0.5W (2) Y 1 1.2 2 1.2 3 1.6 6 -.5 16 1.2D+1.6Lr+0.5W (3) Y 1 1.2 2 1.2 3 1.6 7 .5 _ _ _ , 17 1.2D+1.6Lr+0.5W (4) Y 1 1.2 2 1.2 3 1.6 7 -.5 18 1.2D+1.6S+1.0L (1) Y 1 1.2 2_ 1.2 4 1.6 5 1 12 1 _ _ - 19 1.2D+1.6S+1.0L (2) Y 1 1.2 2 1.2 4 1.6 5 1 12 -1 20 1.2D+1.6S+1.OL (3) Y 1 1.2 2 1.2 4 1.6 5 1 13 1 _ 21 1.2D+1.6S+1.OL (4) Y 1 1.2 2 1.2 4 1.6 5 1 13 -1 i 22 1.2D+1.6S+0.5W (1) Y 1 1.2 2 1.2 4 1.6 6 .5 - - 23 1.2D+1.6S+0.5W (2) Y 1 1.2 2 1.2 4 1.6 6 -.5 24 1.2D+1.6S+0.5W (3) _ Y 1 1.2 2 1.2 4 1.6 7 .5 25 1.2D+1.6S+0.5W (4) Y 1 1.2 2 1.2 4 1.6 8 -.5 26 1.2D+1.0W+1.0L+0.5L.. Y _ 1 1.2 2 1.2 6 1 5 1 3 .5 27 1.2D+1.0W+1.0L+0.5L... Y 1 1.2 2 1.2 6 -1 5 1 3 .5 28 1.2D+1.0W+1.0L+0.5L... Y 1 1.2 2 1.2 7 1 5 1 3 .5 29 1.2D+1.0W+1.0L+0.5L.. Y 1 1.2 2 1.2 7 -1 5 1 3 .5 30 1.2D+1.0W+1.0L+0.5... Y 1 1.2 2 12 6 1. 5 1 4 .5 31 1.2D+1.0W+1.0L+0.5... Y 1 1.2 2 1.2 6 -1 5 1 4 .5 32 1.2D+1.OW+1.0L+0.5... Y 1 1.2 2 1.2 7 1 5 1_ 4_ .5 33 1.2D+1.0W+1.0L+0.5... Y 1 1.2 2 1.2 7 -1 5 1 4 .5 34 1.2D+1.0E+1.0L+0.2S... Y 1 1.4.. 2 1.4.. 8 1 5 1 4 .2 _- 35 1.2D+1.0E+1.0L+0.2S.. V 1 1.4.. 2 1.4.. 8 -1 5 1 4 .2 36 1.2D+1.0E+1.OL+0.2S... Y 1 1.4.. 2 1.4.. 9 1 5 1 4 .2 37 1.2D+1.0E+1.0L+0.2S.. V 1 1.4.. 2 1.4.. 9 -1 5 1 4 .2 38 1.2D+1.0E+1.OL+0.2S.., Y 1 1.4.. 2 1.4.. 8 1_ 5 1_ 4 .2 10 1 39 1.2D+1.0E+1.0L+0.2S.. Y 1 1.4.. 2 1.4.. 8 -1 5 1 4 .2 10 -1 RISA -3D Version 16.0.1[P:\...\...\...\Structural\2018-01-17 Doghouse Structure-Overstrength.r3d] Page 14 204 Company : Sifts & Hill Engineers, Inc. IIRiSA Designer ber : BRL Job Num : 18,000 ANEMETSCHEK COMPANY Model Name : 9-53 Doghouse Jan 18, 2018 10:46 AM Checked By. Load Combinations (Continued) Description S... PDe... SRSS B... Fa... BLC Fa... B... Fa... B... Fa... B... Fa... B... Fa... B... Fa... B... Fa... B... Fa... B... Fa... I.40 1.2D+1.0E+1.0L+0.2S... max Y 68 1 1.4.. 2 1.4.. 9 1 5 1_ 4_ .2 11 1 min 42670.135 75 -54758.94 78, I ; r 69 _ _ 0 41 1.2D+1.0E+1.0L+0.2S... 63 Y 63 1 1.4.. 2 1.4.. 9 -1 5 1 4 .2 11 -1 63 0 63 4 _ min -90603.056 67 142 0.9D+1.0W (1) -60465.815 Y 0 1 .9 2_ .9_ 6 1 N56 max IE ZIVII ii 64 140748.497 70 64550.809 70 0 63 0 63 0 63 43 0.9D+1.0W (2) min Y 71 1 .9 2 .9 6 -1 0 63 0 63 7 N55 max 37443.556 72 139665.097 66 58993.103 66 0 144 0.9D+1.0W (3) 63 Y 63 1 .9 2 _9 7 1_ 73 -46908.478 73 0 63 0 63 0 63 _--_ 45 0.9D+1.0W (4) Y 1 .9 2 .9 7 -1 46 0.9D+1.0E (1) Y 1 .698 2 .698 8 1 _ 47 0.9D+1.0E (2) Y 1 .698 2 .698 8 -1 48 0.9D+1.0E (3) Y 1 .698 2 .698 9 1 49 0.9D+1.0E (4) Y 1 .698 2 .698 9 -1 50 0.9D+1.0E (5) Y _ 1 .698 2 .698 8 1 10 1 51 0.9D+1.0E (6) Y 1 .698 2 .698 8 -1 10 -1 52 0.9D+1.0E (7) Y 1 .698 2 .698 9 1 11 1_ _ 53 0.9D+1.0E (8) Y 1 .698 2 .698 9 -1 11 -1 54 Dead Load Reactions y 1 1 55 Collateral Dead Load R... Y 2 1 56 Roof Live Load Reactio... Y 3 1 57 Snow Load Reactions Y 4 1 58 Like Load Reactions Y 5 1 59 Wind Load X -X Reacti... Y 6 1 60 Wind Load Z -Z Reacti... Y 7 1 61 Seismic Load X -X Rea.. Y 8 1 62 Seismic Load Z -Z Rea... Y 9 1 63 1.2D+1.0E+1.0L+0.2S.. Y... Y 1 1.4.. 2 1.4.. 8 2 5 1 4 .2 64 1.2D+1.0E+1.0L+0.2S...Y... Y 1 1.4.. 2 1.4.. 8 -2 5 1 4 .2 65 1.2D+1.0E+1.0L+0.2S...Y... Y 1 1.4.. 2 1.4.. 9 2 5 1 4 .2 66 1.2D+1.0E+1.0L+0.2S...Y... Y 1 1.4.. 2 1.4.. 9_ -2 5 1 4 .2 67 1.2D+1.0E+1.0L+0.2S...Y... Y 1 1.4.. 2 1.4.. 8 2 5 1 4 .2 10 2 68 1.2D+1.0E+1.0L+0.2S...Y... _Y 1 1.4.. 2 1.4.. 8 -2 5 1 4 .2 10 -2 69 1.2D+1.0E+1.0L+0.2S...Y... Y 1 1.4.. 2 1.4.. 9 2 5 1 4 .2 11 2 I 70 1.2D+1.0E+1.0L+0.2S...Y... Y 1 1.4.. 2 1.4.. 9 -2 5 1 4 .2 11 -2 71 0.9D+1.0E (1) Omega V... Y 1 .698 2 .698 8 2 I 72 0.9D+1.0E (2) Omega Y... Y 1 .698 2 .698 8 -2 73 0.9D+1.0E (3) Omega Y... Y 1 .698 2 .698 9 2 174 _ 0.9D+1.0E (4) Omega Y... Y 1 .698 2 .698 9 -2 75 0.9D+1.0E (5) Omega Y... Y 1 .698 2 .698 8 2 10 2 76 0.9D+1.0E (6) Omega Y... Y 1 .698 2 .698 8 -2 10 -2 77 0.9D+1.0E (7) Omega Y... Y 1 .698 2 .698 9 2 11 2 78 0.9D+1.0E (8) Omega Y... Y 1 .698 2 .698 9 -2 11 -2 - Envelope Joint Reactions Joint X LC Y pb LC Z lb LC MX [lb -ft] LC MY [1 f] LC MZ [Ib - 1 N52 max 90964.215 68 131008.944 69 53184.337 78 0 63 0 63 0 63 2 _ min 42670.135 75 -54758.94 78, I ; r 69 _ _ 0 63 0 63 0 63 3 N53 max 43005.625 76 123694.95 65 48915.539 74 0 63 0 63 0 63 4 _ min -90603.056 67 -50868.703 74 -60465.815 65 0 63 0 63 0 63 5 N56 max IE ZIVII ii 64 140748.497 70 64550.809 70 0 63 0 63 0 63 _6 min -39862.59 71 -53236.89 77 -52559.095 77 0 63 0 63 0 63 7 N55 max 37443.556 72 139665.097 66 58993.103 66 0 63 0 63 0 63 8 min -92957.88 __63 -47387.924 73 -46908.478 73 0 63 0 63 0 63 RISA -3D Version 16.0.1[P:\...\...\...\Structural \2018-01-17 Doghouse Structure-Overstrength.r3d] Page 15 205 Company : Sitts & Hill Engineers, Inc. Designer : 0 Job Number 1 188 ,000 A NEMETSCHEK COMPANY Model Name : 9-53 Doghouse Jan 18, 2018 10:46 AM Checked By. Envelope Joint Reactions (Continued) Joint X [lb] LC Y Db] LC Z [Ib] LC MX [lb -ft] LC MY [Ib -ft] LC MZ [Ib -ft] LC 9 Totals: max 204400.165 72 248308.782 63 204404.241 66 10 min -204400.177. 63 80274.223 72 -204404.236 __ 73 RISA -3D Version 16.0.1[P:\...\...\...\Structural\2018-01-17 Doghouse Structure-Overstrength.r3d] Page 16 206 Steel Column Lic. #.: KW -06002611 Description : B5 Collector (NS) Code References I File = P:118000V1800010alculations\Structural118000.ec6 IENERCALC, INC. 1983-2017, Buid:10.17.12.10, Ver.10.17.1210 Licensee :fSIUS:&:HILL ENGINEERING, INC., Calculations per AISC 360-10, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used : ASCE 7-10 General Infomtation Steel Section Name : W24x55 Analysis Method : Steel Stress Grade Fy : Steel Yield E : Elastic Bending Modulus Load Resistance Factor 36:0 ksi 29,000.0 ksi Applied Loads Column self weight included :1,540.0 lbs * Dead Load Factor AXIAL LOADS ... Axial Load at 28.0 ft, D = 4.098, L = 2.869, S = 0.6150, E = 57.152 k BENDING LOADS... Lat. Uniform Load creating Mx -x, D = 1.20, S = 1.0 k/ft DESIGN SUMMARY Overall Column Height 28.0 ft Top & Bottom Fixity Top & Bottom Pinned Brace condition for deflection (buckling) along columns : X -X (width) axis : Unbraced Length for X -X Axis buckling = 7 ft, K = 1.0 Y -Y (depth) axis : Unbraced Length for Y -Y Axis buckling = 28.0 ft, K = 1.0 Service loads entered. Load Factors will be applied for calculations. Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = Load Combination Location of max.above base At maximum location values are ... Pu 0.9 * Pn Mu -x 0.9*Mn-x: Mu -y 0.9*Mn-y: PASS Maximum Shear Stress Ratio = Load Combination Location of max.above base At maximum location values are ... Vu : Applied Vn * Phi : Allowable 0.8785 : 1 +1.20D+0.50L+1.60S 14.094 ft 9.184 426.792 297.907 343.307 0.0 35.856 k k k -ft k -ft k -ft k -ft 0.2114 : 1 +1.20D+0.50L+1.60S 0.0 ft Load Combination Results 42.560 k 201.355 k Maximum Load Reactions.. Top along X -X Bottom along X -X Top along Y -Y Bottom along Y -Y Maximum Load Deflections... Along Y -Y 0.7855 in at for load combination :+D+S Along X -X 0.0 in at for load combination : 0.0 k 0.0 k 30.80 k 30.80 k 14.094ft above base 0.0ft above base Load Combination Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Stress Ratio Status Location Stress Ratio Status Location +1.400 +1.200+1.60L +1.20D+1.60L+0.50S +1.20D+0.50L +1.20D +1.20D+0.50L+1.60S +1.20D+1.60S +1.20D+0.50L+0.50S +1.402D+0.50L+0.20S+E +0.900 +0.6980D+E 0.489 0.424 0.567 0.421 0.419 0.879 0.877 0.564 0.615 0.314 0.311 Maximum Reactions I PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS 13.91 ft 13.91 ft 13.91 ft 13.91 ft 13.91 ft 14.09 ft 14.09 ft 13.91 ft 13.91 ft 13.91 ft 13.91 ft 0.117 0.100 0.135 0.100 0.100 0.211 0.211 0.135 0.131 0.075 0.058 Axial Reaction X -X Axis Reaction Load Combination @ Base @ Base @ Top D Only 5.638 207 k Y -Y Axis Reaction @ Base @ Top 16.800 16.800 PASS. PASS PASS PASS PASS PASS PASS PASS PASS,, PASS PASS 28.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ft ft ft ft ft ft ft ft ft ft ft Note: Only non -zero reactions are listed. Mx - End Moments k -ft My - End Moments @ Base @ Top @ Base @ Top Steel Column Lic. # : KW -06002611 Description : B5 Collector (NS) Maximum Reactions File=P:1180D01180D01CalculationsiStructuraM8000.ec6 ENERCALC, INC. 1963-2017, Build:10.17.12.10, Ver.10:17.12.10.' Licensee : SITTS & HILL ENGINEERING, INC. Load Combination Axial Reaction X -X Axis Reaction k Y -Y Axis Reaction @ Base @ Base @ Top @ Base @ Top Note: Only non -zero reactions are listed. Mx - End Moments k -ft My - End Moments @ Base @ Top @ Base @ Top +D+L 8.507 +D+S 6.253 +D+0.750L 7.790 +D+0.750L+0.750S 8.251 +D+0.70E 45.644 +D+0.750L+0.750S+0.5250E 38.256 +0.60D 3.383 +0.60D+0.70E 43.389 L Only 2.869 S Only 0.615 E Only 57.152 Extreme Reactions 16.800 16.800 30.800 30.800 16.800 16.800 27.300 27.300 16.800 16.800 27.300 27.300 10.080 10.080 10.080 10.080 14.000 14.000 Axial Reaction X -X Axis Reaction k Y -Y Axis Reaction Mx - End Moments k -ft My - End Moments Item Extreme Value @ Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top Axial @ Base Maximum 57.152 Minimum 0.615 14.000 14.000 Reaction, X -X Axis Base Maximum 5.638 16.800 16.800 Minimum 5.638 16.800 16.800 Reaction, Y -Y Axis Base Maximum 6.253 30.800 30.800 Minimum 2.869 Reaction, X -X Axis Top Maximum 5.638 16.800 16.800 Minimum 5.638 16.800 16.800 Reaction, Y -Y Axis Top Maximum 5.638 16.800 16.800 Minimum 2.869 Moment, X -X Axis Base Maximum 5.638 16.800 16.800 Minimum 5.638 16.800 16.800 Moment, Y -Y Axis Base Maximum 5.638 16.800 16.800 Minimum 5.638 16.800 16.800 Moment, X -X Axis Top Maximum 5.638 16.800 16.800 Minimum 5.638 16.800 16.800 Moment, Y -Y Axis Top Maximum 5.638 16.800 16.800 Minimum 5.638 16.800 16.800 I -Maximum Deflections for Load -Combinations Load Combination Max. X -X Deflection Distance Max. Y -Y Deflection Distance 0 Only 0.0000 in 0.000 ft 0.428 in 14.094 ft +D+L 0.0000 in 0.000 ft 0.428 in 14.094 ft +D+S 0.0000 in 0.000 ft 0.786 in 14.094 ft +D+0.750L 0.0000 in 0.000 ft 0.428 in 14.094 ft +D+0.750L+0.7505 0.0000 in 0.000 ft 0.696 in 14.094 ft +D+0.70E 0.0000 in 0.000 ft 0.428 in 14.094 ft +D+0.750L+0.750S+0.5250E 0.0000 in 0.000 ft 0.696 in 14.094 ft +0.60D 0.0000 in 0.000 ft 0.257 in 14.094 ft +0.60D+0.70E 0.0000 in 0.000 ft 0.257 in 14.094 ft L Only 0.0000 in 0.000 ft 0.000 in 0.000 ft S Only 0.0000 in 0.000 ft 0.357 in 14.094 ft E Only 0.0000 in 0.000 ft 0.000 in 0.000 ft Steel Section Properties : W24x55 208 File= P:118G;101180001Calculations\Structiral\18000.ec61 ENERCALC„IrNC 983-2017 Build:10:17.12.10,'Vei:10.17.12.10 Licensee : SITTS & HILL ENGINEERING, INC. Description : B5 Collector (NS) tSteel!Section Propertiesi: W24x55 Depth = 23.600 in Ira = 1,350.00 inA4 Web Thick = 0.395 in S xx = 114.00 inA3 Flange Width = 7.010 in R xx = 9.110 in Flange Thick = 0.505 in Zx = 134.000 inA3 Area = 16.200 inA2 I yy = 29.100 inA4 Weight = 55.000 plf S yy = 8.300 inA3 Kdesign = 1.010 in R yy = 1.340 in K1 = 1.000 in Zy = 13.300 inA3 rts = 1.720 in rT = 0.000 in Ycg = 0.000 in Sketches J Cw Wno Sw Qf Qw 1.180 inA4 3,870.00 inA6 40.500 inA2 35.800 inA4 19.300 inA3 66.100 inA3 209 Steel Column Lic. # : KW -06002611 Description : B6 Collector (NS) Code. References File= P:1180001180001Calculations\Structura1118000.ec6 ENERCALC, INC.1983-2017, Build:10.17.12.10, Ver.10.17.1210 Licensee : SITTS & HILL ENGINEERING, INC. Calculations per AISC 360-10, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used : ASCE 7-10 TGeneral Information Steel Section Name : W21x48 Analysis Method : Steel Stress Grade Fy : Steel Yield E : Elastic Bending Modulus Load Resistance Factor 36.0 ksi 29,000.0 ksi Applied Loads Column self weight included :1,344.0 lbs * Dead Load Factor AXIAL LOADS ... Axial Load at 28.0 ft, D = 4.098, L = 2.869, S = 0.6150, E = 57.152 k BENDING LOADS... Lat. Uniform Load creating Mx -x, D = 0.820, S = 0.6833 k/ft rDESIGN SUMMARY Overall Column Height 28.0 ft Top & Bottom Fixity Top & Bottom Pinned Brace condition for deflection (buckling) along columns : X -X (width) axis : Unbraced Length for X -X Axis buckling = 7 ft, K =1.0 Y -Y (depth) axis : Unbraced Length for Y -Y Axis buckling = 28:0 ft, K = 1.0 Service loads entered. Load Factors will be applied for calculations. Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = Load Combination Location of max.above base At maximum location values are ... Pu 0.9 * Pn Mu -x 0.9*Mn-x: Mu -y 0.9*Mn-y: PASS Maximum Shear Stress Ratio = Load Combination Location of max.above base At maximum location values are ... Vu : Applied Vn * Phi : Allowable rLoad Combination Results 0.7177 : 1 +1.20D+0.50L+1.60S 13.906 ft 8.949 399.228 203.564 288.125 0.0 40.230 k k k -ft k -ft k -ft k -ft 0.1867 :1 +1.20D+0.50L+1.60S 0.0 ft 29.082 k 155.736 k Maximum Load Reactions.. Top along X -X Bottom along X -X Top along Y -Y Bottom along Y -Y Maximum Load Deflections ... Along Y -Y 0.7556 in at for load combination :+D+S Along X -X 0.0 in at for load combination : 0.0 k 0.0 k 21.046 k 21.046 k 14.094ft above base 0.0ft above base Load Combination Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Stress Ratio Status Location Stress Ratio Status Location +1.40D +1.20D+1.60L +1.20D+1.60L+0.50S +1.20D+0.50L +1.20D +1.20D+0.50L+1.60S +1.20D+1.60S +1.20D+0.50L+0.50S +1.402D+0.50L+0.20S+E +0.90D +0.6980D+E 0.400 0.349 0.465 0.345 0.343 0.718 0.716 0.461 0.521 0.257 0.271 _Maximum Reactions PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS 13.91 ft 13.91 ft 13.91 ft 13.91 ft 13.91 ft 13.91 ft 13.91 ft 13.91 ft 13.91 ft 14.09 ft 14.09 ft 0.103 0.088 0.119 0.088 0.088 0.187 0.187 0.119 0.116 0.066 0.051 Load Combination D Only Axial Reaction @ Base 5.442 X -X Axis Reaction k Y -Y Axis Reaction @ Base @ Top @ Base @ Top 11.480 11.480 210 PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS 0.00 28.00 0.00 28.00 28.00 0.00 0.00 0.00 0.00 0.00 0.00 ft ft ft ft ft ft ft ft ft ft ft Note: Only non -zero reactions are listed. Mx - End Moments k -ft My - End Moments @ Base @ Top @ Base @Top Steel Column Lic. # : KW -06002611 Description : B6 Collector (NS) Maximum Reactions Fife= P:1180001180001Calculations\Siructura1118000.ec6 'ENERCAEC INC. 1983-2017, Build:10:17.12:10, Ver.10.17.12.10 Licensee : SITTS & HILL ENGINEERING, INC. Load Combination Axial Reaction @ Base X -X Axis Reaction @ Base @ Top Y -Y Axis Reaction @ Base @ Top Note: Only non -zero reactions are listed. Mx - End Moments k -ft My - End Moments @ Base @ Top @ Base @ Top +D+L +D+S +D+0.750L +D+0.750L+0.750S +D+0.70E +D+0.750 L+0.750 S+0.5250 E +0.60D +0.60D+0.70E L Only S Only E Only 8.311 6.057 7.594 8.055 45.448 38.060 3.265 43.272 2.869 0.615 57.152 Extreme Reactions 11.480 11.480 21.046 21.046 11.480 11.480 18.655 18.655 11.480 11.480 18.655 18.655 6.888 6.888 6.888 6.888 9.566 9.566 Axial Reaction X -X Axis Reaction k Y -Y Axis Reaction Mx - End Moments k -ft My - End Moments Item Extreme Value @ Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top Axial @ Base Maximum 57.152 Minimum 0.615 9.566 9.566 Reaction, X -X Axis Base Maximum 5.442 11.480 11.480 Minimum 5.442 11.480 11.480 Reaction, Y -Y Axis Base Maximum 6.057 21.046 21.046 Minimum 2.869 Reaction, X -X Axis Top Maximum 5.442 11.480 11.480 Minimum 5.442 11.480 11.480 Reaction, Y -Y Axis Top Maximum 5.442 11.480 11.480 Minimum 2.869 Moment, X -X Axis Base Maximum 5.442 11.480 11.480 Minimum 5.442 11.480 11.480 Moment, Y -Y Axis Base Maximum 5.442 11.480 11.480 Minimum 5.442 11.480 11.480 Moment, X -X Axis Top Maximum 5.442 11.480 11.480 Minimum 5.442 11.480 11.480 Moment, Y -Y Axis Top Maximum 5.442 11.480 11.480 Minimum 5.442 11.480 11.480 Maximum Deflections for Load Combinations Load Combination Max. X -X Deflection Distance Max. Y -Y Deflection Distance D Only 0.0000 in 0.000 ft 0.412 in 14.094 ft +D+L 0.0000 in 0.000 ft 0.412 in 14.094 ft +D+S 0.0000 in 0.000 ft 0.756 in 14.094 ft +D+0.750L 0.0000 in 0.000 ft 0.412 in 14.094 ft +D+0.750L+0.750S 0.0000 in 0.000 ft 0.670 in 14.094 ft +D+0.70E 0.0000 in 0.000 ft 0.412 in 14.094 ft +D+0.750L+0.750S+0.5250E 0.0000 in 0.000 ft 0.670 in 14.094 ft +0.60D 0.0000 in 0.000 ft 0.247 in 14.094 ft +0.60D+0.70E 0.0000 in 0.000 ft 0.247 in 14.094 ft L Only 0.0000 in 0.000 ft 0.000 in 0.000 ft 1 S Only 0.0000 in 0.000 ft 0.343 in 14.094 ft • E Only 0.0000 in 0.000 ft 0.000 in 0.000 ft rSteeel Section Properties I W21x48 211 Steel Column Lic. # : KW -06002611 Description : B6 Collector (NS) Steel Section Properties _ W21x48 FIe = P:1180001180001Calculafions\SIructumA18000.eth ENERCALC, INC. 1983-2017, Build:10.17.12.10,Ver..10.17.12.10 Licensee : SITTS & HILL ENGINEERING, INC. Depth = 20.600 in Ira = 959.00 in^4 Web Thick = 0.350 in S xx = 93.00 inA3 Flange Width = 8.140 in R xx = 8.240 in Flange Thick = i 0.430 in Zx = 107.000 inA3 Area = 14.100 inA2 I yy = 38.700 in^4 Weight = 48.000 plf S yy = 9.520 inA3 Kdesign = 0.930 in R yy = 1.660 in K1 = 0.813 in Zy = 14.900 inA3 rts = 2.050 in rT = 0.000 in Ycg = 0.000 in J Cw Wno Sw Qf Qw 0.803 in^4 3,950.00 in^6 41.000 in^2 35.900 ing 16.900 in^3 52.300 inA3 Y 212 Column, Description : B8 Collector (EW) Code References r, ,, .File=P.118000118000[Calculations\Stiuctura1118000.eth .;_ ENERCALC''INC.1983 2017, Bml'd:10:17.12.10;Ver.10.77.12='10 Licensee : SITTS & HILL ENGINEERING, INC. Calculations per AISC 360-10, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used : ASCE 7-10 General Information Steel Section Name : W18x35 Analysis Method : Steel Stress Grade Fy : Steel Yield E : Elastic Bending Modulus Load Resistance Factor 36.0 ksi 29,000.0 ksi Applied Loads I Column self weight included :1,400.0 lbs * Dead Load Factor AXIAL LOADS ... Axial Load at 40.0 ft, D =18.495, L =14.838, S = 3.326, E = 52.696 k BENDING LOADS ... Lat. Uniform Load creating Mx -x, D = 0.210, S = 0.1750 k!ft DESIGN SUMMARY Overall Column Height 40 ft Top & Bottom Fixity Top & Bottom Pinned Brace condition for deflection (buckling) along columns : X -X (width) axis : Unbraced Length for X -X Axis buckling =1 ft, K = 1.0 Y -Y (depth) axis : Unbraced Length for Y -Y Axis buckling = 40 ft, K = 1.0 Service loads entered. Load Factors will be applied for calculations. Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = Load Combination Location of max.above base At maximum location values are . . Pu 0.9*Pn Mu -x 0.9*Mn-x: Mu -y 0.9*Mn-y: PASS Maximum Shear Stress Ratio = Load Combination Location of max.above base At maximum location values are Vu : Applied Vn * Phi : Allowable 0.6655 : 1 +1.402D+0.50 L+0.20S+E 20.134 ft 88.673 261.274 65.881 179.550 0.0 21.762 k k k -ft k -ft k -ft k -ft 0.09277 :1 +1.20D+0.50L+1.60S 0.0 ft Load Combination Results 10.640 k 114.696 k Maximum Load Reactions.. Top along X -X Bottom along X -X Top along Y -Y Bottom along Y -Y Maximum Load Deflections... Along Y -Y 1.516 in at for load combination :+D+S Along X -X 0.0 in at for load combination : 0.0 k 0.0 k 7.70 k 7.70 k 20.134ft above base 0.0ft above base Load Combination Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Stress Ratio Status Location Stress Ratio Status Location +1.40D +1.200+1.60L +1.200+1.60L+0.50S +1.20D+0.50L +1.20D +1.20D+0.50L+1.60S +1.20D+1.60S +1.20D+0.50L+0.50S +1.402D+0.50L+0.20S+E +0.90D +0.6980D+E 0.381 0.372 0.472 0.341 0.326 0.663 0.648 0.441 0.666 0.245 0.400 Maximum Reactions PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS 19.87 ft 19.87 ft 19.87 ft 19.87 ft 19.87 ft 19.87 ft 19.87 ft 19.87 ft 20.13 ft 19.87 ft 19.87 ft 0.051 0.044 0.059 0.044 0.044 0.093 0.093 0.059 0.057 0.033 0.026 Load Combination Axial Reaction @ Base X -X Axis Reaction k Y -Y Axis Reaction @ Base @ Top @ Base @ Top PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 40.00 ft 0.00 ft 0.00 ft Note: Only non -zero reactions are listed. Mx - End Moments k -ft My - End Moments @ Base @ Top @ Base @ Top D Only 19.895 213 4.200 4.200 Steel Column Lic. # : KW -06002611 Description : B8 Collector (EW) Maximum Reactions Axial Reaction X -X Axis Reaction k Y -Y Axis Reaction @ Base @ Base @ Top @ Base @ Top Load Combination File= P:118C001180001CalculationslStiuctura1118000.ec6 ENERCALC,• INC. ;1.''32017,^ Build:10.17.12.10, Ver.10.17.12.10 Licensee : SI -TS & HILL ENGINEERING, INC. Note: Okily non -zero reactions are listed. Mx - End Moments k -ft My - End Moments @ Base @ Top @ Base @ Top +D+L 34.733 +D+S 23.221 +D+0.750L 31.024 +D+0.750L+0.750S 33.518 +D+0.70E 56.782 +D+0.750L+0.750S+0.5250E 61.183 +0.60D 11.937 +0.60D+0.70E 48.824 L Only 14.838 S Only 3.326 E Only 52.696 Extreme Reactions 1 4.200 4.200 7.700 7.700 4.200 4.200 6.825 6.825 4.200 4.200 6.825 6.825 2.520 2.520 2.520 2.520 3.500 3.500 Axial Reaction X -X Axis Reaction k Y -Y Axis Reaction Item Extreme Value @ Base @ Base @ Top @ Base @ Top Axial @ Base Maximum 61.183 6.825 6.825 Minimum 3.326 3.500 3.500 Reaction, X -X Axis Base Maximum 19.895 4.200 4.200 Minimum 19.895 4.200 4.200 Reaction, Y -Y Axis Base Maximum 23.221 7.700 7.700 Minimum 14.838 Reaction, X -X Axis Top Maximum 19.895 4.200 4.200 Minimum 19.895 4.200 4.200 Reaction, Y -Y Axis Top Maximum 19.895 4.200 4.200 Minimum 14.838 Moment, X -X Axis Base Maximum 19.895 4.200 4.200 Minimum 19.895 4.200 4.200 Moment, Y -Y Axis Base Maximum 19.895 4.200 4.200 Minimum 19.895 4.200 4.200 Moment, X -X Axis Top Maximum 19.895 4.200 4.200 Minimum 19.895 4.200 4.200 Moment, Y -Y Axis Top Maximum 19.895 4.200 4.200 Minimum 19.895 4.200 4.200 Maximum beflections for Load Combinations Mx - End Moments k -ft My - End Moments @ Base @ Top @ Base @ Top Load Combination Max. X -X Deflection Distance Max. Y -Y Deflection Distance D Only 0.0000 in 0.000 ft 0.827 in 20.134 ft +D+L 0.0000 in 0.000 ft 0.827 in 20.134 ft +D+S 0.0000 in 0.000 ft 1.516 in 20.134 ft +D+0.750L 0.0000 in 0.000 ft 0.827 in 20.134 ft +D+0.750L+0.750S 0.0000 in 0.000 ft 1.343 in 20.134 ft +D+0.70E 0.0000 in 0.000 ft 0.827 in 20.134 ft +D+0.750L+0.7505+0.5250E 0.0000 in 0.000 ft 1.343 in 20.134 ft +0.60D 0.0000 in 0.000 ft 0.496 in 20.134 ft +0.60D+0.70E 0.0000 in 0.000 ft 0.496 in 20.134 ft L Only 0.0000 in 0.000 ft 0.000 in 0.000 ft S Only 0.0000 in 0.000 ft 0.689 in 20.134 ft E Only 0.0000 in 0.000 ft 0.000 in 0.000 ft Steel Section Properties : W18x35 214 Steel Column Lic. # : KW -06002611 Description : B8 Collector (EW) Steel Section Properties : W18x35 File =;P:118000118000\Calcdlations\Struc ura1118000.ec6 ENERCALC, INC.1983-2017, Build:10.17.1210, Ver.10.17.12.10 Licensee : SITTS & HILL ENGINEERING, INC. Depth = 17.700 in I xx = 510.00 inA4 Web Thick = 0.300 in S xx = 57.60 inA3 Flange Width = 6.000 in R xx = 7.040 in Flange Thick = 0.425 in Zx = 66.500 inA3 Area = 10.300 inA2 I yy = 15.300 inA4 Weight = 35.000 plf S yy = 5.120 inA3 Kdesign = 0.827 in R yy = 1.220 in K1 = 0.750 in Zy = 8.060 inA3 rts = 1.510 in rT = 0.000 in Ycg = 0.000 in r Sketches Cw 0.506 in^4 1,140.00 inA6 Wno 25.900 inA2 Sw 16.500 'rig Qf = 10.500 inA3 Qw = 32.700 inA3 Y 215 SITTS & HILL ENGINEERS, INC. TACOMA, WASHINGTON (253) 474-9449 PROJECT: 9-53 DOGHOUSE Check the column to beam connection: 14 JOB: 18000 DESIGNED: SME DATE: 01-09-2018 CHECKED;, BRL DATE: 01-09-2018 4 -JZ Oe jAd L "A -,P," :Ti+ V 14e-9 a at- 42.1-4" ibZ3 Cgy Typo; I, b Al a- SERIES — C- SERIES [epi., 1I.4A v,Amo . 44 . t514'I • 3O aq Filps. I' i„ 1 B- £ERJES APS �� IFGA- `SyyIS Itl;OLTEC, C.G P4p.4 Ism >T•4. 443-r MAIM U ASL. Determine the number of A -325X 3/4" Dia. bolts required to transfer the doghouse shear: N -S Direction: VappNs=66 kip Shear due to axial load in beam Vbeam 18 kip Shear due to gravity loads On:. 22.5 kip Avaliable shear strength of bolts per AISC Table 7-1 n := VappNS + Vbeam _3.72 On On The minimum number of bolts at the beam to column connection is 6 (at the W21 beam), which is greater than the number -of bolts required to transfer the shear. JOE SITTS & HILL ENGINEERS, INC. TACOMA, WASHINGTON (253) 474-9449 PROJECT: 9-53 DOGHOUSE E -W Direction: JOB: 18000 1 DESIGNED: SME DATE: 01-09-2018 CHECKED•. BRL DATE: 01-09-2018 VappEW=95 kip Shear due to axial load in beam Vbeam:=2.5 kip Shear due to gravity loads (prn:=22.5 kip Avaliable shear strength of bolts per AISC Table 7-1 n:= VappEW +V beam _ 4.319 Orn Orn The minimum number of bolts at the beam to column :connection is 5 (at the W18 beam), which is greater than the number of bolts required to transfer the shear. SITTS Ft HILL ENGINEERS, INC. TACOMA, WASHINGTON (253) 474-9449 PROJECT DESIGNED DATE 10/Ici/n JOB I')C.rJC) CHECKED DATE SHEET OF 218 LG.. L� v ter. ' - ii .. �- -� - - J. - --� -�- -- - -J- - - �- - I . I I 1 I I -- ---- J-- - -�-__ --- } -- T_ -J---..---- -- + 4 I ' - - -I-- I d 1 --- - _ --- . - -_ _i -.i_ _ _ _ — - _____i �._ - ----i--- ��—_ .___�-- - ._ _ _ _ ._ _ i__--._..____. 1 I J 71 . J_ I -i-_1 Z_ I - - - - 218 S ecion roperties CHANNELS 3 13/16 1/8 1/8 0.55 0.43 1/16 3/16 0.64 0.43 1.08 0.03 0.04 0.22 3 1 1/4 1/4 1.08 0.79 1/8 3/8 1.27 0.85 1.09 0.06 0.09 0.24 3 1-1/2 1/4 1/4 1.33 1.01 1/8 3/8 1.75 1.16 1.15 0.26 0.25 0.44 3-1/2 1-3/16 1/8 3/16 0.88 0.67 1/8 3/16 1.54 0.88 1.32 0.11 0.13 0.36 3-1/2 1-1/2 3/16 3/16 1.11 0.86 1/8 5/16 1.92 1.10 1.31 0.22 0.21 0.44 4 1-1/8 1/4 1/4 1.38 1.05 1/8 3/8 2.87 1.44 1.44 0.13 0.16 0.31 4 1-3/8 3/16 3/16 1.16 0.88 1/8 5/16 2.62 1.31 1.50 0.19 0.18 0.40 5-1/2 1-1/2 1/4 1/4 1.95 1.49 1/8 3/8 7.38 2.68 1.95 0.32 0.29 0.41 6 1-5/8 1/4 1/4 2.13 1.67 1/8 3/8 10.18 3.39 2.19 0.43 0.35 0.45 6 1-11/16 3/8 3/8 3.23 2.60 1/8 1/8 14.55 4.85 2.12 0.52 0.45 0.45 8 2-3/16 3/8 3/8 4.23 3.20 3/16 9/16 35.77 8.94 2.88 1.52 0.91 0.60 10 2-3/4 1/2 1/2 7.02 5.30 1/4 3/4 92.49 18.50 3.63 3.97 1.92 0.75 11-1/2 2-3/4 1/2 1/2 7.78 6.07 1/4 3/4 124.60 21.67 4.00 4.06 1.93 0.72 Y X www.fibergrate.com I 800-527-4043 17 219 1 Beams - Allowa ale .,nifor T Loa c T ales TABLE NOTATION A - Area of web (in2) A - Deflection (in) E - Modulus of Elasticity (psi) Fb- Maximum Allowable Flexural Stress for Laterally Supported Beam (psi) F - Maximum Allowable Shear Stress for Laterally Supported Beam (psi) G - Shear Modulus (psi) I - Moment of Inertia (in4) L - Span Length (in) S - Section Modulus (in3) V - Vertical Shear (lbs) w - Uniform Load (lbs/in) M- Maximum Moment (in -Ib) The allowable uniform load tables were generated using the results from tests and the following formulas, properties and assumptions. The deflection formula reflects that the deflection is the result of both flexural and shear stresses. SwL4 wL2 A 384E1 + 4AWG F V Fv = A w M Fb = S E = 2.8 x 106 psi G = 450,000 psi F = 10,000 psi F = 1,500 psi Adequate lateral support is provided (full lateral support for channels). Load is applied perpendicular to major axis. Beam simply supported at both ends. The part weight has been deducted in the following tables. www.fibergrate.com 1800-527-4043 220 25 LATI RAL;SUPPO0REQUIREMENTS: FRP, STRUCTURAL SHAPES -`` MEMBER;' ' ,,'-.. LATERAL_SUPPO ACI . JMEMBER ' ri ;0'LA i SUPPORTFSPACING ' i C6" x 1/4" 48" W4" x 1/4" 60" C8" x 3/8" 60" W6" x 1/4" 84" C10" x 1/2" 60" W6" x 3/8" 96" I4" x 1/4" 24" W8" x 3/8" 108" I6" x 1/4" 36" W10" x 3/8" 156" I8" x 3/8" 48" W12" x 1/2" 168" I10" x 3/8" 60" I12" x 1/2" 84" Load is applied perpendicular to major axis. Beam simply supported at both ends. The part weight has been deducted in the following tables. www.fibergrate.com 1800-527-4043 220 25 1 Beams -Allowable Uniform Loac Tables (I os/ft) 10 x 2-3/4 x 1/2 CHANNEL Laterally Supported A = 4.50 in2 Iz 92.49 in4 S,= 18.50 in3 Wt. = 5.30 lbs./ft. SPAN FEET MAXIMUM LOAD DEFLECTION ' L/100 L1150 L/180 L/240 L/360 $ 5 ,, ` '-7 ; . `�asr.S"dt� �:.�:r: 7 8j 5 r,14---:= �' 9 71-4711!7,717,4 r.'--*`•'14.22-77•'' r. .0 ” 11 t '� 13 i l r `� „Y r ' ' ,4,4, rte" ,�..xa,..s� �.,-.w._o: 1923 X 1682 :.., � �„� 1494 P if! - t' -;I 1,x.,.'1122jdr. 1013 ro r K'- i - ' +•t F > , >_4N a�t�ut.:.�EYF,.aw F. F o .r`` F, x t : - fit' L 3 "'%, b°' Fb , �, .0 Fb,,�o Fb e !'' tt'i ,+ f,.(7 � 3c Ls �'. � .=,�. r�- --- - e�.... .f., ;. -- 1�, ;,l74• 904 N s� 09�, 4'•.z 565 ��• r' SSrI T �' "', .. '--,..=_4";F:=11,,,' ` ..�..Zs�:t�- --- 1414 1 _' r a 1037 h„ , y ..1 �t ;4 J 3'�" . r�'•r-..ds'.r 1654 1177 a . _ _ 864 ifn',�i` 4 : 1, 650 - rte' Y.a .AYH � i I r i_ ;1802k U `�` ' k'dra�.w9��ai�.., 1239 ,Yi�Ff r 'a , ,, ,,i � •c, e s 824 : 586 , atr 4 429 4. 4� •gf . i✓ -i-1,. 882 rte' 646 C„ d r,� 486 Sti- F k i �5 x78,1. 600 4 0, 375 � a�r s -.i.-a+ 248 } 2205 �� 171 -. ,�..-; !t i144 :cam ;' :Itf-..o$'. �V 122 ,."^--.+. '^` ,, , ,1`04' x..r.in::aa .,.- i,..1:::�x. 90 499 �;.rt 391 ;>�..E 311 ;774,773 'r�251 x°._ A. � - ..slr2:1..� 205 �t �. 1u7F0 ._ 141 t, f: k y ••i `119 ` L i.:44.1t.'tL :i...:_ 101 1'.""" x,,86 fi '- t ft�...':::::.. 74 373 92AP-17,77 �. . w 232 f'7°Y�"p�qa6f�. ,187 ' k:Ex itivig - 153 1,� f .> 'r,126 105 - --v1-m •-- a`= ' 88 �, � `''.3..a- `:r+l..% ,.L.: ? 74 t-�" x+' - ,' , 63i'r '`. •..:`_:.fn::.f.4. i ��i 54 247 a r•, { =850 724 rr x So ,f. 153 •@ 14��Ax ,01z.„,, .- . 42{ Kq ., -$..a.,:2,,d �., F , � 1--::::,.:—Ait. r..:.{ • �o457 . , St#'�:.....i 374 ,� j310 i, 259 —�A� ' �5” • r ;{2:19r s.. i....s.oAt;: dr..:+.e.�.'ak 186 ` ' '�;3's+z - .� ts1:60 -. r.ns...�..i, 1 x.,:. t4' 4 '^ 123:- ,., &i y—!,.... kt. 100 y �. i ;. „ k 82 15 ,�71 16 ,.z: 542 .r}476 ', + �'�. Fb .? o' F . z �.•b +,.-.2,,,/,-.Li.—,,...:1,,,,....L,,r 17 ---1,7� °-- 7 18- -v -,.�. _ _ 19 421 ,.....-+. 375 t . t+•: c_,. , ,: Y 336 Fb , r ---r fF r " ,t7'. ILIL b .,' Fb 68 ^ L 56 w - . 'Ai :a. 47. .wrna x ` ` 0 f , • mad �Y. '. ..r.�. X 20 .. .:_.: 4rr,....:.,..� "",1" =-ra,7SftSsi'r 'n 302f �; w:J.__..a:t:' +'b'+' .,.• 1 i a k ..+i , i.. , F N.2.'-...va3:t b - 21 .,,,r,,,,-,,,,,,,-77.-„. 2 - 3,,4 f...r.., 23 274 r .r • . 4+ .r4:r:--a� 227 Fb •s -77,p7„....!7.7., ,.i. -"'• ,F ; ..zk ..,:..W. Fb 138 34 T . -f '+7,77.774-7-1. 119 �.;78 .....f:Y 104 i s-SL1_ . _ 'y 67 51 . ;"fir• i 4 ` .LI—1.tel-°::i 55 +...A7� ,4w ".,,.tm9r.", 3 42 t2 40 25 rze, 48� 42 ' 30 4 21 ii 18 25 191 Fb 80 The part weight has been deducted in the above table: www.fibergrate.com 800-527-4043 221 49 Beams - Allowa ole Uniform Loac Ta ales 3 s /ft) 11-1/2 x 2-3/4 x 1/2 CHANNEL Laterally Supported A= 5.25 ire I.= 124.6 in4 = 21.67 in3 Wt. = 6.07 lbs./ft. SPAN FEET MAXIMUM LOAD DEFLECTION L/100 L/150 L/180 U240 L/360 Ltri.,Azzsix„.14 26 .1 8 .....,*„,. .1,. •,F," ...__, 4,,..a..,•.y.,.• 4 . i„q-„e,_:_ic,„,„ - ,,,..,..,,. , I, .• _ • ....... .,•.,..... -.' -•''CiW.1 , ,___—,..77,‘: ....z"S•i, -3,4,, ,: _"'" ,.• , : * ,,..4 '- rf 7 7 -11f -P':' 77787r,„..og. -; ...4.,"„:i '..,...-..f......,--.,i..f.,L.....--- .2:„...t....,..:,....,,..1...,.„-....= 2243 F-- v ,.,-t- rt” "t- ' it 4? -•-<4 , ;, ---,17r, , i - - ,,,, , ..... --- ..---,- - c. , , ' 1 846- : , '.! - , ,,, , ' 4 '.‘? .......-,.....,.....- 1362 77169, " 'k'F' - -,3F. -4' 4..4t.:..11iialto.i 1. 2143 ...-!-Y-4----.1-7,, 4.,"-.1 7 .. Litaa,,,,,..-1,1al, 1134 1605 .7,7=rt7L-,-.:- .,1,11 gL1,....,,,i,,,,,...., 849 1068 .-„,,,,,,,,,m--,:,, '''w .i952'7''''' 't"-11. .4''' Ai F"'' l''' c '''',' .,--q'T V -Ti 0,_„....,-.I.,_... 9 1743 Fy -- "7-177. !:-.0,01.. ,--1 —412 ' '-'011 ' — 4 b)tk;!:',.4. g......-4,0, •.".• - v 563 :•,,,''1 . '-,---'1 1 -',Le.&,,;, '' 7.4 %.,,iii1438%.,,4,rx,,,,, ?IF '`'.." Fr,,i':'4,-- z:411Lleb '* *, Fb „747971,Fic,. ...,,F,7,,,,1.31:77Thi.;11!„ ' ', ;-,I 7,'''',7•.;, 0 ,,, , „,„,, ,',4".'16414-',--..' '„,k...a-4,4_,It.teL,J 494 1,,,H. ,:z,,,,' -'36.8.A..*.'''''-' ,1.; -,,','4'425 •,(. - ILL,,.....f:,,,,,,,..-.; A 327 = '..*.,,,• 204 11 ri:4741:7:12 '..,iil,!,-1:;,'.i: ,... 1,- -.., • 1187 '7717:17""R77.24ctja,;,:4§996104,i17,,,,, - :,,,r ..,., 795 ,.....‘7,!;, 16.254 'I; s....... -.....r 499 661 .g -L,4 !alp, 4,'''.41,44,,,,.•,' 13 848 ....6,.s....... Fb --.. 752 414 309 , " • i, - 41a.ii.J.;:—.3‘Ss'' ;C41'11730:.:.:',4 .;!A;:.4 F' ,..=. ,,-,--,1 'Ia-I k"..L i-,609',-•-• - • ' -ed. --,f I -404:It- 1:—,:;',. .t.: ,,- L.,,...2•,. 15 ,-,.! 635 Fb ,,..'.4,7......417.thr. 500 331 275 204 134 ";•''`'16-773'', --I L.. J•';. ..-• -.. 7--; j557.1. '''''*-,•'. , • • - -- 7.17t.ii-7-7. ,F',7-'., .' 1. 7774. "417775 ,- i .r.'7727;ti - ''- 1 ".".-227'.'"''' ''''• ' 169 ' .. , . '411014, 17 493 777 ' 439 -.:i. - r:: , ,„,' .__'., Ic..A..satt&I.1..........,12 393 ).; ,..,,,,.,64,---.7-4,. '' - ' Fb 348 --.,—,,Rirfr—.1—;-: t.29-4••=.-', 41';'` . - T- ..,.=..j ...C.a.. 229 --- r1:—.}7,.---- 194'. • • 11.....2„;,......„4„._.....L...— 164 190 141 91 ` ..' -.-6, ..1i1,`',".',..'f', ._,..sl•-• , 19 , , 17:4 4.'-''..• ' li,......./tLii; ,,' .,,e4..., . .. ' Fb ,, - '160g4, ..' ' ....,..., ;,.......r.L.,-,—..,, 136 — , -.. ,.,i114 -t.,. . ' 4 •!..` " ,, . ;:,.. ,,, ,r/t.,,,,,,,r-ti 250 100 . 64 ,20,, 7, ., 21 -„-*q „„ ,,,,F- ..„ A .a.... "......I.LbAL...:.;_.1; Fb , 7, '..15,,, ,,. L. r._._:_. . ,-..,, ,i,,..4.1; ..; ..---,, , , 116 •,..,.. ,J., , ,,, • ,05 'W... 321 185 121 100 73 46 ,..- ----vvv,,--•-- . n ... 34 — - -.?1, 25 ,•,• 7 22' '`': 'fr. ...____..... 23 y. --„,-,--- - ' '24..H • --°"Yr'' , " '291 •• i. .' ''' ,', • E", ,, , ',.. Fb , --- -15E-- -I ',•• IF,- • .- Fb . 161 . 140 ---7" -1-.4.- • • 123, , 108 ' 105 ____..,„,.._ - '.86. .-, •,' , . '6' 54 - ---wIt- 'f ' , .,•4,7,' . ..... 266 ----,Ter-k. --, 91 . '80'. . 70 75 r- 244. • , .. :651: , : 57 25 224 .--...,..-- .1 41 The part weight has been deducted in the above table. 50 222 www.fibergrate.com I 800-527-4043 1 Structural Connections BEARING ON FRP Bolt Allowable for Given FRP Plate Thickness (1) MATERIAL 3/8" 1/2" BOLT DIAMETER 3/4". 1" THICKNESS 3/8" 1/2" 5/8" 3/4" 1" 1/8" 469 625 781 938 1250 1/4" 938 1250 1563 1875 2500 3/8" 1406 1875 2344 2813 3750 1/2" 1875 2500 3125 3750 5000 3/4" 2813 3750 4688 5625 7500 1" 3750 5000 6250 7500 10000 (1) BEARING on FRP plate or web controls (Factor of Safety = 3.0; Fp=10,000 psi) The designer must confirm that no other component of connection controls. BOLT SHEAR Bolt Allowable for Given Bolt Diameter (2) BOLT TYPE & APPLICATION 3/8" 1/2" BOLT DIAMETER 5/8" 3/4". 1" 316SS- single shear (3) 1408 2503 3912 5633 10014 316SS- double shear 2816 5007 7823 11265 20027 FRP threaded rod (4) single shear 300 600 900 1000 2050 FRP threaded rod - double shear 600 1200 1800 20001 4100 (2) The designer must confirm that no other component of connection controls. (3) SHEAR of bolt controls. Fv= 0.17*FU = 0.17* 75; 000 psi = 12,750 psi (4) SHEAR of FRP threaded rod controls (Factor of Safety = 4.0). Ultimate values from Dynaforma Design Guide RATIO OF EDGE DISTANCE TO FASTENER DIAMETER Edge Distance - cl* bolt to END Edge Distance - cl* bolt to SIDE Bolt Pitch - cl* to cl* * - "cl" is centerline RANGE RECOMMENDED 2.0-4.0 3.0 1.5-3.5 2.5 4.0-5.0 5.0 www.fibergrate.com I 800-527-4043 57 223 Stri ger 3esign Tales - OSI IA Stringer Design Table - OSHA Design Criteria 3'-0" Wide Stair Only Notes: 1. Slope range is 30° to 50° 2. OSHA does not limit the maximum rise 3. Design is for a 1000 lb stair load, 500 Ib.point load/stringer UDa180 4.C8=C8"x2-3/16"x3/8";C10=C10"x2-3/4"x1/2" Horizontal Run in Feet 7 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 24. 21 1 C8 2 C8 C8 3 C8 C8 C8 I 4 C8 C8 C8 ' 5 C8 C8 C8 C8 6 C8 C8 C8 C8 C8 Stringers lateral below bracing. double lines See detail. re uire 7 C8 C8 C8 C8 C8 C8 C8 8 C8 C8 C8 C8 C8 C8 C8 ;;! 9 C8 C8 C8 C8 C8 C8 C8 C8 d . m aNc 10 C8 C8 C8 C8 C8 C8 C8 C8 11 j! C8 IJ C8 C8 C8 C8 C8 C10 C10 C10 C10 -15 12 C8 C8 C8 C8 C8 C10 C10 C10 C10 C101 t.y 13 C8 C8 C8 C8 C10 C10 C10 C10 C10 C10 C10 14 C8 C8 C10 C10 C10 C70 C10 C10 JC10 C10 15 C10 C10 C10 C10 C10 C10 .: C10 00 C10 [16 ... '; ' Stn longer gers�below heavy.blacklines are , . C1U, 'C10 ^C10 (10 C10 C10$ C1,0 Ci0 17 than 20'-0". These require a splice or pull to length. C10 C10 C10 C10 C10 1.C10, C10 18 C10 C10 C10 C10 „C10C10 v ar 58 www.fibergrate.com 800-527-4043 224 \_Stair Solations - Pultruded Stair Treads Safe T Span° Pultruded Industrial/Pedestrian Stair Treads Slip resistant and non conductive, Safe T Span pultruded stair treads offer the same level of safety, strength and corrosion resistance as other Fibergrate pultruded fiberglass products. Designed for use in industrial applications where wider support spans are required, Safe -T -Span pultruded stair treads are available in 1" and 1-1/2" depths in an I bar configuration with 40% and 60% open areas for most applications. A 2" depth T bar configuration, with either a 33% or 50% open area, is also available for applications requiring wider spans'or lower deflections. Safe -T -Span pultruded pedestrian stair treads are available in 1" and 1-1/2"depths in a T bar configuration, with 12%, 25% and 38% open areas. The application shown here utilizes Safe -T -Span pultruded industrial stair treads. These are used in conjunction with Dynarail® handrail and Dynaform® structure to construct a stairway leading from the ocean, up the rocky side of a cliff, to a research, center located on Farallon Island, off the San Francisco coast. Industrial Stair Tread Load/Deflection Information NOTES: 1. It is suggested that stair tread deflection be limited to SPAN/150. Deflections based on this ratio are provided at the top of the table. 2. Deflection in the body of the table are for concentrated loads of both 250 lbs. and 500 lbs. A concentrated load is applied at the center of the tread, over a width of 4" and a length of 6", starting at the nosing edge to simulate the landing of a foot. 3. Deflections are not appreciably different due to stair tread depth. Actual depth will vary depending on stair tread configuration. 6 225 www.fibergrate.com 1800-527-4043 (lbs.) SPAN gli4 913 a3 ai 42= ° 48 TREADLoad TYPE SPAN/150 0@ AO cga 23 ,28 2 1" Deep, 16010 250 .03 .08 .14 .22 .34 .46 500 .07 .15 .28 .44 - - ? 250 '_01 02 04 :06 09 ,7 :13 717/2-6,Deep, 500 .02 :04 ' .08 . ! .11 ( :18 ,/ .26 2" Deep, T5020 250 .01 .02 .03 .04 .06 .09 500 .02 .04 .06 .09 .12 .18 1" Deep, 14010 250 X02 .05 .10 .16 .24 .33 500 :05 .11 .20 .32 :49 1-1/2" Deep, 14015 250 .01 .01 .03 .04 .06 .09 500 .02 .03 ..05 .07 .12 .17 2" Deep, T3320 250 .01 :01 .02 .03 .05 .07 500 .02 .03 .04 :06 .09 .14 NOTES: 1. It is suggested that stair tread deflection be limited to SPAN/150. Deflections based on this ratio are provided at the top of the table. 2. Deflection in the body of the table are for concentrated loads of both 250 lbs. and 500 lbs. A concentrated load is applied at the center of the tread, over a width of 4" and a length of 6", starting at the nosing edge to simulate the landing of a foot. 3. Deflections are not appreciably different due to stair tread depth. Actual depth will vary depending on stair tread configuration. 6 225 www.fibergrate.com 1800-527-4043 Pultruded Treads & Accessories Pedestrian Stair Tread Load/Deflection Information NOTES' 0 1. It Is suggested that stair tread deflection be lim ted to SPAN/150. Deflections based on this ratio are provided et the top of the table. 2. Deflection In the body of the table are for concentrated loads of both 250 lbs. and 500 lbs. A concentrated load is applied at the center of the head, over a width of 4" and a length of 6", starting at the nosing edge to simulate the landing of a foot. 3. Deflections are not appreciably different due to stair tread depth. Actual depth will vary depending on stair tread configuration. Clip Assemblies for Stair Solutions Products TYPE M HOLD DOWN CLIPS: Secure open mesh treads to a support using two adjacent grating bars for a secure fit. Similar in design to metal grating saddle clips. TYPE H (TRUSS HEAD) STRUCTURAL CLIPS: Secure stair tread covers to an existing stair tread. If Stair Tread Installation Note All load carrying bars of both molded and pultruded stair treads (especially the nosing bar of the tread) must be fully supported at its ends to be considered properly installed. To maintain corrosion resistance and structural integrity, all cut ends must be sealed with Fibergrate's sealing and bonding kit. TYPE WLP STRUCTURAL CLIPS: Secure covered treads to a structure or stair tread covers to an existing stair tread. TYPE M HOLD DOWN CLIP ASSEMBLIES FOR PULTRUDED STAIR TREADS: M140 for 14010 and 14015 treads, M160 for 16010 and 16015 treads, MT5020 for T5020 treads, MT3320 for T3320 treads. 226 www.fibergrate.com I 800-527-4043 7 Load (lbs.) SPAN c . 48 TREAD TYPE SPAN/150 ag Si S3 S3 at 1" Deep, T1210 250 .06 .13 .19 .26 .37 .47 500 .10 .22 .34 .46 - - 1-1/2" Deep, T1215 250 .0.5 .07 .09 .11 .15 :.1,8 500 •.08 .12 A 6 .20 .28 3.6 1" Deep, T2510 250 .05 .13 .20 .27 .39 .50 500 .09 .23 .37 .50 - - 1-1/2" Deep, T2515 250 .03 :06 .09 4 .12 .15 ;18 500 .05 •11 .16 ' .21 .28 .35 1" Deep, T3810 250 .06 .15 .23 .32 .47 - 500 .09 .25 .41 - - - 1-1/2" Deep, T3815 250 :03 .06 .09 .12 .18 .23 500 .05 .11 17 .23 34 :45 NOTES' 0 1. It Is suggested that stair tread deflection be lim ted to SPAN/150. Deflections based on this ratio are provided et the top of the table. 2. Deflection In the body of the table are for concentrated loads of both 250 lbs. and 500 lbs. A concentrated load is applied at the center of the head, over a width of 4" and a length of 6", starting at the nosing edge to simulate the landing of a foot. 3. Deflections are not appreciably different due to stair tread depth. Actual depth will vary depending on stair tread configuration. Clip Assemblies for Stair Solutions Products TYPE M HOLD DOWN CLIPS: Secure open mesh treads to a support using two adjacent grating bars for a secure fit. Similar in design to metal grating saddle clips. TYPE H (TRUSS HEAD) STRUCTURAL CLIPS: Secure stair tread covers to an existing stair tread. If Stair Tread Installation Note All load carrying bars of both molded and pultruded stair treads (especially the nosing bar of the tread) must be fully supported at its ends to be considered properly installed. To maintain corrosion resistance and structural integrity, all cut ends must be sealed with Fibergrate's sealing and bonding kit. TYPE WLP STRUCTURAL CLIPS: Secure covered treads to a structure or stair tread covers to an existing stair tread. TYPE M HOLD DOWN CLIP ASSEMBLIES FOR PULTRUDED STAIR TREADS: M140 for 14010 and 14015 treads, M160 for 16010 and 16015 treads, MT5020 for T5020 treads, MT3320 for T3320 treads. 226 www.fibergrate.com I 800-527-4043 7 SITTS 8- HILL ENGINEERS, INC. TACOMA, WASHINGTON x(253)) 474-9449 PROJECT DESIGNED DATE /II'{Z JOB2'1C CHECKED DATE SHEET OF 227 ---- ------------------- g)_c L. --i vr _ - - I -1 - --13- j t --; .i_i_ _ . _I t --H, --- -----_J---- I--- ---- -�- - �--- ------- ----- � " ��a �ol r ---.A-1 cd _ - _ - - - -- �_ J -- - ------- --- - - - - - -- - 1111-- -- — -- -J- — --�- --�- 1 - - - i- .i.. - --- - --1-- ---- 1 --� -- — 1_1— - - - -- 1111- - - -- 1 __J . L 1111 i i-1 I - _ - i- -- I II 1- -- -r- - _-�---------------------1111-- ----I-__- --------- ---.. �� - 1 __. --- r I__-_ i __ _ 1 L __4 _1 _J ` J_1-1-_--1-1 .. _ 1 J_ - - 227 Sifts & Hill Engineers, Inc. 4815 Center Street Project Title: Engineer: Project Descr: Project ID: Printed: 19 JAN 2018, 9:32AM Steel Beam Lic. # : KW -06002611 Description : Steel Blocking at Roof Below Stair Stringer CODE REFERENCES File = P:1180001180001CalalationslStmcturaA18000.ed ENERCALC, INC. 1983-2017,' Buid:10.17.12.10, Ver.. 0.17.12.1( Licensee : sitts & hill engineering, inc. Calculations per AISC 360-10, IBC 2015, ASCE 7-10 Load Combination Set : ASCE 7-10 I Material Properties Analysis Method : Allowable Strength Design Beam Bracing : Completely Unbraced Bending Axis : Major Axis Bending Fy : Steel Yield : E: Modulus : 36 ksi 29,000.0 ksi Applied Loads Beam self weight calculated and added to loading Load(s) for Span Number 1 Point Load : D = 0.2625, L = 1.750 k @ 3.50 ft DESIGN SUMMARY 1 Service loads entered. Load Factors will be applied for calculations. Design OK Maximum Bending Stress Ratio = Section used for this span Ma : Applied Mn / Omega : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.368: 1 L6x6x1/2 3.642 k -ft 9.895 k -ft +D+L 3.500 ft Span # 1 Maximum Shear Stress Ratio = Section used for this span Va : Applied Vn/Omega : Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.038 in Ratio = 0.038 in Ratio = 0.045 in Ratio = 0.000 in Ratio = 2,233 >=360 2,233 >=360 1863 >=180 0 <180 0.028 : 1 L6x6x1 /2 1.075 k 38.802 k +D+L 0.000 ft Span # 1 Maximum Forces 8 Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Segment Length Span # M V Mmax + Summary of Shear Values Mmax - Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega D Only Dsgn. L = +D+L Dsgn. L = +D+0.750L Dsgn. L = +0.60D Dsgn. L = 7.00 ft 7.00 ft 7.00 ft 1 0.059 1 0.368 1 0.291 0.005 0.58 0.028 3.64 • 0.022 2.88 7.00 ft 1 0.035 0.003 0.35 Overall Maximum Deflections 0.58 16.52 9.89 1.27 1.00 3.64 16.52 9.89 1.31 1.00 2.88 16.52 9.89 1.31 1.00 0.35 16.52 9.89 1.27 1.00 0.20 1.07 0.86 0.12 64.80 64.80 64.80 64.80 38.80 38.80 38.80 38.80 Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+L 1 I Vertical Reactions 0.0451 3.520 Support notation : Far left is #1 0.0000 Values in KIPS 0.000 Load Combination Support 1 Support 2 Overall MAXimum Overall MINimum D Only +D+L +D+0.750L +0.60D L Only 1.075 0.120 0.200 1.075 0.856 0.120 0.875 1.075 0.120 0.200 1.075 0.856 0.120 0.875 228 Sifts & Hill Engineers, Inc. 4815 Center Street Steel Column Project Title: Engineer: Project Descr: Project ID: Printed: 19 JAN 2018, 9:38AM File = P:1180001180001Calculations\Structural118000.ecE ENERCALC, INC. 1983,2017,' Bufld:10.17.12.10, Ver..10.17.12.1( .Licensee : sitts & hill engineering, inc. Description : Steel Column at Roof Stair r Code References Calculations per AISC 360-10, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used : ASCE 7-10 General Information Steel Section Name : Analysis Method : Steel Stress Grade Fy : Steel Yield E : Elastic Bending Modulus Pipe4 Std Allowable Strength 35.0 ksi 29,000.0 ksi Applied Loads Column self weight included : 76.006 lbs * Dead Load Factor AXIAL LOADS... Axial Load at 7.0 ft, D = 0.2625, L = 1.750 k DESIGN SUMMARY Overall Column Height 7 ft Top & Bottom Fixity Top Free, Bottom Fixed Brace condition for deflection (buckling) along columns : X -X (width) axis : Unbraced Length for X -X Axis buckling = 7 ft, K = 2.1 Y -Y (depth) axis : Unbraced Length for Y -Y Axis budding = 7 ft, K = 2.1 Service loads entered. Load Factors will be applied for calculations. Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = Load Combination Location of max.above base At maximum location values are Pa : Axial Pn / Omega : Allowable Ma -x : Applied Mn -x I Omega : Allowable Ma -y : Applied Mn -y / Omega : Allowable PASS Maximum Shear Stress Ratio = Load Combination Location of max.above base At maximum location values are ... Va : Applied Vn / Omega : Allowable Load Combination Results 0.06747 1 +D+L 0.0 ft 2.089 k 30.957 k 0.0 k -ft 7.073 k -ft 0.0 k -ft 7.073 k -ft 0.0 :1 0.0 ft 0.0 k 0.0 k Maximum Load Reactions.. Top along X -X Bottom along X -X Top along Y -Y Bottom along Y -Y Maximum Load Deflections ... Along Y -Y 0.0 in for load combination : Along X -X 0.0 in for load combination : 0.0 k 0.0 k 0.0 k 0.0 k at 0.0 ft above base at 0.0ft above base Load Combination Maximum Axial + Bending Stress Ratios Stress Ratio Status Location Maximum Shear Ratios Stress Ratio Status Location D Only +D+L +D+0.750L +0.60D 0.011 0.067 0.053 0.007 Maximum Reactions PASS PASS PASS PASS 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.000 0.000 0.000 0.000 Load Combination D Only +D+L +D+0.750L +0.60D L Only Axial Reaction X -X Axis Reaction @ Base @ Base @ Top 0.339 2.089 1.651 0.203 1.750 Extreme Reactions k Y -Y Axis Reaction @ Base @ Top PAS& 0.00 ft PASS 0.00 ft PASS 0.00 ft PASS 0.00 ft Note: Only non -zero reactions are listed. Mx - End Moments k -ft My - End Moments @ Base �@ Top @ Base @ Top Item Axial @ Base Axial Reaction Extreme Value @ Base Maximum 2.089 Minimum 0.203 X -X Axis Reaction @ Base @ Top k Y -Y Axis Reaction @ Base @ Top Mx - End Moments k -ft My - End Moments @ Base s@ Top @ Base @ Top 229 Sifts & Hill Engineers, Inc. 4815 Center Street Project Title: Engineer: Project Descr: Project ID: Printed: 19 JAN 2018, 9:38AM Steel Column Lic. # : KW -06002611 Description : Steel Column at Roof Stair Extreme Reactions File = P:118000\180001Caloilations\StructuraM'8o00.ecf IENERCALC, INC.1983-2017„BuildaR;t7.12.10, Ver..10:17,12.1( Licensee : sitts & hill engineering, inc. Axial Reaction X -X Axis Reaction k Y -Y Axis Reaction Item Extreme Value @ Base @ Base @ Top @ Base @ Top Mx - End Moments k -ft My - End Moments @ Base @Top @ Base @ Top Reaction, X -X Axis Base Maximum Minimum Reaction, Y -Y Axis Base Maximum Minimum Reaction, X -X Axis Top Maximum Minimum Reaction, Y -Y Axis Top Maximum Minimum Moment, X -X Axis Base Maximum Minimum Moment, Y -Y Axis Base Maximum Minimum Moment, X -X Axis Top Maximum Minimum Moment, Y -Y Axis Top Maximum Minimum 0.339 0.339 0.339 0.339 0.339 0.339 0.339 0.339 0.339 0.339 0.339 0.339 0.339 0.339 0.339 0.339 Maximum Deflections for Load Combinations Load Combination Max. X -X Deflection Distance Max. Y -Y Deflection Distance D Only +D+L +D+0.750L +0.60D L Only 1 Steel Section Properties : 0.0000 in 0.0000 in 0.0000 in 0.0000 in 0.0000 in 1 Pipe4 Std 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 in 0.000 in 0.000 in 0.000 in 0.000 in 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft Depth = 4.500 in I xx = 6.82 inA4 J 13.600 inA4 S xx = 3.03 inA3 Diameter = 4.500 in R xx = 1.510 in Wall Thick = 0.237 in Zx = 4.050 inA3 Area = 2.970 inA2 I yy = 6.820 inA4 Weight = 10.858 plf S yy = 3.030 inA3 Ryy = 1.510 in Ycg = 0.000 in 230 Sifts & Hill Engineers, Inc. 4815 Center Street Project Title: Engineer: Project Descr: Description : Steel Column at Roof Stair Sketches Project ID: Printed: 19 JAN 2018, 9:38AM FileFP.1180001'180001Calculation llsWct r-4118000RE ENERCALC, !Nov 98.320:171Biiild:1117:12.106110:17:1Il Licensee : sitts & hill engineering Y 231 SITTS £t HILL ENGINEERS, INC. TACOMA, WASHINGTON (253) 474-9449 PROJECT DESIGNED -- DATE V1( --/I.' JOB I )C CHECKED DATE SHEET OF 'Gi_ " 5-,Y' 1' -1 /'iC/7 Ynt -N, (. '' ✓tet F 232 -J- O O O o 0 0 J A91 A S -i 4.0 ) g II I u I 1` S-9 Jm-S .0-9 Y9 m -i 233 Sifts & Hill Engineers, Inc. 4815 Center Street Steel;Beam Description : Project Title: Engineer: Project Descr: HSS Antenna Support Beam (Member P1) CODE<REFERENCES Project ID: Printed: 16 JAN 2018, 4:22PM File P:N80001180001CalculationsIStrui tiat18000.ecE ENERCALC .1�3 INC -2017 Bui d d 1712.10 eV r1017.12:1t Licensee : sitts & hill engineering, inc. Calculations per AISC 360-10, IBC 2015, ASCE 7-10 Load Combination Set : ASCE 7-10 Material Properties Analysis Method : Allowable Strength Design Beam Bracing : Completely Unbraced Bending Axis : Major Axis Bending Fy : Steel Yield : E: Modulus : 46.0 ksi 29,000.0 ksi b D(0.018751,L(0.06250) HSS8x4x1/4 HSS8x4x1/4 Span = 4.0 ft Span = 8.0 ft HSS8x4x1 /4 Span = 8.0 ft HSS8x4x1 /4 Span = 8.0 ft I HSS8x4x1 /4 Span =4.0ft Applied Loads Beam self weight calculated and added to loading Loads on all spans... Uniform Load on ALL spans : D = 0.0150, L = 0.050 ksf, Tributary Width = 1.250 ft Service loads entered. Load Factors will be applied for calculations. DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span Ma : Applied Mn / Omega : Allowable 0..026: 1 HSS8x4x1/4 0.802 k -ft 30.529 k -ft Load Combination +D+L+H, LL Comb Run (L****) Location of maximum on span 4.000ft Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Maximum Shear Stress Ratio = Section used for this span Va : Applied Vn/Omega : Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.011 in Ratio = 8,691 >=360 0.011 in Ratio = 8,691 >=360 0.014 in Ratio = 6808 >=180 -0.003 in Ratio = 28113 >=180 Design OK 0.008 : 1 HSS8x4x1 /4 0.4702 k 56.229 k +D+L+H, LL Comb Run (LL*L*) 4.000 ft Span # 1 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V Summary of Moment Values Mmax + Summary of Shear Values Mmax - Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega +D+H Dsgn. L = 4.00 ft 1 Dsgn. L = 8.00 ft 2 Dsgn. L = 8.00 ft 3 Dsgn. L = 8.00 ft 4 Dsgn. L = 4.00 ft 5 +D+L+H, LL Comb Run (****L) Dsgn. L = 4.00 ft 1 Dsgn. L = 8.00 ft 2 Dsgn. L = 8.00 ft 3 Dsgn. L = 8.00 ft 4 Dsgn. L = 4.00 ft 5 +D+L+H, LL Comb Run (***L*) Dsgn. L = 4.00 ft 1 Dsgn. L = 8.00 ft 2 Dsgn. L = 8.00 ft 3 Dsgn. L = 8.00 ft 4 Dsgn. L = 4.00 ft 5 +D+L+H, LL Comb Run (***LL) Dsgn. L = 4.00 ft 1 Dsgn. L = 8.00 ft 2 Dsgn. L = 8.00 ft 3 Dsgn. L = 8.00 ft 4 0.010 0.003 -0.30 0.30 50.98 30.53 1.00 1.00 0.17 93.90 56.23 0.010 0.003 0.06 -0.30 0.30 50.98 30.53 3.00 1.00 0.17 93.90 56.23 0.006 0.003 0.12 -0.18 0.18 50.98 30.53 1.88 1.00 0.15 93.90 56.23 0.010 0.003 0.06 -0.30 0.30 50.98 30.53 3.00 1.00 0.17 93.90 56.23 0.010 0.003 -0.30 0.30 50.98 30.53 1.00 1.00 0.15 93.90 56.23 0.010 0.003 -0.30 0.30 50.98 30.53 1.00 1.00 0.16 93.90 56.23 0.010 0.003 0.05 -0.30 0.30 50.98 30.53 3.00 1.00 0.17 93.90 56.23 0.007 0.003 0.18 -0.21 0.21 50.98 30.53 1.50 1.00 0.17 93.90 56.23 0.026 0.007 -0.00 -0.80 0.80 50.98 30.53 2.72 1.0D 0.40 93.90 56.23 0.026 0.007 -0.80 0.80 50.98 30.53 1.00 1.0D 0.40 93.90 56.23 0.010 0.003 -0.30 0.30 50.98 30.53 1.00 1.00 0.17 93.90 56.23 0.010 0.003 0.10 -0.30 0.30 50.98 30.53 2.68 1.0D 0.17 93.90 56.23 0.015 0.007 0.04 -0.45 0.45 50.98 30.53 3.00 1.00 0.42 93.90 56.23 0.015 0.007 0.43 -0.45 0.45 50.98 30.53 1.34 1.00 0.42 93.90 56.23 0.010 0.003 -0.30 0.30 50.98 30.53 1.00 1.00 0.15 93.90 56.23 0.010 0.010 0.010 0.026 0.003 0.003 0.006 0.008 0.08 0.08 0.26 -0.30 -0.30 -0.31 -0.80 234 0.30 50.98 30.53 1.00 1.00 0.17 93.90 56.23 0.30 50.98 30.53 2.92 1.00 0.17 93.90 56.23 0.31 50.98 30.53 2.98 1.00 0.34 93.90 56.23 0.80 50.98 30.53 2.70 1.00 0.46 93.90 56.23 Sifts & Hill Engineers, Inc. 4815 Center Street Project Title: Engineer: Project Descr: Project ID: Pnnted: 16 JAN 2018, 4:22PM Lic. # : KW -06002611 Description : HSS Antenna Support Beam (Member P1) Load Combination Segment Length Span # Max Stress Ratios M V File=,P:1180001180001CalculationsZtructura1118000.ecf ENERCALC, INC.1983-2017; Build:1'0.17.12.10, Ver..10.17.12.1( Licensee : sitts & hill engineering, inc. Summary of Moment Values Summary of Shear Values Mmax + Mmax - Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Dsgn. L = 4.00 ft 5 +D+L+H, LL Comb Run (**L**) Dsgn. L = 4.00 ft 1 Dsgn. L = 8.00 ft 2 Dsgn. L = 8.00 ft 3 Dsgn. L = 8.00 ft 4 Dsgn. L = 4.00 ft 5 +D+L+H, LL Comb Run (**L*L) Dsgn. L = 4.00 ft 1 Dsgn. L = 8.00 ft 2 Dsgn. L = 8.00 ft 3 Dsgn. L = 8.00 ft 4 Dsgn. L = 4.00 ft 5 +D+L+H, LL Comb Run (**LL*) Dsgn. L = 4.00 ft 1 Dsgn. L = 8.00 ft 2 Dsgn. L = 8.00 ft 3 Dsgn. L = 8.00 ft 4 Dsgn. L = 4.00 ft 5 +D+L+H, LL Comb Run (**LLL) Dsgn. L = 4.00 ft 1 Dsgn. L = 8.00 ft 2 Dsgn. L = 8.00 ft 3 Dsgn. L = 8.00 ft 4 Dsgn. L = 4.00 ft 5 +D+L+H, LL Comb Run (*L***) Dsgn. L = 4.00 ft 1 Dsgn. L = 8.00 ft 2 Dsgn. L = 8.00 ft 3 Dsgn. L = 8.00 ft 4 Dsgn. L = 4.00 ft 5 +D+L+H, LL Comb Run (*L**L) Dsgn. L = 4.00 ft 1 Dsgn. L = 8.00 ft 2 Dsgn. L = 8.00 ft 3 Dsgn. L = 8.00 ft 4 Dsgn. L = 4.00 ft 5 +D+L+H, LL Comb Run (*L*L*) Dsgn. L = 4.00 ft 1 Dsgn. L = 8.00 ft 2 Dsgn. L = 8.00 ft 3 Dsgn. L = 8.00 ft 4 Dsgn. L = 4.00 ft 5 +D+L+H, LL Comb Run (*L*LL) Dsgn. L = 4.00 ft 1 Dsgn. L = 8.00 ft 2 Dsgn. L = 8.00 ft 3 Dsgn. L = 8.00 ft 4 Dsgn. L = 4.00 ft 5 +D+L+H, LL Comb Run (*LL**) Dsgn. L = 4.00 ft 1 Dsgn. L = 8.00 ft 2 Dsgn. L = 8.00 ft 3 Dsgn. L = 8.00 ft 4 Dsgn. L = 4.00 ft 5 +D+L+H, LL Comb Run (*LL*L) Dsgn. L = 4.00 ft 1 Dsgn. L = 8.00 ft 2 Dsgn. L = 8.00 ft 3 Dsgn. L = 8.00 ft 4 Dsgn. L = 4.00 ft 5 +D+L+H, LL Comb Run (*LLL*) Dsgn. L = 4.00 ft 1 Dsgn. L = 8.00 ft 2 Dsgn. L = 8.00 ft 3 Dsgn. L = 8.00 ft 4 Dsgn. L = 4.00 ft 5 +D+L+H, LL Comb Run (*LLLL) Dsgn. L = 4.00 ft 1 0.026 0.007 0.010 0.003 0.012 0.007 -0.00 0.014 0.007 0.42 0.012 0.003 -0.00 0.010 0.003 0.010 0.003 0.014 0.008 -0.00 0.015 0.008 0.47 0.026 0.007 -0.00 0.026 0.007 0.010 0.003 0.010 0.006 -0.00 0.021 0.008 0.33 0.021 0.008 0.34 0.010 0.003 0.010 0.003 0.011 0.007 -0.00 0.017 0.008 0.37 0.026 0.008 0.15 0.026 0.007 0.010 0.007 0.015 0.007 0.43 0.015 0.003 0.04 0.010 0.003 0.10 0.010 0.003 0.010 0.007 0.016 0.008 0.41 0.016 0.004 0.12 0.026 0.007 0.05 0.026 0.007 0.010 0.007 0.015 0.007 0.46 0.012 0.007 -0.00 0.015 0.007 0.46 0.010 0.003 0.010 0.007 0.015 0.007 0.44 0.014 0.006 -0.00 0.026 0.008 0.30 0.026 0.007 0.010 0.006 0.021 0.008 0.34 0.021 0.008 0.33 0.010 0.003 -0.00 0.010 0.003 0.010 0.006 0.022 0.008 0.32 0.022 0.008 0.39 0.026 0.007 -0.00 0.026 0.007 0.010 0.007 0.019 0.008 0.37 0.019 0.008 0.22 0.019 0.008 0.37 0.010 0.003 0.010 0.006 -0.80 0.80 50.98 30.53 1.00 1.00 0.40 93.90 56.23 -0.30 -0.38 -0.38 -0.38 -0.30 -0.30 -0.41 -0.41 -0.80 -0.80 -0.30 -0.31 -0.65 -0.65 -0.30 -0.30 -0.35 -0.51 -0.80 -0.80 -0.30 -0.45 -0.45 -0.30 -0.30 -0.30 -0.48 -0.48 -0.80 -0.80 -0.30 -0.38 -0.38 -0.38 -0.30 -0.30 -0.41 -0.41 -0.80 -0.80 -0.30 -0.65 -0.65 -0.31 -0.30 -0.30 -0.68 -0.68 -0.80 -0.80 -0.30 -0.58 -0.58 -0.58 -0.30 0.30 0.38 0.42 0.38 0.30 0.30 0.41 0.47 0.80 0.80 0.30 0.31 0.65 0.65 0.30 0.30 0.35 0.51 0.80 0.80 0.30 0.45 0.45 0.30 0.30 0.30 0.48 0.48 0.80 0.80 0.30 0.46 0.38 0.46 0.30 0.30 0.44 0.41 0.80 0.80 0.30 0.65 0.65 0.31 0.30 0.30 0.68 0.68 0.80 0.80 0.30 0.58 0.58 0.58 0.30 50.98 50.98 50.98 50.98 50.98 50.98 50.98 50.98 50.98 50.98 50.98 50.98 50.98 50.98 50.98 50.98 50.98 50.98 50.98 50.98 50.98 50.98 50.98 50.98 50.98 50.98 50.98 50.98 50.98 50.98 50.98 50.98 50.98 50.98 50.98 50.98 50.98 50.98 50.98 50.98 50.98 50.98 50.98 50.98 50.98 50.98 50.98 50.98 50.98 50.98 50.98 50.98 50.98 50.98 50.98 30.53 30.53 30.53 30.53 30.53 30.53 30.53 30.53 30.53 30.53 30.53 30.53 30.53 30.53 30.53 30.53 30.53 30.53 30.53 30.53 30.53 30.53 30.53 30.53 30.53 30.53 30.53 30.53 30.53 30.53 30.53 30.53 30.53 30.53 30.53 30.53 30.53 30.53 30.53 30.53 30.53 30.53 30.53 30.53 30.53 30.53 30.53 30.53 30.53 30.53 30.53 30.53 30.53 30.53 30.53 1.00 2.64 1.30 2.64 1.00 1.00 2.53 1.26 2.14 1.00 1.00 3.00 2.23 2.20 1.00 1.00 2.80 1.70 3.00 1.00 1.00 1.34 3.00 2.68 1.00 1.00 1.47 2.69 2.79 1.00 1.00 1.27 2.17 1.27 1.00 1.00 1.28 2.91 2.54 1.00 1.00 2.20 2.23 3.00 1.00 1.00 2.36 2.02 2.30 1.00 1.00 1.89 2.96 1.89 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.15 0.40 0.40 0.16 0.15 0.15 0.42 0.42 0.40 0.40 0.15 0.36 0.44 0.44 0.15 0.15 0.38 0.42 0.44 0.40 0.38 0.42 0.19 0.17 0.15 0.38 0.42 0.21 0.40 0.40 0.39 0.41 0.41 0.41 0.15 0.39 0.42 0.33 0.47 0.40 0.36 0.44 0.44 0.15 0.15 0.35 0.46 0.46 0.40 0.40 0.37 0.44 0.44 0.44 0.15 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 -0.30 0.30 50.98 30.53 1.00 1.00 0.36 93.90 56.23 235 Sifts & Hill Engineers, Inc. 4815 Center Street Project Title: Engineer: Project Descr: Project ID: Printed: 16 JAN 2018, 4:22PM Steel Beam Lic. # : KW -06002611 Description : Load Combination HSS Antenna Support Beam (Member P1) Max Stress Ratios file = P.:1180001180001CalculatianslSWctura918000.ec€' ENERCALC, INC. 1983-2017, Build: 10:17.12.10, Ver.10.17.12:1t Licensee : sitts & hill engineering, inc. Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma Max Mnx MnxlOmega Cb Rm Va Max Vnx Vnx/Omega Dsgn. L = 8.00 ft 2 0.020 0.008 0.35 -0.61 0.61 50.98 30.53 2.04 1.00 0.44 93.90 56.23 Dsgn. L = 8.00 ft 3 0.020 0.008 0.27 -0.61 0.61 50.98 30.53 2.53 1.00 0.42 93.90 56.23 Dsgn. L = 8.00 ft 4 0.026 0.008 0.19 -0.80 0.80 50.98 30.53 3.00 1:00 0.45 93.90 56.23 Dsgn. L = 4.00 ft 5 0.026 0.007 -0.80 0.80 50.98 30.53 1.00 1.00 0.40 93.90 56.23 +D+L+H, LL Comb Run (L****) Dsgn. L = 4.00 ft 1 0.026 0.007 -0.80 0.80 50.98 30.53 1.00 1.00 0.40 93.90 56.23 Dsgn. L = 8.00 ft 2 0.026 0.004 -0.00 -0.80 0.80 50.98 30.53 2.72 1.00 0.25 93.90 56.23 Dsgn. L = 8.00 ft 3 0.007 0.003 0.18 -0.21 0.21 50.98 30.53 1.50 1.00 0.17 93.90 56.23 Dsgn. L = 8.00 ft 4 0.010 0.003 0.05 -0.30 0.30 50.98 30.53 3.00 1.00 0.16 93.90 56.23 Dsgn. L = 4.00 ft 5 0.010 0.003 -0.30 0.30 50.98 30.53 1.00 1.00 0.15 93.90 56.23 +D+L+H, LL Comb Run (L***L) Dsgn. L = 4.00 ft 1 0.026 0.007 -0.80 0.80 50.98 30.53 1.00 1.00 0.40 93.90 56.23 Dsgn. L = 8.00 ft 2 0.026 0.004 -0.00 -0.80 0.80 50.98 30.53 2.60 1.00 0.24 93.90 56.23 Dsgn. L = 8.00 ft 3 0.007 0.003 0.22 -0.08 0.22 50.98 30.53 1.20 1.00 0.15 93.90 56.23 Dsgn. L = 8.00 ft 4 0.026 0.007 -0.00 -0.80 0.80 50.98 30.53 2.60 1.00 0.40 93.90 56.23 Dsgn. L = 4.00 ft 5 0.026 0.007 -0.80 0.80 50.98 30.53 1.00 1.00 0.40 93.90 56.23 +D+L+H, LL Comb Run (L**L*) Dsgn. L = 4.00 ft 1 0.026 0.007 -0.80 0.80 50.98 30.53 1.00 1.00 0.40 93.90 56.23 Dsgn. L = 8.00 ft 2 0.026 0.005 0.05 -0.80 0.80 50.98 30.53 2.79 1.00 0.25 93.90 56.23 Dsgn. L = 8.00 ft 3 0.016 0.008 0.12 -0.48 0.48 50.98 30.53 2.69 1.00 0.42 93.90 56.23 Dsgn. L = 8.00 ft 4 0.016 0.008 0.41 -0.48 0.48 50.98 30.53 1.47 1.00 0.42 93.90 56.23 Dsgn. L = 4.00 ft 5 0.010 0.003 -0.30 0.30 50.98 30.53 1.00 1.00 0.15 93.90 56.23 +D+L+H, LL Comb Run (L**LL) Dsgn. L = 4.00 ft 1 0.026 0.007 -0.80 0.80 50.98 30.53 1.00 1.00 0.40 93.90 56.23 Dsgn. L = 8.00 ft 2 0.026 0.004 0.02 -0.80 0.80 50.98 30.53 2.78 1.00 0.25 93.90 56.23 Dsgn. L = 8.00 ft 3 0.011 0.006 0.14 -0.35 0.35 50.98 30.53 2.35 1.00 0.34 93.90 56.23 Dsgn. L = 8.00 ft 4 0.026 0.008 0.24 -0.80 0.80 50.98 30.53 2.79 1.00 0.46 93.90 56.23 Dsgn. L = 4.00 ft 5 0.026 0.007 -0.80 0.80 50.98 30.53 1.00 1.00 0.40 93.90 56.23 +D+L+H, LL Comb Run (L*L**) Dsgn. L = 4.00 ft 1 0.026 0.007 -0.80 0.80 50.98 30.53 1.00 1.00 0.40 93.90 56.23 Dsgn. L = 8.00 ft 2 0.026 0.007 -0.00 -0.80 0.80 50.98 30.53 2.14 1.00 0.38 93.90 56.23 Dsgn. L = 8.00 ft 3 0.015 0.008 0.47 -0.41 0.47 50.98 30.53 1.26 1.00 0.42 93.90 56.23 Dsgn. L = 8.00 ft 4 0.014 0.003 -0.00 -0.41 0.41 50.98 30.53 2.53 1.00 0.17 93.90 56.23 Dsgn. L = 4.00 ft 5 0.010 0.003 -0.30 0.30 50.98 30.53 1.00 1.00 0.15 93.90 56.23 +D+L+H, LL Comb Run (L*L*L) Dsgn. L = 4.00 ft 1 0.026 0.007 -0.80 0.80 50.98 30.53 1.00 1.00 0.40 93.90 56.23 Dsgn. L = 8.00 ft 2 0.026 0.007 -0.00 -0.80 0.80 50.98 30.53 2.07 1.00 0.40 93.90 56.23 Dsgn. L = 8.00 ft 3 0.017 0.007 0.52 -0.28 0.52 50.98 30.53 1.23 1.00 0.40 93.90 56.23 Dsgn. L = 8.00 ft 4 0.026 0.007 -0.00 -0.80 0.80 50.98 30.53 2.07 1.00 0.40 93.90 56.23 Dsgn. L = 4.00 ft 5 0.026 0.007 -0.80 0.80 50.98 30.53 1.00 1.00 0.40 93.90 56.23 +D+L+H, LL Comb Run (L*LL*) Dsgn. L = 4.00 ft 1 0.026 0.007 -0.80 0.80 50.98 30.53 1.00 1.00 0.40 93.90 56.23 Dsgn. L = 8.00 ft 2 0.026 0.006 -0.00 -0.80 0.80 50.98 30.53 2.30 1.00 0.34 93.90 56.23 Dsgn. L = 8.00 ft 3 0.022 0.008 0.39 -0.68 0.68 50.98 30.53 2.02 1.00 0.46 93.90 56.23 Dsgn. L = 8.00 ft 4 0.022 0.008 0.32 -0.68 0.68 50.98 30.53 2.36 1.00 0.45 93.90 56.23 Dsgn. L = 4.00 ft 5 0.010 0.003 -0.30 0.30 50.98 30.53 1.00 1.00 0.15 93.90 56.23 +D+L+H, LL Comb Run (L*LLL) Dsgn. L = 4.00 ft 1 0.026 0.007 -0.80 0.80' 50.98 30.53 1.00 1.00 0.40 93.90 56.23 Dsgn. L = 8.00 ft 2 0.026 0.006 -0.00 -0.80 0.80 50.98 30.53 2.22 1.00 0.36 93.90 56.23 Dsgn. L = 8.00 ft 3 0.018 0.008 0.43 -0.55 0.55 50.98 30.53 1.57 1.00 0.44 93.90 56.23 Dsgn. L = 8.00 ft 4 0.026 0.008 0.13 -0.80 0.80' 50.98 30.53 3.00 1.00 0.43 93.90 56.23 Dsgn. L = 4.00 ft 5 0.026 0.007 -0.80 0.80' 50.98 30.53 1.00 1.00 0.40 93.90 56.23 +D+L+H, LL Comb Run (LL***) Dsgn. L = 4.00 ft 1 0.026 0.008 -0.80 0.80 50.98 30.53 1.00 1.00 0.46 93.90 56.23 Dsgn. L = 8.00 ft 2 0.026 0.008 0.26 -0.80 0.80 50.98 30.53 2.70 1.00 0.46 93.90 56.23 Dsgn. L = 8.00 ft 3 0.010 0.003 0.08 -0.31 0.31 50.98 30.53 2.98 1.00 0.17 93.90 56.23 Dsgn. L = 8.00 ft 4 0.010 0.003 0.08 -0.30 0.30 50.98 30.53 2.92 1.00 0.17 93.90 56.23 Dsgn. L = 4.00 ft 5 0.010 0.003 -0.30 0.30 50.98 30.53 1.00 1.00 0.15 93.90 56.23 +D+L+H, LL Comb Run (LL**L) Dsgn. L = 4.00 ft 1 0.026 0.008 -0.80 0.80 50.98 30.53 1.00 1.00 0.46 93.90 56.23 Dsgn. L = 8.00 ft 2 0.026 0.008 0.24 -0.80 0.80 50.98 30.53 2.79 1.00 0.46 93.90 56.23 Dsgn. L = 8.00 ft 3 0.011 0.003 0.14 -0.35 0.35 50.98 30.53 2.35 1.00 0.19 93.90 56.23 Dsgn. L = 8.00 ft 4 0.026 0.007 0.02 -0.80 0.80 50.98 30.53 2.78 1.00 0.40 93.90 56.23 Dsgn. L = 4.00 ft 5 0.026 0.007 -0.80 0.80 50.98 30.53 1.00 1.00 0.40 93.90 56.23 +D+L+H, LL Comb Run (LL*L*) Dsgn. L = 4.00 ft 1 0.026 0.008 -0.80 0.80 50.98 30.53 1.00 1.00 0.47 93.90 56.23 Dsgn. L = 8.00 ft 2 0.026 0.008 0.30 -0.80 0.80 50.98 30.53 2.54 1.00 0.47 93.90 56.23 Dsgn. L = 8.00 ft 3 0.014 0.007 -0.00 -0.41 0.41 50.98 30.53 2.91 1.00 0.42 93.90 56.23 Dsgn. L = 8.00 ft 4 0.015 0.007 0.44 -0.41 0.44 50.98 30.53 1.28 1.00 0.42 93.90 56.23 236 Sifts & Hill Engineers, Inc. 4815 Center Street Project Title: Engineer: Project Descr: Project ID: Printed: 16 JAN 2018, 4:22PM Steel- Beam Lic. # : KW -06002611 Description : HSS Antenna Support Beam (Member P1) Load Combination Segment Length Span # Max Stress Ratios File •P.:1180001180001Calculations1Strudtura1118000.ed€ ENERCALC, INC.1983-2017, Build:10.17.12.10, Ver.10.17.12.1f Licensee : sitts & hill engineering, inc. Summary of Moment Values M V Mmax + Mmax - Ma Max Summary of Shear Values Mnx MnxiOmega Cb Rm Va Max Vnx VnxiOmega Dsgn. L = 4.00 ft 5 +D+L+H, LL Comb Run (LL*LL) Dsgn. L = 4.00 ft 1 Dsgn. L = 8.00 ft 2 Dsgn. L = 8.00 ft 3 Dsgn. L = 8.00 ft 4 Dsgn. L = 4.00 ft 5 +D+L+H, LL Comb Run (LLL**) Dsgn. L = 4.00 ft 1 Dsgn. L = 8.00 ft 2 Dsgn. L = 8.00 ft 3 Dsgn. L = 8.00 ft 4 Dsgn. L = 4.00 ft 5 +D+L+H, LL Comb Run (LLL*L) Dsgn. L = 4.00 ft Dsgn. L = 8.00 ft Dsgn. L = 8.00 ft Dsgn. L = 8.00 ft Dsgn. L = 4.00 ft +D+L+H, LL Comb Run (LLLL*) Dsgn. L = 4.00 ft 1 Dsgn. L = 8.00 ft 2 Dsgn. L = 8.00 ft 3 Dsgn. L = 8.00 ft 4 Dsgn. L = 4.00 ft 5 +D+L+H, LL Comb Run (LLLLL) Dsgn. L = 4.00 ft 1 Dsgn. L = 8.00 ft 2 Dsgn. L = 8.00 ft 3 Dsgn. L = 8.00 ft 4 Dsgn. L = 4.00 ft 5 +D+Lr+H, LL Comb Run (****L) Dsgn. L = 4.00 ft 1 Dsgn. L = 8.00 ft 2 Dsgn. L = 8.00 ft 3 Dsgn. L = 8.00 ft 4 Dsgn. L = 4.00 ft 5 +D+Lr+H, LL Comb Run (***L*) Dsgn. L = 4.00 ft 1 Dsgn. L = 8.00 ft 2 Dsgn. L = 8.00 ft 3 Dsgn. L = 8.00 ft 4 Dsgn. L = 4.00 ft 5 +D+Lr+H, LL Comb Run (***LL) Dsgn. L = 4.00 ft 1 Dsgn. L = 8.00 ft 2 Dsgn. L = 8.00 ft 3 Dsgn. L = 8.00 ft 4 Dsgn. L = 4.00 ft 5 +D+Lr+H, LL Comb Run (**L**) Dsgn. L = 4.00 ft 1 Dsgn. L = 8.00 ft 2 Dsgn. L = 8.00 ft 3 Dsgn. L = 8.00 ft 4 Dsgn. L = 4.00 ft 5 +D+Lr+H, LL Comb Run (**L*L) Dsgn. L = 4.00 ft 1 Dsgn. L = 8.00 ft 2 Dsgn. L = 8.00 ft 3 Dsgn. L = 8.00 ft 4 Dsgn. L = 4.00 ft 5 +D+Lr+H, LL Comb Run (**LL*) Dsgn. L = 4.00 ft 1 Dsgn. L = 8.00 ft 2 Dsgn. L = 8.00 ft 3 Dsgn. L = 8.00 ft 4 Dsgn. L = 4.00 ft 5 +D+Lr+H, LL Comb Run (**LLL) Dsgn. L = 4.00 ft 1 0.010 0.003 -0.30 0.30 50.98 30.53 1.00 1.00 0.15 93.90 56.23 0.026 0.008 -0.80 0.80 50.98 30.53 1.00 1.00 0.47 0.026 0.008 0.28 -0.80 0.80 50.98 30.53 2.62 1.00 0.47 0.009 0.006 0.02 -0.28 0.28 50.98 30.53 3.00 1.00 0.34 0.026 0.008 0.28 -0.80 0.80 50.98 30.53 2.62 1.00 0.47 0.026 0.007 -0.80 0.80 50.98 30.53 1.00 1.00 0.40 0.026 0.008 -0.80 0.80 50.98 30.53 1.00 1.00 0.44 0.026 0.008 0.15 -0.80 0.80 50.98 30.53 3.00 1.00 0.44 0.017 0.008 0.37 -0.51 0.51 50.98 30.53 1.70 1.00 0.42 0.011 0.003 -0.00 -0.35 0.35 50.98 30.53 2.80 1.00 0.16 0.010 0.003 -0.30 0.30 50.98 30.53 1.00 1.00 0.15 1 0.026 0.008 -0.80 0.80 50.98 30.53 1.00 1.00 0.43 2 0.026 0.008 0.13 -0.80 0.80 50.98 30.53 3.00 1.00 0.44 3 0.018 0.008 0.43 -0.55 0.55 50.98 30.53 1.57 1.00 0.44 4 0.026 0.007 -0.00 -0.80 0.80 50.98 30.53 2.22 1.00 0.40 5 0.026 0.007 -0.80 0.80 50.98 30.53 1.00 1.00 0.40 0.026 0.008 -0.80 0.80 50.98 30.53 1.00 1.00 0.45 0.026 0.008 0.19 -0.80 0.80 50.98 30.53 3.00 1.00 0.45 0.020 0.008 0.27 -0.61 0.61 50.98 30.53 2.53 1.00 0.44 0.020 0.008 0.35 -0.61 0.61 50.98 30.53 2.04 1.00 0.44 0.010 0.003 -0.30 0.30 50.98 30.53 1.00 1.00 0.15 0.026 0.008 -0.80 0.80 50.98 30.53 1.00 1.00 0.44 0.026 0.008 0.17 -0.80 0.80 50.98 30.53 3.00 1.00 0.44 0.016 0.007 0.32 -0.48 0.48 50.98 30.53 1.88 1.00 0.40 0.026 0.008 0.17 -0.80 0.80 50.98 30.53 3.00 1.00 0.44 0.026 0.007 -0.80 0.80 50.98 30.53 1.00 1.00 0.40 0.010 0.003 -0.30 0.30 50.98 30.53 1.00 1.00 0.17 0.010 0.003 0.06 -0.30 0.30 50.98 30.53 3.00 1.00 0.17 0.006 0.003 0.12 -0.18 0.18 50.98 30.53 1.88 1.00 0.15 0.010 0.003 0.06 -0.30 0.30 50.98 30.53 3.00 1.00 0.17 0.010 0.003 -0.30 0.30 50.98 30.53 1.00 1.00 0.15 0.010 0.003 -0.30 0.30 50.98 30.53 1.00 1.00 0.17 0.010 0.003 0.06 -0.30 0.30 50.98 30.53 3.00 1.00 0.17 0.006 0.003 0.12 -0.18 0.18 50.98 30.53 1.88 1.00 0.15 0.010 0.003 0.06 -0.30 0.30 50.98 30.53 3.00 1.00 0.17 0.010 0.003 -0.30 0.30 50.98 30.53 1.00 1.00 0.15 0.010 0.003 -0.30 0.30 50.98 30.53 1.00 1.00 0.17 0.010 0.003 0.06 -0.30 0.30 50.98 30.53 3.00 1.00 0.17 0.006 0.003 0.12 -0.18 0.18 50.98 30.53 1.88 1.00 0.15 0.010 0.003 0.06 -0.30 0.30 50.98 30.53 3.00 1.00 0.17 0.010 0.003 -0.30 0.30 50.98 30.53 1.00 1.00 0.15 0.010 0.003 -0.30 0.30 50.98 30.53 1.00 1.00 0.17 0.010 0.003 0.06 -0.30 0.30 50.98 30.53 3.00 1.00 0.17 0.006 0.003 0.12 -0.18 0.18 50.98 30.53 1.88 1.00 0.15 0.010 0.003 0.06 -0.30 0.30 50.98 30.53 3.00 1.00 0.17 0.010 0.003 -0.30 0.30 50.98 30.53 1.00 1.00 0.15 0.010 0.003 -0.30 0.30 50.98 30.53 1.00 1.00 0.17 0.010 0.003 0.06 -0.30 0.30 50.98 30.53 3.00 1.00 0.17 0.006 0.003 0.12 -0.18 0.18 50.98 30.53 1.88 1.00 0.15 0.010 0.003 0.06 -0.30 0.30 50.98 30.53 3.00 1.00 0.17 0.010 0.003 -0.30 0.30 50.98 30.53 1.00 1.00 0.15 0.010 0.003 -0.30 0.30 50.98 30.53 1.00 1.00 0.17 0.010 0.003 0.06 -0.30 0.30 50.98 30.53 3.00 1.00 0.17 0.006 0.003 0.12 -0.18 0.18 50.98 30.53 1.88 1.00 0.15 0.010 0.003 0.06 -0.30 0.30 50.98 30.53 3.00 1.00 0.17 0.010 0.003 -0.30 0.30 50.98 30.53 1.00 1.00 0.15 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 0.010 0.003 -0.30 0.30 50.98 30.53 1.00 1.00 0.17 93.90 56.23 237 Sitts & Hill Engineers, Inc. 4815 Center Street Project Title: Engineer: Project Descr: Project ID: Printed: 16 JAN 2018, 4:22PM Steel Beam Lic. # : KW -06002611 Description : Load Combination HSS Antenna Support Beam (Member P1) Max Stress Ratios 9e-= P.:1180001i80001Calculations\StructuraM'8000.ecE ENERCALC, INC.1983=2017, Build:10.17.12.10,`Ver..10.17:12:1E. Licensee : sitts & hill engineering, inc. Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma Max Mnx MnxlOmega Cb Rm Va Max Vnx Vnx/Omega Dsgn. L = 8.00 ft 2 0.010 0.003 0.06 -0.30 0.30 50.98 30.53 3.00 1.00 0.17 93.90 56.23 Dsgn. L = 8.00 ft 3 0.006 0.003 0.12 -0.18 0.18 50.98 30.53 1.88 1.00 0.15 93.90 56.23 Dsgn. L = 8.00 ft 4 0.010 0.003 0.06 -0.30 0.30 50.98 30.53 3.00 1.00 0.17 93.90 56.23 Dsgn. L = 4.00 ft 5 0.010 0.003 -0.30 0.30 50.98 30.53 1.00 1.00 0.15 93.90 56.23 +D+Lr+H, LL Comb Run (*L***) Dsgn. L = 4.00 ft 1 0.010 0.003 -0.30 0.30 50.98 30.53 1.00 1.00 0.17 93.90 56.23 Dsgn. L = 8.00 ft 2 0.010 0.003 0.06 -0.30 0.30 50.98 30.53 3.00 1.00 0.17 93.90 56.23 Dsgn. L = 8.00 ft 3 0.006 0.003 0.12 -0.18 0.18 50.98 30.53 1.88 1.00 0.15 93.90 56.23 Dsgn. L = 8.00 ft 4 0.010 0.003 0.06 -0.30 0.30 50.98 30.53 3.00 1.00 0.17 93.90 56.23 Dsgn. L = 4.00 ft 5 0.010 0.003 -0.30 0.30 50.98 30.53 1.00 1.00 0.15 93.90 56.23 +D+Lr+H, LL Comb Run (*L**L) Dsgn. L = 4.00 ft 1 0.010 0.003 -0.30 0.30 50.98 30.53 1.00 1.00 0.17 93.90 56.23 Dsgn. L = 8.00 ft 2 0.010 0.003 0.06 -0.30 0.30 50.98 30.53 3.00 1.00 0.17 93.90 56.23 Dsgn. L = 8.00 ft 3 0.006 0.003 0.12 -0.18 0.18 50.98 30.53 1.88 1.00 0.15 93.90 56.23 Dsgn. L = 8.00 ft 4 0.010 0.003 0.06 -0.30 0.30 50.98 30.53 3.00 1.00 0.17 93.90 56.23 Dsgn. L = 4.00 ft 5 0.010 0.003 -0.30 0.30 50.98 30.53 1.00 1.00 0.15 93.90 56.23 +D+Lr+H, LL Comb Run (*L*L*) Dsgn. L = 4.00 ft 1 0.010 0.003 -0.30 0.30 50.98 30.53 1.00 1.00 0.17 93.90 56.23 Dsgn. L = 8.00 ft 2 0.010 0.003 0.06 -0.30 0.30 50.98 30.53 3.00 1.00 0.17 93.90 56.23 Dsgn. L = 8.00 ft 3 0.006 0.003 0.12 -0.18 0.18 50.98 30.53 1.88 1.00 0.15 93.90 56.23 Dsgn. L = 8.00 ft 4 0.010 0.003 0.06 -0.30 0.30 50.98 30.53 3.00 1.00 0.17 93.90 56.23 Dsgn. L = 4.00 ft 5 0.010 0.003 -0.30 0.30 50.98 30.53 1.00 1.00 0.15 93.90 56.23 +D+Lr+H, LL Comb Run (*L*LL) Dsgn. L = 4.00 ft 1 0.010 0.003 -0.30 0.30 50.98 30.53 1.00 1.00 0.17 93.90 56.23 Dsgn. L = 8.00 ft 2 0.010 0.003 0.06 -0.30 0.30 50.98 30.53 3.00 1.00 0.17 93.90 56.23 Dsgn. L = 8.00 ft 3 0.006 0.003 0.12 -0.18 0.18 50.98 30.53 1.88 1.00 0.15 93.90 56.23 Dsgn. L = 8.00 ft 4 0.010 0.003 0.06 -0.30 0.30 50.98 30.53 3.00 1.00 0.17 93.90 56.23 Dsgn. L = 4.00 ft 5 0.010 0.003 -0.30 0.30 50.98 30.53 1.00 1.00 0.15 93.90 56.23 +D+Lr+H, LL Comb Run (*LL**) Dsgn. L = 4.00 ft 1 0.010 0.003 -0.30 0.30 50.98 30.53 1.00 1.00 0.17 93.90 56.23 Dsgn. L = 8.00 ft 2 0.010 0.003 0.06 -0.30 0.30 50.98 30.53 3.00 1.00 0.17 93.90 56.23 Dsgn. L = 8.00 ft 3 0.006 0.003 0.12 -0.18 0.18 50.98 30.53 1.88 1.00 0.15 93.90 56.23 Dsgn. L = 8.00 ft 4 0.010 0.003 0.06 -0.30 0.30 50.98 30.53 3.00 1.00 0.17 93.90 56.23 Dsgn. L = 4.00 ft 5 0.010 0.003 -0.30 0.30 50.98 30.53 1.00 1.00 0.15 93.90 56.23 +D+Lr+H, LL Comb Run (*LL*L) Dsgn. L = 4.00 ft 1 0.010 0.003 -0.30 0.30 50.98 30.53 1.00 1.00 0.17 93.90 56.23 Dsgn. L = 8.00 ft 2 0.010 0.003 0.06 -0.30 0.30 50.98 30.53 3.00 1.00 0.17 93.90 56.23 Dsgn. L = 8.00 ft 3 0.006 0.003 0.12 -0.18 0.18 50.98 30.53 1.88 1.00 0.15 93.90 56.23 Dsgn. L = 8.00 ft 4 0.010 0.003 0.06 -0.30 0.30 50.98 30.53 3.00 1.00 0.17 93.90 56.23 Dsgn. L = 4.00 ft 5 0.010 0.003 -0.30 0.30 50.98 30.53 1.00 1.00 0.15 93.90 56.23 +D+Lr+H, LL Comb Run (*LLL*) Dsgn. L = 4.00 ft 1 0.010 0.003 -0.30 0.30 50.98 30.53 1.00 1.00 0.17 93.90 56.23 Dsgn. L = 8.00 ft 2 0.010 0.003 0.06 -0.30 0.30 50.98 30.53 3.00 1.00 0.17 93.90 56.23 Dsgn. L = 8.00 ft 3 0.006 0.003 0.12 -0.18 0.18 50.98 30.53 1.88 1.00 0.15 93.90 56.23 Dsgn. L = 8.00 ft 4 0.010 0.003 0.06 -0.30 0.30 50.98 30.53 3.00 1.00 0.17 93.90 56.23 Dsgn. L = 4.00 ft 5 0.010 0.003 -0.30 0.30 50.98 30.53 1.00 1.00 0.15 93.90 56.23 +D+Lr+H, LL Comb Run (*LLLL) Dsgn. L = 4.00 ft 1 0.010 0.003 -0.30 0.30 50.98 30.53 1.00 1.00 0.17 93.90 56.23 Dsgn. L = 8.00 ft 2 0.010 0.003 0.06 -0.30 0.30 . 50.98 30.53 3.00 1.00 0.17 93.90 56.23 Dsgn. L = 8.00 ft 3 0.006 0.003 0.12 -0.18 0.18 50.98 30.53 1.88 1.00 0.15 93.90 56.23 Dsgn. L = 8.00 ft 4 0.010 0.003 0.06 -0.30 0.30 50.98 30.53 3.00 1.00 0.17 93.90 56.23 Dsgn. L = 4.00 ft 5 0.010 0.003 -0.30 0.30 50.98 30.53 1.00 1.00 0.15 93.90 56.23 +D+Lr+H, LL Comb Run (L****) Dsgn. L = 4.00 ft 1 0.010 0.003 -0.30 0.30 50.98 30.53 1.00 1.00 0.17 93.90 56.23 Dsgn. L = 8.00 ft 2 0.010 0.003 0.06 -0.30 0.30 50.98 30.53 3.00 1.00 0.17 93.90 56.23 Dsgn. L = 8.00 ft 3 0.006 0.003 0.12 -0.18 0.18 50.98 30.53 1.88 1.00 0.15 93.90 56.23 Dsgn. L = 8.00 ft 4 0.010 0.003 0.06 -0.30 0.30 50.98 30.53 3.00 1.00 0.17 93.90 56.23 Dsgn. L = 4.00 ft 5 0.010 0.003 -0.30 0.30 50.98 30.53 1.00 1.00 0.15 93.90 56.23 +D+Lr+H, LL Comb Run (L***L) Dsgn. L = 4.00 ft 1 0.010 0.003 -0.30 0.30 50.98 30.53 1.00 1.00 0.17 93.90 56.23 Dsgn. L = 8.00 ft 2 0.010 0.003 0.06 -0.30 0.30 50.98 30.53 3.00 1.00 0.17 93.90 56.23 Dsgn. L = 8.00 ft 3 0.006 0.003 0.12 -0.18 0.18 50.98 30.53 1.88 1.00 0.15 93.90 56.23 Dsgn. L = 8.00 ft 4 0.010 0.003 0.06 -0.30 0.30 50.98 30.53 3.00 1.00 0.17 93.90 56.23 Dsgn. L = 4.00 ft 5 0.010 0.003 -0.30 0.30 50.98 30.53 1.00 1.00 0.15 93.90 56.23 +D+Lr+H, LL Comb Run (L**L*) Dsgn. L = 4.00 ft 1 0.010 0.003 -0.30 0.30 50.98 30.53 1.00 1.00 0.17 93.90 56.23 Dsgn. L = 8.00 ft 2 0.010 0.003 0.06 -0.30 0.30 50.98 30.53 3.00 1.00 0.17 93.90 56.23 Dsgn. L = 8.00 ft 3 0.006 0.003 0.12 -0.18 0.18 50.98 30.53 1.88 1.00 0.15 93.90 56.23 Dsgn. L = 8.00 ft 4 0.010 0.003 0.06 -0.30 0.30 50.98 30.53 3.00 1.00 0.17 93.90 56.23 238 Sifts & Hill Engineers, Inc. 4815 Center Street Project Title: Engineer: Project Descr: Project ID: Printed: 16 JAN 2018, 4:22PM Steel Beam Lic. # : KW -06002611 Description : HSS Antenna Support Beam (Member P1) Load Combination Segment Length Span tt Max Stress Ratios File= P:1180001180001CaIculations\Structura1118000.ecE ENERCALC, INC. 1983-2017, BuiId.10:1712.10, Ver..10.17.12.1t Licensee : sitts & hill engineering, inc. Summary of Moment Values Summary of Shear Values M V Mmax + Mmax - Ma Max Mnx MnxiOmega Cb Rm Va Max Vnx Vnx/Omega Dsgn. L = 4.00 ft 5 +D+Lr+H, LL Comb Run (L**LL) Dsgn. L = 4.00 ft 1 Dsgn. L = 8.00 ft 2 Dsgn. L = 8.00 ft 3 Dsgn. L = 8.00 ft 4 Dsgn. L = 4.00 ft 5 +D+Lr+H, LL Comb Run (L*L**) Dsgn. L = 4.00 ft 1 Dsgn. L = 8.00 ft 2 Dsgn. L = 8.00 ft 3 Dsgn. L = 8.00 ft 4 Dsgn. L = 4.00 ft 5 +D+Lr+H, LL Comb Run (L*L*L) Dsgn. L = 4.00 ft 1 Dsgn. L = 8.00 ft 2 Dsgn. L = 8.00 ft 3 Dsgn. L = 8.00 ft 4 Dsgn. L = 4.00 ft 5 +D+Lr+H, LL Comb Run (L*LL*) Dsgn. L = 4.00 ft 1 Dsgn. L = 8.00 ft 2 Dsgn. L = 8.00 ft 3 Dsgn. L = 8.00 ft 4 Dsgn. L = 4.00 ft 5 +D+Lr+H, LL Comb Run (L*LLL) Dsgn. L = 4.00 ft 1 Dsgn. L = 8.00 ft 2 Dsgn. L = 8.00 ft 3 Dsgn. L = 8.00 ft 4 Dsgn. L = 4.00 ft. 5 +D+Lr+H, LL Comb Run (LL***) Dsgn. L = 4.00 ft 1 Dsgn. L = 8.00 ft 2 Dsgn. L = 8.00 ft 3 Dsgn. L = 8.00 ft 4 Dsgn. L = 4.00 ft 5 +D+Lr+H, LL Comb Run (LL**L) Dsgn. L = 4.00 ft 1 Dsgn. L = 8.00 ft 2 Dsgn. L = 8.00 ft 3 Dsgn. L = 8.00 ft 4 Dsgn. L = 4.00 ft 5 +D+Lr+H, LL Comb Run (LL*L*) Dsgn. L = 4.00 ft 1 Dsgn. L = 8.00 ft 2 Dsgn. L = 8.00 ft 3 Dsgn. L = 8.00 ft 4 Dsgn. L = 4.00 ft 5 +D+Lr+H, LL Comb Run (LL*LL) Dsgn. L = 4.00 ft 1 Dsgn. L = 8.00 ft 2 Dsgn. L = 8.00 ft 3 Dsgn. L = 8.00 ft 4 Dsgn. L = 4.00 ft 5 +D+Lr+H, LL Comb Run (LLL**) Dsgn. L = 4.00 ft 1 Dsgn. L = 8.00 ft 2 Dsgn. L = 8.00 ft 3 Dsgn. L = 8.00 ft 4 Dsgn. L = 4.00 ft 5 +D+Lr+H, LL Comb Run (LLL*L) Dsgn. L = 4.00 ft 1 Dsgn. L = 8.00 ft 2 Dsgn. L = 8.00 ft 3 Dsgn. L = 8.00 ft 4 Dsgn. L = 4.00 ft 5 +D+Lr+H, LL Comb Run (LLLL*) Dsgn. L = 4.00 ft 1 0.010 0.003 0.010 0.010 0.006 0.010 0.010 0.010 0.010 0.006 0.010 0.010 0.010 0.010 0.006 0.010 0.010 0.010 0.010 0.006 0.010 0.010 0.010 0.010 0.006 0.010 0.010 0.010 0.010 0.006 0.010 0.010 0.010 0.010 0.006 0.010 0.010 0.010 0.010 0.006 0.010 0.010 0.010 0.010 0.006 0.010 0.010 0.010 0.010 0.006 0.010 0.010 0.010 0.010 0.006 0.010 0.010 0.003 0.003 0.003 0.003 0.003 0.003 0.003 0.003 0.003 0.003 0.003 0.003 0.003 0.003 0.003 0.003 0.003 0.003 0.003 0.003 0.003 0.003 0.003 0.003 0.003 0.003 0.003 0.003 0.003 0.003 0.003 0.003 0.003 0.003 0.003 0.003 0.003 0.003 0.003 0.003 0.003 0.003 0.003 0.003 0.003 0.003 0.003 0.003 0.003 0.003 0.003 0.003 0.003 0.003 0.003 0.010 0.003 0.06 0.12 0.06 0.06 0.12 0.06 0.06 0.12 0.06 0.06 0.12 0.06 0.06 0.12 0.06 0.06 0.12 0.06 0.06 0.12 0.06 0.06 0.12 0.06 0.06 0.12 0.06 0.06 0.12 0.06 0.06 0.12 0.06 -0.30 0.30 50.98 30.53 1.00 1.00 0.15 93.90 56.23 -0.30 -0.30 -0.18 -0.30 -0.30 -0.30 -0.30 -0.18 -0.30 -0.30 -0.30 -0.30 -0.18 -0.30 -0.30 -0.30 -0.30 -0.18 -0.30 -0.30 -0.30 -0.30 -0.18 -0.30 -0.30 -0.30 -0.30 -0.18 -0.30 -0.30 -0.30 -0.30 -0.18 -0.30 -0.30 -0.30 -0.30 -0.18 -0.30 -0.30 -0.30 -0.30 -0.18 -0.30 -0.30 -0.30 -0.30 -0.18 -0.30 -0.30 -0.30 -0.30 -0.18 -0.30 -0.30 0.30 0.30 0.18 0.30 0.30 0.30 0.30 0.18 0.30 0.30 0.30 0.30 0.18 0.30 0.30 0.30 0.30 0.18 0.30 0.30 0.30 0.30 0.18 0.30 0.30 0.30 0.30 0.18 0.30 0.30 0.30 0.30 0.18 0.30 0.30 0.30 0.30 0.18 0.30 0.30 0.30 0.30 0.18 0.30 0.30 0.30 0.30 0.18 0.30 0.30 0.30 0.30 0.18 0.30 0.30 50.98 50.98 50.98 50.98 50.98 50.98 50.98 50.98 50.98 50.98 50.98 50.98 50.98 50.98 50.98 50.98 50.98 50.98 50.98 50.98 50.98 50.98 50.98 50.98 50.98 50.98 50.98 50.98 50.98 50.98 50.98 50.98 50.98 50.98 50.98 50.98 50.98 50.98 50.98 50.98 50.98 50.98 50.98 50.98 50.98 50.98 50.98 50.98 50.98 50.98 50.98 50.98 50.98 50.98 50.98 30.53 30.53 30.53 30.53 30.53 30.53 30.53 30.53 30.53 30.53 30.53 30.53 30.53 30.53 30.53 30.53 30.53 30.53 30.53 30.53 30.53 30.53 30.53 30.53 30.53 30.53 30.53 30.53 30.53 30.53 30.53 30.53 30.53 30.53 30.53 30.53 30.53 30.53 30.53 30.53 30.53 30.53 30.53 30.53 30.53 30.53 30.53 30.53 30.53 30.53 30.53 30.53 30.53 30.53 30.53 1.00 3.00 1.88 3.00 1.00 1.00 3.00 1.88 3.00 1.00 1.00 3.00 1.88 3.00 1.00 1.00 3.00 1.88 3.00 1.00 1.00 3.00 1.88 3.00 1.00 1.00 3.00 1.88 3.00 1.00 1.00 3.00 1.88 3.00 1.00 1.00 3.00 1.88 3.00 1.00 1.00 3.00 1.88 3.00 1.00 1.00 3.00 1.88 3.00 1.00 1.00 3.00 1.88 3.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.17 0.17 0.15 0.17 0.15 0.17 0.17 0.15 0.17 0.15 0.17 0.17 0.15 0.17 0.15 0.17 0.17 0.15 0.17 0.15 0.17 0.17 0.15 0.17 0.15 0.17 0.17 0.15 0.17 0.15 0.17 0.17 0.15 0.17 0.15 0.17 0.17 0.15 0.17 0.15 0.17 0.17 0.15 0.17 0.15 0.17 0.17 0.15 0.17 0.15 0.17 0.17 0.15 0.17 0.15 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 -0.30 0.30 50.98 30.53 1.00 1.00 0.17 93.90 56.23 239 Sifts & Hill Engineers, Inc. 4815 Center Street Project Title: Engineer: Project Descr: Project ID: Printed: 16 JAN 2018, 4:22PM Steel Beam Lic. # : KW -06002611 Description : HSS Antenna Support Beam (Member P1) Load Combination Segment Length Span # Max Stress Ratios M V File = P.:118000118000\Calculations\Slructura1118000:ecf ENERCALC, INC. 1983-2017, Build:1017.12:10, Ver:1017.12.1( Licensee : sitts & hill engineering, inc. Summary of Moment Values Summary of Shear Values Mmax + Mmax - Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Dsgn. L = 8.00 ft 2 Dsgn. L = 8.00 ft 3 Dsgn. L = 8.00 ft 4 Dsgn. L = 4.00 ft 5 +D+Lr+H, LL Comb Run (LLLLL) Dsgn. L = 4.00 ft 1 Dsgn. L = 8.00 ft 2 Dsgn. L = 8.00 ft 3 Dsgn. L = 8.00 ft 4 Dsgn. L = 4.00 ft 5 +D+S+H Dsgn. L = 4.00 ft 1 Dsgn. L = 8.00 ft 2 Dsgn. L = 8.00 ft 3 Dsgn. L = 8.00 ft 4 Dsgn. L = 4.00 ft 5 +D+0.750Lr+0.750L+H, LL Comb Run (* Dsgn.L= 4.00ft 1 Dsgn. L = 8.00 ft 2 Dsgn. L = 8.00 ft 3 Dsgn. L = 8.00 ft 4 Dsgn. L = 4.00 ft 5 +D+0.750Lr+0.750L+H, LL Comb Run (* Dsgn. L = 4.00 ft 1 Dsgn. L = 8.00 ft 2 Dsgn. L = 8.00 ft 3 Dsgn. L = 8.00 ft 4 Dsgn. L = 4.00 ft 5 +D+0.750Lr+0.750L+H, LL Comb Run (* 1 2 3 4 Dsgn. L = 4.00 ft Dsgn. L = 8.00 ft Dsgn. L = 8.00 ft Dsgn. L = 8.00 ft Dsgn. L = 4.00 ft 5 +D+0.750Lr+0.750L+H, LL Comb Run (* Dsgn. L = 4.00 ft 1 Dsgn. L = 8.00 ft 2 Dsgn. L = 8.00 ft 3 Dsgn. L = 8.00 ft 4 Dsgn. L = 4.00 ft 5 +D+0.750Lr+0.750L+H, LL Comb Run (* Dsgn. L = 4.00 ft 1 Dsgn. L = 8.00 ft 2 Dsgn. L = 8.00 ft 3 Dsgn. L = 8.00 ft 4 Dsgn. L = 4.00 ft 5 +D+0.750Lr+0.750L+H, LL Comb Run (* Dsgn. L = 4.00 ft 1 Dsgn. L = 8.00 ft 2 Dsgn. L = 8.00 ft 3 Dsgn. L = 8.00 ft 4 Dsgn. L = 4.00 ft 5 +D+0.750Lr+0.750L+H, LL Comb Run (* Dsgn. L = 4.00 ft 1 Dsgn. L = 8.00 ft 2 Dsgn. L = 8.00 ft 3 Dsgn. L = 8.00 ft 4 Dsgn. L = 4.00 ft 5 +D+0.750Lr+0.750L+H, LL Comb Run (* Dsgn. L = 4.00 ft 1 Dsgn. L = 8.00 ft 2 Dsgn. L = 8.00 ft 3 Dsgn. L = 8.00 ft 4 Dsgn. L = 4.00 ft 5 +D+0.750Lr+0.750L+H, LL Comb Run (* Dsgn. L = 4.00 ft 1 Dsgn. L = 8.00 ft 2 Dsgn. L = 8.00 ft 3 Dsgn. L = 8.00 ft 4 0.010 0.003 0.06 -0.30 0.30 50.98 30.53 3.00 1.00 0.17 93.90 56.23 0.006 0.003 0.12 -0.18 0.18 50.98 30.53 1.88 1.00 0.15 93.90 56.23 0.010 0.003 0.06 -0.30 0.30 50.98 30.53 3.00 1.00 0.17 93.90 56.23 0.010 0.003 -0.30 0.30 50.98 30.53 1.00 1.00 0.15 93.90 56.23 0.010 0.003 -0.30 0.30 50.98 0.010 0.003 0.06 -0.30 0.30 50.98 0.006 0.003 0.12 -0.18 0.18 50.98 0.010 0.003 0.06 -0.30 0.30 50.98 0.010 0.003 -0.30 0.30 50.98 0.010 0.003 -0.30 0.30 50.98 0.010 0.003 0.06 -0.30 0.30 50.98 0.006 0.003 0.12 -0.18 0.18 50.98 0.010 0.003 0.06 -0.30 0.30 50.98 0.010 0.003 -0.30 0.30 50.98 0.010 0.003 -0.30 0.30 50.98 0.010 0.003 0.05 -0.30 0.30 50.98 0.007 0.003 0.16 -0.21 0.21 50.98 0.022 0.006 -0.00 -0.68 0.68 50.98 0.022 0.006 -0.68 0.68 50.98 0.010 0.003 -0.30 0.30 50.98 0.010 0.003 0.09 -0.30 0.30 50.98 0.012 0.006 0.06 -0.38 0.38 50.98 0.012 0.006 0.34 -0.38 0.38 50.98 0.010 0.003 -0.30 0.30 50.98 0.010 0.003 -0.30 0.30 50.98 0.010 0.003 0.08 -0.30 0.30 50.98 0.009 0.005 0.09 -0.28 0.28 50.98 0.022 0.007 0.21 -0.68 0.68 50.98 0.022 0.006 -0.68 0.68 50.98 0.010 0.003 -0.30 0.30 50.98 0.011 0.006 -0.00 -0.33 0.33 50.98 0.011 0.006 0.35 -0.33 0.35 50.98 0.011 0.003 -0.00 -0.33 0.33 50.98 0.010 0.003 -0.30 0.30 50.98 0.010 0.003 -0.30 0.30 50.98 0.012 0.006 -0.00 -0.36 0.36 50.98 0.013 0.006 0.38 -0.36 0.38 50.98 0.022 0.006 -0.00 -0.68 0.68 50.98 0.022 0.006 -0.68 0.68 50.98 0.010 0.003 -0.30 0.30 50.98 0.010 0.005 0.01 -0.30 0.30 50.98 0.017 0.007 0.28 -0.53 0.53 50.98 0.017 0.007 0.27 -0.53 0.53 50.98 0.010 0.003 -0.30 0.30 50.98 0.010 0.003 -0.30 0.30 50.98 0.010 0.006 -0.00 -0.31 0.31 50.98 0.014 0.006 0.31 -0.43 0.43 50.98 0.022 0.007 0.13 -0.68 0.68 50.98 0.022 0.006 -0.68 0.68 50.98 0.010 0.006 -0.30 0.30 50.98 0.012 0.006 0.34 -0.38 0.38 50.98 0.012 0.003 0.06 -0.38 0.38 50.98 0.010 0.003 0.09 -0.30 0.30 50.98 0.010 0.003 -0.30 0.30 50.98 0.010 0.006 -0.30 0.30 50.98 0.013 0.006 0.32 -0.41 0.41 50.98 0.013 0.004 0.11 -0.41 0.41 50.98 0.022 0.006 0.03 -0.68 0.68 50.98 240 30.53 1.00 1.00 0.17 93.90 56.23 30.53 3.00 1.00 0.17 93.90 56.23 30.53 1.88 1.00 0.15 93.90 56.23 30.53 3.00 1.00 0.17 93.90 56.23 30.53 1.00 1.00 0.15 93.90 56.23 30.53 1.00 1.00 0.17 93.90 56.23 30.53 3.00 1.00 0.17 93.90 56.23 30.53 1.88 1.00 0.15 93.90 56.23 30.53 3.00 1.00 0.17 93.90 56.23 30.53 1.00 1.00 0.15 93.90 56.23 30.53 1.00 1.00 0.16 93.90 56.23 30.53 3.00 1.00 0.17 93.90 56.23 30.53 1.57 1.00 0.17 93.90 56.23 30.53 2.90 1.00 0.34 93.90 56.23 30.53 1.00 1.00 0.34 93.90 56.23 30.53 1.00 1.00 0.17 93.90 56.23 30.53 2.79 1.00 0.17 93.90 56.23 30.53 3.00 1.00 0.35 93.90 56.23 30.53 1.45 1.00 0.35 93.90 56.23 30.53 1.00 1.00 0.15 93.90 56.23 30.53 1.00 1.00 0.17 93.90 56.23 30.53 2.98 1.00 0.17 93.90 56.23 30.53 2.87 1.00 0.29 93.90 56.23 30.53 2.75 1.00 0.39 93.90 56.23 30.53 1.00 1.00 0.34 93.90 56.23 30.53 1.00 1.00 0.15 93.90 56.23 30.53 2.90 1.00 0.34 93.90 56.23 30.53 1.31 1.00 0.34 93.90 56.23 30.53 2.90 1.00 0.15 93.90 56.23 30.53 1.00 1.00 0.15 93.90 56.23 30.53 1.00 1.00 0.15 93.90 56.23 30.53 2.76 1.00 0.35 93.90 56.23 30.53 1.27 1.00 0.35 93.90 56.23 30.53 2.31 1.00 0.34 93.90 56.23 30.53 1.00 1.00 0.34 93.90 56.23 30.53 1.00 1.00 0.15 93.90 56.23 30.53 3.00 1.00 0.31 93.90 56.23 30.53 2.20 1.00 0.37 93.90 56.23 30.53 2.28 1.00 0.37 93.90 56.23 30.53 1.00 1.00 0.15 93.90 56.23 30.53 1.00 1.00 0.15 93.90 56.23 30.53 3.00 1.00 0.32 93.90 56.23 30.53 1.71 1.00 0.35 93.90 56.23 30.53 3.00 1.00 0.37 93.90 56.23 30.53 1.00 1.00 0.34 93.90 56.23 30.53 1.00 1.00 0.33 93.90 56.23 30.53 1.45 1.00 0.35 93.90 56.23 30.53 3.00 1.00 0.18 93.90 56.23 30.53 2.79 1.00 0.17 93.90 56.23 30.53 1.00 1.00 0.15 93.90 56.23 30.53 1.00 1.00 0.33 93.90 56.23 30.53 1.57 1.00 0.35 93.90 56.23 30.53 2.66 1.00 0.20 93.90 56.23 30.53 2.95 1.00 0.34 93.90 56.23 Sitts & Hill Engineers, Inc. 4815 Center Street Project Title: Engineer: Project Descr: Project ID: Punted: 16 JAN 2018, 4:22PM Steel Beam Lic. # : KW -0600261 1 Description : Load Combination Segment Length HSS Antenna Support Beam (Member P1) Span # Max Stress Ratios 'File=P:118a00t180001CalculationslSWctura1118000.ecE ENERCAL'c,'INC. 1 ^ 3-2017,;Build:10.17.12.10,'er..10.17.12.1( Licensee : sifts & hill engineering, inc. Summary of Moment Values Summary of Shear Values M V Mmax + Mmax - Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Dsgn. L = 4.00 ft 5 0.022 0.006 +D+0.750Lr+0.750L+H, LL Comb Run (* Dsgn. L = . 4.00 ft 1 0.010 0.006 Dsgn. L = 8.00 ft 2 0.012 0.006 Dsgn. L = 8.00 ft 3 0.011 0.006 Dsgn. L = 8.00 ft 4 0.012 0.006 Dsgn. L = 4.00 ft 5 0.010 0.003 +D+0.750Lr+0.750L+H, LL Comb Run (* Dsgn. L = 4.00 ft 1 Dsgn. L = 8.00 ft 2 Dsgn. L = 8.00 ft 3 Dsgn. L = 8.00 ft 4 Dsgn. L = 4.00 ft 5 +D+0.750Lr+0.750L+H, LL Comb Run (* Dsgn. L = 4.00 ft 1 Dsgn. L = 8.00 ft 2 Dsgn. L = 8.00 ft 3 Dsgn. L = 8.00 ft 4 Dsgn. L = 4.00 ft 5 +D+0.750Lr+0.750L+H, LL Comb Run (* Dsgn. L = 4.00 ft 1 Dsgn. L = 8.00 ft 2 Dsgn. L = 8.00 ft 3 Dsgn. L = 8.00 ft 4 Dsgn. L = 4.00 ft 5 +D+0.750Lr+0.750L+H, LL Comb Run (* Dsgn. L = 4.00 ft 1 0.010 Dsgn. L = 8.00 ft 2 0.016 Dsgn. L = 8.00 ft 3 0.016 Dsgn. L = 8.00 ft 4 0.016 Dsgn. L = 4.00 ft 5 0.010 +D+0.750Lr+0.750L+H, LL Comb Run (* Dsgn. L = 4.00 ft 1 0.010 Dsgn. L = 8.00 ft 2 0.017 Dsgn. L = 8.00 ft 3 0.017 Dsgn. L = 8.00 ft 4 0.022 Dsgn. L = 4.00 ft 5 0.022 +D+0.750Lr+0.750L+H, LL Comb Run (L Dsgn. L = 4.00 ft 1 0.022 0.006 Dsgn. L = 8.00 ft 2 0.022 0.004 Dsgn. L = 8.00 ft 3 0.007 0.003 Dsgn. L = 8.00 ft 4 0.010 0.003 Dsgn. L = 4.00 ft 5 0.010 0.003 +D+0.750Lr+0.750L+H, LL Comb Run (L Dsgn. L = 4.00 ft 1 0.022 0.006 Dsgn. L = 8.00 ft 2 0.022 0.004 Dsgn. L = 8.00 ft 3 0.006 0.003 Dsgn. L = 8.00 ft 4 0.022 0.006 Dsgn. L = 4.00 ft 5 0.022 0.006 +D+0.750Lr+0.750L+H, LL Comb Run (L Dsgn. L = 4.00 ft 1 0.022 0.006 Dsgn. L = 8.00 ft 2 0.022 0.004 Dsgn. L = 8.00 ft 3 0.013 0.006 Dsgn. L = 8.00 ft 4 0.013 0.006 Dsgn. L = 4.00 ft 5 0.010 0.003 +D+0.750Lr+0.750L+H, LL Comb Run (L Dsgn. L = 4.00 ft 1 0.022 0.006 Dsgn. L = 8.00 ft 2 0.022 0.004 Dsgn. L = 8.00 ft 3 0.010 0.005 Dsgn. L = 8.00 ft 4 0.022 0.007 Dsgn. L = 4.00 ft 5 0.022 0.006 +D+0.750Lr+0.750L+H, LL Comb Run (L Dsgn. L = 4.00 ft 1 0.022 Dsgn. L = 8.00 ft 2 0.022 Dsgn. L = 8.00 ft 3 0.013 Dsgn. L = 8.00 ft 4 0.012 Dsgn. L = 4.00 ft 5 0.010 +D+0.750Lr+0.750L+H, LL Comb Run (L Dsgn. L = 4.00 ft 1 0.022 0.006 0.010 0.012 0.012 0.022 0.022 0.010 0.017 0.017 0.010 0.010 0.010 0.018 0.018 0.022 0.022 0.006 0.006 0.005 0.007 0.006 0.006 0.007 0.007 0.003 0.003 0.005 0.007 0.007 0.006 0.006 0.006 0.006 0.006 0.006 0.003 0.006 0.006 0.006 0.007 0.006 0.006 0.006 0.006 0.003 0.003 0.36 -0.00 0.36 0.35 0.01 0.24 0.27 0.28 0.01 0.25 0.32 -0.00 0.29 0.20 0.29 0.28 0.23 0.16 -0.00 0.16 0.05 -0.00 0.20 -0.00 0.03 0.11 0.32 0.02 0.13 0.20 -0.00 0.38 -0.00 -0.68 0.68 50.98 30.53 1.00 1.00 0.34 93.90 56.23 -0.30 -0.33 -0.33 -0.33 -0.30 -0.30 -0.36 -0.36 -0.68 -0.68 -0.30 -0.53 -0.53 -0.30 -0.30 -0.30 -0.56 -0.56 -0.68 -0.68 -0.30 -0.48 -0.48 -0.48 -0.30 -0.30 -0.51 -0.51 -0.68 -0.68 -0.68 -0.68 -0.21 -0.30 -0.30 -0.68 -0.68 -0.11 -0.68 -0.68 -0.68 -0.68 -0.41 -0.41 -0.30 -0.68 -0.68 -0.31 -0.68 -0.68 -0.68 -0.68 -0.36 -0.36 -0.30 0.30 0.36 0.33 0.36 0.30 0.30 0.36 0.36 0.68 0.68 0.30 0.53 0.53 0.30 0.30 0.30 0.56 0.56 0.68 0.68 0.30 0.48 0.48 0.48 0.30 0.30 0.51 0.51 0.68 0.68 0.68 0.68 0.21 0.30 0.30 0.68 0.68 0.20 0.68 0.68 0.68 0.68 0.41 0.41 0.30 0.68 0.68 0.31 0.68 0.68 0.68 0.68 0.38 0.36 0.30 50.98 50.98 50.98 50.98 50.98 50.98 50.98 50.98 50.98 50.98 50.98 50.98 50.98 50.98 50.98 50.98 50.98 50.98 50.98 50.98 50.98 50.98 50.98 50.98 50.98 50.98 50.98 50.98 50.98 50.98 50.98 50.98 50.98 50.98 50.98 50.98 50.98 50.98 50.98 50.98 50.98 50.98 50.98 50.98 50.98 50.98 50.98 50.98 50.98 50.98 50.98 50.98 50.98 50.98 50.98 30.53 30.53 30.53 30.53 30.53 30.53 30.53 30.53 30.53 30.53 30.53 30.53 30.53 30.53 30.53 30.53 30.53 30.53 30.53 30.53 30.53 30.53 30.53 30.53 30.53 30.53 30.53 30.53 30.53 30.53 30.53 30.53 30.53 30.53 30.53 30.53 30.53 30.53 30.53 30.53 30.53 30.53 30.53 30.53 30.53 30.53 30.53 30.53 30.53 30.53 30.53 30.53 30.53 30.53 30.53 1.00 1.29 2.63 1.29 1.00 1.00 1.33 3.00 2.60 1.00 1.00 2.28 2.20 3.00 1.00 1.00 2.44 2.01 2.48 1.00 1.00 1.98 2.80 1.98 1.00 1.00 2.12 2.45 3.00 1.00 1.00 2.90 1.57 3.00 1.00 1.00 2.78 1.23 2.78 1.00 1.00 2.95 2.66 1.57 1.00 1.00 2.94 2.36 2.83 1.00 1.00 2.31 1.27 2.76 1.00 1:00 1100 1:00 1:00 1:00 1. DO 1.00 1100 190 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.CD 1. 1.0D II, 1.00 1.00 1.00 1.00 1.00 0.33 0.34 0.34 0.34 0.15 0.33 0.35 0.28 0.39 0.34 0.31 0.37 0.37 0.15 0.15 0.31 0.39 0.39 0.34 0.34 0.32 0.36 0.36 0.36 0.15 0.31 0.36 0.35 0.38 0.34 0.34 0.23 0.17 0.16 0.15 0.34 0.22 0.15 0.34 0.34 0.34 0.23 0.35 0.35 0.15 0.34 0.23 0.29 0.38 0.34 0.34 0.32 0.35 0.16 0.15 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 -0.68 0.68 50.98 30.53 1.00 1.00 0.34 93.90 56.23 241 Sifts & Hill Engineers, Inc. 4815 Center Street Project Title: Engineer: Project Descr: Project ID: Printed: 16 JAN 2018, 4:22PM Steel Beam Lic. # : KW -06002611 Description : Load Combination Segment Length HSS Antenna Support Beam (Member P1) Max Stress Ratios File = P:1180D01180001Calculations\S6uctura1118000.ecE' ENERCALC, INC. f :3 2017,: Build:10.17.12.10, Ver..10:17.12..1( Licensee : sitts & hill engineering, inc. Summary of Moment Values Summary of Shear Values Span # M V Mmax + Mmax - Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Dsgn. L = 8.00 ft 2 0.022 0.006 -0.00 -0.68 0.68 50.98 30.53 2.23 1,00 0.34 93.90 56.23 Dsgn. L = 8.00 ft 3 0.014 0.006 0.42 -0.26 0.42 50.98 30.53 1.24 100 0.34 93.90 56.23 Dsgn. L = 8.00 ft 4 0.022 0.006 -0.00 -0.68 0.68 50.98 30.53 2.23 1 tOO 0.34 93.90 56.23 Dsgn. L = 4.00 ft 5 0.022 0.006 -0.68 0.68 50.98 30.53 1.00 190 0.34 93.90 56.23 +D+0.750Lr+0.750L+H, LL Comb Run (L Dsgn. L = 4.00 ft 1 0.022 0.006 -0.68 0.68 50.98 30.53 1.00 1:00 0.34 93.90 56.23 Dsgn. L = 8.00 ft 2 0.022 0.005 -0.00 -0.68 0.68 50.98 30.53 2.48 1:00 0.29 93.90 56.23 Dsgn. L = 8.00 ft 3 0.018 0.007 0.32 -0.56 0.56 50.98 30.53 2.01 100 0.39 93.90 56.23 Dsgn. L = 8.00 ft 4 0.018 0.007 0.25 -0.56 0.56 50.98 30.53 2.44 100 0.37 93.90 56.23 Dsgn. L = 4.00 ft 5 0.010 0.003 -0.30 0.30 50.98 30.53 1.00 100 0.15 93.90 56.23 +D+0.750Lr+0.750L+H, LL Comb Run (L Dsgn. L = 4.00 ft 1 0.022 0.006 -0.68 0.68 50.98 30.53 1.00 1 D 0.34 93.90 56.23 Dsgn. L = 8.00 ft 2 0.022 0.005 -0.00 -0.68 0.68 50.98 30.53 2.39 1.00 0.31 93.90 56.23 Dsgn. L = 8.00 ft 3 0.015 0.007 0.35 -0.46 0.46 50.98 30.53 1.59 1.00 0.37 93.90 56.23 Dsgn. L = 8.00 ft 4 0.022 0.007 0.11 -0.68 0.68 50.98 30.53 3.00 1.00 0.37 93.90 56.23 Dsgn. L = 4.00 ft 5 0.022 0.006 -0.68 0.68 50.98 30.53 1.00 1.00 0.34 93.90 56.23 +D+0.750Lr+0.750L+H, LL Comb Run (L Dsgn. L = 4.00 ft 1 0.022 0.007 -0.68 0.68 50.98 30.53 1.00 100 0.39 93.90 56.23 Dsgn. L = 8.00 ft 2 0.022 0.007 0.21 -0.68 0.68 50.98 30.53 2.75 100 0.39 93.90 56.23 Dsgn. L = 8.00 ft 3 0.009 0.003 0.09 -0.28 0.28 50.98 30.53 2.87 1.00 0.17 93.90 56.23 Dsgn. L = 8.00 ft 4 0.010 0.003 0.08 -0.30 0.30 50.98 30.53 2.98 1.00 0.17 93.90 56.23 Dsgn. L = 4.00 ft 5 0.010 0.003 -0.30 0.30 50.98 30.53 1.00 1.00 0.15 93.90 56.23 +D+0.750Lr+0.750L+H, LL Comb Run (L Dsgn. L = 4.00 ft 1 0.022 0.007 -0.68 0.68 50.98 30.53 1.00 1.00 0.38 93.90 56.23 Dsgn. L = 8.00 ft 2 0.022 0.007 0.20 -0.68 0.68 50.98 30.53 2.83 190 0.38 93.90 56.23 Dsgn. L = 8.00 ft 3 0.010 0.003 0.13 -0.31 0.31 50.98 30.53 2.36 1.00 0.18 93.90 56.23 Dsgn. L = 8.00 ft 4 0.022 0.006 0.02 -0.68 0.68 50.98 30.53 2.94 1.00 0.34 93.90 56.23 Dsgn. L = 4.00 ft 5 0.022 0.006 -0.68 0.68 50.98 30.53 1.00 1.00 0.34 93.90 56.23 +D+0.750Lr+0.750L+H, LL Comb Run (L Dsgn. L = 4.00 ft 1 0.022 0.007 -0.68 0.68 50.98 30.53 1.00 1.00 0.39 93.90 56.23 Dsgn. L = 8.00 ft 2 0.022 0.007 0.24 -0.68 0.68 50.98 30.53 2.60 1.00 0.39 93.90 56.23 Dsgn. L = 8.00 ft 3 0.012 0.006 0.01 -0.36 0.36 50.98 30.53 3.00 1.00 0.35 93.90 56.23 Dsgn. L = 8.00 ft 4 0.012 0.006 0.35 -0.36 0.36 50.98 30.53 1.33 1.00 0.35 93.90 56.23 Dsgn. L = 4.00 ft 5 0.010 0.003 -0.30 0.30 50.98 30.53 1.00 1.00 0.15 93.90 56.23 +D+0.750Lr+0.750L+H, LL Comb Run (L Dsgn. L = 4.00 ft 1 0.022 0.007 -0.68 0.68 50.98 30.53 1.00 1.00 0.39 93.90 56.23 Dsgn. L = 8.00 ft 2 0.022 0.007 0.23 -0.68 0.68 50.98 30.53 2.67 1.00 0.39 93.90 56.23 Dsgn. L = 8.00 ft 3 0.008 0.005 0.05 -0.26 0.26 50.98 30.53 3.00 1.00 0.29 93.90 56.23 Dsgn. L = 8.00 ft 4 0.022 0.007 0.23 -0.68 0.68 50.98 30.53 2.67 1.00 0.39 93.90 56.23 Dsgn. L = 4.00 ft 5 0.022 0.006 -0.68 0.68 50.98 30.53 1.00 1.00 0.34 93.90 56.23 +D+0.750Lr+0.750L+H, LL Comb Run (L Dsgn. L = 4.00 ft 1 0.022 0.007 -0.68 0.68 50.98 30.53 1.00 1.00 0.37 93.90 56.23 Dsgn. L = 8.00 ft 2 0.022 0.007 0.13 -0.68 0.68 50.98 30.53 3.00 1.90 0.37 93.90 56.23 Dsgn. L = 8.00 ft 3 0.014 0.006 0.31 -0.43 0.43 50.98 30.53 1.71 1.110 0.35 93.90 56.23 Dsgn. L = 8.00 ft 4 0.010 0.003 -0.00 -0.31 0.31 50.98 30.53 3.00 1.00 0.15 93.90 56.23 Dsgn. L = 4.00 ft 5 0.010 0.003 -0.30 0.30 50.98 30.53 1.00 1.00 0.15 93.90 56.23 +D+0.750Lr+0.750L+H, LL Comb Run (L Dsgn. L = 4.00 ft 1 0.022 0.007 -0.68 0.68 50.98 30.53 1.00 1.00 0.37 93.90 56.23 Dsgn. L = 8.00 ft 2 0.022 0.007 0.11 -0.68 0.68 50.98 30.53 3.00 1.00 0.37 93.90 56.23 Dsgn. L = 8.00 ft 3 0.015 0.007 0.35 -0.46 0.46 50.98 30.53 1.59 1.00 0.37 93.90 56.23 Dsgn. L = 8.00 ft 4 0.022 0.006 -0.00 -0.68 0.68 50.98 30.53 2.39 1.00 0.34 93.90 56.23 Dsgn. L = 4.00 ft 5 0.022 0.006 -0.68 0.68 50.98 30.53 1.00 1.00 0.34 93.90 56.23 +D+0.750Lr+0.750L+H, LL Comb Run (L Dsgn. L = 4.00 ft 1 0.022 0.007 -0.68 0.68 50.98 30.53 1.00 1.00 0.38 93.90 56.23 Dsgn. L = 8.00 ft 2 0.022 0.007 0.16 -0.68 0.68 50.98 30.53 3.00 1.00 0.38 93.90 56.23 Dsgn. L = 8.00 ft 3 0.017 0.006 0.23 -0.51 0.51 50.98 30.53 2.45 1.00 0.36 93.90 56.23 Dsgn. L = 8.00 ft 4 0.017 0.006 0.28 -0.51 0.51 50.98 30.53 2.12 1.00 0.36 93.90 56.23 Dsgn. L = 4.00 ft 5 0.010 0.003 -0.30 0.30 50.98 30.53 1.00 1.00 0.15 93.90 56.23 +D+0.750Lr+0.750L+H, LL Comb Run (L Dsgn. L = 4.00 ft 1 0.022 0.007 -0.68 0.68 50.98 30.53 1.00 1.00 0.37 93.90 56.23 Dsgn. L = 8.00 ft 2 0.022 0.007 0.14 -0.68 0.68 50.98 30.53 3.00 1.00 0.37 93.90 56.23 Dsgn. L = 8.00 ft 3 0.013 0.006 0.27 -0.41 0.41 50.98 30.53 1.88 1.00 0.34 93.90 56.23 Dsgn. L = 8.00 ft 4 0.022 0.007 0.14 -0.68 0.68 50.98 30.53 3.00 1.00 0.37 93.90 56.23 Dsgn. L = 4.00 ft 5 0.022 0.006 -0.68 0.68 50.98 30.53 1.00 1.00 0.34 93.90 56.23 +D+0.750L+0.7505+H, LL Comb Run (** Dsgn. L = 4.00 ft 1 0.010 0.003 -0.30 0.30 50.98 30.53 1.00 1.00 0.16 93.90 56.23 Dsgn. L = 8.00 ft 2 0.010 0.003 0.05 -0.30 0.30 50.98 30.53 3.00 1.00 0.17 93.90 56.23 Dsgn. L = 8.00 ft 3 0.007 0.003 0.16 -0.21 0.21 50.98 30.53 1.57 1.00 0.17 93.90 56.23 Dsgn. L = 8.00 ft 4 0.022 0.006 -0.00 -0.68 0.68 50.98 30.53 2.90 1.00 0.34 93.90 56.23 242 Sifts & Hill Engineers, Inc. 4815 Center Street Project Title: Engineer: Project Descr: Project ID: Printed: 16 JAN 2018, 4:22PM Steel Beam Lic. # : KW -06002611 Description : Load Combination HSS Antenna Support Beam (Member P1) Max Stress Ratios F9e = P:1180001180001Ca!culations\Structura1118000.ece ENERCALC,.INC. '1983-2017, Build:10.17.12.10, Ver.10.17.12.1( Licensee : sitts & hill engineering, inc. Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Dsgn. L = 4.00 ft 5 0.022 0.006 -0.68 0.68 50.98 30.53 1.00 1.00 0.34 93.90 56.23 +D+0.750L+0.7505+H, LL Comb Run (** Dsgn. L = 4.00 ft 1 0.010 0.003 -0.30 0.30 50.98 30.53 1.00 1.00 0.17 93.90 56.23 Dsgn. L = 8.00 ft 2 0.010 0.003 0.09 -0.30 0.30 50.98 30.53 2.79 1.00 0.17 93.90 56.23 Dsgn. L = 8.00 ft 3 0.012 0.006 0.06 -0.38 0.38 50.98 30.53 3.00 1.00 0.35 93.90 56.23 Dsgn. L = 8.00 ft 4 0.012 0.006 0.34 -0.38 0.38 50.98 30.53 1.45 1.00 0.35 93.90 56.23 Dsgn. L = 4.00 ft 5 0.010 0.003 -0.30 0.30 50.98 30.53 1.00 1.00 0.15 93.90 56.23 +D+0.750L+0.7505+H, LL Comb Run (** Dsgn. L = 4.00 ft 1 0.010 0.003 -0.30 0.30 50.98 30.53 1.00 1.00 0.17 93.90 56.23 Dsgn. L = 8.00 ft 2 0.010 0.003 0.08 -0.30 0.30 50.98 30.53 2.98 1.00 0.17 93.90 56.23 Dsgn. L = 8.00 ft 3 0.009 0.005 0.09 -0.28 0.28 50.98 30.53 2.87 1.00 0.29 93.90 56.23 Dsgn. L = 8.00 ft 4 0.022 0.007 0.21 -0.68 0.68 50.98 30.53 2.75 1.00 0.39 93.90 56.23 Dsgn. L = 4.00 ft 5 0.022 0.006 -0.68 0.68 50.98 30.53 1.00 1.00 0.34 93.90 56.23 +D+0.750L+0.7505+H, LL Comb Run (** Dsgn. L = 4.00 ft 1 0.010 0.003 -0.30 0.30 50.98 30.53 1.00 1.00 0.15 93.90 56.23 Dsgn. L = 8.00 ft 2 0.011 0.006 -0.00 -0.33 0.33 50.98 30.53 2.90 1.00 0.34 93.90 56.23 Dsgn. L = 8.00 ft 3 0.011 0.006 0.35 -0.33 0.35 50.98 30.53 1.31 1.00 0.34 93.90 56.23 Dsgn. L = 8.00 ft 4 0.011 0.003 -0.00 -0.33 0.33 50.98 30.53 2.90 1.00 0.15 93.90 56.23 Dsgn. L = 4.00 ft 5 0.010 0.003 -0.30 0.30 50.98 30.53 1.00 1.00 0.15 93.90 56.23 +D+0.750L+0.7505+H, LL Comb Run (** Dsgn. L = 4.00 ft 1 0.010 0.003 -0.30 0.30 50.98 30.53 1.00 1.00 0.15 93.90 56.23 Dsgn. L = 8.00 ft 2 0.012 0.006 -0.00 -0.36 0.36 50.98 30.53 2.76 1.00 0.35 93.90 56.23 Dsgn. L = 8.00 ft 3 0.013 0.006 0.38 -0.36 0.38 50.98 30.53 1.27 1.00 0.35 93.90 56.23 Dsgn. L = 8.00 ft 4 0.022 0.006 -0.00 -0.68 0.68 50.98 30.53 2.31 1.00 0.34 93.90 56.23 Dsgn. L = 4.00 ft 5 0.022 0.006 -0.68 0.68 50.98 30.53 1.00 1.00 0.34 93.90 56.23 +D+0.750L+0.7505+H, LL Comb Run (** Dsgn. L = 4.00 ft 1 0.010 0.003 -0.30 0.30 50.98 30.53 1.00 1.00 0.15 93.90 56.23 Dsgn. L = 8.00 ft 2 0.010 0.005 0.01 -0.30 0.30 50.98 30.53 3.00 1.00 0.31 93.90 56.23 Dsgn. L = 8.00 ft 3 0.017 0.007 0.28 -0.53 0.53 50.98 30.53 2.20 1.00 0.37 93.90 56.23 Dsgn. L = 8.00 ft 4 0.017 0.007 0.27 -0.53 0.53 50.98 30.53 2.28 1.00 0.37 93.90 56.23 Dsgn. L = 4.00 ft 5 0.010 0.003 -0.30 0.30 50.98 30.53 1.00 1.00 0.15 93.90 56.23 +D+0.750L+0.7505+H, LL Comb Run (** Dsgn. L = 4.00 ft 1 0.010 0.003 -0.30 0.30 50.98 30.53 1.00 1.00 0.15 93.90 56.23 Dsgn. L = 8.00 ft 2 0.010 0.006 -0.00 -0.31 0.31 50.98 30.53 3.00 1.00 0.32 93.90 56.23 Dsgn. L = 8.00 ft 3 0.014 0.006 0.31 -0.43 0.43 50.98 30.53 1.71 1.00 0.35 93.90 56.23 Dsgn. L = 8.00 ft 4 0.022 0.007 0.13 -0.68 0.68 50.98 30.53 3.00 1.00 0.37 93.90 56.23 Dsgn. L = 4.00 ft 5 0.022 0.006 -0.68 0.68 50.98 30.53 1.00 1.00 0.34 93.90 56.23 +D+0.750L+0.7505+H, LL Comb Run (*L Dsgn. L = 4.00 ft 1 0.010 0.006 -0.30 0.30 50.98 30.53 1.00 1.00 0.33 93.90 56.23 Dsgn. L = 8.00 ft 2 0.012 0.006 0.34 -0.38 0.38 50.98 30.53 1.45 1.00 0.35 93.90 56.23 Dsgn. L = 8.00 ft 3 0.012 0.003 0.06 -0.38 0.38 50.98 30.53 3.00 1.00 0.18 93.90 56.23 Dsgn. L = 8.00 ft 4 0.010 0.003 0.09 -0.30 0.30 50.98 30.53 2.79 1.00 0.17 93.90 56.23 Dsgn. L = 4.00 ft 5 0.010 0.003 -0.30 0.30 50.98 30.53 1.00 1.00 0.15 93.90 56.23 +D+0.750L+0.7505+H, LL Comb Run (*L Dsgn. L = 4.00 ft 1 0.010 0.006 -0.30 0.30 50.98 30.53 1.00 1.00 0.33 93.90 56.23 Dsgn. L = 8.00 ft 2 0.013 0.006 0.32 -0.41 0.41 50.98 30.53 1.57 1.00 0.35 93.90 56.23 Dsgn. L = 8.00 ft 3 0.013 0.004 0.11 -0.41 0.41 50.98 30.53 2.66 1.00 0.20 93.90 56.23 Dsgn. L = 8.00 ft 4 0.022 0.006 0.03 -0.68 0.68 50.98 30.53 2.95 1.00 0.34 93.90 56.23 Dsgn. L = 4.00 ft 5 0.022 0.006 -0.68 0.68 50.98 30.53 1.00 1.00 0.34 93.90 56.23 +D+0.750L+0.7505+H, LL Comb Run (*L Dsgn. L = 4.00 ft 1 0.010 0.006 -0.30 0.30 50.98 30.53 1.00 1.00 0.33 93.90 56.23 Dsgn. L = 8.00 ft 2 0.012 0.006 0.36 -0.33 0.36 50.98 30.53 1.29 1.00 0.34 93.90 56.23 Dsgn. L = 8.00 ft 3 0.011 0.006 -0.00 -0.33 0.33 50.98 30.53 2.63 1.00 0.34 93.90 56.23 Dsgn. L = 8.00 ft 4 0.012 0.006 0.36 -0.33 0.36 50.98 30.53 1.29 1.00 0.34 93.90 56.23 Dsgn. L = 4.00 ft 5 0.010 0.003 -0.30 0.30 50.98 30.53 1.00 1.00 0.15 93.90 56.23 +D+0.750L+0.7505+H, LL Comb Run (*L Dsgn. L = 4.00 ft 1 0.010 0.006 -0.30 0.30 50.98 30.53 1.00 1.00 0.33 93.90 56.23 Dsgn. L = 8.00 ft 2 0.012 0.006 0.35 -0.36 0.36 50.98 30.53 1.33 1.00 0.35 93.90 56.23 Dsgn. L = 8.00 ft 3 0.012 0.005 0.01 -0.36 0.36 50.98 30.53 3.00 1.00 0.28 93.90 56.23 Dsgn. L = 8.00 ft 4 0.022 0.007 0.24 -0.68 0.68 50.98 30.53 2.60 1.00 0.39 93.90 56.23 Dsgn. L = 4.00 ft 5 0.022 0.006 -0.68 0.68 50.98 30.53 1.00 1.00 0.34 93.90 56.23 +D+0.750L+0.7505+H, LL Comb Run (*L Dsgn. L = 4.00 ft 1 0.010 0.006 -0.30 0.30 50.98 30.53 1.00 1.00 0.31 93.90 56.23 Dsgn. L = 8.00 ft 2 0.017 0.007 0.27 -0.53 0.53 50.98 30.53 2.28 1.00 0.37 93.90 56.23 Dsgn. L = 8.00 ft 3 0.017 0.007 0.28 -0.53 0.53 50.98 30.53 2.20 1.00 0.37 93.90 56.23 Dsgn. L = 8.00 ft 4 0.010 0.003 0.01 -0.30 0.30 50.98 30.53 3.00 1.00 0.15 93.90 56.23 Dsgn. L = 4.00 ft 5 0.010 0.003 -0.30 0.30 50.98 30.53 1.00 1.00 0.15 93.90 56.23 +D+0.750L+0.750S+H, LL Comb Run (*L Dsgn. L = 4.00 ft 1 0.010 0.005 -0.30 0.30 50.98 30.53 1.00 1.00 0.31 93.90 56.23 243 Sifts & Hill Engineers, Inc. 4815 Center Street Project Title: Engineer: Project Descr: Project ID: Printed: 16 JAN 2018, 4:22PM Steel Beam Lic. # : KW -06002611 Description : Load Combination HSS Antenna Support Beam (Member P1) Max Stress Ratios File -= P.:1180001180001CatculationsiStructural118000.ec€ ENERCALC, INC.'1983-2017,,Buildt10.17.12.10, Vec10.17.12.1( Licensee : sitts & hill engineering, inc. Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Dsgn. L = 8.00 ft 2 0.018 0.007 0.25 -0.56 0.56 50.98 30.53 2.44 1:00 0.39 93.90 56.23 Dsgn. L = 8.00 ft 3 0.018 0.007 0.32 -0.56 0.56 50.98 30.53 2.01 1.00 0.39 93.90 56.23 Dsgn. L = 8.00 ft 4 0.022 0.006 -0.00 -0.68 0.68 50.98 30.53 2.48 1:00 0.34 93.90 56.23 Dsgn. L = 4.00 ft 5 0.022 0.006 -0.68 0.68 50.98 30.53 1.00 1.00 0.34 93.90 56.23 +D+0.750L+0.7505+H, LL Comb Run (*L Dsgn. L = 4.00 ft 1 0.010 0.006 -0.30 0.30 50.98 30.53 1.00 1:00 0.32 93.90 56.23 Dsgn. L = 8.00 ft 2 0.016 0.006 0.29 -0.48 0.48 50.98 30.53 1.98 1.00 0.36 93.90 56.23 Dsgn. L = 8.00 ft 3 0.016 0.006 0.20 -0.48 0.48 50.98 30.53 2.80 1.00 0.36 93.90 56.23 Dsgn. L = 8.00 ft 4 0.016 0.006 0.29 -0.48 0.48 50.98 30.53 1.98 1.00 0.36 93.90 56.23 Dsgn. L = 4.00 ft 5 0.010 0.003 -0.30 0.30 50.98 30.53 1.00 1.00 0.15 93.90 56.23 +D+0.750L+0.750S+H, LL Comb Run (*L Dsgn. L = 4.00 ft 1 0.010 0.006 -0.30 0.30 50.98 30.53 1.00 1.00 0.31 93.90 56.23 Dsgn. L = 8.00 ft 2 0.017 0.006 0.28 -0.51 0.51 50.98 30.53 2.12 1.00 0.36 93.90 56.23 Dsgn. L = 8.00 ft 3 0.017 0.006 0.23 -0.51 0.51 50.98 30.53 2.45 1.00 0.35 93.90 56.23 Dsgn. L = 8.00 ft 4 0.022 0.007 0.16 -0.68 0.68 50.98 30.53 3.00 1.00 0.38 93.90 56.23 Dsgn. L = 4.00 ft 5 0.022 0.006 -0.68 0.68 50.98 30.53 1.00 1.00 0.34 93.90 56.23 +D+0.750L+0.7505+H, LL Comb Run (L* Dsgn. L = 4.00 ft 1 0.022 0.006 -0.68 0.68 50.98 30.53 1.00 1.00 0.34 93.90 56.23 Dsgn. L = 8.00 ft 2 0.022 0.004 -0.00 -0.68 0.68 50.98 30.53 2.90. 1.00 0.23 93.90 56.23 Dsgn. L = 8.00 ft 3 0.007 0.003 0.16 -0.21 0.21 50.98 30.53 1.57 1.00 0.17 93.90 56.23 Dsgn. L = 8.00 ft 4 0.010 0.003 0.05 -0.30 0.30 50.98 30.53 3.00 1.00 0.16 93.90 56.23 Dsgn. L = 4.00 ft 5 0.010 0.003 -0.30 0.30 50.98 30.53 1.00 1.00 0.15 93.90 56.23 +D+0.750L+0.750S+H, LL Comb Run (L* Dsgn. L = 4.00 ft 1 0.022 0.006 -0.68 0.68 50.98 30.53 1.00 1.00 0.34 93.90 56.23 Dsgn. L = 8.00 ft 2 0.022 0.004 -0.00 -0.68 0.68 50.98 30.53 2.78 1.00 0.22 93.90 56.23 Dsgn. L = 8.00 ft 3 0.006 0.003 0.20 -0.11 0.20 50.98 30.53 1.23 1.00 0.15 93.90 56.23 Dsgn. L = 8.00 ft 4 0.022 0.006 -0.00 -0.68 0.68 50.98 30.53 2.78 1.00 0.34 93.90 56.23 Dsgn. L = 4.00 ft 5 0.022 0.006 -0.68 0.68 50.98 30.53 1.00 1.00 0.34 93.90 56.23 +D+0.750L+0.750S+H, LL Comb Run (L* Dsgn. L = 4.00 ft 1 0.022 0.006 -0.68 0.68 50.98 30.53 1.00 1.00 0.34 93.90 56.23 Dsgn. L = 8.00 ft 2 0.022 0.004 0.03 -0.68 0.68 50.98 30.53 2.95 1.00 0.23 93.90 56.23 Dsgn. L = 8.00 ft 3 0.013 0.006 0.11 -0.41 0.41 50.98 30.53 2.66 1.00 0.35 93.90 56.23 Dsgn. L = 8.00 ft 4 0.013 0.006 0.32 -0.41 0.41 50.98 30.53 1.57 1.00 0.35 93.90 56.23 Dsgn. L = 4.00 ft 5 0.010 0.003 -0.30 0.30 50.98 30.53 1.00 1.00 0.15 93.90 56.23 +D+0.750L+0.750S+H, LL Comb Run (L* Dsgn. L = 4.00 ft 1 0.022 0.006 -0.68 0.68 50.98 30.53 1.00 1.00 0.34 93.90 56.23 Dsgn. L = 8.00 ft 2 0.022 0.004 0.02 -0.68 0.68 50.98 30.53 2.94 1.00 0.23 93.90 56.23 Dsgn. L = 8.00 ft 3 0.010 0.005 0.13 -0.31 0.31 50.98 30.53 2.36 1.00 0.29 93.90 56.23 Dsgn. L = 8.00 ft 4 0.022 0.007 0.20 -0.68 0.68 50.98 30.53 2.83 1.00 0.38 93.90 56.23 Dsgn. L = 4.00 ft 5 0.022 0.006 -0.68 0.68 50.98 30.53 1.00 1.00 0.34 93.90 56.23 +D+0.750L+0.7505+H, LL Comb Run (L* Dsgn. L = 4.00 ft 1 0.022 0.006 -0.68 0.68 50.98 30.53 1.00 1.00 0.34 93.90 56.23 Dsgn. L = 8.00 ft 2 0.022 0.006 -0.00 -0.68 0.68 50.98 30.53 2.31 1.00 0.32 93.90 56.23 Dsgn. L = 8.00 ft 3 0.013 0.006 0.38 -0.36 0.38 50.98 30.53 1.27 1.00 0.35 93.90 56.23 Dsgn. L = 8.00 ft 4 0.012 0.003 -0.00 -0.36 0.36 50.98 30.53 2.76 1.00 0.16 93.90 56.23 Dsgn. L = 4.00 ft 5 0.010 0.003 -0.30 0.30 50.98 30.53 1.00 1.00 0.15 93.90 56.23 +D+0.750L+0.7505+H, LL Comb Run (L* Dsgn. L = 4.00 ft 1 0.022 0.006 -0.68 0.68 50.98 30.53 1.00 1.00 0.34 93.90 56.23 Dsgn. L = 8.00 ft 2 0.022 0.006 -0.00 -0.68 0.68 50.98 30.53 2.23 1.00 0.34 93.90 56.23 Dsgn. L = 8.00 ft 3 0.014 0.006 0.42 -0.26 0.42 50.98 I 30.53 1.24 1.00 0.34 93.90 56.23 Dsgn. L = 8.00 ft 4 0.022 0.006 -0.00 -0.68 0.68 50.98 30.53 2.23 1.00 0.34 93.90 56.23 Dsgn. L = 4.00 ft 5 0.022 0.006 -0.68 0.68 50.98 30.53 1.00 1.00 0.34 93.90 56.23 +D+0.750L+0.750S+H, LL Comb Run (L* Dsgn. L = 4.00 ft 1 0.022 0.006 -0.68 0.68 50.98 30.53 1.00 1.00 0.34 93.90 56.23 Dsgn. L = 8.00 ft 2 0.022 0.005 -0.00 -0.68 0.68 50.98 30.53 2.48 1.00 0.29 93.90 56.23 Dsgn. L = 8.00 ft 3 0.018 0.007 0.32 -0.56 0.56 50.98 30.53 2.01 1.00 0.39 93.90 56.23 Dsgn. L = 8.00 ft 4 0.018 0.007 0.25 -0.56 0.56 50.98 30.53 2.44 1.00 0.37 93.90 56.23 Dsgn. L = 4.00 ft 5 0.010 0.003 -0.30 0.30 50.98 30.53 1.00 1.00 0.15 93.90 56.23 +D+0.750L+0.750S+H, LL Comb Run (L* Dsgn. L = 4.00 ft 1 0.022 0.006 -0.68 0.68 50.98 30.53 1.00 1.00 0.34 93.90 56.23 Dsgn. L = 8.00 ft 2 0.022 0.005 -0.00 -0.68 0.68 50.98 30.53 2.39 1.00 0.31 93.90 56.23 Dsgn. L = 8.00 ft 3 0.015 0.007 0.35 -0.46 0.46 50.98 30.53 1.59 1.00 0.37 93.90 56.23 Dsgn. L = 8.00 ft 4 0.022 0.007 0.11 -0.68 0.68 50.98 30.53 3.00 1.00 0.37 93.90 56.23 Dsgn. L = 4.00 ft 5 0.022 0.006 -0.68 0.68 50.98 30.53 1.00 1.00 0.34 93.90 56.23 +D+0.750L+0.750S+H, LL Comb Run (LI Dsgn. L = 4.00 ft 1 0.022 0.007 -0.68 0.68 50.98 30.53 1.00 1.00 0.39 93.90 56.23 Dsgn. L = 8.00 ft 2 0.022 0.007 0.21 -0.68 0.68 50.98 30.53 2.75 1.00 0.39 93.90 56.23 Dsgn. L = 8.00 ft 3 0.009 0.003 0.09 -0.28 0.28 50.98 30.53 2.87 1.00 0.17 93.90 56.23 Dsgn. L = 8.00 ft 4 0.010 0.003 0.08 -0.30 0.30 50.98 30.53 2.98 1.00 0.17 93.90 56.23 244 Sifts & Hill Engineers, Inc. 4815 Center Street Project Title: Engineer: Project Descr: Project ID: Printed: 16 JAN 2018, 4:22PM Steel Beam Lic. # : KW -06002611 Description : HSS Antenna Support Beam (Member P1) Load Combination Max Stress Ratios File = P:1180D0\18000\Calcailations1Structura1118000 ENERCALC,INC. 1983-2017, Build:10.17.12.10, Ver.10.17.12.1( Licensee : sitts & hill engineering, inc. Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma Max Mnx MnxlOmega Cb Rm Va Max Vnx Vnx/Omega Dsgn. L = 4.00 ft 5 0.010 0.003 -0.30 0.30 50.98 30.53 1.00 1.00 0.15 93.90 56.23 +D+0.750L+0.750S+H, LL Comb Run (LI Dsgn. L = 4.00 ft 1 0.022 0.007 -0.68 0.68 50.98 30.53 1.00 100 0.38 93.90 56.23 Dsgn. L = 8.00 ft 2 0.022 0.007 0.20 -0.68 0.68 50.98 30.53 2.83 100 0.38 93.90 56.23 Dsgn. L = 8.00 ft 3 0.010 0.003 0.13 -0.31 0.31 50.98 30.53 2.36 1.00 0.18 93.90 56.23 Dsgn. L = 8.00 ft 4 0.022 0.006 0.02 -0.68 0.68 50.98 30.53 2.94 1.00 0.34 93.90 56.23 Dsgn. L = 4.00 ft 5 0.022 0.006 -0.68 0.68 50.98 30.53 1.00 100 0.34 93.90 56.23 +D+0.750L+0.750S+H, LL Comb Run (LL Dsgn. L = 4.00 ft 1 0.022 0.007 -0.68 0.68 50.98 30.53 1.00 100 0.39 93.90 56.23 Dsgn. L = 8.00 ft 2 0.022 0.007 0.24 -0.68 0.68 50.98 30.53 2.60 1.00 0.39 93.90 56.23 Dsgn. L = 8.00 ft 3 0.012 0.006 0.01 -0.36 0.36 50.98 30.53 3.00 1.00 0.35 93.90 56.23 Dsgn. L = 8.00 ft 4 0.012 0.006 0.35 -0.36 0.36 50.98 30.53 1.33 1.00 0.35 93.90 56.23 Dsgn. L = 4.00 ft 5 0.010 0.003 -0.30 0.30 50.98 30.53 1.00 1.00 0.15 93.90 56.23 +D+0.750L+0.7505+H, LL Comb Run (LL Dsgn. L = 4.00 ft 1 0.022 0.007 -0.68 0.68 50.98 30.53 1.00 1.00 0.39 93.90 56.23 Dsgn. L = 8.00 ft 2 0.022 0.007 0.23 -0.68 0.68 50.98 30.53 2.67 1.00 0.39 93.90 56.23 Dsgn. L = 8.00 ft 3 0.008 0.005 0.05 -0.26 0.26 50.98 30.53 3.00 1.00 0.29 93.90 56.23 Dsgn. L = 8.00 ft 4 0.022 0.007 0.23 -0.68 0.68 50.98 30.53 2.67 1.00 0.39 93.90 56.23 Dsgn. L = 4.00 ft 5 0.022 0.006 -0.68 0.68 50.98 30.53 1.00 1.00 0.34 93.90 56.23 +D+0.750L+0.750S+H, LL Comb Run (LL Dsgn. L = 4.00 ft 1 0.022 0.007 -0.68 0.68 50.98 30.53 1.00 1.00 0.37 93.90 56.23 Dsgn. L = 8.00 ft 2 0.022 0.007 0.13 -0.68 0.68 50.98 30.53 3.00 1.00 0.37 93.90 56.23 Dsgn. L = 8.00 ft 3 0.014 0.006 0.31 -0.43 0.43 50.98 30.53 1.71 1.90 0.35 93.90 56.23 Dsgn. L = 8.00 ft 4 0.010 0.003 -0.00 -0.31 0.31 50.98 30.53 3.00 1.00 0.15 93.90 56.23 Dsgn. L = 4.00 ft 5 0.010 0.003 -0.30 0.30 50.98 30.53 1.00 1.00 0.15 93.90 56.23 +D+0.750L+0.750S+H, LL Comb Run (LI Dsgn. L = 4.00 ft 1 0.022 0.007 -0.68 0.68 50.98 30.53 1.00 1.00 0.37 93.90 56.23 Dsgn. L = 8.00 ft 2 0.022 0.007 0.11 -0.68 0.68 50.98 30.53 3.00 1.00 0.37 93.90 56.23 Dsgn. L = 8.00 ft 3 0.015 0.007 0.35 -0.46 0.46 50.98 30.53 1.59 1.00 0.37 93.90 56.23 Dsgn. L = 8.00 ft 4 0.022 0.006 -0.00 -0.68 0.68 50.98 30.53 2.39 1.00 0.34 93.90 56.23 Dsgn. L = 4.00 ft 5 0.022 0.006 -0.68 0.68 50.98 30.53 1.00 1.00 0.34 93.90 56.23 +D+0.750L+0.7505+H, LL Comb Run (LL Dsgn. L = 4.00 ft 1 0.022 0.007 -0.68 0.68 50.98 30.53 1.00 1.00 0.38 93.90 56.23 Dsgn. L = 8.00 ft 2 0.022 0.007 0.16 -0.68 0.68 50.98 30.53 3.00 1.00 0.38 93.90 56.23 Dsgn. L = 8.00 ft 3 0.017 0.006 0.23 -0.51 0.51 50.98 30.53 2.45 1.00 0.36 93.90 56.23 Dsgn. L = 8.00 ft 4 0.017 0.006 0.28 -0.51 0.51 50.98 30.53 2.12 1.00 0.36 93.90 56.23 Dsgn. L = 4.00 ft 5 0.010 0.003 -0.30 0.30 50.98 30.53 1.00 1.00 0.15 93.90 56.23 +D+0.750L+0.750S+H, LL Comb Run (LL Dsgn. L = 4.00 ft 1 0.022 0.007 -0.68 0.68 50.98 30.53 1.00 1.00 0.37 93.90 56.23 Dsgn. L = 8.00 ft 2 0.022 0.007 0.14 -0.68 0.68 50.98 30.53 3.00 1.00 0.37 93.90 56.23 Dsgn. L = 8.00 ft 3 0.013 0.006 0.27 -0.41 0.41 50.98 30.53 1.88 1.00 0.34 93.90 56.23 Dsgn. L = 8.00 ft 4 0.022 0.007 0.14 -0.68 0.68 50.98 30.53 3.00 1.00 0.37 93.90 56.23 Dsgn. L = 4.00 ft 5 0.022 0.006 -0.68 0.68 50.98 30.53 1.00 1.00 0.34 93.90 56.23 +D+0.60W+H Dsgn. L = 4.00 ft 1 0.010 0.003 -0.30 0.30 50.98 30.53 1.00 1.00 0.17 93.90 56.23 Dsgn. L = 8.00 ft 2 0.010 0.003 0.06 -0.30 0.30 50.98 30.53 3.00 1.00 0.17 93.90 56.23 Dsgn. L = 8.00 ft 3 0.006 0.003 0.12 -0.18 0.18 50.98 30.53 1.88 1.00 0.15 93.90 56.23 Dsgn. L = 8.00 ft 4 0.010 0.003 0.06 -0.30 0.30 50.98 30.53 3.00 1.00 0.17 93.90 56.23 Dsgn. L = 4.00 ft 5 0.010 0.003 -0.30 0.30 50.98 30.53 1.00 1.00 0.15 93.90 56.23 +D+0.70E+H Dsgn. L = 4.00 ft 1 0.010 0.003 -0.30 0.30 50.98 30.53 1.00 1.00 0.17 93.90 56.23 Dsgn. L = 8.00 ft 2 0.010 0.003 0.06 -0.30 0.30 50.98 30.53 3.00 1.00 0.17 93.90 56.23 Dsgn. L = 8.00 ft 3 0.006 0.003 0.12 -0.18 0.18 50.98 30.53 1.88 1.00 0.15 93.90 56.23 Dsgn. L = 8.00 ft 4 0.010 0.003 0.06 -0.30 0.30 50.98 30.53 3.00 1.00 0.17 93.90 56.23 Dsgn. L = 4.00 ft 5 0.010 0.003 -0.30 0.30 50.98 30.53 1.00 1.00 0.15 93.90 56.23 +D+0.750Lr+0.750L+0.450W+H, LL Corn Dsgn. L = 4.00 ft 1 0.010 0.003 -0.30 0.30 50.98 30.53 1.00 1.00 0.16 93.90 56.23 Dsgn. L = 8.00 ft 2 0.010 0.003 0.05 -0.30 0.30 50.98 30.53 3.00 1.00 0.17 93.90 56.23 Dsgn. L = 8.00 ft 3 0.007 0.003 0.16 -0.21 0.21 50.98 30.53 1.57 1.00 0.17 93.90 56.23 Dsgn. L = 8.00 ft 4 0.022 0.006 -0.00 -0.68 0.68 50.98 30.53 2.90 1.00 0.34 93.90 56.23 Dsgn. L = 4.00 ft 5 0.022 0.006 -0.68 0.68 50.98 30.53 1.00 1.00 0.34 93.90 56.23 +D+0.750Lr+0.750L+0.450W+H, LL Corn Dsgn. L = 4.00 ft 1 0.010 0.003 -0.30 0.30 50.98 30.53 1.00 1.00 0.17 93.90 56.23 Dsgn. L = 8.00 ft 2 0.010 0.003 0.09 -0.30 0.30 50.98 30.53 2.79 1.00 0.17 93.90 56.23 Dsgn. L = 8.00 ft 3 0.012 0.006 0.06 -0.38 0.38 50.98 30.53 3.00 1.00 0.35 93.90 56.23 Dsgn. L = 8.00 ft 4 0.012 0.006 0.34 -0.38 0.38 50.98 30.53 1.45 1.00 0.35 93.90 56.23 Dsgn. L = 4.00 ft 5 0.010 0.003 -0.30 0.30 50.98 30.53 1.00 1.00 0.15 93.90 56.23 +D+0.750Lr+0.750L+0.450W+H, LL Com Dsgn. L = 4.00 ft 1 0.010 0.003 -0.30 0.30 50.98 30.53 1.00 1.00 0.17 93.90 56.23 245 Sifts & Hill Engineers, Inc. 4815 Center Street Project Title: Engineer: Project Descr: Project ID: Printed: 16 JAN 2018, 4:22PM File= P:1181 t101180001Calc Natio 1SWdura1118000.ecE ENERCALC, INC.1983-2017, uild:10.17:12..10; Veri10.171121f Lic. # : KW -06002611 Description : Load Combination HSS Antenna Support Beam (Member P1) Max Stress Ratios Licensee : sitts & hill engineering, inc. Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx VnxlOmega Dsgn. L = 8.00 ft 2 0.010 0.003 0.08 -0.30 0.30 50.98 30.53 2.98 1.00 0.17 93.90 56.23 Dsgn. L = 8.00 ft 3 0.009 0.005 0.09 -0.28 0.28 50.98 30.53 2.87 1.00 0.29 93.90 56.23 Dsgn. L = 8.00 ft 4 0.022 0.007 0.21 -0.68 0.68 50.98 30.53 2.75 1.00 0.39 93.90 56.23 Dsgn. L = 4.00 ft 5 0.022 0.006 -0.68 0.68 50.98 30.53 1.00 1300 0.34 93.90 56.23 +D+0.750Lr+0.750L+0.450W+H, LL Corn Dsgn. L = 4.00 ft 1 0.010 0.003 -0.30 0.30 50.98 30.53 1.00 1.00 0.15 93.90 56.23 Dsgn. L = 8.00 ft 2 0.011 0.006 -0.00 -0.33 0.33 50.98 30.53 2.90 1.00 0.34 93.90 56.23 Dsgn. L = 8.00 ft 3 0.011 0.006 0.35 -0.33 0.35 50.98 30.53 1.31 1.00 0.34 93.90 56.23 Dsgn. L = 8.00 ft 4 0.011 0.003 -0.00 -0.33 0.33 50.98 30.53 2.90 1.00 0.15 93.90 56.23 Dsgn. L = 4.00 ft 5 0.010 0.003 -0.30 0.30 50.98 30.53 1.00 1.00 0.15 93.90 56.23 +D+0.750Lr+0.750L+0.450W+H, LL Corn Dsgn. L = 4.00 ft 1 0.010 0.003 -0.30 0.30 50.98 30.53 1.00 1.00 0.15 93.90 56.23 Dsgn. L = 8.00 ft 2 0.012 0.006 -0.00 -0.36 0.36 50.98 30.53 2.76 1.00 0.35 93.90 56.23 Dsgn. L = 8.00 ft 3 0.013 0.006 0.38 -0.36 0.38 50.98 30.53 1.27 1.00 0.35 93.90 56.23 Dsgn. L = 8.00 ft 4 0.022 0.006 -0.00 -0.68 0.68 50.98 30.53 2.31 1.00 0.34 93.90 56.23 Dsgn. L = 4.00 ft 5 0.022 0.006 -0.68 0.68 50.98 30.53 1.00 1.00 0.34 93.90 56.23 +D+0.750Lr+0.750L+0.450W+H, LL Com Dsgn. L = 4.00 ft 1 0.010 0.003 -0.30 0.30 50.98 30.53 1.00 1.00 0.15 93.90 56.23 Dsgn. L = 8.00 ft 2 0.010 0.005 0.01 -0.30 0.30 50.98 30.53 3.00 1.00 0.31 93.90 56.23 Dsgn. L = 8.00 ft 3 0.017 0.007 0.28 -0.53 0.53 50.98 30.53 2.20 1.00 0.37 93.90 56.23 Dsgn. L = 8.00 ft 4 0.017 0.007 0.27 -0.53 0.53 50.98 30.53 2.28 1.00 0.37 93.90 56.23 Dsgn. L = 4.00 ft 5 0.010 0.003 -0.30 0.30 50.98 30.53 1.00 1.00 0.15 93.90 56.23 +D+0.750Lr+0.750L+0.450W+H, LL Com Dsgn. L = 4.00 ft 1 0.010 0.003 -0.30 0.30 50.98 30.53 1.00 1.00 0.15 93.90 56.23 Dsgn. L = 8.00 ft 2 0.010 0.006 -0.00 -0.31 0.31 50.98 30.53 3.00 1.00 0.32 93.90 56.23 Dsgn. L = 8.00 ft 3 0.014 0.006 0.31 -0.43 0.43 50.98 30.53 1.71 1.00 0.35 93.90 56.23 Dsgn. L = 8.00 ft 4 0.022 0.007 0.13 -0.68 0.68 50.98 30.53 3.00 1.00 0.37 93.90 56.23 Dsgn. L = 4.00 ft 5 0.022 0.006 -0.68 0.68 50.98 30.53 1.00 1.00 0.34 93.90 56.23 +D+0.750Lr+0.750L+0.450W+H, LL Com Dsgn. L = 4.00 ft 1 0.010 0.006 -0.30 0.30 50.98 30.53 1.00 1.00 0.33 93.90 56.23 Dsgn. L = 8.00 ft 2 0.012 0.006 0.34 -0.38 0.38 50.98 30.53 1.45 1.00 0.35 93.90 56.23 Dsgn. L = 8.00 ft 3 0.012 0.003 0.06 -0.38 0.38 50.98 30.53 3.00 1.00 0.18 93.90 56.23 Dsgn. L = 8.00 ft 4 0.010 0.003 0.09 -0.30 0.30 50.98 30.53 2.79 1.60 0.17 93.90 56.23 Dsgn. L = 4.00 ft 5 0.010 0.003 -0.30 0.30 50.98 30.53 1.00 1.00 0.15 93.90 56.23 +D+0.750Lr+0.750L+0.450W+H, LL Corn Dsgn. L = 4.00 ft 1 0.010 0.006 -0.30 0.30 50.98 30.53 1.00 1.00 0.33 93.90 56.23 Dsgn. L = 8.00 ft 2 0.013 0.006 0.32 -0.41 0.41 50.98 30.53 1.57 1.00 0.35 93.90 56.23 Dsgn. L = 8.00 ft 3 0.013 0.004 0.11 -0.41 0.41 50.98 30.53 2.66 1.00 0.20 93.90 56.23 Dsgn. L = 8.00 ft 4 0.022 0.006 0.03 -0.68 0.68 50.98 30.53 2.95 1.00 0.34 93.90 56.23 Dsgn. L = 4.00 ft 5 0.022 0.006 -0.68 0.68 50.98 30.53 1.00 1.00 0.34 93.90 56.23 +D+0.750Lr+0.750L+0.450W+H, LL Corn Dsgn. L = 4.00 ft 1 0.010 0.006 -0.30 0.30 50.98 30.53 1.00 1.00 0.33 93.90 ,56.23 Dsgn. L = 8.00 ft 2 0.012 0.006 0.36 -0.33 0.36 50.98 30.53 1.29 1.00 0.34 93.90 56.23 Dsgn. L = 8.00 ft 3 0.011 0.006 -0.00 -0.33 0.33 50.98 30.53 2.63 1.00 0.34 93.90 56.23 Dsgn. L = 8.00 ft 4 0.012 0.006 0.36 -0.33 0.36 50.98 30.53 1.29 1.00 0.34 93.90 56.23 Dsgn. L = 4.00 ft 5 0.010 0.003 -0.30 0.30 50.98 30.53 1.00 1.00 0.15 93.90 56.23 +D+0.750Lr+0.750L+0.450W+H, LL Corn Dsgn. L = 4.00 ft 1 0.010 0.006 -0.30 0.30 50.98 30.53 1.00 1.00 0.33 93.90 56.23 Dsgn. L = 8.00 ft 2 0.012 0.006 0.35 -0.36 0.36 50.98 30.53 1.33 1.00 0.35 93.90 56.23 Dsgn. L = 8.00 ft 3 0.012 0.005 0.01 -0.36 0.36 50.98 30.53 3.00 1.00 0.28 93.90 56.23 Dsgn. L = 8.00 ft 4 0.022 0.007 0.24 -0.68 0.68 50.98 30.53 2.60 1.00 0.39 93.90 56.23 Dsgn. L = 4.00 ft 5 0.022 0.006 -0.68 0.68 50.98 30.53 1.00 1.00 0.34 93.90 56.23 +D+0.750Lr+0.750L+0.450W+H, LL Com Dsgn. L = 4.00 ft 1 0.010 0.006 -0.30 0.30 50.98 30.53 1.00 1.0D 0.31 93.90 56.23 Dsgn. L = 8.00 ft 2 0.017 0.007 0.27 -0.53 0.53 50.98 30.53 2.28 1.0D 0.37 93.90 56.23 Dsgn. L = 8.00 ft 3 0.017 0.007 0.28 -0.53 0.53 50.98 30.53 2.20 1.00 0.37 93.90 56.23 Dsgn. L = 8.00 ft 4 0.010 0.003 0.01 -0.30 0.30 50.98 30.53 3.00 1.00 0.15 93.90 56.23 Dsgn. L = 4.00 ft 5 0.010 0.003 -0.30 0.30 50.98 30.53 1.00 1.00 0.15 93.90 56.23 +D+0.750Lr+0.750L+0.450W+H, LL Com Dsgn. L = 4.00 ft 1 0.010 0.005 -0.30 0.30 50.98 30.53 1.00 1.00 0.31 93.90 56.23 Dsgn. L = 8.00 ft 2 0.018 0.007 0.25 -0.56 0.56 50.98 30.53 2.44 1.00 0.39 93.90 56.23 Dsgn. L = 8.00 ft 3 0.018 0.007 0.32 -0.56 0.56 50.98 30.53 2.01 1.00 0.39 93.90 56.23 Dsgn. L = 8.00 ft 4 0.022 0.006 -0.00 -0.68 0.68 50.98 30.53 2.48 1.00 0.34 93.90 56.23 Dsgn. L = 4.00 ft 5 0.022 0.006 -0.68 0.68 50.98 30.53 1.00 1.00 0.34 93.90 56.23 +D+0.750Lr+0.750L+0.450W+H, LL Com Dsgn. L = 4.00 ft 1 0.010 0.006 -0.30 0.30 50.98 30.53 1.00 1.00 0.32 93.90 56.23 Dsgn. L = 8.00 ft 2 0.016 0.006 0.29 -0.48 0.48 50.98 30.53 1.98 1.00 0.36 93.90 56.23 Dsgn. L = 8.00 ft 3 0.016 0.006 0.20 -0.48 0.48 50.98 30.53 2.80 1.00 0.36 93.90 56.23 Dsgn. L = 8.00 ft 4 0.016 0.006 0.29 -0.48 0.48 50.98 30.53 1.98 1.00 0.36 93.90 56.23 246 Sifts & Hill Engineers, Inc. 4815 Center Street Project Title: Engineer: Project Descr: Project ID: Printed: 16 JAN 2018, 4:22PM Steel Beam Lic. # : KW -06002611 Description : HSS Antenna Support Beam (Member P1) Load Combination Max Stress Ratios File ='P.:1180001180001CalculationsIStructura1118000.ecf :ENERCALC, INC. 1983-2017, Build:10.17.1210, Ver.10.17,12.1( Licensee : sitts & hill engineering, inc. Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx VnxfOmega Dsgn. L = 4.00 ft 5 0.010 0.003 -0.30 0.30 50.98 30.53 1.00 1.00 0.15 93.90 56.23 +D+0.750Lr+0.750L+0.450W+H, LL Com Dsgn. L = 4.00 ft 1 0.010 0.006 -0.30 0.30 50.98 30.53 1.00 1.00 0.31 93.90 56.23 Dsgn. L = 8.00 ft 2 0.017 0.006 0.28 -0.51 0.51 50.98 30.53 2.12 1.00 0.36 93.90 56.23 Dsgn. L = 8.00 ft 3 0.017 0.006 0.23 -0.51 0.51 50.98 30.53 2.45 1.00 0.35 93.90 56.23 Dsgn. L = 8.00 ft 4 0.022 0.007 0.16 -0.68 0.68 50.98 30.53 3.00 1.00 0.38 93.90 56.23 Dsgn. L = 4.00 ft 5 0.022 0.006 -0.68 0.68 50.98 30.53 1.00 1.00 0.34 93.90 56.23 +D+0.750Lr+0.750L+0.450W+H, LL Corn Dsgn. L = 4.00 ft 1 0.022 0.006 -0.68 0.68 50.98 30.53 1.00 1.00 0.34 93.90 56.23 Dsgn. L = 8.00 ft 2 0.022 0.004 -0.00 -0.68 0.68 50.98 30.53 2.90 1.00 0.23 93.90 56.23 Dsgn. L = 8.00 ft 3 0.007 0.003 0.16 -0.21 0.21 50.98 30.53 1.57 1.00 0.17 93.90 56.23 Dsgn. L = 8.00 ft 4 0.010 0.003 0.05 -0.30 0.30 50.98 30.53 3.00 1.00 0.16 93.90 56.23 Dsgn. L = 4.00 ft 5 0.010 0.003 -0.30 0.30 50.98 30.53 1.00 1.00 0.15 93.90 56.23 +D+0.750Lr+0.750L+0.450W+H, LL Corn Dsgn. L = 4.00 ft 1 0.022 0.006 -0.68 0.68 50.98 30.53 1.00 1.00 0.34 93.90 56.23 Dsgn. L = 8.00 ft 2 0.022 0.004 -0.00 -0.68 0.68 50.98 30.53 2.78 1.00 0.22 93.90 56.23 Dsgn. L = 8.00 ft 3 0.006 0.003 0.20 -0.11 0.20 50.98 30.53 1.23 1.00 0.15 93.90 56.23 Dsgn. L = 8.00 ft 4 0.022 0.006 -0.00 -0.68 0.68 50.98 30.53 2.78 1:00 0.34 93.90 56.23 Dsgn. L = 4.00 ft 5 0.022 0.006 -0.68 0.68 50.98 30.53 1.00 1.00 0.34 93.90 56.23 +D+0.750Lr+0.750L+0.450W+H, LL Corn Dsgn. L = 4.00 ft 1 0.022 0.006 -0.68 0.68 50.98 30.53 1.00 1.00 0.34 93.90 56.23 Dsgn. L = 8.00 ft 2 0.022 0.004 0.03 -0.68 0.68 50.98 30.53 2.95 1.00 0.23 93.90 56.23 Dsgn. L = 8.00 ft 3 0.013 0.006 0.11 -0.41 0.41 50.98 30.53 2.66 1.00 0.35 93.90 56.23 Dsgn. L = 8.00 ft 4 0.013 0.006 0.32 -0.41 0.41 50.98 30.53 1.57 1.00 0.35 93.90 56.23 Dsgn. L = 4.00 ft 5 0.010 0.003 -0.30 0.30 50.98 30.53 1.00 1.00 0.15 93.90 56.23 +D+0.750Lr+0.750L+0.450W+H, LL Corn Dsgn. L = 4.00 ft 1 0.022 0.006 -0.68 0.68 50.98 30.53 1.00 1.00 0.34 93.90 56.23 Dsgn. L = 8.00 ft 2 0.022 0.004 0.02 -0.68 0.68 50.98 30.53 2.94 1.00 0.23 93.90 56.23 Dsgn. L = 8.00 ft 3 0.010 0.005 0.13 -0.31 0.31 50.98 30.53 2.36 1.00 0.29 93.90 56.23 Dsgn. L = 8.00 ft 4 0.022 0.007 0.20 -0.68 0.68 50.98 30.53 2.83 1.00 0.38 93.90 56.23 Dsgn. L = 4.00 ft 5 0.022 0.006 -0.68 0.68 50.98 30.53 1.00 1.00 0.34 93.90 56.23 +D+0.750Lr+0.750L+0.450W+H, LL Corn Dsgn. L = 4.00 ft 1 0.022 0.006 -0.68 0.68 50.98 30.53 1.00 1.00 0.34 93.90 56.23 Dsgn. L = 8.00 ft 2 0.022 0.006 -0.00 -0.68 0.68 50.98 30.53 2.31 1.00 0.32 93.90 56.23 Dsgn. L = 8.00 ft 3 0.013 0.006 0.38 -0.36 0.38 50.98 30.53 1.27 1.00 0.35 93.90 56.23 Dsgn. L = 8.00 ft 4 0.012 0.003 -0.00 -0.36 0.36 50.98 30.53 2.76 1.00 0.16 93.90 56.23 Dsgn. L = 4.00 ft 5 0.010 0.003 -0.30 0.30 50.98 30.53 1.00 1.00 0.15 93.90 56.23 +D+0.750Lr+0.750L+0.450W+H, LL Corn Dsgn. L = 4.00 ft 1 0.022 0.006 -0.68 0.68 50.98 30.53 1.00 1.00 0.34 93.90 56.23 Dsgn. L = 8.00 ft 2 0.022 0.006 -0.00 -0.68 0.68 50.98 30.53 2.23 1.00 0.34 93.90 56.23 Dsgn. L = 8.00 ft 3 0.014 0.006 0.42 -0.26 0.42 50.98 30.53 1.24 1.00 0.34 93.90 56.23 Dsgn. L = 8.00 ft 4 0.022 0.006 -0.00 -0.68 0.68 50.98 30.53 2.23 1.00 0.34 93.90 56.23 Dsgn. L = 4.00 ft 5 0.022 0.006 -0.68 0.68 50.98 30.53 1.00 1.00 0.34 93.90 56.23 +D+0.750Lr+0.750L+0.450W+H, LL Corn Dsgn. L = 4.00 ft 1 0.022 0.006 -0.68 0.68 50.98 30.53 1.00 1.00 0.34 93.90 56.23 Dsgn. L = 8.00 ft 2 0.022 0.005 -0.00 -0.68 0.68 50.98 30.53 2.48 1.00 0.29 93.90 56.23 Dsgn. L = 8.00 ft 3 0.018 0.007 0.32 -0.56 0.56 50.98 30.53 2.01 1.00 0.39 93.90 56.23 Dsgn. L = 8.00 ft 4 0.018 0.007 0.25 -0.56 0.56 50.98 30.53 2.44 1.00 0.37 93.90 56.23 Dsgn. L = 4.00 ft 5 0.010 0.003 -0.30 0.30 50.98 30.53 1.00 1.00 0.15 93.90 56.23 +D+0.750Lr+0.750L+0.450W+H, LL Corn Dsgn. L = 4.00 ft 1 0.022 0.006 -0.68 0.68 50.98 30.53 1.00 1.00 0.34 93.90 56.23 Dsgn. L = 8.00 ft 2 0.022 0.005 -0.00 -0.68 0.68 50.98 30.53 2.39 1.00 0.31 93.90 56.23 Dsgn. L = 8.00 ft 3 0.015 0.007 0.35 -0.46 0.46 50.98 30.53 1.59 1.00 0.37 93.90 56.23 Dsgn. L = 8.00 ft 4 0.022 0.007 0.11 -0.68 0.68 50.98 30.53 3.00 1.00 0.37 93.90 56.23 Dsgn. L = 4.00 ft 5 0.022 0.006 -0.68 0.68 50.98 30.53 1.00 1.00 0.34 93.90 56.23 +D+0.750Lr+0.750L+0.450W+H, LL Corn Dsgn. L = 4.00 ft 1 0.022 0.007 -0.68 0.68 50.98 30.53 1.00 1.00 0.39 93.90 56.23 Dsgn. L = 8.00 ft 2 0.022 0.007 0.21 -0.68 0.68 50.98 30.53 2.75 1.00 0.39 93.90 56.23 Dsgn. L = 8.00 ft 3 0.009 0.003 0.09 -0.28 0.28 50.98 30.53 2.87 1.00 0.17 93.90 56.23 Dsgn. L = 8.00 ft 4 0.010 0.003 0.08 -0.30 0.30 50.98 30.53 2.98 1.00 0.17 93.90 56.23 Dsgn. L = 4.00 ft 5 0.010 0.003 -0.30 0.30 50.98 30.53 1.00 1.00 0.15 93.90 56.23 +D+0.750Lr+0.750L+0.450W+H, LL Com Dsgn. L = 4.00 ft 1 0.022 0.007 -0.68 0.68 50.98 30.53 1.00 1.00 0.38 93.90 56.23 Dsgn. L = 8.00 ft 2 0.022 0.007 0.20 -0.68 0.68 50.98 30.53 2.83 1.00 0.38 93.90 56.23 Dsgn. L = 8.00 ft 3 0.010 0.003 0.13 -0.31 0.31 50.98 30.53 2.36 1.00 0.18 93.90 56.23 Dsgn. L = 8.00 ft 4 0.022 0.006 0.02 -0.68 0.68 50.98 30.53 2.94 1.00 0.34 93.90 56.23 Dsgn. L = 4.00 ft 5 0.022 0.006 -0.68 0.68 50.98 30.53 1.00 1.00 0.34 93.90 56.23 +D+0.750Lr+0.750L+0.450W+H, LL Corn Dsgn. L = 4.00 ft 1 0.022 0.007 -0.68 0.68 50.98 30.53 1.00 1.00 0.39 93.90 56.23 247 Sifts & Hill Engineers, Inc. 4815 Center Street Project Title: Engineer: Project Descr: Project ID: Printed: 16 JAN 2018, 4:22PM Steel Beam Lic. # : KW -06002611 Description : Load Combination HSS Antenna Support Beam (Member P1) Max Stress Ratios Fle= P:1180001180001Cahxilabons\Struct uraM8000:ec€ ENERCALC, NC. 1983-2017, Build:10.17.12.10, Ver.10.17.12.1( Licensee : sitts & hill engineering, inc. Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Dsgn. L = 8.00 ft 2 0.022 0.007 0.24 -0.68 0.68 50.98 30.53 2.60 1.00 0.39 93.90 56.23 Dsgn. L = 8.00 ft 3 0.012 0.006 0.01 -0.36 0.36 50.98 30.53 3.00 1.00 0.35 93.90 56.23 Dsgn. L = 8.00 ft 4 0.012 0.006 0.35 -0.36 0.36 50.98 30.53 1.33 1.00 0.35 93.90 56.23 Dsgn. L = 4.00 ft 5 0.010 0.003 -0.30 0.30 50.98 30.53 1.00 1.00 0.15 93.90 56.23 +D+0.750Lr+0.750L+0.450W+H, LL Com Dsgn. L = 4.00 ft 1 0.022 0.007 -0.68 0.68 50.98 30.53 1.00 1.00 0.39 93.90 56.23 Dsgn. L = 8.00 ft 2 0.022 0.007 0.23 -0.68 0.68 50.98 30.53 2.67 1.00 0.39 93.90 56.23 Dsgn. L = 8.00 ft 3 0.008 0.005 0.05 -0.26 0.26 50.98 30.53 3.00 1.00 0.29 93.90 56.23 Dsgn. L = 8.00 ft 4 0.022 0.007 0.23 -0.68 0.68 50.98 30.53 2.67 1.00 0.39 93.90 56.23 Dsgn. L = 4.00 ft 5 0.022 0.006 -0.68 0.68 50.98 30.53 1.00 1.00 0.34 93.90 56.23 +D+0.750Lr+0.750L+0.450W+H, LL Corn Dsgn. L = 4.00 ft 1 0.022 0.007 -0.68 0.68 50.98 30.53 1.00 1.00 0.37 93.90 56.23 Dsgn. L = 8.00 ft 2 0.022 0.007 0.13 -0.68 0.68 50.98 30.53 3.00 1.00 0.37 93.90 56.23 Dsgn. L = 8.00 ft 3 0.014 0.006 0.31 -0.43 0.43 50.98 30.53 1.71 1.00 0.35 93.90 56.23 Dsgn. L = 8.00 ft 4 0.010 0.003 -0.00 -0.31 0.31 50.98 30.53 3.00 1.00 0.15 93.90 56.23 Dsgn. L = 4.00 ft 5 0.010 0.003 -0.30 0.30 50.98 30.53 1.00 1.00 0.15 93.90 56.23 +D+0.750Lr+0.750L+0.450W+H, LL Com Dsgn. L = 4.00 ft 1 0.022 0.007 -0.68 0.68 50.98 30.53 1.00 1.00 0.37 93.90 56.23 Dsgn. L = 8.00 ft 2 0.022 0.007 0.11 -0.68 0.68 50.98 30.53 3.00 1.00 0.37 93.90 56.23 Dsgn. L = 8.00 ft 3 0.015 0.007 0.35 -0.46 0.46 50.98 30.53 1.59 1.00 0.37 93.90 56.23 Dsgn. L = 8.00 ft 4 0.022 0.006 -0.00 -0.68 0.68 50.98 30.53 2.39 1.00 0.34 93.90 56.23 Dsgn. L = 4.00 ft 5 0.022 0.006 -0.68 0.68 50.98 30.53 1.00 1.00 0.34 93.90 56.23 +D+0.750Lr+0.750L+0.450W+H, LL Corn Dsgn. L = 4.00 ft 1 0.022 0.007 -0.68 0.68 50.98 30.53 1.00 1.00 0.38 93.90 56.23 Dsgn. L = 8.00 ft 2 0.022 0.007 0.16 -0.68 0.68 50.98 30.53 3.00 1.00 0.38 93.90 56.23 Dsgn. L = 8.00 ft 3 0.017 0.006 0.23 -0.51 0.51 50.98 30.53 2.45 1.00 0.36 93.90 56.23 Dsgn. L = 8.00 ft 4 0.017 0.006 0.28 -0.51 0.51 50.98 30.53 2.12 1.00 0.36 93.90 56.23 Dsgn. L = 4.00 ft 5 0.010 0.003 -0.30 0.30 50.98 30.53 1.00 1.00 0.15 93.90 56.23 +D+0.750Lr+0.750L+0.450W+H, LL Corn Dsgn. L = 4.00 ft 1 0.022 0.007 -0.68 0.68 50.98 30.53 1.00 1.00 0.37 93.90 56.23 Dsgn. L = 8.00 ft 2 0.022 0.007 0.14 -0.68 0.68 50.98 30.53 3.00 1.00 0.37 93.90 56.23 Dsgn. L = 8.00 ft 3 0.013 0.006 0.27 -0.41 0.41 50.98 30.53 1.88 1.00 0.34 93.90 56.23 Dsgn. L = 8.00 ft 4 0.022 0.007 0.14 -0.68 0.68 50.98 30.53 3.00 1.00 0.37 93.90 56.23 Dsgn. L = . 4.00 ft 5 0.022 0.006 -0.68 0.68 50.98 30.53 1.00 1.00 0.34 93.90 56.23 +D+0.750L+0.750S+0.450W+H, LL Coml Dsgn. L = 4.00 ft 1 0.010 0.003 -0.30 0.30 50.98 30.53 1.00 1.00 0.16 93.90 56.23 Dsgn. L = 8.00 ft 2 0.010 0.003 0.05 -0.30 0.30 50.98 30.53 3.00 1.00 0.17 93.90 56.23 Dsgn. L = 8.00 ft 3 0.007 0.003 0.16 -0.21 0.21 50.98 30.53 1.57 1.00 0.17 93.90 56.23 Dsgn. L = 8.00 ft 4 0.022 0.006 -0.00 -0.68 0.68 50.98 30.53 2.90 1.00 0.34 93.90 56.23 Dsgn. L = 4.00 ft 5 0.022 0.006 -0.68 0.68 50.98 30.53 1.00 1.00 0.34 93.90 56.23 +D+0.750L+0.750S+0.450W+H, LL Coml Dsgn. L = 4.00 ft 1 0.010 0.003 -0.30 0.30 50.98 30.53 1.00 1.00 0.17 93.90 56.23 Dsgn. L = 8.00 ft 2 0.010 0.003 0.09 -0.30 0.30 50.98 30.53 2.79 1.00 0.17 93.90 56.23 Dsgn. L = 8.00 ft 3 0.012 0.006 0.06 -0.38 0.38 50.98 30.53 3.00 1.00 0.35 93.90 56.23 Dsgn. L = 8.00 ft 4 0.012 0.006 0.34 -0.38 0.38 50.98 30.53 1.45 1.00 0.35 93.90 56.23 Dsgn. L = 4.00 ft 5 0.010 0.003 -0.30 0.30 50.98 30.53 1.00 1.00 0.15 93.90 56.23 +D+0.750L+0.750S+0.450W+H, LL Com! Dsgn. L = 4.00 ft 1 0.010 0.003 -0.30 0.30 50.98 30.53 1.00 1.00 0.17 93.90 56.23 Dsgn. L = 8.00 ft 2 0.010 0.003 0.08 -0.30 0.30 50.98 30.53 2.98 1.00 0.17 93.90 56.23 Dsgn. L = 8.00 ft 3 0.009 0.005 0.09 -0.28 0.28 50.98 30.53 2.87 1.00 0.29 93.90 56.23 Dsgn. L = 8.00 ft 4 0.022 0.007 0.21 -0.68 0.68 50.98 30.53 2.75 1.00 0.39 93.90 56.23 Dsgn. L = 4.00 ft 5 0.022 0.006 -0.68 0.68 50.98 30.53 1.00 1.00 0.34 93.90 56.23 +D+0.750L+0.750S+0.450W+H, LL Coml Dsgn. L = 4.00 ft 1 0.010 0.003 -0.30 0.30 50.98 30.53 1.00 1.00 0.15 93.90 56.23 Dsgn. L = 8.00 ft 2 0.011 0.006 -0.00 -0.33 0.33 50.98 30.53 2.90 1.00 0.34 93.90 56.23 Dsgn. L = 8.00 ft 3 0.011 0.006 0.35 -0.33 0.35 50.98 30.53 1.31 1.00 0.34 93.90 56.23 Dsgn. L = 8.00 ft 4 0.011 0.003 -0.00 -0.33 0.33 50.98 30.53 2.90 1.00 0.15 93.90 56.23 Dsgn. L = 4.00 ft 5 0.010 0.003 -0.30 0.30 50.98 30.53 1.00 1.00 0.15 93.90 56.23 +D+0.750L+0.750S+0.450W+H, LL Coml Dsgn. L = 4.00 ft 1 0.010 0.003 -0.30 0.30 50.98 30.53 1.00 1.00 0.15 93.90 56.23 Dsgn. L = 8.00 ft 2 0.012 0.006 -0.00 -0.36 0.36 50.98 30.53 2.76 1.00 0.35 93.90 56.23 Dsgn. L = 8.00 ft 3 0.013 0.006 0.38 -0.36 0.38 50.98 30.53 1.27 1.00 0.35 93.90 56.23 Dsgn. L = 8.00 ft 4 0.022 0.006 -0.00 -0.68 0.68 50.98 30.53 2.31 1.00 0.34 93.90 56.23 Dsgn. L = 4.00 ft 5 0.022 0.006 -0.68 0.68 50.98 30.53 1.00 1.00 0.34 93.90 56.23 +D+0.750L+0.750S+0.450W+H, LL Coml Dsgn. L = 4.00 ft 1 0.010 0.003 -0.30 0.30 50.98 30.53 1.00 1.00 0.15 93.90 56.23 Dsgn. L = 8.00 ft 2 0.010 0.005 0.01 -0.30 0.30 50.98 30.53 3.00 1.00 0.31 93.90 56.23 Dsgn. L = 8.00 ft 3 0.017 0.007 0.28 -0.53 0.53 50.98 30.53 2.20 1.00 0.37 93.90 56.23 Dsgn. L = 8.00 ft 4 0.017 0.007 0.27 -0.53 0.53 50.98 30.53 2.28 1.00 0.37 93.90 56.23 248 Sills & Hill Engineers, Inc. 4815 Center Street Project Title: Engineer: Project Descr: Project ID: Printed: 16 JAN 2018, 4:22PM Steel Beam Lic. # : KW -06002611 Description : HSS Antenna Support Beam (Member P1) file= P3180001180001Calailations\Structura1118000.ecf ENERCALC, INC. 1983-2017; Build:1017.12:10, Ver.10.17.12.1( Licensee : sitts & hill engineering, inc. Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma Max Mnx MnxlOmega Cb Rm Va Max Vnx VnxiOmega Dsgn. L = 4.00 ft 5 0.010 0.003 -0.30 0.30 50.98 30.53 1.00 1.00 0.15 93.90 56.23 +D+0.750L+0.7505+0.450W+H, LL Coml Dsgn. L = 4.00 ft 1 0.010 0.003 -0.30 0.30 50.98 30.53 1.00 1.00 0.15 93.90 56.23 Dsgn. L = 8.00 ft 2 0.010 0.006 -0.00 -0.31 0.31 50.98 30.53 3.00 1.00 0.32 93.90 56.23 Dsgn. L = 8.00 ft 3 0.014 0.006 0.31 -0.43 0.43 50.98 30.53 1.71 1.00 0.35 93.90 56.23 Dsgn. L = 8.00 ft 4 0.022 0.007 0.13 -0.68 0.68 50.98 30.53 3.00 1.00 0.37 93.90 56.23 Dsgn. L = 4.00 ft 5 0.022 0.006 -0.68 0.68 50.98 30.53 1.00 1.00 0.34 93.90 56.23 +D+0.750L+0.750S+0.450W+H, LL Coml Dsgn. L = 4.00 ft 1 0.010 0.006 -0.30 0.30 50.98 30.53 1.00 1.00 0.33 93.90 56.23 Dsgn. L = 8.00 ft 2 0.012 0.006 0.34 -0.38 0.38 50.98 30.53 1.45 1.00 0.35 93.90 56.23 Dsgn. L = 8.00 ft 3 0.012 0.003 0.06 -0.38 0.38 50.98 30.53 3.00 1.00 0.18 93.90 56.23 Dsgn. L = 8.00 ft 4 0.010 0.003 0.09 -0.30 0.30 50.98 30.53 2.79 1.00 0.17 93.90 56.23 Dsgn. L = 4.00 ft 5 0.010 0.003 -0.30 0.30 50.98 30.53 1.00 1.00 0.15 93.90 56.23 +D+0.750L+0.7505+0.450W+H, LL Coml Dsgn. L = 4.00 ft 1 0.010 0.006 -0.30 0.30 50.98 30.53 1.00 1.00 0.33 93.90 56.23 Dsgn. L = 8.00 ft 2 0.013 0.006 0.32 -0.41 0.41 50.98 30.53 1.57 1.00 0.35 93.90 56.23 Dsgn. L = 8.00 ft 3 0.013 0.004 0.11 -0.41 0.41 50.98 30.53 2.66 1.00 0.20 93.90 56.23 Dsgn. L = 8.00 ft 4 0.022 0.006 0.03 -0.68 0.68 50.98 30.53 2.95 1.00 0.34 93.90 56.23 Dsgn. L = 4.00 ft 5 0.022 0.006 -0.68 0.68 50.98 30.53 1.00 1.00 0.34 93.90 56.23 +D+0.750L+0.7505+0.450W+H, LL Coml Dsgn. L = 4.00 ft 1 0.010 0.006 -0.30 0.30 50.98 30.53 1.00 1.00 0.33 93.90 56.23 Dsgn. L = 8.00 ft 2 0.012 0.006 0.36 -0.33 0.36 50.98 30.53 1.29 1.00 0.34 93.90 56.23 Dsgn. L = 8.00 ft 3 0.011 0.006 -0.00 -0.33 0.33 50.98 30.53 2.63 1.00 0.34 93.90 56.23 Dsgn. L = 8.00 ft 4 0.012 0.006 0.36 -0.33 0.36 50.98 30.53 1.29 1.00 0.34 93.90 56.23 Dsgn. L = 4.00 ft 5 0.010 0.003 -0.30 0.30 50.98 30.53 1.00 1.00 0.15 93.90 56.23 +D+0.750L+0.7505+0.450W+H, LL Coml Dsgn. L = 4.00 ft 1 0.010 0.006 -0.30 0.30 50.98 30.53 1.00 1.00 0.33 93.90 56.23 Dsgn. L = 8.00 ft 2 0.012 0.006 0.35 -0.36 0.36 50.98 30.53 1.33 1.00 0.35 93.90 56.23 Dsgn. L = 8.00 ft 3 0.012 0.005 0.01 -0.36 0.36 50.98 30.53 3.00 1.00 0.28 93.90 56.23 Dsgn. L = 8.00 ft 4 0.022 0.007 0.24 -0.68 0.68 50.98 30.53 2.60 1.00 0.39 93.90 56.23 Dsgn. L = 4.00 ft 5 0.022 0.006 -0.68 0.68 50.98 30.53 1.00 1.00 0.34 93.90 56.23 +D+0.750L+0.7505+0.450W+H, LL Coml Dsgn. L = 4.00 ft 1 0.010 0.006 -0.30 0.30 50.98 30.53 1.00 1.00 0.31 93.90 56.23 Dsgn. L = 8.00 ft 2 0.017 0.007 0.27 -0.53 0.53 50.98 30.53 2.28 1.00 0.37 93.90 56.23 Dsgn. L = 8.00 ft 3 0.017 0.007 0.28 -0.53 0.53 50.98 30.53 2.20 1.00 0.37 93.90 56.23 Dsgn. L = 8.00 ft 4 0.010 0.003 0.01 -0.30 0.30 50.98 30.53 3.00 1.00 0.15 93.90 56.23 Dsgn. L = 4.00 ft 5 0.010 0.003 -0.30 0.30 50.98 30.53 1.00 1.00 0.15 93.90 56.23 +D+0.750L+0.750S+0.450W+H, LL Coml Dsgn. L = 4.00 ft 1 0.010 0.005 -0.30 0.30 50.98 30.53 1.00 1.00 0.31 93.90 56.23 Dsgn. L = 8.00 ft 2 0.018 0.007 0.25 -0.56 0.56 50.98 30.53 2.44 1.00 0.39 93.90 56.23 Dsgn. L = 8.00 ft 3 0.018 0.007 0.32 -0.56 0.56 50.98 30.53 2.01 1.00 0.39 93.90 56.23 Dsgn. L = 8.00 ft 4 0.022 0.006 -0.00 -0.68 0.68 50.98 30.53 2.48 1.00 0.34 93.90 56.23 Dsgn. L = 4.00 ft 5 0.022 0.006 -0.68 0.68 50.98 30.53 1.00 1.00 0.34 93.90 56.23 +D+0.750L+0.7505+0.450W+H, LL Coml Dsgn. L = 4.00 ft 1 0.010 0.006 -0.30 0.30 50.98 30.53 1.00 1.00 0.32 93.90 56.23 Dsgn. L = 8.00 ft 2 0.016 0.006 0.29 -0.48 0.48 50.98 30.53 1.98 1.00 0.36 93.90 56.23 Dsgn. L = 8.00 ft 3 0.016 0.006 0.20 -0.48 0.48 50.98 30.53 2.80 1.00 0.36 93.90 56.23 Dsgn. L = 8.00 ft 4 0.016 0.006 0.29 -0.48 . 0.48 50.98 30.53 1.98 1.00 0.36 93.90 56.23 Dsgn. L = 4.00 ft 5 0.010 0.003 -0.30 0.30 50.98 30.53 1.00 1.00 0.15 93.90 56.23 +D+0.750L+0.7505+0.450W+H, LL Coml Dsgn. L = 4.00 ft 1 0.010 0.006 -0.30 0.30 50.98 30.53 1.00 1.00 0.31 93.90 56.23 Dsgn. L = 8.00 ft 2 0.017 0.006 0.28-0.51 : 0.51 50.98 30.53 2.12 1.00 0.36 93.90 56.23 Dsgn. L = 8.00 ft 3 0.017 0.006 0.23 -0.51 0.51 50.98 30.53 2.45 1.00 0.35 93.90 56.23 Dsgn. L = 8.00 ft 4 0.022 0.007 0.16 -0.68 0.68 50.98 30.53 3.00 1.00 0.38 93.90 56.23 Dsgn. L = 4.00 ft 5 0.022 0.006 -0.68 0.68 50.98 30.53 1.00 1.00 0.34 93.90 56.23 +D+0.750L+0.7505+0.450W+H, LL Coml Dsgn. L = 4.00 ft 1 0.022 0.006 -0.68 0.68 50.98 30.53 1.00 1.00 0.34 93.90 56.23 Dsgn. L = 8.00 ft 2 0.022 0.004 -0.00 -0.68 0.68 50.98 30.53 2.90 1.00 0.23 93.90 56.23 Dsgn. L = 8.00 ft 3 0.007 0.003 0.16 -0.21 0.21 50.98 30.53 1.57 1.00 0.17 93.90 56.23 Dsgn. L = 8.00 ft 4 0.010 0.003 0.05 -0.30 0.30 50.98 30.53 3.00 1.00 0.16 93.90 56.23 Dsgn. L = 4.00 ft 5 0.010 0.003 -0.30 0.30 50.98 30.53 1.00 1.00 0.15 93.90 56.23 +D+0.750L+0.7505+0.450W+H, LL Coml Dsgn. L = 4.00 ft 1 0.022 0.006 -0.68 0.68 50.98 30.53 1.00 1.00 0.34 93.90 56.23 Dsgn. L = 8.00 ft 2 0.022 0.004 -0.00 -0.68 0.68 50.98 30.53 2.78 1.00 0.22 93.90 56.23 Dsgn. L = 8.00 ft 3 0.006 0.003 0.20 -0.11 0.20 50.98 30.53 1.23 1.00 0.15 93.90 56.23 Dsgn. L = 8.00 ft 4 0.022 0.006 -0.00 -0.68 0.68 50.98 30.53 2.78 1.00 0.34 93.90 56.23 Dsgn. L = 4.00 ft 5 0.022 0.006 -0.68 0.68 50.98 30.53 1.00 1.00 0.34 93.90 56.23 +D+0.750L+0.7505+0.450W+H, LL Coml Dsgn. L = 4.00 ft 1 0.022 0.006 -0.68 0.68 50.98 30.53 1.00 1.00 0.34 93.90 56.23 249 Sifts & Hill Engineers, Inc. 4815 Center Street Project Title: Engineer: Project Descr: Description : HSS Antenna Support Beam (Member P1) Load Combination Segment Length Span # Max Stress Ratios M V Summary of Moment Values Project ID: Printed: 16 JAN 2018, 4:22PM File = P:1180001"180001calculations\Stn ctuiaj18000.ec6 ENERCALCTIN 1983;2017TBui1d 10:17112:10W 10.1712.1( Licensee : sitts & hill engineering, inc. Summary of Shear Values Mmax + Mmax - Ma Max Mnx MnxlOmega Cb Rm Va Max Vnx Vnx/Omega Dsgn. L = 8.00 ft 2 Dsgn. L = 8.00 ft 3 Dsgn. L = 8.00 ft 4 Dsgn. L = 4.00 ft 5 +D+0.750L+0.7505+0.450W+H, LL Coml Dsgn. L = 4.00 ft 1 Dsgn. L = 8.00 ft 2 Dsgn. L = 8.00 ft 3 Dsgn. L = 8.00 ft 4 Dsgn. L = 4.00 ft 5 +D+0.750L+0.7505+0.450W+H, LL Coml Dsgn. L = 4.00 ft 1 Dsgn. L = 8.00 ft 2 Dsgn. L = 8.00 ft 3 Dsgn. L = 8.00 ft 4 Dsgn. L = 4.00 ft 5 +D+0.750L+0.750S+0.450W+H, LL Coml Dsgn. L = 4.00 ft 1 Dsgn. L = 8.00 ft 2 Dsgn. L = 8.00 ft 3 Dsgn. L = 8.00 ft 4 Dsgn. L = 4.00 ft 5 +D+0.750L+0.7505+0.450W+H, LL Coml Dsgn. L = 4.00 ft 1 Dsgn. L = 8.00 ft 2 Dsgn. L = 8.00 ft 3 Dsgn. L = 8.00 ft 4 Dsgn. L = 4.00 ft 5 +D+0.750L+0.750S+0.450W+H, LL Coml Dsgn. L = 4.00 ft 1 Dsgn. L = 8.00 ft 2 Dsgn. L = 8.00 ft 3 Dsgn. L = 8.00 ft 4 Dsgn. L = 4.00 ft 5 +D+0.750L+0.750S+0.450W+H, LL Coml Dsgn. L = 4.00 ft 1 Dsgn. L = 8.00 ft 2 Dsgn. L = 8.00 ft 3 Dsgn. L = 8.00 ft 4 Dsgn. L = 4.00 ft 5 +D+0.750L+0.7505+0.450W+H, LL Coml Dsgn. L = 4.00 ft 1 Dsgn. L = 8.00 ft 2 Dsgn. L = 8.00 ft 3 Dsgn. L = 8.00 ft 4 Dsgn. L = 4.00 ft 5 +D+0.750L+0.750S+0.450W+H, LL Coml Dsgn. L = . 4.00 ft 1 Dsgn. L = 8.00 ft 2 Dsgn. L =': 8.00 ft 3 Dsgn. L =; 8.00 ft 4 Dsgn. L = 4.00 ft 5 +D+0.750L+0.7505+0.450W+H, LL Coml Dsgn. L = 4.00 ft 1 Dsgn. L = 8.00 ft 2 Dsgn. L = 8.00 ft 3 Dsgn. L = 8.00 ft 4 Dsgn. L = 4.00 ft 5 +D+0.750L+0.7505+0.450W+H, LL Coml Dsgn. L = 4.00 ft 1 Dsgn. L = 8.00 ft 2 Dsgn. L = 8.00 ft 3 Dsgn. L = 8.00 ft 4 Dsgn. L = 4.00 ft 5 +D+0.750L+0.7505+0.450W+H, LL Coml Dsgn. L = 4.00 ft 1 Dsgn. L = 8.00 ft 2 Dsgn. L = 8.00 ft 3 Dsgn. L = 8.00 ft 4 0.022 0.013 0.013 0.010 0.004 0.03 -0.68 0.68 50.98 30.53 2.95 1.00 0.23 0.006 0.11 -0.41 0.41 50.98 30.53 2.66 1.00 0.35 0.006 0.32 -0.41 0.41 50.98 30.53 1.57 1.00 0.35 0.003 -0.30 0.30 50.98 30.53 1.00 1.00 0.15 0.022 0.006 -0.68 0.68 50.98 30.53 1.00 1.00 0.34 0.022 0.004 0.02 -0.68 0.68 50.98 ' 30.53 2.94 1.00 0.23 0.010 0.005 0.13 -0.31 0.31 50.98 30.53 2.36 1.00 0.29 0.022 0.007 0.20 -0.68 0.68 50.98 30.53 2.83 1.00 0.38 0.022 0.006 -0.68 0.68 50.98 30.53 1.00 1.00 0.34 0.022 0.006 -0.68 0.68 50.98 30.53 1.00 1.00 0.34 0.022 0.006 -0.00 -0.68 0.68 50.98 30.53 2.31 1.00 0.32 0.013 0.006 0.38 -0.36 0.38 50.98 30.53 1.27 1.00 0.35 0.012 0.003 -0.00 -0.36 0.36 50.98 30.53 2.76 1.00 0.16 0.010 0.003 -0.30 0.30 50.98 30.53 1.00 1.00 0.15 0.022 0.006 -0.68 0.68 50.98 30.53 1.00 1.00 0.34 0.022 0.006 -0.00 -0.68 0.68 50.98 30.53 2.23 1.00 0.34 0.014 0.006 0.42 -0.26 0.42 50.98 30.53 1.24 1.00 0.34 0.022 0.006 -0.00 -0.68 0.68 50.98 30.53 2.23 1.00 0.34 0.022 0.006 -0.68 0.68 50.98 30.53 1.00 1.00 0.34 0.022 0.006 -0.68 0.68 50.98 30.53 1.00 1.00 0.34 0.022 0.005 -0.00 -0.68 0.68 50.98 30.53 2.48 1.00 0.29 0.018 0.007 0.32 -0.56 0.56 50.98 30.53 2.01 1.00 0.39 0.018 0.007 0.25 -0.56 0.56 50.98 30.53 2.44 1.00 0.37 0.010 0.003 -0.30 0.30 50.98 30.53 1.00 1.00 0.15 0.022 0.006 -0.68 0.68 50.98 30.53 1.00 1.00 0.34 0.022 0.005 -0.00 -0.68 0.68 50.98 30.53 2.39 1.00 0.31 0.015 0.007 0.35 -0.46 0.46 50.98 30.53 1.59 1.00 0.37 0.022 0.007 0.11 -0.68 0.68 50.98 30.53 3.00 1.00 0.37 0.022 0.006 -0.68 0.68 50.98 30.53 1.00 1.00 0.34 0.022 0.007 -0.68 0.68 50.98 30.53 1.00 1.00 0.39 0.022 0.007 0.21 -0.68 0.68 50.98 30.53 2.75 1.00 0.39 0.009 0.003 0.09 -0.28 0.28 50.98 30.53 2.87 1.00 0.17 0.010 0.003 0.08 -0.30 0.30 50.98 30.53 2.98 1.00 0.17 0.010 0.003 -0.30 0.30 50.98 30.53 1.00 1.00 0.15 0.022 0.007 -0.68 0.68 50.98 30.53 1.00 1.00 0.38 0.022 0.007 0.20 -0.68 0.68 50.98 30.53 2.83 1.00 0.38 0.010 0.003 0.13 -0.31 0.31 50.98 30.53 2.36 1.00 0.18 0.022 0.006 0.02 -0.68 0.68 50.98 30.53 2.94 1.00 0.34 0.022 0.006 -0.68 0.68 50.98 30.53 1.00 1.00 0.34 0.022 0.007 -0.68 0.68 50.98 30.53 1.00 1.00 0.39 0.022 0.007 0.24 -0.68 0.68 50.98 30.53 2.60 1.00 0.39 0.012 0.006 0.01 -0.36 0.36 50.98 30.53 3.00 1.00 0.35 0.012 0.006 0.35 -0.36 0.36 50.98 30.53 1.33 1.00 0.35 0.010 0.003 -0.30 0.30 50.98 30.53 1.00 1.00 0.15 0.022 0.007 -0.68 0.68 50.98 30.53 1.00 1.00 0.39 0.022 0.007 0.23 -0.68 0.68 50.98 30.53 2.67 1.00 0.39 0.008 0.005 0.05 -0.26 0.26 50.98 30.53 3.00 1.00 0.29 0.022 0.007 0.23 -0.68 0.68 50.98 30.53 2.67 1.00 0.39 0.022 0.006 -0.68 0.68 50.98 30.53 1.00 1.00 0.34 0.022 0.007 -0.68 0.68 50.98 30.53 1.00 1.00 0.37 0.022 0.007 0.13 -0.68 0.68 50.98 30.53 3.00 1.00 0.37 0.014 0.006 0.31 -0.43 0.43 50.98 30.53 1.71 1.00 0.35 0.010 0.003 -0.00 -0.31 0.31 50.98 30.53 3.00 1.00 0.15 0.010 0.003 -0.30 0.30 50.98 30.53 1.00 1.00 0.15 0.022 0.007 -0.68 0.68 50.98 30.53 1.00 1.00 0.37 0.022 0.007 0.11 -0.68 0.68 50.98 30.53 3.00 1.00 0.37 0.015 0.007 0.35 -0.46 0.46 50.98 30.53 1.59 1.00 0.37 0.022 0.006 -0.00 -0.68 0.68 50.98 30.53 2.39 1.00 0.34 250 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 Sifts & Hill Engineers, Inc. 4815 Center Street Project Title: Engineer: Project Descr: Project ID: Printed: 16 JAN 2018, 4:22PM Description : Load Combination Segment Length Span # M V Mmax + Mmax - Ma Max Mnx MnxlOmega Cb Rm Va Max Vnx Vnx/Omega HSS Antenna Support Beam (Member P1) Max Stress Ratios Summary of Moment Values File = P:1180001180001Calcul tions,Structura1118000.ec€ ENERCALCENCT1883-2017 Build 10.17.12.10; VF10.17.12.1M Licensee : sitts & hill engineering, inc. Summary of Shear Values Dsgn. L = 4.00 ft 5 0.022 0.006 -0.68 0.68 50.98 30.53 1.00 1.00 0.34 93.90 56.23 +D+0.750L+0.750S+0.450W+H, LL Caml Dsgn. L = 4.00 ft 1 0.022 0.007 -0.68 0.68 50.98 30.53 1.00 1.00 0.38 93.90 56.23 Dsgn. L = 8.00 ft 2 0.022 0.007 0.16 -0.68 0.68 50.98 30.53 3.00 1.00 0.38 93.90 56.23 Dsgn. L = 8.00 ft 3 0.017 0.006 0.23 -0.51 0.51 50.98 30.53 2.45 1.00 0.36 93.90 56.23 Dsgn. L = 8.00 ft 4 0.017 0.006 0.28 -0.51 0.51 50.98 30.53 2.12 1.00 0.36 93.90 56.23 Dsgn. L = 4.00 ft 5 0.010 0.003 -0.30 0.30 50.98 30.53 1.00 1.00 0.15 93.90 56.23 +D+0.750L+0.750S+0.450W+H, LL Coml Dsgn. L = 4.00 ft 1 0.022 0.007 -0.68 0.68 50.98 30.53 1.00 1.00 0.37 93.90 56.23 Dsgn. L = 8.00 ft 2 0.022 0.007 0.14 -0.68 0.68 50.98 30.53 3.00 1.00 0.37 93.90 56.23 Dsgn. L = 8.00 ft 3 0.013 0.006 0.27 -0.41 0.41 50.98 30.53 1.88 1.00 0.34 93.90 56.23 Dsgn. L = 8.00 ft 4 0.022 0.007 0.14 -0.68 0.68 50.98 30.53 3.00 1.00 0.37 93.90 56.23 Dsgn. L = 4.00 ft 5 0.022 0.006 -0.68 0.68 50.98 30.53 1.00 1.00 0.34 93.90 56.23 +D+0.750L+0.750S+0.5250E+H, LL Corn Dsgn. L = 4.00 ft 1 0.010 0.003 -0.30 0.30 50.98 30.53 1.00 1.00 0.16 93.90 56.23 Dsgn. L = 8.00 ft 2 0.010 0.003 0.05 -0.30 0.30 50.98 30.53 3.00 1.00 0.17 93.90 56.23 Dsgn. L = 8.00 ft 3 0.007 0.003 0.16 -0.21 0.21 50.98 30.53 1.57 1.00 0.17 93.90 56.23 Dsgn. L = 8.00 ft 4 0.022 0.006 -0.00 -0.68 0.68 50.98 30.53 2.90 1.00 0.34 93.90 56.23 Dsgn. L = 4.00 ft 5 0.022 0.006 -0.68 0.68 50.98 30.53 1.00 1.00 0.34 93.90 56.23 +D+0.750L+0.750S+0.5250E+H, LL Corn Dsgn. L = 4.00 ft 1 0.010 0.003 -0.30 0.30 50.98 30.53 1.00 1.00 0.17 93.90 56.23 Dsgn. L = 8.00 ft 2 0.010 0.003 0.09 -0.30 0.30 50.98 30.53 2.79 1.00 0.17 93.90 56.23 Dsgn. L = 8.00 ft 3 0.012 0.006 0.06 -0.38 0.38 50.98 30.53 3.00 1.00 0.35 93.90 56.23 Dsgn. L = 8.00 ft 4 0.012 0.006 0.34 -0.38 0.38 50.98 30.53 1.45 1.00 0.35 93.90 56.23 Dsgn. L = 4.00 ft 5 0.010 0.003 -0.30 0.30 50.98 30.53 1.00 1.00 0.15 93.90 56.23 +D+0.750L+0.7505+0.5250E+H, LL Com Dsgn. L = 4.00 ft 1 0.010 0.003 -0.30 0.30 50.98 30.53 1.00 1.00 0.17 93.90 56.23 Dsgn. L = 8.00 ft 2 0.010 0.003 0.08 -0.30 0.30 50.98 30.53 2.98 1.00 0.17 93.90 56.23 Dsgn. L = 8.00 ft 3 0.009 0.005 0.09 -0.28 0.28 50.98 30.53 2.87 1.00 0.29 93.90 56.23 Dsgn. L = 8.00 ft 4 0.022 0.007 0.21 -0.68 0.68 50.98 30.53 2.75 1.00 0.39 93.90 56.23 Dsgn. L = 4.00 ft 5 0.022 0.006 -0.68 0.68 50.98 30.53 1.00 1.00 0.34 93.90 56.23 +D+0.750L+0.750S+0.5250E+H, LL Corn Dsgn. L = 4.00 ft 1 0.010 0.003 -0.30 0.30 50.98 30.53 1.00 1.00 0.15 93.90 56.23 Dsgn. L = 8.00 ft 2 0.011 0.006 -0.00 -0.33 0.33 50.98 30.53 2.90 1.00 0.34 93.90 56.23 Dsgn. L = 8.00 ft 3 0.011 0.006 0.35 -0.33 0.35 50.98 30.53 1.31 1.00 0.34 93.90 56.23 Dsgn. L = 8.00 ft 4 0.011 0.003 -0.00 -0.33 0.33 50.98 30.53 2.90 1.00 0.15 93.90 56.23 Dsgn. L = 4.00 ft 5 0.010 0.003 -0.30 0.30 50.98 30.53 1.00 1.00 0.15 93.90 56.23 +D+0.750L+0.750S+0.5250E+H, LL Corn Dsgn. L = 4.00 ft 1 0.010 0.003 -0.30 0.30 50.98 30.53 1.00 1.00 0.15 93.90 56.23 Dsgn. L = 8.00 ft 2 0.012 0.006 -0.00 -0.36 0.36 50.98 30.53 2.76 1.00 0.35 93.90 56.23 Dsgn. L = 8.00 ft 3 0.013 0.006 0.38 -0.36 0.38 50.98 30.53 1.27 1.00 0.35 93.90 56.23 Dsgn. L = 8.00 ft 4 0.022 0.006 -0.00 -0.68 0.68 50.98 30.53 2.31 1.00 0.34 93.90 56.23 Dsgn. L = 4.00 ft 5 0.022 0.006 -0.68 0.68 50.98 30.53 1.00 1.00 0.34 93.90 56.23 +D+0.750L+0.7505+0.5250E+H, LL Corn Dsgn. L = 4.00 ft 1 0.010 0.003 -0.30 0.30 50.98 30.53 1.00 1.00 0.15 93.90 56.23 Dsgn. L = 8.00 ft 2 0.010 0.005 0.01 -0.30 0.30 50.98 30.53 3.00 1.00 0.31 93.90 56.23 Dsgn. L = 8.00 ft 3 0.017 0.007 0.28 -0.53 0.53 50.98 30.53 2.20 1.00 0.37 93.90 56.23 Dsgn. L = 8.00 ft 4 0.017 0.007 0.27 -0.53 0.53 50.98 30.53 2.28 1.00 0.37 93.90 56.23 Dsgn. L = 4.00 ft 5 0.010 0.003 -0.30 0.30 50.98 30.53 1.00 1.00 0.15 93.90 56.23 +D+0.750L+0.750S+0.5250E+H, LL Corn Dsgn. L = 4.00 ft 1 0.010 0.003 -0.30 0.30 50.98 30.53 1.00 1.00 0.15 93.90 56.23 Dsgn. L = 8.00 ft 2 0.010 0.006 -0.00 -0.31 0.31 50.98 30.53 3.00 1.00 0.32 93.90 56.23 Dsgn. L = 8.00 ft 3 0.014 0.006 0.31 -0.43 0.43 50.98 30.53 1.71 1.00 0.35 93.90 56.23 Dsgn. L = 8.00 ft 4 0.022 0.007 0.13 -0.68 0.68 50.98 30.53 3.00 1.00 0.37 93.90 56.23 Dsgn. L = 4.00 ft 5 0.022 0.006 -0.68 0.68 50.98 30.53 1.00 1.00 0.34 93.90 56.23 +D+0.750L+0.750S+0.5250E+H, LL Corn Dsgn. L = 4.00 ft 1 0.010 0.006 -0.30 0.30 50.98 30.53 1.00 1.00 0.33 93.90 56.23 Dsgn. L = 8.00 ft 2 0.012 0.006 0.34 -0.38 0.38 50.98 30.53 1.45 1.00 0.35 93.90 56.23 Dsgn. L = 8.00 ft 3 0.012 0.003 0.06 -0.38 0.38 50.98 30.53 3.00 1.00 0.18 93.90 56.23 Dsgn. L = 8.00 ft 4 0.010 0.003 0.09 -0.30 0.30 50.98 30.53 2.79 1.00 0.17 93.90 56.23 Dsgn. L = 4.00 ft 5 0.010 0.003 -0.30 0.30 50.98 30.53 1.00 1.00 0.15 93.90 56.23 +D+0.750L+0.750S+0.5250E+H, LL Corn Dsgn. L = 4.00 ft 1 0.010 0.006 -0.30 0.30 50.98 30.53 1.00 1.00 0.33 93.90 56.23 Dsgn. L = 8.00 ft 2 0.013 0.006 0.32 -0.41 0.41 50.98 30.53 1.57 1.00 0.35 93.90 56.23 Dsgn. L = 8.00 ft 3 0.013 0.004 0.11 -0.41 0.41 50.98 30.53 2.66 1.00 0.20 93.90 56.23 Dsgn. L = 8.00 ft 4 0.022 0.006 0.03 -0.68 0.68 50.98 30.53 2.95 1.00 0.34 93.90 56.23 Dsgn. L = 4.00 ft 5 0.022 0.006 -0.68 0.68 50.98 30.53 1.00 1.00 0.34 93.90 56.23 +D+0.750L+0.7505+0.5250E+H, LL Com Dsgn. L = 4.00 ft 1 0.010 0.006 -0.30 0.30 50.98 30.53 1.00 1.00 0.33 93.90 56.23 251 Sifts & Hill Engineers, Inc. 4815 Center Street Project Title: Engineer: Project Descr: Project ID: Printed: 16 JAN 2018, 4:22PM Steel Beam Lic. # : KW -06002611 Description : Load Combination HSS Antenna Support Beam (Member P1) Max Stress Ratios File = P:1180001180001Calatlations\StructuraM8000.ed ENERCALC, INC. 1983-2017,'Build:10.17.12.10, Ver..10.17.12.1( Licensee : sitts & hill engineering, inc. Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Dsgn. L = 8.00 ft 2 0.012 0.006 0.36 -0.33 0.36 50.98 30.53 1.29 1.00 0.34 93.90 56.23 Dsgn. L = 8.00 ft 3 0.011 0.006 -0.00 -0.33 0.33 50.98 30.53 2.63 1.00 0.34 93.90 56.23 Dsgn. L = 8.00 ft 4 0.012 0.006 0.36 -0.33 0.36 50.98 30.53 1.29 1.00 0.34 93.90 56.23 Dsgn. L = 4.00 ft 5 0.010 0.003 -0.30 0.30 50.98 30.53 1.00 1.00 0.15 93.90 56.23 +D+0.750L+0.750S+0.5250E+H, LL Com Dsgn. L = 4.00 ft 1 0.010 0.006 -0.30 0.30 50.98 30.53 1.00 1.00 0.33 93.90 56.23 Dsgn. L = 8.00 ft 2 0.012 0.006 0.35 -0.36 0.36 50.98 30.53 1.33 1.00 0.35 93.90 56.23 Dsgn. L = 8.00 ft 3 0.012 0.005 0.01 -0.36 0.36 50.98 30.53 3.00 1.00 0.28 93.90 56.23 Dsgn. L = 8.00 ft 4 0.022 0.007 0.24 -0.68 0.68 50.98 30.53 2.60 1.00 0.39 93.90 56.23 Dsgn. L = 4.00 ft 5 0.022 0.006 -0.68 0.68 50.98 30.53 1.00 1.00 0.34 93.90 56.23 +D+0.750L+0.7505+0.5250E+H, LL Corn Dsgn. L = 4.00 ft 1 0.010 0.006 -0.30 0.30 50.98 30.53 1.00 1.00 0.31 93.90 56.23 Dsgn. L = 8.00 ft 2 0.017 0.007 0.27 -0.53 0.53 50.98 30.53 2.28 1.00 0.37 93.90 56.23 Dsgn. L = 8.00 ft 3 0.017 0.007 0.28 -0.53 0.53 50.98 30.53 2.20 1.00 0.37 93.90 56.23 Dsgn. L = 8.00 ft 4 0.010 0.003 0.01 -0.30 0.30 50.98 30.53 3.00 1.00 0.15 93.90 56.23 Dsgn. L = 4.00 ft 5 0.010 0.003 -0.30 0.30 50.98 30.53 1.00 1.00 0.15 93.90 56.23 +D+0.750L+0.7505+0.5250E+H, LL Corn Dsgn. L = 4.00 ft 1 0.010 0.005 -0.30 0.30 50.98 30.53 1.00 1.00 0.31 93.90 56.23 Dsgn. L = 8.00 ft 2 0.018 0.007 0.25 -0.56 0.56 50.98 30.53 2.44 1.00 0.39 93.90 56.23 Dsgn. L = 8.00 ft 3 0.018 0.007 0.32 -0.56 0.56 50.98 30.53 2.01 1.00 0.39 93.90 56.23 Dsgn. L = 8.00 ft 4 0.022 0.006 -0.00 -0.68 0.68 50.98 30.53 2.48 1.00 0.34 93.90 56.23 Dsgn. L = 4.00 ft 5 0.022 0.006 -0.68 0.68 50.98 30.53 1.00 1.00 0.34 93.90 56.23 +D+0.750L+0.7505+0.5250E+H, LL Corn Dsgn. L = 4.00 ft 1 0.010 0.006 -0.30 0.30 50.98 30.53 1.00 1.00 0.32 93.90 56.23 Dsgn. L = 8.00 ft 2 0.016 0.006 0.29 -0.48 0.48 50.98 30.53 1.98 1.00 0.36 93.90 56.23 Dsgn. L = 8.00 ft 3 0.016 0.006 0.20 -0.48 0.48 50.98 30.53 2.80 1.00 0.36 93.90 56.23 Dsgn. L = 8.00 ft 4 0.016 0.006 0.29 -0.48 0.48 50.98 30.53 1.98 1.00 0.36 93.90 56.23 Dsgn. L = 4.00 ft 5 0.010 0.003 -0.30 0.30 50.98 30.53 1.00 1.00 0.15 93.90 56.23 +D+0.750L+0.750S+0.5250E+H, LL Corn Dsgn. L = 4.00 ft 1 0.010 0.006 -0.30 0.30 50.98 30.53 1.00 1.00 0.31 93.90 56.23 Dsgn. L = 8.00 ft 2 0.017 0.006 0.28 -0.51 0.51 50.98 30.53 2.12 1.00 0.36 93.90 56.23 Dsgn. L = 8.00 ft 3 0.017 0.006 0.23 -0.51 0.51 50.98 30.53 2.45 1.00 0.35 93.90 56.23 Dsgn. L = 8.00 ft 4 0.022 0.007 0.16 -0.68 0.68 50.98 30.53 3.00 1.00 0.38 93.90 56.23 Dsgn. L = 4.00 ft 5 0.022 0.006 -0.68 0.68 50.98 30.53 1.00 1.00 0.34 93.90 56.23 +D+0.750L+0.750S+0.5250E+H, LL Corn Dsgn. L = 4.00 ft 1 0.022 0.006 -0.68 0.68 50.98 30.53 1.00 1.00 0.34 93.90 56.23 Dsgn. L = 8.00 ft 2 0.022 0.004 -0.00 -0.68 0.68 50.98 30.53 2.90 1.00 0.23 93.90 56.23 Dsgn. L = 8.00 ft 3 0.007 0.003 0.16 -0.21 0.21 50.98 30.53 1.57 1.00 0.17 93.90 56.23 Dsgn. L = 8.00 ft 4 0.010 0.003 0.05 -0.30 0.30 50.98 30.53 3.00 1.00 0.16 93.90 56.23 Dsgn. L = 4.00 ft 5 0.010 0.003 -0.30 0.30 50.98 30.53 1.00 1.00 0.15 93.90 56.23 +D+0.750L+0.7505+0.5250E+H, LL Corn Dsgn. L = 4.00 ft 1 0.022 0.006 -0.68 0.68 50.98 30.53 1.00 1.00 0.34 93.90 56.23 Dsgn. L = 8.00 ft 2 0.022 0.004 -0.00 -0.68 0.68 50.98 30.53 2.78 1.00 0.22 93.90 56.23 Dsgn. L = 8.00 ft 3 0.006 0.003 0.20 -0.11 0.20 50.98 30.53 1.23 1.00 0.15 93.90 56.23 Dsgn. L = 8.00 ft 4 0.022 0.006 -0.00 -0.68 0.68 50.98 30.53 2.78 1.00 0.34 93.90 56.23 Dsgn. L = 4.00 ft 5 0.022 0.006 -0.68 0.68 50.98 30.53 1.00 1.00 0.34 93.90 56.23 +D+0.750L+0.750S+0.5250E+H, LL Corn Dsgn. L = 4.00 ft 1 0.022 0.006 -0.68 0.68 50.98 30.53 1.00 1.00 0.34 93.90 56.23 Dsgn. L = 8.00 ft 2 0.022 0.004 0.03 -0.68 0.68 50.98 30.53 2.95 1.00 0.23 93.90 56.23 Dsgn. L = 8.00 ft 3 0.013 0.006 0.11 -0.41 0.41 50.98 30.53 2.66 1.00 0.35 93.90 56.23 Dsgn. L = 8.00 ft 4 0.013 0.006 0.32 -0.41 0.41 50.98 30.53 1.57 1.00 0.35 93.90 56.23 Dsgn. L = 4.00 ft 5 0.010 0.003 -0.30 0.30 50.98 30.53 1.00 1.00 0.15 93.90 56.23 +D+0.750L+0.7505+0.5250E+H, LL Corn Dsgn. L = 4.00 ft 1 0.022 0.006 -0.68 0.68 50.98 30.53 1.00 1.00 0.34 93.90 56.23 Dsgn. L = 8.00 ft 2 0.022 0.004 0.02 -0.68 0.68 50.98 30.53 2.94 1.00 0.23 93.90 56.23 Dsgn. L = 8.00 ft 3 0.010 0.005 0.13 -0.31 0.31 50.98 30.53 2.36 1.00 0.29 93.90 56.23 Dsgn. L = 8.00 ft 4 0.022 0.007 0.20 -0.68 0.68 50.98 30.53 2.83 1.00 0.38 93.90 56.23 Dsgn. L = 4.00 ft 5 0.022 0.006 -0.68 0.68 50.98 30.53 1.00 1.00 0.34 93.90 56.23 +D+0.750L+0.750S+0.5250E+H, LL Corn Dsgn. L = 4.00 ft 1 0.022 0.006 -0.68 0.68 50.98 30.53 1.00 1.00 0.34 93.90 56.23 Dsgn. L = 8.00 ft 2 0.022 0.006 -0.00 -0.68 0.68 50.98 30.53 2.31 1.00 0.32 93.90 56.23 Dsgn. L = 8.00 ft 3 0.013 0.006 0.38 -0.36 0.38 50.98 30.53 1.27 1.00 0.35 93.90 56.23 Dsgn. L = 8.00 ft 4 0.012 0.003 -0.00 -0.36 0.36 50.98 30.53 2.76 1.00 0.16 93.90 56.23 Dsgn. L = 4.00 ft 5 0.010 0.003 -0.30 0.30 50.98 30.53 1.00 1.00 0.15 93.90 56.23 +D+0.750L+0.750S+0.5250E+H, LL Corn Dsgn. L = 4.00 ft 1 0.022 0.006 -0.68 0.68 50.98 30.53 1.00 1.00 0.34 93.90 56.23 Dsgn. L = 8.00 ft 2 0.022 0.006 -0.00 -0.68 0.68 50.98 30.53 2.23 1.00 0.34 93.90 56.23 Dsgn. L = 8.00 ft 3 0.014 0.006 0.42 -0.26 0.42 50.98 30.53 1.24 1.00 0.34 93.90 56.23 Dsgn. L = 8.00 ft 4 0.022 0.006 -0.00 -0.68 0.68 50.98 30.53 2.23 1.00 0.34 93.90 56.23 252 Sitts & Hill Engineers, Inc. 4815 Center Street Project Title: Engineer: Project Descr: Project ID: Printed: 16 JAN 2018, 4:22PM Steel Beam Lic. # : KW -0600261 1 Description : Load Combination HSS Antenna Support Beam (Member P1) Segment Length Span # Max Stress Ratios File= P:118000\18000\Calculations\Strnclura1118000.eci ENERCALC,-•INC. 11983-2017 Build: 10.1712.10,, Ver.10.17.12.1t. Licensee : sitts & hill engineering, inc. Summary of Moment Values Summary of Shear Values M V Mmax + Mmax - Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Dsgn. L = 4.00 ft 5 0.022 0.006 +D+0.750L+0.7505+0.5250E+H, LL Com Dsgn. L = 4.00 ft 1 0.022 0.006 Dsgn. L = 8.00 ft 2 0.022 0.005 Dsgn. L = 8.00 ft 3 0.018 0.007 Dsgn. L = 8.00 ft 4 0.018 0.007 Dsgn. L = 4.00 ft 5 0.010 0.003 +D+0.750L+0.750S+0.5250E+H, LL Com Dsgn. L = 4.00 ft 1 0.022 0.006 Dsgn. L = 8.00 ft 2 0.022 0.005 Dsgn. L = 8.00 ft 3 0.015 0.007 Dsgn. L = 8.00 ft 4 0.022 0.007 Dsgn. L = 4.00 ft 5 0.022 0.006 +D+0.750L+0.7505+0.5250E+H, LL Corn Dsgn. L = 4.00 ft 1 0.022 0.007 Dsgn. L = 8.00 ft 2 0.022 0.007 Dsgn. L = 8.00 ft 3 0.009 0.003 Dsgn. L = 8.00 ft 4 0.010 0.003 Dsgn. L = 4.00 ft 5 0.010 0.003 +D+0.750L+0.750S+0.5250E+H, LL Com Dsgn. L = 4.00 ft 1 0.022 0.007 Dsgn. L = 8.00 ft 2 0.022 0.007 Dsgn. L = 8.00 ft 3 0.010 0.003 Dsgn. L = 8.00 ft 4 0.022 0.006 Dsgn. L = 4.00 ft 5 0.022 0.006 +D+0.750L+0.7505+0.5250E+H, LL Com Dsgn. L = 4.00 ft 1 0.022 0.007 Dsgn. L = 8.00 ft 2 0.022 0.007 Dsgn. L = 8.00 ft 3 0.012 0.006 Dsgn. L = 8.00 ft 4 0.012 0.006 Dsgn. L = 4.00 ft 5 0.010 0.003 +D+0.750L+0.7505+0.5250E+H, LL Corn Dsgn. L = 4.00 ft 1 0.022 0.007 Dsgn. L = 8.00 ft 2 0.022 0.007 Dsgn. L = 8.00 ft 3 0.008 0.005 Dsgn. L = 8.00 ft 4 0.022 0.007 Dsgn. L = 4.00 ft 5 0.022 0.006 +D+0.750L+0.7505+0.5250E+H, LL Corn Dsgn. L = 4.00 ft 1 0.022 0.007 Dsgn. L = 8.00 ft 2 0.022 0.007 Dsgn. L = 8.00 ft 3 0.014 0.006 Dsgn. L = 8.00 ft 4 0.010 0.003 Dsgn. L = 4.00 ft 5 0.010 0.003 +D+0.750L+0.750S+0.5250E+H, LL Com Dsgn. L = 4.00 ft 1 0.022 0.007 Dsgn. L = 8.00 ft - 2 0.022 0.007 Dsgn. L = 8.00 ft 3 0.015 0.007 Dsgn. L = 8.00 ft 4 0.022 0.006 Dsgn. L = 4.00 ft 5 0.022 0.006 +D+0.750L+0.7505+0.5250E+H, LL Corn Dsgn. L = 4.00 ft 1 0.022 0.007 Dsgn. L = 8.00 ft 2 0.022 0.007 Dsgn. L = 8.00 ft 3 0.017 0.006 Dsgn. L = 8.00 ft 4 0.017 0.006 Dsgn. L = 4.00 ft 5 0.010 0.003 +D+0.750L+0.750S+0.5250E+H, LL Corn Dsgn. L = 4.00 ft 1 0.022 0.007 Dsgn. L = 8.00 ft 2 0.022 0.007 Dsgn. L = 8.00 ft 3 0.013 0.006 Dsgn. L = 8.00 ft 4 0.022 0.007 Dsgn. L = 4.00 ft 5 0.022 0.006 +0.60D+0.60W+0.60H Dsgn. L = 4.00 ft 1 0.006 0.002 Dsgn. L = 8.00 ft 2 0.006 0.002 Dsgn. L = 8.00 ft 3 0.004 0.002 Dsgn. L = 8.00 ft 4 0.006 0.002 Dsgn. L = 4.00 ft 5 0.006 0.002 +0.60D+0.70E+0.60H Dsgn. L = 4.00 ft 1 0.006 0.002 -0.00 0.32 0.25 -0.00 0.35 0.11 0.21 0.09 0.08 0.20 0.13 0.02 0.24 0.01 0.35 0.23 0.05 0.23 0.13 0.31 -0.00 0.11 0.35 -0.00 0.16 0.23 0.28 0.14 0.27 0.14 0.04 0.07 0.04 -0.68 0.68 50.98 30.53 1.00 1.00 0.34 93.90 56.23 -0.68 -0.68 -0.56 -0.56 -0.30 -0.68 -0.68 -0.46 -0.68 -0.68 -0.68 -0.68 -0.28 -0.30 -0.30 -0.68 -0.68 -0.31 -0.68 -0.68 -0.68 -0.68 -0.36 -0.36 -0.30 -0.68 -0.68 -0.26 -0.68 -0.68 -0.68 -0.68 -0.43 -0.31 -0.30 -0.68 -0.68 -0.46 -0.68 -0.68 -0.68 -0.68 -0.51 -0.51 -0.30 -0.68 -0.68 -0.41 -0.68 -0.68 -0.18 -0.18 -0.11 -0.18 -0.18 0.68 0.68 0.56 0.56 0.30 0.68 0.68 0.46 0.68 0.68 0.68 0.68 0.28 0.30 0.30 0.68 0.68 0.31 0.68 0.68 0.68 0.68 0.36 0.36 0.30 0.68 0.68 0.26 0.68 0.68 0.68 0.68 0.43 0.31 0.30 0.68 0.68 0.46 0.68 0.68 0.68 0.68 0.51 0.51 0.30 0.68 0.68 0.41 0.68 0.68 0.18 0.18 0.11 0.18 0.18 50.98 50.98 50.98 50.98 50.98 50.98 50.98 50.98 50.98 50.98 50.98 50.98 50.98 50.98 50.98 50.98 50.98 50.98 50.98 50.98 50.98 50.98 50.98 50.98 50.98 50.98 50.98 50.98 50.98 50.98 50.98 50.98 50.98 50.98 50.98 50.98 50.98 50.98 50.98 50.98 50.98 50.98 50.98 50.98 50.98 50.98 50.98 50.98 50.98 50.98 50.98 50.98 50.98 50.98 50.98 30.53 30.53 30.53 30.53 30.53 30.53 30.53 30.53 30.53 30.53 30.53 30.53 30.53 30.53 30.53 30.53 30.53 30.53 30.53 30.53 30.53 30.53 30.53 30.53 30.53 30.53 30.53 30.53 30.53 30.53 30.53 30.53 30.53 30.53 30.53 30.53 30.53 30.53 30.53 30.53 30.53 30.53 30.53 30.53 30.53 30.53 30.53 30.53 30.53 30.53 30.53 30.53 30.53 30.53 30.53 1.00 2.48 2.01 2.44 1.00 1.00 2.39 1.59 3.00 1.00 1.00 2.75 2.87 2.98 1.00 1.00 2.83 2.36 2.94 1.00 1.00 2.60 3.00 1.33 1.00 1.00 2.67 3.00 2.67 1.00 1.00 3.00 1.71 3.00 1.00 1.00 3.00 1.59 2.39 1.00 1.00 3.00 2.45 2.12 1.00 1.00 3.00 1.88 3.00 1.00 1.00 3.00 1.88 3.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.34 0.29 0.39 0.37 0.15 0.34 0.31 0.37 0.37 0.34 0.39 0.39 0.17 0.17 0.15 0.38 0.38 0.18 0.34 0.34 0.39 0.39 0.35 0.35 0.15 0.39 0.39 0.29 0.39 0.34 0.37 0.37 0.35 0.15 0.15 0.37 0.37 0.37 X0.34 10.34 0.38 10.38 :036 '0.36 0.15 0.37 0.37 0.34 0.37 0.34 0.10 0.10 0.09 0.10 0.09 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 93.90 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 56.23 -0.18 0.18 50.98 30.53 1.00 1.00 0.10 93.90 56.23 253 Sifts & Hill Engineers, Inc. 4815 Center Street Project Title: Engineer: Project Descr: Project ID: Printed: 16 JAN 2018, 4:22PM Steel Beam Lic. # : KW -06002611 Description : Load Combination HSS Antenna Support Beam (Member P1) Max Stress Ratios File = P:118000118000\Caliailations\StruoturalV18000.ecE ENERCALC,'INC.1983-2017, Build:10.17.12:10, Ver.1U 17:.12:14 Licensee : sitts & hill engineering, inc. Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx VnxlOmega Dsgn. L = 8.00 ft 2 0.006 0.002 0.04 -0.18 0.18 Dsgn. L = 8.00 ft 3 0.004 0.002 0.07 -0.11 0.11 Dsgn. L = 8.00 ft 4 0.006 0.002 0.04 -0.18 0.18 Dsgn. L = 4.00 ft 5 0.006 0.002 -0.18 0.18 Overall Maximum Deflections 50.98 50.98 50.98 50.98 30.53 3.00 1.00 30.53 1.88 1.00 30.53 3.00 1.00 30.53 1.00 1.00 0.10 0.09 0.10 0.09 93.90 93.90 93.90 93.90 56.23 56.23 56.23 56.23 Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+L+H +D+L+H +D+L+H +D+L+H +D+L+H 1 0.0141 0.000 2 0.0037 4.000 +D+L+H 3 0.0044 4.067 4 0.0037 4.067 +D+L+H 5 0.0141 4.000 r Vertical Reactions Support notation : Far left is #1 0.0000 -0.0034 0.0000 -0.0033 0.0000 Values in KIPS 0.000 2.933 2.933 5.200 5.200 Load Combination Support 1 Support 2 Support 3 Support 4 Support 5 Support 6 Overall MAXimum 0.871 0.912 0.912 Overall MINimum -0.004 0.025 +D+H 0.317 0.287 +D+L+H, LL Comb Run (****L) 0.313 0.312 +D+L+H, LL Comb Run (***L*) 0.325 0.237 +D+L+H, LL Comb Run (***LL) 0.321 0.262 +D+L+H, LL Comb Run (**L**) 0.292 0.562 +D+L+H, LL Comb Run (**L*L) 0.288 0.587 +D+L+H, LL Comb Run (**LL*) 0.300 0.512 +D+L+H, LL Comb Run (**LLL) 0.296 0.537 +D+L+H, LL Comb Run (*L***) 0.534 0.612 +D+L+H, LL Comb Run (*L**L) 0.529 0.637 +D+L+H, LL Comb Run (*L*L*) 0.542 0.562 +D+L+H, LL Comb Run (*L*LL) 0.538 0.587 +D+L+H, LL Comb Run (*LL**) 0.509 0.887 +D+L+H, LL Comb Run (*LL*L) 0.504 0.912 +D+L+H, LL Comb Run (*LLL*) 0.517 0.837 +D+L+H, LL Comb Run (*LLLL) 0.513 0.862 +D+L+H, LL Comb Run (L****) 0.646 0.187 +D+L+H, LL Comb Run (L***L) 0.642 0.212 +D+L+H, LL Comb Run (L**L*) 0.654 0.137 +D+L+H, LL Comb Run (L**LL) 0.650 0.162 +D+L+H, LL Comb Run (L*L**) 0.621 0.462 +D+L+H, LL Comb Run (L*L*L) 0.617 0.487 +D+L+H, LL Comb Run (L*LL*) 0.629 0.412 +D+L+H, LL Comb Run (L*LLL) 0.625 0.437 +D+L+H, LL Comb Run (LL***) 0.863 0.512 +D+L+H, LL Comb Run (LL**L) 0.859 0.537 +D+L+H, LL Comb Run (LL*L*) 0.871 0.462 +D+L+H, LL Comb Run (LL*LL) i 0.867 0.487 +D+L+H, LL Comb Run (LLL**) 0.838 0.787 +D+L+H, LL Comb Run (LLL*L) i 0.834 0.812 +D+L+H, LL Comb Run (LLLL*) 1 0.846 0.737 +D+L+H, LL Comb Run (LLLLL) ' 0.842 0.762 +D+Lr+H, LL Comb Run (****L) 0.317 0.287 +D+Lr+H, LL Comb Run (***L*) 0.317 0.287 +D+Lr+H, LL Comb Run (***LL) 0.317 0.287 +D+Lr+H, LL Comb Run (**L**) 0.317 0.287 +D+Lr+H, LL Comb Run (**L*L) 0.317 0.287 +D+Lr+H, LL Comb Run (**LL*) 0.317 0.287 +D+Lr+H, LL Comb Run (**LLL) 0.317 0.287 +D+Lr+H, LL Comb Run (*L***) 0.317 0.287 +D+Lr+H, LL Comb Run (*L**L) 0.317 0.287 +D+Lr+H, LL Comb Run (*L*L*) 0.317 0.287 +D+Lr+H, LL Comb Run (*L*LL) 0.317 0.287 +D+Lr+H, LL Comb Run (*LL**) 0.317 0.287 +D+Lr+H, LL Comb Run (*LL*L) 0.317 0.287 +D+Lr+H, LL Comb Run (*LLL*) 0.317 0.287 +D+Lr+H, LL Comb Run (*LLLL) 0.317 0.287 +D+Lr+H, LL Comb Run (L****) 0.317 0.287 0.025 0.287 0.187 0.612 0.512 0.562 0.462 0.887 0.787 0.237 0.137 0.562 0.462 0.512 0.412 0.837 0.737 0.312 0.212 0.637 0.537 0.587 0.487 0.912 0.812 0.262 0.162 0.587 0.487 0.537 0.437 0.862 0.762 0.287 0.287 0.287 0.287 0.287 0.287 0.287 0.287 0.287 0.287 0.287 0.287 0.287 0.287 0.287 254 0.287 0.871 -0.004 0.317 0.646 0.534 0.863 0.292 0.621 0.509 0.838 0.325 0.654 0.542 0.871 0.300 0.629 0.517 0.846 0.313 0.642 0.529 0.859 0.288 0.617 0.504 0.834 0.321 0.650 0.538 0.867 0.296 0.625 0.513 0.842 0.317 0.317 0.317 0.317 0.317 0.317 0.317 0.317 0.317 0.317 0.317 0.317 0.317 0.317 0.317 0.317 Sifts & Hill Engineers, Inc. 4815 Center Street Project Title: Engineer: Project Descr: Project ID: Printed: 16 JAN 2018, 4:22PM Steel Beam Lic. # : KW -06002611 Description : HSS Antenna Support Beam (Member P1) Vertical Reactions Support notation : Far left is #1 file= P:1180001180001Calculations\StnniraR18000.ed ENERCALC, INC. 19812017, Build:10.17.12.10, Ver..10.17.12:1( Licensee : sitts & hill engineering, inc. Values in KIPS Load Combination Support 1 Support 2 Supporta Support 4 Support5 Support 6 +D+Lr+H, LL Comb Run (L***L) 0.317 +D+Lr+H, LL Comb Run (L**L*) 0.317 +D+Lr+H, LL Comb Run (L**LL) 0.317 +D+Lr+H, LL Comb Run (L*L**) 0.317 +D+Lr+H, LL Comb Run (L*L*L) 0.317 +D+Lr+H, LL Comb Run (L*LL*) 0.317 +D+Lr+H, LL Comb Run (L*LLL) 0.317 +D+Lr+H, LL Comb Run (LL**") 0.317 +D+Lr+H, LL Comb Run (LL**L) 0.317 +D+Lr+H, LL Comb Run (LL*L*) 0.317 +D+Lr+H, LL Comb Run (LL*LL) 0.317 +D+Lr+H, LL Comb Run (LLL**) 0.317 +D+Lr+H, LL Comb Run (LLL*L) 0.317 +D+Lr+H, LL Comb Run (LLLL*) 0.317 +D+Lr+H, LL Comb Run (LLLLL) 0.317 +D+S+H 0.317 +D+0.750Lr+0.750L+H, LL Comb Run (* 0.314 +D+0.750Lr+0.750L+H, LL Comb Run (* 0.323 +D+0.750Lr+0.750L+H, LL Comb Run (* 0.320 +D+0.750Lr+0.750L+H, LL Comb Run (* 0.298 +D+0.750Lr+0.750L+H, LL Comb Run (* 0.295 +D+0.750Lr+0.750L+H, LL Comb Run (* 0.304 +D+0.750Lr+0.750L+H, LL Comb Run (* 0.301 +D+0.750Lr+0.750L+H, LL Comb Run (* 0.479 +D+0.750Lr+0.750L+H, LL Comb Run (* 0.476 +D+0.750Lr+0.750L+H, LL Comb Run (* 0.486 +D+0.750Lr+0.750L+H, LL Comb Run (* 0.483 +D+0.750Lr+0.750L+H, LL Comb Run (* 0.461 +D+0.750Lr+0.750L+H, LL Comb Run (* 0.458 +D+0.750Lr+0.750L+H, LL Comb Run (* 0.467 +D+0.750Lr+0.750L+H, LL Comb Run (* 0.464 +D+0.750Lr+0.750L+H, LL Comb Run (L 0.564 +D+0.750Lr+0.750L+H, LL Comb Run (L 0.561 +D+0.750Lr+0.750L+H, LL Comb Run (L 0.570 +D+0.750Lr+0.750L+H, LL Comb Run (L 0.567 +D+0.750Lr+0.750L+H, LL Comb Run (L 0.545 +D+0.750Lr+0.750L+H, LL Comb Run (L 0.542 +D+0.750Lr+0.750L+H, LL Comb Run (L 0.551 +D+0.750Lr+0.750L+H, LL Comb Run (L 0.548 +D+0.750Lr+0.750L+H, LL Comb Run (L 0.726 +D+0.750Lr+0.750L+H, LL Comb Run (L 0.723 +D+0.750Lr+0.750L+H, LL Comb Run (L 0.733 +D+0.750Lr+0.750L+H, LL Comb Run (L 0.729 +D+0.750Lr+0.750L+H, LL Comb Run (L 0.708 +D+0.750Lr+0.750L+H, LL Comb Run (L 0.704 +D+0.750Lr+0.750L+H, LL Comb Run (L 0.714 +D+0.750Lr+0.750L+H, LL Comb Run (L 0.711 +D+0.750L+0.7505+H, LL Comb Run (** 0.314 +D+0.750L+0.750S+H, LL Comb Run (** 0.323 +D+0.750L+0.7505+H, LL Comb Run (** 0.320 +D+0.750L+0.750S+H, LL Comb Run (** 0.298 +D+0.750L+0.7505+H, LL Comb Run (** 0.295 +D+0.750L+0.7505+H, LL Comb Run (** 0.304 +D+0.750L+0.7505+H, LL Comb Run (** 0.301 +D+0.750L+0.750S+H, LL Comb Run (*L 0.479 +D+0.750L+0.7505+H, LL Comb Run (*L 0.476 +D+0.750L+0.7505+H, LL Comb Run (*L 0.486 +D+0.750L+0.750S+H, LL Comb Run (*L 0.483 +D+0.750L+0.750S+H, LL Comb Run (*L 0.461 +D+0.750L+0.750S+H, LL Comb Run (*L 0.458 +D+0.750L+0.750S+H, LL Comb Run (*L 0.467 +D+0.750L+0.750S+H, LL Comb Run (*L 0.464 +D+0.750L+0.750S+H, LL Comb Run (L* 0.564 +D+0.750L+0.7505+H, LL Comb Run (L* 0.561 0.287 0.287 0.287 0.287 0.287 0.287 0.287 0.287 0.287 0.287 0.287 0.287 0.287 0.287 0.287 0.287 0.306 0.249 0.268 0.493 0.512 0.456 0.474 0.531 0.549 0.493 0.512 0.737 0.756 0.699 0.718 0.212 0.231 0.174 0.193 0.418 0.437 0.381 0.399 0.456 0.474 0.418 0.437 0.662 0.681 0.624 0.643 0.306 0.249 0.268 0.493 0.512 0.456 0.474 0.531 0.549 0.493 0.512 0.737 0.756 0.699 0.718 0.212 0.231 0.287 0.287 0.287 0.287 0.287 0.287 0.287 0.287 0.287 0.287 0.287 0.287 0.287 0.287 0.287 0.287 0.212 0.531 0.456 0.493 0.418 0.737 0.662 0.249 0.174 0.493 0.418 0.456 0.381 0.699 0.624 0.306 0.231 0.549 0.474 0.512 0.437 0.756 0.681 0.268 0.193 0.512 0.437 0.474 0.399 0.718 0.643 0.212 0.531 0.456 0.493 0.418 0.737 0.662 0.249 0.174 0.493 0.418 0.456 0.381 0.699 0.624 0.306 255 0'231 0.317 0.317 0.317 0.317 0.317 0.317 0.317 0.317 0.317 0.317 0.317 0.317 0.317 0.317 0.317 0.317 0.564 0.479 0.726 0.298 0.545 0.461 0.708 0.323 0.570 0.486 0.733 0.304 0.551 0.467 0.714 0.314 0.561 0.476 0.723 0.295 0.542 0.458 0.704 0.320 0.567 0.483 0.729 0.301 0.548 0.464 0.711 0.564 0.479 0.726 0.298 0.545 0.461 0.708 0.323 0.570 0.486 0.733 0.304 0.551 0.467 0.714 0.314 0.561 Sifts & Hill Engineers, Inc. 4815 Center Street Project Title: Engineer: Project Descr: Description : HSS Antenna Support Beam (Member P Matti Reactions Load Combination Support 1 Support 2 Support notation : Far left is #1 Project ID: Printed: 16 JAN 2018, 4:22PM Fle = P:1180001180001Calculations\Shuctural118000:ece ENERCALCfiNa1983=2017FBuild_10:17.12.10 V ler 0.17;12:1( Licensee : sitts & hill engineering, inc. Values in KIPS Support 3 Support 4 Support 5 Support 6 +D+0.750L+0.750S+H, LL Comb Run (L* +D+0.750L+0.750S+H, LL Comb Run (L* +D+0.750L+0:7505+H, LL Comb Run (L* +D+0.750L+0.750S+H, LL Comb Run (L* +D+0.750L+0.750S+H, LL Comb Run (L* +D+0.750L+0.7505+H, LL Comb Run (L* +D+0.750L+0.750S+H, LL Comb Run (LL +D+0.750L+0.750S+H, LL Comb Run (LL +D+0.750L+0.750S+H, LL Comb Run (LI +D+0.750L+0.750S+H, LL Comb Run (LI +D+0.750L+0.750S+H, LL Comb Run (LL +D+0.750L+0.750S+H, LL Comb Run (LL +D+0.750L+0.7505+H, LL Comb Run (LI +D+0.750L+0.7505+H, LL Comb Run (LL +D+0.60W+H +D+0.70E+H +D+0.750Lr+0.750L+0.450W+H, LL Corn +D+0.750Lr+0.750L+0.450W+H, LL Com +D+0.750Lr+0.750L+0.450W+H, LL Com +D+0.750Lr+0.750L+0.450W+H, LL Corn +D+0.750Lr+0.750L+0.450W+H, LL Corn +D+0.750Lr+0.750L+0.450W+H, LL Corn +D+0.750Lr+0.750L+0.450W+H, LL Com +D+0.750Lr+0.750L+0.450W+H, LL Com +D+0.750Lr+0.750L+0.450W+H, LL Corn +D+0.750Lr+0.750L+0.450W+H, LL Com +D+0.750Lr+0.750L+0.450W+H, LL Corn +D+0.750Lr+0.750L+0.450W+H, LL Com +D+0.750Lr+0.750L+0.450W+H, LL Com +D+0.750Lr+0.750L+0.450W+H, LL Com +D+0.750Lr+0.750L+0.450W+H, LL Com +D+0.750Lr+0.750L+0.450W+H, LL Com +D+0.750Lr+0.750L+0.450W+H, LL Corn +D+0.750Lr+0.750L+0.450W+H, LL Corn +D+0.750Lr+0.750L+0.450W+H, LL Com +D+0.750Lr+0.750L+0.450W+H, LL Corn +D+0.750Lr+0.750L+0.450W+H, LL Corn +D+0.750Lr+0.750L+0.450W+H, LL Com +D+0.750Lr+0.750L+0.450W+H, LL Com +D+0.750Lr+0.750L+0.450W+H, LL Com +D+0.750Lr+0.750L+0.450W+H, LL Com +D+0.750Lr+0.750L+0.450W+H, LL Com +D+0.750Lr+0.750L+0.450W+H, LL Cam +D+0.750Lr+0.750L+0.450W+H, LL Com +D+0.750Lr+0.750L+0.450W+H, LL Com +D+0.750Lr+0.750L+0.450W+H, LL Corn +D+0.750Lr+0.750L+0.450W+H, LL Corn +D+0.750L+0.750S+0.450W+H, LL Coml +D+0.750L+0.750S+0.450W+H, LL Coml +D+0.750L+0.7505+0.450W+H, LL Coml +D+0.750L+0.7505+0.450W+H, LL Coml +D+0.750L+0.7505+0.450W+H, LL Coml +D+0.750L+0.7505+0.450W+H, LL Coml +D+0.750L+0.750S+0.450W+H, LL Coml +D+0.750L+0.7505+0.450W+H, LL Coml +D+0.750L+0.750S+0.450W+H, LL Coml +D+0.750L+0.750S+0.450W+H, LL Coml +D+0.750L+0.750S+0.450W+H, LL Coml +D+0.750L+0.750S+0.450W+H, LL Coml +D+0.750L+0.7505+0.450W+H, LL Coml +D+0.750L+0.7505+0.450W+H, LL Coml +D+0.750L+0.7505+0.450W+H, LL Com! +D+0.750L+0.7505+0.450W+H, LL Coml +D+0.750L+0.7505+0.450W+H, LL Coml 0.570 0.567 0.545 0.542 0.551 0.548 0.726 0.723 0.733 0.729 0.708 0.704 0.714 0.711 0.317 0.317 0.314 0.323 0.320 0.298 0.295 0.304 0.301 0.479 0.476 0.486 0.483 0.461 0.458 0.467 0.464 0.564 0.561 0.570 0.567 0.545 0.542 0.551 0.548 0.726 0.723 0.733 0.729 0.708 0.704 0.714 0.711 0.314 0.323 0.320 0.298 0.295 0.304 0.301 0.479 0.476 0.486 0.483 0.461 0.458 0.467 0.464 0.564 0.561 0.174 0.193 0.418 0.437 0.381 0.399 0.456 0.474 0.418 0.437 0.662 0.681 0.624 0.643 0.287 0.287 0.306 0.249 0.268 0.493 0.512 0.456 0.474 0.531 0.549 0.493 0.512 0.737 0.756 0.699 0.718 0.212 0.231 0.174 0.193 0.418 0.437 0.381 0.399 0.456 0.474 0.418 0.437 0.662 0.681 0.624 0.643 0.306 0.249 0.268 0.493 0.512 0.456 0.474 0.531 0.549 0.493 0.512 0.737 0.756 0.699 0.549 0.474 0.512 0.437 0.756 0.681 0.268 0.193 0.512 0.437 0.474 0.399 0.718 0.643 0.287 0.287 0.212 0.531 0.456 0.493 0.418 0.737 0.662 0.249 0.174 0.493 0.418 0.456 0.381 0.699 0.624 0.306 0.231 0.549 0.474 0.512 0.437 0.756 0.681 0.268 0.193 0.512 0.437 0.474 0.399 0.718 0.643 0.212 0.531 0.456 0.493 0.418 0.737 0.662 0.249 0.174 0.493 0.418 0.456 0.381 0.699 0.718 0.624 0.212 0.306 0.231 256 0.231 0.476 0.723 0.295 0.542 0.458 0.704 0.320 0.567 0.483 0.729 0.301 0.548 0.464 0.711 0.317 0.317 0.564 0.479 0.726 0.298 0.545 0.461 0.708 0.323 0.570 0.486 0.733 0.304 0.551 0.467 0.714 0.314 0.561 0.476 0.723 0.295 0.542 0.458 0.704 0.320 0.567 0.483 0.729 0.301 0.548 0.464 0.711 0.564 0.479 0.726 0.298 0.545 0.461 0.708 0.323 0.570 0.486 0.733 0.304 0.551 0.467 0.714 0.314 0.561 Sifts & Hill Engineers, Inc. 4815 Center Street Project Title: Engineer: Project Descr: Project ID: Printed: 16 JAN 2018, 4:22PM Steel Beam Lic. # : KW -06002611 Description : HSS Antenna Support Beam (Member P L Vertical Reactions Support notation : Far left is #1 file r P:11800011B0001Calailationslstructuralt18000.ec€ ,ENERCALC,INC.19832017 Build:1'017.12.10,'Ver.10.17:121( Licensee : sitts & hill engineering, inc. Values in KIPS Load Combination Support 1 Support 2 Support 3 Support 4 Support 5 Support 6 +D+0.750L+0.7505+0.450W+H, LL Coml +D+0.750L+0.7505+0.450W+H, LL Coml +D+0.750L+0.7505+0.450W+H, LL Coml +D+0.750L+0.7505+0.450W+H, LL Coml +D+0.750L+0.7505+0.450W+H, LL Coml +D+0.750L+0.7505+0.450W+H, LL Coml +D+0.750L+0.7505+0.450W+H, LL Coml +D+0.750L+0.7505+0.450W+H, LL Coml +D+0.750L+0.7505+0.450W+H, LL Coml +D+0.750L+0.7509+0.450W+H, LL Coml +D+0.750L+0.7505+0.450W+H, LL Coml +D+0.750L+0.7505+0.450W+H, LL Coml +D+0.750L+0.7505+0.450W+H, LL Coml +D+0.750L+0.7505+0.450W+H, LL Coml +D+0.750L+0.7505+0.5250E+H, LL Com +D+0.750L+0.7505+0.5250E+H, LL Com +D+0.750L+0.7505+0.5250E+H, LL Com +D+0.750L+0.7505+0.5250E+H, LL Cam +D+0.750L+0.7505+0.5250E+H, LL Cam +D+0.750L+0.7505+0.5250E+H, LL Cam +D+0.750L+0.7505+0.5250E+H, LL Com +D+0.750L+0.7505+0.5250E+H, LL Corn +D+0.750L+0.7505+0.5250E+H, LL Com +D+0.750L+0.7505+0.5250E+H, LL Com +D+0.750L+0.7505+0.5250E+H, LL Com +D+0.750L+0.7505+0.5250E+H, LL Com +D+0.750L+0.7505+0.5250E+H, LL Com +D+0.750L+0.7505+0.5250E+H, LL Com +D+0.750L+0.7505+0.5250E+H, LL Com +D+0.750L+0.7505+0.5250E+H, LL Com +D+0.750L+0.7505+0.5250E+H, LL Com +D+0.750L+0.7505+0.5250E+H, LL Cam +D+0.750L+0.7505+0.5250E+H, LL Com +D+0.750L+0.7505+0.5250E+H, LL Com +D+0.750L+0.7505+0.5250E+H, LL Com +D+0.750L+0.7505+0.5250E+H, LL Com +D+0.750L+0.7505+0.5250E+H, LL Com +D+0.750L+0.7505+0.5250E+H, LL Com +D+0.750L+0.7505+0.5250E+H, LL Com +D+0.750L+0.7505+0.5250E+H, LL Com +D+0.750L+0.7505+0.5250E+H, LL Cam +D+0.750L+0.7505+0.5250E+H, LL Com +D+0.750L+0.750S+0.5250E+H, LL Com +D+0.750L+0.7505+0.5250E+H, LL Com +D+0.750L+0.7505+0.5250E+H, LL Com +0.60D+0.60W+0.60H +0.60D+0.70E+0.60H D Only Lr Only, LL Comb Run (****L) Lr Only, LL Comb Run (***L*) Lr Only, LL Comb Run (***LL) Lr Only, LL Comb Run (**L**) Lr Only, LL Comb Run (**L*L) Lr Only, LL Comb Run (**LL*) Lr Only, LL Comb Run (**LLL) Lr Only, LL Comb Run (*L***) Lr Only, LL Comb Run (*L**L) Lr Only, LL Comb Run (*L*L*) Lr Only, LL Comb Run (*L*LL) Lr Only, LL Comb Run (*LL**) Lr Only, LL Comb Run (*LL*L) Lr Only, LL Comb Run (*LLL*) Lr Only, LL Comb Run (*LLLL) Lr Only, LL Comb Run (L****) 0.570 0.567 0.545 0.542 0.551 0.548 0.726 0.723 0.733 0.729 0.708 0.704 0.714 0.711 0.314 0.323 0.320 0.298 0.295 0.304 0.301 0.479 0.476 0.486 0.483 0.461 0.458 0.467 0.464 0.564 0.561 0.570 0.567 0.545 0.542 0.551 0.548 0.726 0.723 0.733 0.729 0.708 0.704 0.714 0.711 0.190 0.190 0.317 0.174 0.193 0.418 0.437 0.381 0.399 0.456 0.474 0.418 0.437 0.662 0.681 0.624 0.643 0.306 0.249 0.268 0.493 0.512 0.456 0.474 0.531 0.549 0.493 0.512 0.737 0.756 0.699 0.718 0.212 0.231 0.174 0.193 0.418 0.437 0.381 0.399 0.456 0.474 0.418 0.437 0.662 0.681 0.624 0.643 0.172 0.172 0.287 257 0.549 0.474 0.512 0.437 0.756 0.681 0.268 0.193 0.512 0.437 0.474 0.399 0.718 0.643 0.212 0.531 0.456 0.493 0.418 0.737 0.662 0.249 0.174 0.493 0.418 0.456 0.381 0.699 0.624 0.306 0.231 0.549 0.474 0.512 0.437 0.756 0.681 0.268 0.193 0.512 0.437 0.474 0.399 0.718 0.643 0.172 0.172 0.287 0.476 0.723 0.295 0.542 0.458 0.704 0.320 0.567 0.483 0.729 0.301 0.548 0.464 0.711 0.564 0.479 0.726 0.298 0.545 0.461 0.708 0.323 0.570 0.486 0.733 0.304 0.551 0.467 0.714 0.314 0.561 0.476 0.723 0.295 0.542 0.458 0.704 0.320 0.567 0.483 0.729 0.301 0.548 0.464 0.711 0.190 0.190 0.317 Sifts & Hill Engineers, Inc. 4815 Center Street Project Title: Engineer: Project Descr: Project ID: Printed: 16 JAN 2016, 4:22PM Steel Beam Lic. # : KW -06002611 File = P:118000\180001Calculations\Structural118000 ece ENERCALC, INC,19i3-2017, Build:10.17.1210, Ver.10.17.121( Licensee : sitts & hill engineering, inc. Description : HSS Antenna Support Beam (Member P1) Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Support 4 Support 5 Support 6 Lr Only, LL Comb Run (L***L) Lr Only, LL Comb Run (L**L*) Lr Only, LL Comb Run (L**LL) Lr Only, LL Comb Run (L*L**) Lr Only, LL Comb Run (L*L*L) Lr Only, LL Comb Run (L*LL*) Lr Only, LL Comb Run (L*LLL) Lr Only, LL Comb Run (LL***) Lr Only, LL Comb Run (LL**L) Lr Only, LL Comb Run (LL*L*) Lr Only, LL Comb Run (LL*LL) Lr Only, LL Comb Run (LLL**) Lr Only, LL Comb Run (LLL*L) Lr Only, LL Comb Run (LLLL*) Lr Only, LL Comb Run (LLLLL) L Only, LL Comb Run (****L) L Only, LL Comb Run (***L*) L Only, LL Comb Run (***LL) L Only, LL Comb Run (**L**) L Only, LL Comb Run (**L*L) L Only, LL Comb Run (**LL*) L Only, LL Comb Run (**LLL) L Only, LL Comb Run (*L***) L Only, LL Comb Run (*L**L) L Only, LL Comb Run (*L*L*) L Only, LL Comb Run (*L*LL) L Only, LL Comb Run (*LL**) L Only, LL Comb Run (*LL*L) L Only, LL Comb Run (*LLL*) L Only, LL Comb Run (*LLLL) L Only, LL Comb Run (L****) L Only, LL Comb Run (L***L) L Only, LL Comb Run (L**L*) L Only, LL Comb Run (L**LL) L Only, LL Comb Run (L*L**) L Only, LL Comb Run (L*L*L) L Only, LL Comb Run (L*LL*) L Only, LL Comb Run (L*LLL) L Only, LL Comb Run (LL***) L Only, LL Comb Run (LL**L) L Only, LL Comb Run (LL*L*) L Only, LL Comb Run (LL*LL) L Only, LL Comb Run (LLL**) L Only, LL Comb Run (LLL*L) L Only, LL Comb Run (LLLL*) L Only, LL Comb Run (LLLLL) S Only W Only E Only H Only -0.004 0.025 -0.100 0.329 0.008 -0.050 0.325 0.217 0.004 -0.025 0.225 0.546 -0.025 0.275 0.275 -0.025 -0.029 0.300 0.175 0.304 -0.017 0.225 0.600 0.192 -0.021 0.250 0.500 0.521 0.217 0.325 -0.050 0.008 0.213 0.350 -0.150 0.337 0.225 0.275 0.275 0.225 0.221 0.300 0.175 0.554 0.192 0.600 0.225 -0.017 0.188 0.625 0.125 0.312 0.200 0.550 0.550 0.200 0.196 0.575 0.450 0.529 0.329 -0.100 0.025 -0.004 0.325 -0.075 -0.075 0.325 0.337 -0.150 0.350 0.213 0.333 -0.125 0.250 0.542 0.304 0.175 0.300 -0.029 0.300 0.200 0.200 0.300 0.312 0.125 0.625 0.188 0.308 0.150 0.525 0.517 0.546 0.225 -0.025 0.004 0.542 0.250 -0.125 0.333 0.554 0.175 0.300 0.221 0.550 0.200 0.200 0.550 0.521 0.500 0.250 -0.021 0.517 0.525 0.150 0.308 0.529 0.450 l 0.575 0.196 0.525 0.475 0.475 0.525 258 Sifts & Hill Engineers, Inc. 4815 Center Street Project Title: Engineer: Project Descr: Project ID: Pnnted: 16 JAN 2018, 4:23PM Steel Beam Lic. # : KW -06002611 Description : HSS Antenna Support Beam (Member P2) CODE REFERENCES File = P:1180e01180001Caloilations\Structura1118000.ec€ ENERCALC, INC. 1%3-2017, Build:10.17.12.10, Ver.10.17.12.1( Licensee : sitts & hill engineering, inc. Calculations per AISC 360-10, IBC 2015, ASCE 7-10 Load Combination Set : ASCE 7-10 Material Properties j Analysis Method : Allowable Strength Design Beam Bracing : Completely Unbraced Bending Axis : Major Axis Bending Fy : Steel Yield : E: Modulus : 46.0 ksi 29,000.0 ksi D(0.29) L(0.62) D(0.29) L(0.62) X_. . HSS8x4x1 /4 HSS8x4x 1 /4 Span = 4.250 ft Span = 4.0 ft 199 _Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Load(s) for Span Number 1 Point Load : D = 0.290, L = 0.620 k @ 0.0 ft Point Load: D = 0.290, L = 0.620 k @ 2.167 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = Section used for this span Ma : Applied Mn / Omega : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.194: 1 HSS8x4x1/4 5.935 k -ft 30.529 k -ft +D+L 4.250ft Span # 1 Maximum Shear Stress Ratio = Section used for this span Va : Applied Vn/Omega : Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.060 in Ratio = 0.060 in Ratio = 0.091 in Ratio = -0.009 in Ratio = 1,693 >=360 1,693 >=360 1127 >=180 5619 >=180 0.034 : 1 HSS8x4x1/4 1.901 k 56.229 k +D+L 4.250 ft Span # 1 Maximum Forces & Stresses for Load Combinations 1 Load Combination Max Stress Ratios Summary of Moment Values Segment Length Span # M V Mmax + Summary of Shear Values Mmax - Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega D Only Dsgn. L = 4.25 ft 1 0.066 Dsgn. L = 4.00 ft 2 0.066 +D+L Dsgn. L = 4.25 ft 1 0.194 Dsgn. L = 4.00 ft 2 0.194 +D+0.750L Dsgn. L = 4.25 ft 1 0.162 Dsgn. L = 4.00 ft 2 0.162 +0.60D Dsgn. L = 4.25 ft 1 0.039 Dsgn. L = 4.00 ft 2 0.039 0.012 -2.01 2.01 50.98 30.53 1.00 1.00 0.66 93.90 56.23 0.010 -2.01 2.01 50.98 30.53 1.70 1.00 0.54 93.90 56.23 0.034 0.027 0.028 0.023 -5.93 5.93 50.98 30.53 1.00 1.00 1.90 93.90 56.23 -5.93 5.93 50.98 30.53 1.68 1.00 1.52 93.90 56.23 -4.95 4.95 -4.95 4.95 50.98 30.53 1.00 1.00 1.59 93.90 56.23 50.98 30.53 1.68 1.00 1.28 93.90 56.23 0.007 -1.20 1.20 50.98 30.53 1.00 1.00 0.40 93.90 56.23 0.006 -1.20 1.20 50.98 30.53 1.70 1.00 0.32 93.90 56.23 Overall Maximum Deflections 1 Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+L 1 2 0.0905 0.000 0.0000 0.000 259 +D+L 0.0000 0.000 -0.0085 1.696 Sifts & Hill Engineers, Inc. 4815 Center Street Project Title: Engineer: Project Descr: Project ID: Printed: 16 JAN 2018, 4:23PM Steel Beam Lic. # : KW -06002611 Description : HSS Antenna Support Beam (Member P2) t Vertical Reactions Support notation : Far left is #1 File = P:1180001180001Calculatimu\Structura1118000:ece ENERCALC, INC. 19Q-2017, Build:1017.12.10, Ver1Q:17.12.1t. Licensee : sitts & hill engineering, inc. Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum Overall MINimum D Only +D+L +D+0.750L +0.60D L Only 3.422 0.720 1.201 3.422 2.867 0.720 2.222 -1.446 -0.278 -0.464 -1.446 -1.200 -0.278 -0.982 260 Sifts & Hill Engineers, Inc. 4815 Center Street Project Title: Engineer: Project Descr: Project ID: Pnnted: 16 JAN 2018, 4:23PM Steel Beam Description : HSS Antenna Support Beam (Member P3) CODE REFERENCES File = P:118000118000\Calcutations\Slructural18000.ed€ ENERCALC, INC. 1983-2017,: Build:10.17.12.10, Ver.10.17.12.1( ;Licensee : sitts & hill engineering, mc. Calculations per AISC 360-10, IBC 2015, ASCE 7-10 Load Combination Set : ASCE 7-10 Material Properties Analysis Method : Allowable Strength Design Beam Bracing : Completely Unbraced Bending Axis : Major Axis Bending Fy : Steel Yield : E: Modulus : 46.0 ksi 29,000.0 ksi D(1.2) (2.22) D(1.2) I_(2.22) D(1.2) (2.22) D(1.2) (2.22) HSS 12x6x1 /2 Span = 32.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Load(s) for Span Number 1 Point Load: D = 1.20, L = 2.220k@4.0ft Point Load : D = 1.20, Point Load : D = 1.20, Point Load : D = 1.20, DESIGN SUMMARY L= 2.220 k@12.0ft L = 2.220 k @ 20.0 ft L = 2.220 k @ 28.0 ft OK;;:', Maximum Bending Stress Ratio = Section used for this span Ma : Applied Mn / Omega : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.469: 1 HSS12x6x1/2 61.827 k -ft 131.756 k -ft +D+L 16.000ft Span # 1 Maximum Shear Stress Ratio = Section used for this span Va : Applied Vn/Omega : Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.857 in Ratio = 0.857 in Ratio = 1.489 in Ratio = 0.000 in Ratio = 447 >=360 447 >=360 258 >=180 0 <180 0.047 : 1 HSS12x6x1/2 7.728 k 162.999 k +D+L 0.000 ft Span # 1 Maximum Forces Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Segment Length Span # M V Mmax + Summary of Shear Values Mmax - Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega D Only Dsgn. L = 32.00 ft 1 0.200 0.020 26.31 +D+L Dsgn. L = 32.00 ft 1 0.469 0.047 61.83 +D+0.750L Dsgn. L = 32.00 ft 1 0.402 0.041 52.95 +0.60D Dsgn. L = 32.00 ft 1 0.120 0.012 15.78 Overall Maximum Deflections 26.31 220.03 131.76 1.14 1.00 61.83 220.03 131.76 1.14 1.00 52.95 220.03 131.76 1.14 1.00 15.78 220.03 131.76 1.14 1.00 3.29 7.73 6.62 1.97 272.21 272.21 272.21 272.21 163.00 163.00 163.00 163.00 Load Combination Span Max. "- Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+L 1 1.4890 16.091 261 0.0000 0.000 Sifts & Hill Engineers, Inc. 4815 Center Street Project Title: Engineer: Project Descr: Project ID: Printed: 16 JAN 2018, 4:23PM Steel Beam Lic. # : KW -06002611 Description : HSS Antenna Support Beam (Member P3) Vertical Reactions Support notation : Far left is #1 FIe=,P:1180001180001CalwlationsfStivdnra1118000.ed ENERCALC, INC. 1983-2017, Build10.17.12.10, Ver:10.17.121( Licensee : sitts & hill engineering, inc. Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum Overall MINimum D Only +D+L +D+0.750L +0.60D L Only 7.728 1.973 3.288 7.728 6.618 1.973 4.440 7.728 1.973 3.288 7.728 6.618 1.973 4.440 262 Sifts & Hill Engineers, Inc. 4815 Center Street Steel Beam Description : Project Title: Engineer: Project Descr: HSS Antenna Support Beam (Member P4) CODE REFERENCES Project ID: Printed: 16 JAN 2018, 4:24PM File= P:118''a 01180001Calculations\Structura1118000:ec€ ENERCALC, INC. 19(13.2017, Build:10.17.12.10, Ver.10.17.12.1( ,Licensee ':.sifts ,&' hill engineering, inc. Calculations per AISC 360-10, IBC 2015, ASCE 7-10 Load Combination Set : ASCE 7-10 Material Properties Analysis Method : Allowable Strength Design Beam Bracing : Completely Unbraced Bending Axis : Major Axis Bending Fy : Steel Yield : E: Modulus : 46.0 ksi 29,000.0 ksi D(-0.46)IL(-0.98) D(-0.46)1 L(-0.98) D(-0.46)1 L(-0.98) D( -0.46),L(-0.98) l. HSS 12x6x1 /2 }[ Span = 32.0 ft ,Applied Loads l Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Load(s) for Span Number 1 Point Load : D = -0.460, L = -0.980 k @ 4.0 ft Point Load : D = -0.460, L = -0.980 k @ 12.0 ft Point Load : D = -0.460, L = -0.980 k @ 20.0 ft Point Load : D = -0.460, L = -0.980 k @ 28.0 ft [DESIGN SUMMARY ,Design :OK,"' Maximum Bending Stress Ratio = 0.124: 1 Maximum Shear Stress Ratio = 0.014 : 1 Section used for this span HSS12x6x1/2 Section used for this span HSS12x6x1/2 Ma : Applied 16.362 k -ft Va : Applied 2.210 k Mn / Omega : Allowable 131.756 k -ft Vn/Omega : Allowable 162.999 k Load Combination +D+L Load Combination +D+L Location of maximum on span 19.931 ft Location of maximum on span 3.931 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection -0.378 in Ratio = 1,014 >=360 -0.378 in Ratio = 1,014 >=360 0.000 in Ratio = 0 <180 -0.389 in Ratio = 987 >=180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega D Only Dsgn. L = 32.00 ft 1 0.005 0.002 -0.69 0.69 220.03 131.76 2.23 1.00 0.25 272.21 163.00 +D+L Dsgn. L = 32.00 ft 1 0.124 0.014 -16.36 16.36 220.03 131.76 1.16 1.00 2.21 272.21 163.00 +D+0.750L Dsgn. L = 32.00 ft 1 0.094 0.011 -12.44 12.44 220.03 131.76 1.17 1.00 1.72 272.21 163.00 +0.60D Dsgn. L = 32.00 ft 1 0.003 0.001 -0.41 0.41 220.03 131.76 2.23 1.00 0.15 272.21 163.00 L Overall Maximum Deflections Load Combination Span Max. '=" Defl Location in Span Load Combination Max. "+" Defl Location in Span 1 0.0000 0.000 +D+L -0.3890 16.091 263 Sifts & Hill Engineers, Inc. 4815 Center Street Project Title: Engineer: Project Descr: Project ID: Printed: 16 JAN 2018, 4:24PM Steel Beam Lic. # : KW -06002611 Description : HSS Antenna Support Beam (Member P4) Vertical Reactions Support notation : Far left is #1 File = P:1180001180001CalculationslStruc ura1118000.ec€ ENERCALC, INC. 1983-2017, Build:10.17.12.10, Ver..10:17.12.1i Licensee : sitts & hill engineering, inc. Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum Overall MINimum D Only +D+L +D+0.750L +0.60D L Only -1.992 -0.019 -0.032 -1.992 -1.502 -0.019 -1.960 -1.992 -0.019 -0.032 -1.992 -1.502 -0.019 -1.960 264 SITTS 8- HILL ENGINEERS, INC. TACOMA, WASHINGTON (253) 474-9449 PROJECT DESIGNED r3:12.1--, CHECKED DATE 1� C�/I JOB HCC.) DATE SHEET OF rim t 1 L-._'! 4v 4r/%71.111 -1Z__: �y . r_ t" 4 ob () Y • 1 �% ` " ` IIIA+ --,1, • 4101, Jr -VD 265 Sifts & Hill Engineers, Inc. 4815 Center Street Project Title: Engineer: Project Descr: Project ID: Printed: 16 JAN 2018, 4:51 PM Steel Beam Lic. # : KW -06002611 Description : HSS Antenna Support Beam (Member P5 -Existing) CODE REFERENCES File = P:1180001180001Calwlations\Struciura1118000:ed ENERCALC, INC.1983-2017, Build:10.17.12.10, Ver.10.17.12.1( Licensee : sitts & hill engineering, inc. Calculations per AISC 360-10, IBC 2015, ASCE 7-10 Load Combination Set : ASCE 7-10 Material Properties Analysis Method : Allowable Strength Design Beam Bracing : Completely Unbraced Bending Axis : Major Axis Bending Fy : Steel Yield : E: Modulus : 46.0 ksi 29,000.0 ksi D(1.381)L(3 21117)L(0.72 gp.3) L(0.1:89.2917) IL(o.u(sz)si ) L(3.452) HSS16x8x5/16 , -r Span =28.0ft I. Applied Loads I Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Load(s) for Span Number 1 Point Load: D=1.381, L=3.452k@6.167ft Point Load : D = 0.2917, L = 0.7292 k @ 9.0 ft Point Load: D = 0.30, L = 0.750 k @ 12.0 ft Point Load: D = 0.2917, L=0.7292k@ 15.0 ft Point Load: D = 1.381, L = 3.452 k@17.833ft DESIGN SUMMARY _.1 Maximum Bending Stress Ratio = 0.390: 1 Section used for this span HSS16x8x5/16 Ma : Applied 62.138 k -ft Mn / Omega : Allowable 159.301 k -ft Load Combination +D+L Location of maximum on span 14.960ft Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Maximum Shear Stress Ratio = Section used for this span Va : Applied Vn/Omega : Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.442 in Ratio = 0.442 in Ratio = 0.672 in Ratio = 0.000 in Ratio = 759 >=360 759 >=360 500 >=180 0 <180 Design OK 0.055 : 1 HSS16x8x5/16 7.974 k 145.502 k +D+L 0.000 ft Span # 1 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V Summary of Moment Values Summary of Shear Values Mmax + Mmax - Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega D Only Dsgn. L = +D+L Dsgn. L = +D+0.750L Dsgn. L = +0.60D Dsgn. L = 28.00 ft 1 0.133 0.019 21.16 28.00 ft 1 0.390 0.055 62.14 28.00 ft 1 0.326 0.046 51.89 28.00 ft 1 0.080 0.011 12.70 266 21.16 266.03 62.14 266.03 51.89 266.03 12.70 266.03 159.30 159.30 159.30 159.30 1.14 1.00 1.14 1.00 1.14 1.00 1.14 1.00 2.77 7.97 6.67 1.66 242.99 242.99 242.99 242.99 145.50 145.50 145.50 145.50 Sitts & Hill Engineers, Inc. 4815 Center Street Project Title: Engineer: Project Descr: Description : HSS Antenna Support Beam (Member P5 -Existing) Overall mum MaxiDeflections Project ID: Punted: 16 JAN 2018, 4:51PM File= P:1180001180001Calcutations\Structtira1118000.e ENERCALC, INfi C 83-20171Build:10.17.12.10 Ve:10.17.12.1( Licensee : sitts & hill engineering, inc. Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+L 1 0.6716 13.920 Vertical Reactions Support notation : Far left is #1 0.0000 0.000 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 7.974 6.152 Overall MINimum 1.660 1.348 D Only 2.767 2.246 +D+L 7.974 6.152 +D+0.750L 6.673 5.175 +0.60D 1.660 1.348 L Only 5.207 3.905 267 Sifts & Hill Engineers, Inc. 4815 Center Street Project Title: Engineer: Project Descr: Project ID: Printed: 16 JAN 2018, 6:08PM Steel Beam Lic. # : KW -06002611 Description : HSS Antenna Support Beam (Member P5 -Proposed) r CODE REFERENCES 1 File= P:1180001180001Calculations\Structuraf118000.ecE ENERCALC, INC. 1983-2017, Build:10.17.12.10, Ver10.17.12.1(. Licensee : sitts & hill engineering, inc. Calculations per AISC 360-10, IBC 2015, ASCE 7-10 Load Combination Set : ASCE 7-10 Material Properties Analysis Method : Allowable Strength Design Beam Bracing : Completely Unbraced Bending Axis : Major Axis Bending Fy : Steel Yield : E: Modulus : 46.0 ksi 29,000.0 ksi Beam self weight calculated and added to loading Load(s) for Span Number 1 Point Load : D =1.381, L = 3.452 k @ 6.167 ft Point Load: D = 0.2917, L = 0.7292 k @ 9.0 ft Point Load: D = 0.30, L=0.750k@ 12.0 ft Point Load : D = 0.2917, L = 0.7292 k @ 15.0 ft Point Load: D = 1.381, L = 3.452 k @ 17.833 ft Point Load : D = -0.0320, L = -1.960 k @ 23.417 ft Point Load: D = 3.288, L = 4.440 k @ 27.417 ft DESIGN SUMMARY Maximum Bending Stress Ratio = Section used for this span Ma : Applied Mn / Omega : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.375: 1 HSS16x8x5/16 59.668 k -ft 159.301 k -ft +D+L 14.960ft Span # 1 Maximum Shear Stress Ratio = Section used for this span Va : Applied Vn/Omega : Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.403 in Ratio = 0.403 in Ratio = 0.644 in Ratio = 0.000 in Ratio = 832 >=360 832 >=360 522 >=180 0 <180 Design OK 0.083 : 1 HSS16x8x5/16 12.053 k 145.502 k +D+L 28.000 ft Span # 1 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V Summary of Moment Values Mmax + Summary of Shear Values Mmax - Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega D Only Dsgn. L = 28.00 ft +D+L Dsgn. L = 28.00 ft +D+0.750L Dsgn. L = 28.00 ft 0.139 0.375 0.316 0.037 0.083 0.071 22.11 59.67 50.28 268 22.11 59.67 50.28 266.03 266.03 266.03 159.30 1.14 1.00 159.30 1.15 1.00 159.30 1.15 1.00 5.44 12.05 10.40 242.99 242.99 242.99 145.50 145.50 145.50 L(0.729.3) D(1.381)IL(39(152)317)It[0 Th (0.2917)1L(O.r8 ID 1)1L(3.452) D(-0.032) L(-1.96) D(3.2881 L(4.44) - _ __ _ HSS16x8x5/16 Span = 28.0 ft I. Applied Loads 1 Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Load(s) for Span Number 1 Point Load : D =1.381, L = 3.452 k @ 6.167 ft Point Load: D = 0.2917, L = 0.7292 k @ 9.0 ft Point Load: D = 0.30, L=0.750k@ 12.0 ft Point Load : D = 0.2917, L = 0.7292 k @ 15.0 ft Point Load: D = 1.381, L = 3.452 k @ 17.833 ft Point Load : D = -0.0320, L = -1.960 k @ 23.417 ft Point Load: D = 3.288, L = 4.440 k @ 27.417 ft DESIGN SUMMARY Maximum Bending Stress Ratio = Section used for this span Ma : Applied Mn / Omega : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.375: 1 HSS16x8x5/16 59.668 k -ft 159.301 k -ft +D+L 14.960ft Span # 1 Maximum Shear Stress Ratio = Section used for this span Va : Applied Vn/Omega : Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.403 in Ratio = 0.403 in Ratio = 0.644 in Ratio = 0.000 in Ratio = 832 >=360 832 >=360 522 >=180 0 <180 Design OK 0.083 : 1 HSS16x8x5/16 12.053 k 145.502 k +D+L 28.000 ft Span # 1 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V Summary of Moment Values Mmax + Summary of Shear Values Mmax - Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega D Only Dsgn. L = 28.00 ft +D+L Dsgn. L = 28.00 ft +D+0.750L Dsgn. L = 28.00 ft 0.139 0.375 0.316 0.037 0.083 0.071 22.11 59.67 50.28 268 22.11 59.67 50.28 266.03 266.03 266.03 159.30 1.14 1.00 159.30 1.15 1.00 159.30 1.15 1.00 5.44 12.05 10.40 242.99 242.99 242.99 145.50 145.50 145.50 Sitts & Hill Engineers, Inc. 4815 Center Street Project Title: Engineer: Project Descr: Project ID: Printed: 16 JAN 2018, 6:08PM Steel Beam Lic. # : KW -06002611 Description : Load Combination HSS Antenna Support Beam (Member P5 -Proposed) Max Stress Ratios File :=iP:118000118000\Calculations\St uc iraM'8000,ecE ENERCALC,: INC. 1983-2017, Build:10.17.12:90, Ver.10.17.12:1E Licensee : sitts & hill engineering, inc. Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega +0.60D Dsgn. L = 28.00 ft 1 0.083 0.022 13.26 13.26 266.03 159.30 1.14 1.00 3.26 242.99 145.50 Overall Maximum Deflections Load Combination Span Max. "- Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+L 1 0.6438 13.840 0.0000 Vertical Reactions j Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 0.000 Overall MAXimum 7.809 12.053 Overall MINimum 1.698 3.264 D Only 2.830 5.439 +D+L 7.809 12.053 +D+0.750L 6.564 10.399 +0.60D 1.698 3.264 L Only 4.979 6.614 269 SITTS 8- HILL ENGINEERS, INC. TACOMA, WASHINGTON (253) 474-9449 PROJECT G'�� C DESIGNED 044 DATE 'hi J L. JOB 1 ),C CHECKED DATE SHEET OF 270 t _ fU __ Imo' _ 0 -i --`-(2._-/-i4- — — I LI — -- -1- —:�"----1 -------- — - --1 _ — — — — — -- __1________ -- —J_A`tel --I-- ------ Mp J -- �1 — - ---- -- - -- - - I 1 �' — — --- — _l____ _ --------- —1— — 1 i I �� I -i- F — L__---_- -- —I -' a - - --1 - -.. - - -- - -. - --_ I 1--1 = -- 1_.. _ - ...._ -- - .. - --- ----- - ---- -- ---- 1 i I-- 1 I i 1 1 --I 270 SITTS Et HILL ENGINEERS, INC. TACOMA, WASHINGTON (253) 474-9449 PROJECT CI- DESIGNED 122:11---, CHECKED DATE DATE JOB IR�CC! SHEET OF 271 .- �1 6,, L1 ----' 1-----'---'- I - / � ��� � -. . ( J ... _ o L go, i7'- / /J111, •'I — I f I I�.J 1 1 i I � ■ ■ 1 I i i -- � ,G — --I— - ---P,_ _ �--- _ — � — -- ) i — 1— _1 — — — F --- -- l 4-- - I- ---- - IL -- - - - d I 6, 11(3\ , C.-., 01,1 P06. �- II j %� -1`,��C�;• t, au -A, , - -- .. . _- i _I] -1- -- f- -- -- _._i - -I - i i ..- I r. - r�. - - - __ — - ,� _ 271 Sifts & Hill Engineers, Inc. 4815 Center Street Project Title: Engineer: Project Descr: Project ID: Printed: 17 JAN 2018, 4:21 PM dee %Column Lic. # : KW -06002611 Description : Steel Column at Mechanical Platform (Existing) .,,Code References I File .P 1180001180001Calculations\Structurat18000.ec€ 'ENERCALC, INC 1983-2017, Bwld 10':1712.10; Ver.10.17.12.1( Licensee : sitts & hill engineering, inc. Calculations per AISC 360-10, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used : ASCE 7-10 General Information Steel Section Name : Analysis Method : Steel Stress Grade Fy : Steel Yield E : Elastic Bending Modulus Pipe6 Std Allowable Strength 35.0 ksi 29,000.0 ksi Applied Loads j Column self weight included : 59.160 lbs * Dead Load Factor AXIAL LOADS... Axial Load at 3.10 ft, D = 2.246, L = 3.905 k BENDING LOADS... Lat. Point Load at 3.10 ft creating Mx -x, E = 1.944 k DESIGN SUMMARY j Overall Column Height 3.10 ft Top & Bottom Fixity Top Free, Bottom Fixed Brace condition for deflection (buckling) along columns : X -X (width) axis : Unbraced Length for X -X Axis buckling = 3.10 ft, K = 2.1 Y -Y (depth) axis : Unbraced Length for Y -Y Axis buckling = 3.10 ft, K = 2.1 Service loads entered. Load Factors will be applied for calculations. Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = Load Combination Location of max.above base At maximum location values are ... Pa : Axial Pn / Omega : Allowable Ma -x : Applied Mn -x / Omega : Allowable Ma -y : Applied Mn -y / Omega : Allowable PASS Maximum Shear Stress Ratio = Load Combination Location of max.above base At maximum location values are ... Va : Applied Vn / Omega : Allowable Load Combination Results 0.2391 : 1 +D+0.70E 0.0 ft 2.305 k 102.855 k -4.218 k -ft 18.513 k -ft 0.0 k -ft 18.513 k -ft 0.04146 : 1 +D+0.70E 0.0 ft 1.361 k 32.820 k Maximum Load Reactions.. Top along X -X Bottom along X -X Top along Y -Y Bottom along Y -Y Maximum Load Deflections ... Along Y -Y 0.04319 in for load combination :E Only 0.0 k 0.0 k 0.0 k 1.944 k at 3.10ft above base Along X -X 0.0 in at 0.Oft above base for load combination : Load Combination Maximum Axial + Bending Stress Ratios Stress Ratio Status Location Maximum Shear Ratios Stress Ratio Status Location D Only +D+L +D+0.750L +D+0.70E +D -0.70E +D+0.750L+0.5250E +D+0.750L-0.5250E +0.60D +0.60D+0.70E +0.60D -0.70E 0.022 0.060 0.051 0.239 0.239 0.196 0.196 0.013 0.235 0.235 Maximum Reactions 1 PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.000 0.000 0.000 0.041 0.041 0.031 0.031 0.000 0.041 0.041 PASS 0.00 ft PASS 0.00 ft PASS 0.00 ft PASS 0.00 ft PASS 0.00 ft PASS 0.00 ft PASS . 0.00 ft PASS 0.00 ft PASS 0.00 ft PASS 0.00 ft Note: Only non -zero reactions are listed. Load Combination Axial Reaction X -X Axis Reaction k Y -Y Axis Reaction Mx - End Moments k -ft @ Base @ Base @ Top @ Base @ Top @ Base @ Top My - End Moments @ Base @ Top D Only +D+L 2.305 6.210 272 0.000 0.000 Sifts & Hill Engineers, Inc. 4815 Center Street Project Title: Engineer: Project Descr: Project ID: Printed: 17 JAN 2018, 4:21PM Steel Column Lic. # : KW -0600261 1 Description : Steel Column at Mechanical Platform (Existing) Maximum Reactions File = P:1180001180001Calculations\StructuraM8000.ec€ ENERCALC, INC.1983-2017, Build:10.17.12.10, Ver.10.17,12.1f Licensee : sitts & hill engineering, inc. Load Combination +D+0.750L +D+0.70E +D+0.750L+0.5250E +0.60D +0.60D+0.70E L Only E Only Axial Reaction X -X Axis Reaction k Y -Y Axis Reaction @ Base @ Base @ Top @ Base @ Top 5.234 2.305 5.234 1.383 1.383 3.905 Extreme Reactions 1.361 1.021 1.361 1.944 Note: Only non -zero reactions are listed. Mx - End Moments k -ft My - End Moments @ Base @ Top @ Base @ Top 0.000 -4.218 0.000 -3.164 0.000 0.000 -4.218 0.000 0.000 -6.026 0.000 Item Axial @ Base Extreme Value Maximum Minimum Reaction, X -X Axis Base Maximum Minimum 2.305 Reaction, Y -Y Axis Base Maximum Minimum 2.305 Reaction, X -X Axis Top Maximum 2.305 Minimum 2.305 Reaction, Y -Y Axis Top Maximum 2.305 Minimum 2.305 Moment, X -X Axis Base Maximum 2.305 Axial Reaction @ Base 6.210 2.305 Moment, Y -Y Axis Base Moment, X -X Axis Top Moment, Y -Y Axis Top Minimum Maximum 2.305 Minimum 2.305 Maximum 2.305 Minimum 2.305 Maximum 2.305 Minimum 2.305 X -X Axis Reaction @ Base @ Top Y -Y Axis Reaction @ Base @ Top Mx - End Moments k -ft My - End Moments @ Base @ Top @ Base @ Top 0.000 1.944 -6.026 0.000 0.000 0.000 1.944 -6.026 0.000 0.000 0.000 0.000 0.000 0.000 0.000 -6.026 1.944 -6.026 0.000 i Maximum Deflections for Load Combinations 0.000 0.000 0.000 0.000 0.000 0.000 Load Combination Max. X -X Deflection Distance Max. Y -Y Deflection Distance D Only +D+L +D+0.750L +D+0.70E +D+0.750L+0.5250E +0.60D +0.60D+0.70E L Only E Only 0.0000 in 0.000 ft 0.000 in 0.000 ft 0.0000 in 0.000 ft 0.000 in 0.000 ft 0.0000 in 0.000 ft 0.000 in 0.000 ft 0.0000 in 0.000 ft 0.030 in 3.100 ft 0.0000 in 0.000 ft 0.023 in 3.100 ft 0.0000 in 0.000 ft 0.000 in 0.000 ft 0.0000 in 0.000 ft 0.030 in 3.100 ft 0.0000 in 0.000 ft 0.000 in 0.000 ft 0.0000 in 0.000 ft 0.043 in 3.079 ft Steel Section Properties : Pipe6 Std Depth = 6.625 in I xx S xx Diameter = 6.625 in R xx Wall Thick = 0.280 in Zx Area = 5.220 inA2 I yy Weight = 19.084 plf S yy R yy Ycg = 0.000 in 273 26.50 inA4 7.99 inA3 2.250 in 10.600 inA3 26.500 inA4 7.990 inA3 2.250 in J = 52.900 inA4 Sifts & Hill Engineers, Inc. 4815 Center Street Project Title: Engineer: Project Descr: Project ID: Printed: 17 JAN 2018, 4:21 PM Steel Column Lic. # : KW -06002611 Description : F Sketches Steel Column at Mechanical Platform (Existing) File ='P:1180001180001Calculations'Structura1118000.ecE ENERCALC, INC. 1983-2017, :Build10217.12.10, Ver.10.17.12:10 Licensee : sitts & hill engineering, inc. Y X 274 Sifts & Hill Engineers, Inc. 4815 Center Street Project Title: Engineer: Project Descr: Project ID: Printed: 17 JAN 2018, 4:27PM SteelColumn Lic. # : KW -06002611 Description : Steel Column at Mechanical Platform (Proposed) Code`References' --- Fle- P 1180101180001Calculatiorlatruc turaM8000 ed ENERCALC ,INC 1963.2017, Build 10717.12.1O,.Vec1o.17.12.1( Licensee : sitts & hill engineering, inc. Calculations per AISC 360-10, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used : ASCE 7-10 General Information Steel Section Name : Analysis Method : Steel Stress Grade Fy : Steel Yield E : Elastic Bending Modulus Pipe6 Std Allowable Strength 35.0 ksi 29,000.0 ksi Applied Loads Column self weight included : 59.160 lbs * Dead Load Factor AXIAL LOADS... Axial Load at 3.10 ft, D = 5.439, L = 6.614 k BENDING LOADS... Lat. Point Load at 3.10 ft creating Mx -x, E = 4.709 k r DESIGN SUMMARY 1 Overall Column Height 3.10 ft Top & Bottom Fixity Top Free, Bottom Fixed Brace condition for deflection (buckling) along columns : X -X (width) axis : Unbraced Length for X -X Axis buckling = 3.1D ft, K = 2.1 Y -Y (depth) axis Unbraced Length for Y -Y Axis buckling = 3.10 ft, K = 2.1 Service loads entered. Load Factors will be applied for calculations. Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = Load Combination Location of max.above base At maximum location values are ... Pa : Axial Pn / Omega : Allowable Ma -x : Applied Mn -x / Omega : Allowable Ma -y : Applied Mn -y / Omega : Allowable PASS Maximum Shear Stress Ratio = Load Combination Location of max.above base At maximum location values are ... Va : Applied Vn I Omega : Allowable Load Combination Results 0.5787 : 1 +D+0.70E 0.0 ft 5.498 k 102.855 k -10.219 k -ft 18.513 k -ft 0.0 k -ft 18.513 k -ft 0.1004 : 1 +D+0.70E 0.0 ft 3.296 k 32.820 k Maximum Load Reactions.. Top along X -X Bottom along X -X Top along Y -Y Bottom along Y -Y Maximum Load Deflections ... Along Y -Y 0.1046 in at for load combination :E Only Along X -X 0.0 in at for load combination : 0.0 k 0.0 k 0.0 k 4.709 k 3.10ft above base 0.0ft above base Maximum Axial + Bending Stress Ratios Load Combination Stress Ratio Status Location Maximum Shear Ratios Stress Ratio Status Location D Only +D+L +D+0.750L +D+0.70E +D -0.70E +D+0.750L+0.5250E +D+0.750L-0.5250E +0.60D +0.60D+0.70E +0.60D -0.70E 0.053 0.118 0.102 0.579 0.579 0.465 0.465 0.032 0.568 0.568 Maximum Reactions PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.000 0.000 0.000 0.100 0.100 0.075 0.075 0.000 0.100 0.100 Load Combination Axial Reaction @ Base X -X Axis Reaction k Y -Y Axis Reaction @ Base @ Top @ Base @ Top PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft Note: Only non -zero reactions are listed. Mx - End Moments k -ft My - End Moments @ Base @ Top @ Base @ Top D Only +D+L 5.498 12.112 275 Sifts & Hill Engineers, Inc. 4815 Center Street Project Title: Engineer: Project Descr: Project ID: Printed: 17 JAN 2018, 4:27PM Steel Column Lic. # : KW -06002611 Description : Steel Column at Mechanical Platform (Proposed) Note: Only non -zero reactions are listed. Axial Reaction X -X Axis Reaction k Y -Y Axis Reaction Mx - End Moments k -ft My - End Moments @ Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top Maximum Reactions Load Combination File = P:118000\180001Calculations\structtirall18000:ec€ ENERCALC, INC. 1983-2017, Build:10.17.12.10, Vec10.17.:12:1( Licensee : sitts & hill engineering, inc. +D+0.750L +D+0.70E +D+0.750L+0.5250E +0.60D +0.60D+0.70E L Only E Only Extreme Reactions 10.459 5.498 10.459 3.299 3.299 6.614 3.296 2.472 3.296 -10.219 -7.664 -10.219 4.709 -14.598 Item Axial Reaction X -X Axis Reaction k Y -Y Axis Reaction Mx - End Moments k -ft My - End Moments Extreme Value @ Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top Axial @ Base Maximum 12.112 Minimum 4.709 -14.598 Reaction, X -X Axis Base Maximum 5.498 Minimum 5.498 Reaction, Y -Y Axis Base Maximum 4.709 -14.598 Minimum 5.498 Reaction, X -X Axis Top Maximum 5.498 Minimum 5.498 Reaction, Y -Y Axis Top Maximum 5.498 Minimum 5.498 Moment, X -X Axis Base Maximum 5.498 " Minimum -14.598 4.709 -14.598 Moment, Y -Y Axis Base Maximum 5.498 Minimum 5.498 Moment, X -X Axis Top Maximum 5.498 Minimum 5.498 Moment, Y -Y Axis Top Maximum 5.498 Minimum 5.498 r Maximum Deflections for Load Combinations Load Combination Max. X -X Deflection Distance Max. Y -Y Deflection Distance D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+L 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750L 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.70E 0.0000 in 0.000 ft 0.073 in 3.100 ft +D+0.750L+0.5250E 0.0000 in 0.000 ft 0.055 in 3.100 ft +0.60D 0.0000 in 0.000 ft 0.000 in 0.000 ft +0.60D+0.70E 0.0000 in 0.000 ft 0.073 in 3.100 ft L Only 0.0000 in 0.000 ft 0.000 in 0.000 ft E Only 0.0000 in 0.000 ft 0.104 in 3.079 ft Steel Section Properties : 1 Pipe6 Std Depth i = 6.625 in I xx S xx Diameter = 6.625 in R xx Wall Thick = 0.280 in Zx Area = 5.220 inA2 I yy Weight = 19.084 plf S yy Ryy Ycg 0.000 in 276 26.50 inA4 J = 52.900 inA4 7.99 inA3 2.250 in 10.600 inn 26.500 inA4 7.990 inA3 2.250 in Sifts & Hill Engineers, Inc. 4815 Center Street Project Title: Engineer: Project Descr: Project ID: Printed: 17 JAN 2018, 4:27PM Steel Column Lic. # : KW -06002611 Description : Steel Column at Mechanical Platform (Proposed) Sketches File ='P.:118000t180001CalculationslStructura1118000.ecE ENERCALC, INC. 1983-2017, Build.10.17.12.10,Ver..10.17.12.1( Licensee : sitts & hill engineering, inc. Y 277 SITTS £t HILL ENGINEERS, INC. TACOMA, WASHINGTON (253) 474-9449 PROJECT '-�� DESIGNED DATE VI6-/I - JOB I IS, C,' i CHECKED DATE SHEET OF 278 - -------------- - --- ------- --- - -�^-� - _ — , 47.E �' __L_____--� ----r---1----- - -- ,1-.1.. --1- r _ - ir V ---1 ID— P -11V. rr- ..v_(...,...__ , - -I. -- — III- - 71 -Thiel i ' ' 'e.!!/ C%v--' C .1 rzs 7-- I1,31',t_:, \\ �y-j--y I ------------ - I-1 1 I - _M..- - - - ---1---J -_-._.�__ -- t—� -_-_ - i_ I - I I i -- .._ ----_.-ILL----__ - - -___ __..._ - -J- - -- _ j -- - ---- —I 1 --- - --- - ----- i -1 i --- 1 - -1--- 1. -- } _ -1. J... -.J.- T - ---- - ------ -- - - --------- -J -----1- .-- - ...... r._ ..___. ...I_...__ _ J_ ._. ---.1_I__-._ _LI __._ _I_ _. ._-._ _. __.- _.. _ .._ _ 1. 1 _. _. L.�.__-.L_L _ • _._.__ - 1-- _ ._ }- - -_._I. _J_ .. 1 _a. _._ i . _. — _. ........ -I I__ ... _ .- •_I.-_ — I 278 Sifts & Hill Engineers, Inc. 4815 Center Street Project Title: Engineer: Project Descr: Project ID: Printed: 16 JAN 2018, 6:21PM Steel. Beam Lic. # : KW -06002611 Description : Roof Framing Beam Below Platform (Existing Condition) CODE REFERENCES File=,.P:1180a01180001CalculationslStruce ra1118000.ed ENERCALC, INC: 1903-2017,, Build:10:17.12.10, Ver.10.17.12.It Licensee : sitts & hill engineering, inc. Calculations per AISC 360-10, IBC 2015, ASCE 7-10 Load Combination Set : ASCE 7-10 Material Properties Analysis Method : Allowable Strength Design Beam Bracing : Beam is Fully Braced against lateral -torsional buckling Bending Axis : Major Axis Bending Fy : Steel Yield : E: Modulus : 36.0 ksi 29,000.0 ksi Applied Loads Beam self weight calculated and added to loading Uniform Load : D = 0.0250, S = 0.0250 ksf, Tributary Width = 7.0 ft Point Load : D = 2.246, L = 3.905 k @ 2.375 ft Point Load : D = 2.246, L = 3.905 k @ 33.625 ft DESIGN SUMMARY Service loads entered. Load Factors will be applied for calculations. Design OK Maximum Bending Stress Ratio = 0.764: 1 Section used for this span W18x35 Ma : Applied 91.294 k -ft Mn / Omega : Allowable 119.461 k -ft Load Combination +D+0.750L+0.7505+H Location of maximum on span 21.486ft Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Maximum Shear Stress Ratio = Section used for this span Va : Applied Vn/Omega : Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.684 in Ratio = 0.684 in Ratio = 1.854 in Ratio = 0.000 in Ratio = 701 >=360 701 >=360 259 >=180 0 <180 0.164 : 1 W18x35 12.518 k 76.464 k +D+0.750L+0.7505+H 0.000 ft Span # 1 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Segment Length Span # M V Mmax + Mmax - Ma Max Mnx Mnx/Omega Cb Rm Summary of Shear Values Va Max Vnx Vnx/Omega +D+H Dsgn. L = 40.00 ft +D+L+H Dsgn. L = 40.00 ft +D+Lr+H Dsgn. L = 40.00 ft +D+S+H Dsgn. L = 40.00 ft +D+0.750Lr+0.750L+H Dsgn. L = 40.00 ft +D+0.750L+0.7505+H Dsgn. L = 40.00 ft +D+0.60W+H Dsgn. L = 40.00 ft +D+0.70E+H Dsgn. L = 40.00 ft +D+0.750Lr+0.750L+0.450W+H Dsgn. L = 40.00 ft 0.435 0.584 0.435 0.727 0.547 0.764 0.435 0.435 0.547 0.087 0.143 0.087 0.133 0.129 0.164 0.087 0.087 0.129 51.96 69.82 51.96 86.90 65.29 91.29 51.96 51.96 65.29 279 51.96 69.82 51.96 86.90 65.29 91.29 51.96 51.96 65.29 199.50 199.50 199.50 199.50 199.50 199.50 199.50 199.50 199.50 119.46 119.46 119.46 119.46 119.46 119.46 119.46 119.46 119.46 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 6.67 10.97 6.67 10.17 9.89 12.52 6.67 6.67 9.89 114.70 114.70 114.70 114.70 114.70 114.70 114.70 114.70 114.70 76.46 76.46 76.46 76.46 76.46 76.46 76.46 76.46 76.46 Sifts & Hill Engineers, Inc. 4815 Center Street Project Title: Engineer: Project Descr: Project ID: Printed: 16 JAN 2018, 6:21PM Steel Beam Lic. # : KW -06002611 Description : Load Combination Segment Length Span # M V Mmax + Mmax - Ma Max Mnx MnxlOmega Cb Rm Va Max Vnx VnxlOmega Roof Framing Beam Below Platform (Existing Condition) Max Stress Ratios File = P.\18000\180001Calculations\StructuraM8000.ecE IENERCALC, INC.:1983-2017,iBuild:10:17.12.10, Ver.10.17.12.1( Licensee : sitts & hill engineering, inc. Summary of Moment Values Summary of Shear Values +D+0.750L+0.7505+0.450W+H Dsgn. L = 40.00 ft 1 0.764 0.164 91.29 91.29 199.50 119.46 1.00 1.00 12.52 114.70 76.46 +D+0.750L+0.750S+0.5250E+H Dsgn. L = 40.00 ft 1 0.764 0.164 91.29 91.29 199.50 119.46 1.00 1.00 12.52 114.70 76.46 +0.60D+0.60W+0.60H Dsgn. L = 40.00 ft 1 0.261 0.052 31.18 31.18 199.50 119.46 1.00 1.00 4.00 114.70 76.46 +0.60D+0.70E+0.60H Dsgn. L = 40.00 ft 1 0.261 0.052 31.18 31.18 199.50 119.46 1.00 1.00 4.00 114.70 76.46 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+0.750L+0.7505+0.5250E+H 1 1.8536 20.343 0.0000 Vei i l RE actions Support notation : Far left is #1 Values in KIPS 0.000 Load Combination Support 1 Support 2 Overall MAXimum 12.518 11.483 Overall MINimum 3.500 3.500 +D+H 6.672 6.223 +D+L+H 10.967 9.737 +D+Lr+H 6.672 6.223 +D+S+H 10.172 9.723 +D+0.750Lr+0.750L+H 9.893 8.858 +D+0.750L+0.7505+H 12.518 11.483 +D+0.60W+H 6.672 6.223 +D+0.70E+H 6.672 6.223 +D+0.750Lr+0.750L+0.450W+H 9.893 8.858 +D+0.750L+0.7505+0.450W+H 12.518 11.483 +D+0.750L+0.7505+0.5250E+H 12.518 11.483 +0.60D+0.60W+0.60H 4.003 3.734 +0.600+0.70E+0.60H 4.003 3.734 D Only 6.672 6.223 Lr Only L Only 4.296 3.515 S Only 3.500 3.500 W Only E Only H Only 280 Sifts & Hill Engineers, Inc. 4815 Center Street Project Title: Engineer: Project Descr: Project ID: Printed: 16 JAN 2018, 6:29PM Steel Beam Lic. # : KW -06002611 Description : Roof Framing Beam Below Platform (Proposed Condition) CODE REFERENCES File= P:1180001180001CalalationslStructitra1118000.ed BJERCALC, INC. 1983-2017, IBuild:10.17.12.10, Ver:10.17.12.1( ,Licensee,: sitts & hill engineering, inc. Calculations per AISC 360-10, IBC 2015, ASCE 7-10 Load Combination Set : ASCE 7-10 Material Properties 3 Analysis Method : Allowable Strength Design Beam Bracing : Beam is Fully Braced against lateral -torsional buckling Bending Axis : Major Axis Bending Fy : Steel Yield : E: Modulus : 36.0 ksi 29,000.0 ksi D(5.439) L(6.614) 0 D(5.439) L(6.614) 0.175 S 0.175 • A�rrA W18x35 ]� ni i1 Span = 40.0 ft I Applied Loads - 1 Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load : D = 0.0250, S = 0.0250 ksf, Tributary Width = 7.0 ft Point Load : D = 5.439, L = 6.614 k @ 2.375 ft Point Load : D = 5.439, L = 6.614 k @ 33.625 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.966: 1 Section used for this span W18x35 Ma : Applied 115.344 k -ft Mn / Omega : Allowable 119.461 k -ft Load Combination +D+0.750L+0.750S+H Location of maximum on span 23.086ft Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Maximum Shear Stress Ratio = Section used for this span Va : Applied Vn/Omega : Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.684 in Ratio = 0.684 in Ratio = 2.378 in Ratio = 0.000 in Ratio = 701 >=360 701 >=360 202 >=180 0 <180 Design OK 0.239 : 1 W18x35 18.266 k 76.464 k +D+0.750L+0.750S+H 0.000 ft Span # 1 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Segment Length Span # M V Mmax + Mmax - Ma Max Mnx Mnx/Omega Cb Rm Summary of Shear Values Va Max Vnx Vnx/Omega +D+H Dsgn. L = 40.00 ft +D+L+H Dsgn. L = 40.00 ft +D+Lr+H Dsgn. L = 40.00 ft +D+S+H Dsgn. L = 40.00 ft +D+0.750Lr+0.750L+H Dsgn. L = 40.00 ft +D+0.750L+0.750S+H Dsgn. L = 40.00 ft +D+0.60W+H Dsgn. L = 40.00 ft +D+0.70E+H Dsgn. L = 40.00 ft +D+0.750Lr+0.750L+0.450W+H Dsgn. L = 40.00 ft 0.557 0.822 0.557 0.847 0.754 0.966 0.557 0.557 0.754 0.133 0.228 0.133 0.179 0.205 0.239 0.133 0.133 0.205 66.51 98.20 66.51 101.19 90.08 115.34 66.51 66.51 90.08 281 66.51 98.20 66.51 101.19 90.08 115.34 66.51 66.51 90.08 199.50 199.50 199.50 199.50 199.50 199.50 199.50 199.50 199.50 119.46 1.00 1.00 119.46 1.00 1.00 119.46 1.00 1.00 119.46 1.00 1.0D 119.46 1.00 1.00 119.46 1.00 1.00 119.46 1.00 1.00 119.46 1.00 1.00 119.46 1.00 1.00 10.18 17.46 10.18 13.68 15.64 18.27 10.18 10.18 15.64 114.70 114.70 114.70 114.70 114.70 114.70 114.70 114.70 114.70 76.46 76.46 76.46 76.46 76.46 76.46 76.46 76.46 76.46 Sifts & Hill Engineers, Inc. 4815 Center Street Project Title: Engineer: Project Descr: Project ID: Printed: 16 JAN 2018, 6:29PM Steel Beam Lic. # : KW -06002611 Description : Load Combination Roof Framing Beam Below Platform (Proposed Condition) Max Stress Ratios File- F 18000118000\falcula ions\Structura1118000:ecf €NERCALC, INC. 1983-2017, Build:10.17.12.10, Ver:10.17.12.1( Licensee : sitts & hill engineering, inc. Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma Max Mnx MnxlOmega Cb Rm Va Max Vnx VnxiOmega +D+0.750L+0.7505+0.450W+H Dsgn. L = 40.00 ft 1 0.966 0.239 115.34 115.34 199.50 119.46 1.00 1.00 18.27 114.70 76.46 +D+0.750L+0.750S+0.5250E+H Dsgn. L = 40.00 ft 1 0.966 0.239 115.34 115.34 199.50 119.46 1.00 1.00 18.27 114.70 76.46 +0.60D+0.60W+0.60H Dsgn. L = 40.00 ft 1 0.334 0.080 39.91 39.91 199.50 119.46 1.00 1.00 6.11 114.70 76.46 +0.60D+0.70E+0.60H Dsgn. L = 40.00 ft 1 0.334 0.080 39.91 39.91 199.50 119.46 1.00 1.00 6.11 114.70 76.46 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+0.750L+0.7505+0.5250E+H 1 2.3776 20.571 0.0000 Vertical Reactions _ _� Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support2 0.000 Overall MAXimum 18.266 16.186 Overall MINimum 3.500 3.500 +D+H . 10.184 9.096 +D+L+H 17.460 15.049 +D+Lr+H 10.184 9.096 +D+S+H 13.684 12.596 +D+0.750Lr+0.750L+H 15.641 13.561 +D+0.750L+0.750S+H 18.266 16.186 +D+0.60W+H 10.184 9.096 +D+0.70E+H 10.184 9.096 +D+0.750Lr+0.750L+0.450W+H 15.641 13.561 +D+0.750L+0.750S+0.450W+H 18.266 16.186 +D+0.750L+0.750S+0.5250E+H 18.266 16.186 +0.600+0.60W+0.60H 6.110 5.458 +0.60D+0.70E+0.60H 6.110 5.458 D Only 10.184 9.096 Lr Only L Only 7.275 5.953 S Only 3.500 3.500 W Only E Only H Only 282 SITTS & HILL ENGINEERS, INC. Professional Engineers and Planners 4815 Center Street, Tacoma, WA 98409 sittshill.com (253) 474-9449 March 18`h, 2019 THE BOEING COMPANY P.O. Box 3707, M/C 1W-08 Seattle, Washington 98124-2207 TO: Mr. Steve McLaughlin BRENT K. LESLIE, P.E. KATHY A. HARGRAVE, P.E. LARRY G. LINDELL, P.E. MICHAEL A. McEVILLY, P.L.S. WESLEY J. JONES, P.E. SUBJECT: STRUCTURAL OBSERVATIONS OF VERTICAL RECIPROCATING CONVEYOR (VRC) BOEING 9-53 DOGHOUSE (CITY OF TUKWILA PERMIT NO. D17-0287) Dear Mr. McLaughlin: Per a request from the City of Tukwila building inspector, we have prepared this report of our structural observations for your review and use. A site visit was made to the Boeing 9-53 Building on or about March 5th, 2019 for the purpose of performing, structural observations of the vertical reciprocating. conveyor (VRC), installed at the exterior of the building to allow materials to be transported from ground level to the roof level of the 9-53 Building. Based upon our visual observations, the VRC appears to have been installed in accordance with the requirements of the structural drawings and details. Anchors were installed connecting the VRC to the reinforced concrete foundation, and steel bracing elements were installed from the VRC to the existing 9- 53 Building at both the existing second floor and roof levels. In addition to our visual observations, special inspection was performed on the concrete foundation, as well as the above mentioned anchors and bracing attachments to the existing building. These special inspection reports have been included with this observation report. In addition to the above referenced observations and inspections, the VRC was inspected/tested by representatives from the Washington State Department of Labor and Industries (L&I), as they are the authority having jurisdiction with respect to these type of material handling lifts. Copies of the L&I approval shall be provided along with this letter. Please feel free to contact our office with any additional questions or comment regarding this project. Brian Labrecque, P.E. Project Engineer Reviewed by Larry G. Lindell, P.E. President a.w .' °I'l < ' itimoki,c14 Ki O:\18000\18000\Correspondence\Structural\Letters\2019-03-18 VRC Structural Observations.doc Civil, Structural and Survey Verified: Location: 11486040 Boeing 9-53 Way 97251 Marginal Tukwila. WA 98108 commercial install lns ection Report Worksheet p p Updated Information: Owner: 124333 i717 l)esimonc Trust Boeing 1201 3rd Ave St Seattle. WA 98101 lag to: 124333 �-' Dcsimone Trust Boeing 1201 3rd Ave St Seattle. WA 98101 Contact Type at Last Inspection: Property Mgr Location Owner Original Installer Name: John S Murdoch Email Address: Cnvy ID: Inspector: Cert. Exp. Date: lnsp ID: Conveyance Type: # of Landings: Des. Location: Manufacturer: Code Data Plate Date: Safety TST Exp.: Capacity: Status: Date Inspected: Title: 125767ichael J es. on 12:00:00 AM 751818 MATER1AL LIFT 2 Car 1 AUfOQUIP 1000 NEW 2/21/2019 Phone: 253)350-5522 Created: 11/08/2018 Jack Sloboden jackjrs@comcast.net Primary Point of Contact (206) 595-6921 253 926-1904 02/02/2011 Permit tD Permit Type Permit Description Installer Approved Expires Finalized 34980 NEW INST 11/21/2018 This permit was APPROVED on " 11/21/2018 10:09:41 AM. Pacific Construction - Milton, Inc 11/212018 11/21/2019 !Comment Staff Date A001 — Pass A temporary 30 day permit has been issued. Owner must purchase and post an annual operating permit before the 30 day temporary permit expires. You will receive an application to be completed and returned to L&1 with payment. Operating permit must be conspicuously posted in the conveyance. (RCW 70.87.090) A013*** - Re -Inspection Hours A010 — Fail A01 A — Pass with Corrections - Complete by date: / / n A009*** — 30 day Temporary Construction Use Only A008*** — Renewal of a 30 day Temporary Construction Use Only A030 — Red tag A030A — Red tag Removal *** Invoice will be mailed A safety test is required every 5 years from inspection pass date (RCW 70.87.020) MAYES TESTING ENGINEERS, INC. March 1, 2019 City of Tukwila Building Department 6200 Southcenter Blvd Tukwila, WA 98188 Attention: Building Official Re: Boeing Tukwila BDS Program 9-53 Relocate Doghouse Tukwila, WA Project No. M7171979 To Whom It May Concern: A 1Cerran COMPANY Final Letter Permit No. D17-0287 SeattleOl6ce 20225 Cedar WeyRoad Stale 110 Lyrrmood, WA 98036 ph 425.7429360 0(425.745.1737 TacrnraOlrice 100296. Tacoma Way Su E 2 Tacoma, WA 98499 ph 253.584.3720 fax 253.584.3707 AaaandOffioe 7911 NE33rdDrive Sure 190 Portland, OR97211 ph 503.281.7515 fax 503281.7579 This is to inform you that registered special inspections have been completed for this project as per our reports, copies of which have been sent to you. Special inspections were provided for: • Structural Steel Erection o Visual Welding Inspection o Bolting Inspection o Ultrasonic Testing o Metal Decking Inspection • Reinforced Concrete • Light Gauge Metal Framing To the best of our knowledge, all work inspected was either performed in accordance with, or corrected to conform to, the city approved drawings, or engineer approved changes. We trust this provides you with the information that you require. Should you have any questions please call us at 425-742-9360. Sincerely, Mayes Testing Engineers, Inc. A-9 :/34x.1 Timothy G. Beckerle, P.E. Principal August 22, 2018 File No. 262017.005/00310 CIVIL. ENGINEERING STRUCTURAL ENGINEERING PLANNING SURVEYING Mr. Jerry Hight, Building Official City of Tukwila, Department of Community Development RECEIVED 6300 Southcenter Boulevard, Suite 100 CITY OF TUKWILA Tukwila, WA 98188 AUG 2 3 2018 Subject: Building Permit Plan Review — Revision #1 First Submittal PERMIT CENTER Boeing 9-53 Doghouse (D17-0287) Dear Mr. Hight: 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. The comments below do not require a response from the permit applicant. Drawing Revisions New structural drawing sets were submitted for the project revision. These sets are enclosed and should replace any previous sets submitted with the original permit submittal. The new drawing sets have a Design Change Notice #03 stamp dated August 07, 2018. In addition to the original sheets, individual new structural sheets were also submitted. These sheets have been enclosed with the submittal documents. The new sheets are: TWRS 506 and TWRS 507 (dated August 7, 2018) and TWRA 3 (dated March 9, 2017). Special Inspections, Submittals, Tests, and Structural Observation The submittal is a post permit revision. Requirements for structural special inspections, structural deferred submittals, structural tests, and structural submittals have been provided in the original review. Please refer to our letter dated February 7, 2018, for further information. 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. EVERETT 2281340i'Street SW. Shite 200 Everett, WA 98204 425 741-3800 wwar:reidniid lietan.cam Mr. Jerry Hight, Building Official City of Tukwila, Department of Community Development August 22, 2018 File No. 262017.005/00310 Page 2 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. Enclosed arethe Revision #1 drawings. If you have any questions or need additional clarification, 1please contact us. Sincerely, Reid Middleton, Inc. Katherine R. Brawner, P.E. Project Engineer Enclosures Corbin M. Hammer, P.E., S.E. Principal cc: Larry Lindell, Sitts & Hill Engineers, Inc. (by e-mail) Jerry Hight, City of Tukwila (by e-mail and surface 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) Lee Sipe, City of Tukwila (by email) ehw\O:\Plan Review\Tukwila\17\TK17 003RI0.docx\krb Reid iddleton City of Tukwila Allan Ekberg, Mayor Department of Community Development - Jack Pace, Director August 14, 2018 Dave Swanson Reid Middleton 728 - 134th Street SW, Suite 200 Everett, WA 98204 RE: Supplemental Structural Review Development Permit D17-0287 — Revision #1 Boeing #9-53 - Doghouse — 9725 E Marginal 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: D17-0287 Tukwila City Hall • 6200 Southcenter Boulevard • Tukwila, WA 98188 • 206-433-1800 • Website: TukwilaWA.gov SITTS & HILL ENGINEERS, INC. Professional Engineers and Planners 4815 Center Street, Tacoma, WA 98409 sittshill.com (253) 474-9449 August 8th, 2018 THE BOEING COMPANY P.O. Box 3707 M/C 46-88 Seattle, WA 98124-2207 TO: Mr. Martin Probst EVSI*N. N BRENT K. LESLIE, P.E. KATHY A. HARGRAVE, P.E. LARRY G. LINDELL, P.E. MICHAEL A. McEVILLY, P.L.S. WESLEY J. JONES, P.E. RECEIVED CITY OF TUKWILA AUG 0 9 2018 PERMIT CENTER SUBJECT: RESUBMITTAL OF STRUCTURAL AND ARCHITECTURAL DRAWINGS BOEING 9-53 DOGHOUSE (D17-0287) LOCATED IN THE CITY OF TUKWILA, WASHINGTON Dear Mr. Probst: It is our understanding that the City of Tukwila has requested that Boeing resubmit the structural and architectural drawings for the 9-53 Doghouse. The purpose of this resubmittal is to share with the City the changes that have been made to the originally approved drawing set since the issuance of the building permit, due to both questions raised in the field by the Contractor (Requests for Information, or RFIs) and to minor scope changes requested by Boeing (Design Change Notices, or DCNs). In an effort to assist the City in their review of the resubmitted drawings, we have prepared a narrative description of the changes to the architectural and structural drawings since the approved Issued for Permit set, dated 01/19/2018. Please see the following narrative summary: 1. Sheet TWRA1: a. The overall penthouse exiting plan has not changed significantly; however, the background has been revised based on changes which will be discussed in more detail on other drawing sheets. b. Please note that other changes to the drawing sheets similar to these revisions will not be specifically noted when they appear only as background changes. The intent is to not repeat information that is specifically identified on one sheet, but which appears on the background of many other sheets. 2. Sheet TWRA1 B: a. The cold formed steel studs at the interior rooms of the Doghouse were increased from 18 gage to 16 gage. This change was not made for structural purposes, but instead to meet program security requirements from the Owner. b. Notes regarding galvanizing of all steel were altered due to Owner requirements limiting exposed exterior galvanized steel at this site. 3. Sheet TWRA3: a. This sheet has been added to describe the sequence of construction for the interior rooms within the Doghouse. These requirements are not based on structural or code specified issues, but instead are based on the program security requirements from the Owner. 4. Sheet RFA160: Civil, Structural and Survey p i�- 0z87 The Boeing Company August 8th, 2018 Page 2 of 5 a. The location of the vertical reciprocating conveyor (VRC) was shifted to the north along Gridline A.4 to avoid a conflict with existing utilities supported along the exterior of the 9- 53 Building. b. The location of the walkway path connecting the VRC to the proposed Doghouse was shifted to the north to accommodate the relocated VRC. c. An existing mechanical room exhaust fan shall be relocated to accommodate the revised VRC walkway path. d. The walkway path connecting the VRC to the proposed Doghouse has been revised to create a level surface, as opposed to following the slope of the existing roof. This is due to operational concerns when transporting materials from the VRC to the Doghouse. e. The extent of the removable guardrails along the perimeter of the 9-53 Building roof has been increased to address the extent of rooftop operations. f. A ringed area of Crossgrip Walkway pad has been added above the existing roof membrane to prevent damage to the roof membrane due to foot traffic related to the operations associated with the Doghouse. 5. Sheet A453: a. The configuration of the suspended cable trays below the Doghouse structure has been revised. b. The location of the low HSS steel framed platform grating extension has been revised to avoid a conflict with an existing steel gusset plate at the existing platform. 6. Sheet TWRA10: a. Additional framing studs have been provided as required to support electrical filters. b. The west edge of the grated platform outside of the Doghouse has been increased by 2'- 0" to provide the required access at this portion of the platform to accommodate Owner operations. c. Additional framing sections at the interior rooms of the Doghouse have been added to provide information regarding the security requirements at the rooms. 7. Sheet TWRA280: a. The steel sleeve for the material handling system was changed from a round HSS to a square HSS based on input from the material handling system engineers. 8. Sheet TWRA160: a. The configuration of the raised antenna support platforms have been revised based on additional requirements from the Owner. b. Additional sections have been added to provide framing information for the antenna support platforms. c. Sections have been added to provide additional information regarding the connection of the fiberglass reinforced plastic (FRP) guardrails at the edge of the Doghouse roof. 9. Sheet TWRA450: a. The size of the FRP stair channel stringers have been revised based on availability by the manufacturer. 10. Sheet TWRA60: The Boeing Company August 8th, 2018 Page 3 of 5 a. The multiple antenna locations previously shown at the exterior walls have been replaced with a single plate, which will support multiple antennas. b. The exterior lights have been shifted down on the exterior walls to coordinate with the locations defined on the electrical drawings. c. The material handling system sleeve has been extended down towards the roof of the existing 9-53 Building to accommodate future maintenance activities. d. Similar revisions have been made to Sheets TWRA61, TWRA62, TWRA63, TWRA110, and TWRA111. 11. Sheet TWRA500: a. Slotted deflection tracks have been added to the tops of the steely stud walls in Details 1 and 4 to prevent non-structural damage to the interior wall finishes. b. Detail 3 has been revised to use a single steel stud wall at the interface of the two (2) interior rooms in lieu of the original double stud wall for constructability. 12. Sheet TWRA501: a. Details 3, 4, and 5 have been added to provide information regarding the security requirements at the STC rated doors. 13. Sheet TWRA350: a. The door and finish schedules have been revised to reflect the additional security requirements, door framing details, and wall changes previously discussed. 14. Sheet TWRS2: a. Polypropylene fibrillated fiber reinforcing was added to the concrete topped metal decks to minimize cracking. b. Welded wire reinforcing was added to the concrete topped metal deck per the manufacturer's recommendations. 15. Sheet TWRS110: a. Additional steel angle support framing was added to the west and east sides of the grated platforms outside the Doghouse based on span limitation recommendations received from the grating manufacturer. 16. Sheet TWRS160: a. The HSS tube steel blocking at the ends of the wide flange steel roof joists were replaced with a steel bent plate angle to accommodate the attachment of the FRP guardrails at the Doghouse roof. 17. Sheet TWRS210: a. HSS steel infill framing was provided at the walls to accommodate the installation of the antenna support plates in lieu of the previously shown antennas. b. Similar revisions were made to Sheet TWRS211. 18. Sheet TWRS500: a. The connection of the new steel column to the existing 9-53 Building column has been revised to include a spacer section of wide flange column. This is due to existing field conditions discovered during construction. b. The width of the UHMW shims at certain locations has been increased to accommodate grating span recommendations by the grating manufacturer. ,The Boeing Company August 8th, 2018 Page 4 of 5 19. Sheet TWRS501: a. Section C was revised to accommodate a conflict with an existing steel gusset plate on the existing mechanical platform. 20. Sheet TWRS503: a. The foundation for the VRC was changed from a pit mounted to a flush mounted configuration based on input from the VRC manufacturer. b. Details 1, 2, and 3 were added to provide information regarding reconfiguration of the existing sidewalk to accommodate the flush mounted VRC foundation. 21. Sheet TWRS505: a. Section E has been added to provide information on the attachment of the antenna mounting plate to the HSS support frames. b. Sections F, G, H, and Detail 1 have been added to provide information on the installation of the antenna growth area supports. c. Details 2 and 3 have been added to show the attachment of the additional steel grating support angles. 22. Sheet TWRS506: a. This is a new sheet. b. Sections A and B have been added to provide information regarding the attachment of the roof level FRP guardrails to the side of the Doghouse roof. c. Section C has been added to provide a connection detail for the steel channels at the HSS material handling support tube. d. Details 1 and 2 have been added to resolve a conflict with the attachment of the Doghouse columns to the existing 9-53 Building columns which was discovered in the field. e. Detail 3 has been added to show the connection of the infill HSS framing at the antenna support plates. f. Details 4 and 5 have been added to show the support of the revised rooftop walk path connecting the VRC to the Doghouse. 23. Sheet TWRS507: a. This is a new sheet. b. Detail 1 has been added to show the support of the revised rooftop walk path connecting the VRC to the Doghouse. 'i he Boeing Company August 8th, 2018 Page 5 of 5 Please note that the change narrative summary above has been limited to substantive changes to the drawings. Minor changes, such as spelling corrections, line type and hatch pattern changes, etc. have not been included in this summary for the sake of clarity. Please feel free to contact our office with any additional questions or comments regarding this project. Sincerely, Brian Labrecque, P.E. Senior Project Engineer Reviewed by 17 9) Larry G. Lindell, P.E. President 8,V 2.01$ P:\18000\18000\Permitting\2018-08-03 Permit Document Resubmittal\2018-08-08 Doghouse Post IFP Change Narrative.doc T 3/1/2018 City of Tukwila Department of Community Development JOHN S MURDOCH PO BOX 3707 MC 46-88 SEATTLE, WA 98124 RE: Permit Application No. D17-0287 BOEING #9-53 - DOGHOUSE 9725 E MARGINAL WAY S Allan Ekberg, Mayor Jack Pace, Director Dear JOHN S MURDOCH, In reviewing our current application files, it appears that your permit applied for on 10/24/2017, has not been issued by the City of Tukwila Permit Center. Per the International Building Code, International Mechanical Code, Uniform Plumbing Code and/or National Electrical Code every permit application not issued within 180 days from the date of application shall expire and become null and void. Currently your application has a status of APPROVED and is due to expire on 4/24/2018. 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, '1,J) Bill Rambo Permit Technician File No: D17-0287 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 SITTS & HILL ENGINEERS, INC. Professional Engineers and Planners 4815 Center Street, Tacoma, WA 98409 www.sitts-hill-engineers.com (253) 474-9449 January 19th, 2018 THE BOEING COMPANY P.O. Box 3707 M/C 46-88 Seattle, WA 98124-2207 TO: Mr. John Murdoch SUBJECT: BRENT K. LESLIE, P.E. KATHY A. HARGRAVE, P.E. LARRY G. LINDELL, P.E. MICHAEL A. McEVILLY, P.L.S. STRUCTURAL RESPONSE TO BUILDING PERMIT PLAN REVIEW COMMENTS BOEING 9-53 DOGHOUSE (D17-0287) LOCATED IN THE CITY OF TUKWILA, WASHINGTON Dear Mr. Murdoch: Per your request, we have reviewed the Building Permit Plan Review Comments that were provided by Reid Middleton on behalf of the City of Tukwila regarding the above referenced project, dated November 17th, 2017. Please accept this letter as our structural response. 1. Special inspection notes in the General Structural Notes have been reviewed and coordinated with the anticipated inspections that will be required. Please see Sheet TWRS2 of the revised structural drawings for additional information. 2. Notes regarding the weld filler metal requirements for the seismic force resisting system have been added to the General Structural Notes. Please see Sheet TWRS2 of the revised structural drawings for additional information. 3. In the process of making other changes to the analysis of the Doghouse as recommended by the Plan Review Comments, the sizes of the wide flange steel columns supporting the Doghouse have been revised. The four (4) columns shall now all be W10x54 wide flange steel columns; therefore, the spacer plates originally shown to accommodate the difference in column depths are no longer required. 4. The configuration of the proposed HSS platform extension has been revised so as to eliminate the conflict with the proposed HSS8 cross bracing member. Please see the revised Sheet S451 and associated sections and details for additional information. 5. It was not the intent of the original analysis to invoke the 5% increased loading exception with respect to the vertical loads to the existing building. A partial analysis of the existing vertical support system within the 9-53 Building was included on Pages 53-91 of the originally submitted structural calculations. This analysis included the four (4) existing steel columns directly below the new/Doghouse support columns, along with the adjacent existing framing members which are tributary to those columns. Vertical reactions due to the Doghouse structure above were extracted from the Doghouse model and applied as vertical point loads to the 9-53 Building model. The existing column elements (labeled as Members M11 thru M14 and M19 thru M22) were found to be structurally acceptable. This analysis has been revised as required to accommodate the revisions to the Doghouse analysis. Please see Pages 117-183 of the revised structural calculations for additional information. Civil, Structural and Surveying The Boeing Company January 19th, 2018 Page 2 of 5 6. The second story/roof of the proposed Doghouse consists of a series of wide flange steel joists, supported at each end with a wide flange steel beam at Gridlines 5.1 and 5.9. These beams at the gridlines are supported by a series of HSS steel columns, which transfer loads down to the floor framing structure below. The cold formed steel studs are intended to support the insulated metal siding panels, while the hot rolled steel structure forms the primary lateral force resisting system. a. The HSS steel columns supporting the roof level framing was originally shown on Sheet TWRA10. For clarity, these columns have also been shown on Sheet TWRS110. Please see the revised drawings for additional information. b. The RISA 3D finite element model of the proposed Doghouse structure includes the roof joist, beam and supporting column framing. These members have been evaluated as a part of this analysis, and have been shown to be structurally acceptable. Please see the revised structural calculations for additional information. 7. Please see the following responses: a. Analysis of proposed new platform extension members have been added to the structural calculations. Please see Pages 232-264 of the revised structural calculations for additional information. b. The main existing framing member which supports the existing mechanical platform has been analyzed in both the existing (as currently constructed) and proposed (with the additional platform extension considered). The existing HSS16x8x5/16 steel beam is structurally acceptable in both conditions. Also, the existing W18x35 wide flange steel roof beam which supports the above referenced existing HSS16 beams has been analyzed in both the existing and proposed conditions, and was found to be structurally acceptable in both conditions. Please see Pages 265-283 of the revised structural calculations for additional information. 8. Per the analysis included in the original structural calculations, the total increase in the lateral forces to the existing 9-53 Building main seismic force resisting system did not increase the load to either the entire building (seismic base shear) or a particular level of the building by more than 10%, and therefore the lateral force resisting system (the existing braced frames) are permitted to be left unaltered per Section 807.5 of the International Existing Building Code (IEBC). Please note that this analysis has been revised to reflect the updated distribution of lateral forces within the 9-53 Building and Doghouse; however, the increase in the shear forces to the braced frames remains less than 10%. In addition to this analysis, calculations have been performed which demonstrate that the total diaphragm shear force in the 9-53 Building roof level diaphragm have been increased by less than 10%, and therefore also qualify for above referenced exemption in the IEBC. Calculations have also been provided of the local connection of the Doghouse support columns to the existing 9-53 Building columns, the beams which act as collectors for the lateral forces at the roof level, and the local increase of the diaphragm forces at the Doghouse column locations. Please see Pages 9-12 and 184-217 of the revised structural calculations for additional information. 9. The distribution of lateral forces to the combined 9-53 Building with the Doghouse has been revised in accordance with ASC 7-10 Section 12.8. This has increased the seismic story shear forces to the roof and floor level of the Doghouse. Please see Pages 9-12 of the revised structural calculations for additional information. 10. The effects of accidental torsional forces in the Doghouse rigid floor diaphragm have been included in the revised analysis of the Doghouse. Please see Page 20 of the revised structural calculations, which show derivation of the increased loads to be applied to the structural model in order to account for the minimum accidental torsional moments. The Boeing Company January 19th, 2018 Page 3 of 5 11. The floor level (rigid diaphragm level) of the proposed Doghouse has been evaluated for the presence of torsional irregularities in all directions. As the ratio of the maximum story drift to the average story drift does not exceed 1.2, the structure does not have a torsional irregularity. The Doghouse is supported at the existing 9-53 Building roof level by a flexible roof diaphragm, which will then redistribute forces from the Doghouse to the existing lateral resisting system in the 9-53 Building based on tributary areas. 12. Please see the following responses: a. The lateral system at the upper floor of the Doghouse is comprised of a series of steel rod braces which have been designed as an ordinary concentrically braced frame. Rod braced bays are identified on Sheet TWRA10 of the revised structural drawings. b. As both levels of the Doghouse have been considered as ordinary concentrically braced frames, the R value of 3.25 is appropriate for consideration in the finite element analysis of the structure. c. Please refer to the response to Comment 12b above for additional information. d. The finite element analysis of the Doghouse, combined with additional connection design information, provided shows that both a complete load path through the Doghouse structure to the existing columns below in the 9-53 Building has been provided, and that the elements within that load path are structurally acceptable to resist the imposed loads. e. Additional framing information has been added to the plans and details, intended to provide greater clarity as to the framing elements and how they reflect the results of the structural analysis. Please see the revised structural drawings for additional information. 13. Please see the following responses: a. The intention of Detail 6 on Sheet TWRS500 was to provide clear space between the top of the existing steel decking and the HSS steel cross bracing to facilitate ease of construction, not to create a K -type braced frame. Per AISC 341 Section F1.2, ordinary concentrically braced frames are permitted to have eccentricities in the connections less than the beam depth. Detail 6 on Sheet TWRS500 has been revised to reflect this limitation on the eccentricity of the work point from the base of the braced frame column (taken as the interface of the braced frame column base plate to the existing column top plate). This connection is also required to be designed for the amplified seismic forces including the overstrength factor. Please see Pages 88-101 of the revised structural calculations and Details 6, 7 and 8 on Sheet TWRS500 of the revised structural drawings for additional information. b. As opposed to revising the finite element analysis to reflect the fixed condition originally shown in Detail 7 on Sheet TWRS500, the detail has been revised to reflect the pinned condition represented in the model. Detail 7 has been revised to show a bolted connection between a cap plate to be added to the existing columns below and a base plate attached to the proposed columns above. Calculations demonstrating the acceptability of this connection have been provided. Please see Pages 102-104 of the revised structural calculations and Details 7 and 8 on Sheet TWRS500 of the revised structural drawings for additional information. c. To demonstrate that the columns and other elements to which the braces are attached are structurally acceptable for the required bracing connection loads, the finite element analysis of the Doghouse structure was re -analyzed including the seismic overstrength factor in all seismic load calculations`. This revised version of the model was also used to determine the connection forces for the seismic braces, as AISC 341 Section Fl permits the connections for the braces to be designed for the amplified seismic forces including the overstrength factor. Also please note that full depth steel stiffener plates have been The Boeing Company January 19th, 2018 Page 4 of 5 added to the columns at the location of the HSS/column work point to provide torsional stability to the columns. Please see Pages 65-87 of the revised structural calculations for additional information. d. Please refer to the response to Comment 13b above for additional information. 14. While the columns at the intersection of the braced frame lines supporting the Doghouse are components of two intersecting lateral force resisting systems, it appears that the appropriate load combinations (where full seismic loads are applied independently in two orthogonal directions per ASCE 7-10 Section 12.5.2) have been used. Section 12.5.3 requires that an orthogonal combination of loading be used where Horizontal Structural Irregularity Type 5 (non- parallel system irregularity) exists; however, this irregularity is not present. Section 12.5.4 also required an orthogonal combination of loading be used where seismic axial forces to the intersecting elements (the Doghouse support columns in this case) exceed 20 percent of the axial design strength. As the overall code check stress ratios of the four (4) support columns do not exceed 20 percent, this provision does not apply. 15. Seismic brace and connection design has been included with the revised structural calculations. Please see Pages 88-104 of the revised structural calculations for additional information. Also, please see the response to Comment 13 above, which discusses issues related to the design of the braces and connections. 16. Please refer to the response to Comment 13a above for additional information. 17. Please see the following responses: a. Please refer to the response to Comment 13c above, which addresses similar concerns with respect to the columns. b. The Type 4 Vertical Irregularity in the proposed Doghouse structure' has been addressed via the application of the overstrength factor to the finite element analysis of the structure. This analysis confirms that the members are structurally acceptable to resist the amplified seismic loads. Please see Pages 65-87 of the revised structural calculations for additional information. 18. The stiffness and deformations of the steel framing elements surrounding the seismic braces have been accounted for in the finite elements analysis of the overall Doghouse building structure. This analysis includes consideration of the amplified seismic forces due to the overstrength factor, and establishes that the framing elements are structurally acceptable to accommodate the forces due to the brace elements acting as an ordinary concentrically braced frame. Please see Pages 65-87 of the revised structural calculations for additional information. 19. Please see the following responses: a. Please refer to the response to Comment 13c above for additional information. b. Bottom flange bracing has been added to the wide flange steel beams to which the chevron braces are attached. Please see Section E on Sheet TWRS501 of the revised structural drawings for additional information. 20. -Please see the following responses: a. Please refer to the response to Comment 13c above for additional information. b. The configuration of this connection has been revised such that the work point of the braces coincides with the centerline of the wide flange beam above. Please see Detail 3 on Sheet TVVRS500 of the revised structural drawings for additional information. 21. The existing mechanical platform is supported by a series of four (4) 6" diameter (nominal) standard weight steel pipe columns. Lateral forces due to the mechanical platform appear to be The Boeing Company January 19th, 2018 Page 5 of 5 resisted by cantilevered action of the column, which is welded to the steel roof beams below. The columns have been analyzed for both the existing and proposed vertical and lateral loads and have been found to be structurally acceptable in both conditions. Please see Pages 265-277 of the revised structural calculations for additional information regarding this analysis. 22. The Type 4 Horizontal Irregularity in the proposed Doghouse structure has been addressed via the application of the overstrength factor to the finite element analysis of the structure. This analysis confirms that the members are structurally acceptable to resist the amplified seismic loads. Please see Pages 65-87 of the revised structural calculations for additional information. 23. Additional details have been added to provide clarity as to the connection of the FRP stair stringers at several locations. In addition, the connection of the FRP stair stringer which spans between the floor and roof level of the proposed Doghouse has been detailed with a slotted bolted connection to the floor level platform. This has been done both to accommodate potential thermal expansion of the stringer and to accommodate the potential for differential drift between the roof and floor levels. As the base connection is in a slotted hole, differential drift will not induce additional moments in the stringers. Please see the revised structural drawings for additional information. Please feel free to contact our office with any additional questions or comment regarding this project. Sincerely, Brian Labrecque, P.E. Project Engineer Reviewed by Larry G. Lindell, P.E. President P:\18000\18000\Permitting\2017-12-12 Review Comments from Reid Middleton\2018-01-19 Structural Response Letter.doc Reid iddletnn November 17, 2017 File No. 262017.005/00301 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 Boeing 9-53 Doghouse (D17-0287) Dear Mr. Hight: We reviewed the proposed project for compliance with the structural provisions of the 2015 International Building Code (IBC) and the 2015 International Existing Building Code (IEBC) as amended and adopted by the state of Washington and the City of Tukwila. The design team should address the comments below. The structural design appears to be substantially incomplete and contain multiple deficiencies. A thorough review of the submittal documents has been performed to assist the applicant in completing the design. Additional comments may be provided pending review of resubmittal documents. The permit applicant should provide responses to the review comments in an itemized letter. The structural engineer should resubmit the following documents: a. One set of full-sized revised and new structural sheets for insertion into the original structural drawing sets. Complete structural drawing sets may be submitted in place of individual new and revised sheets. b. Three complete full-sized sets of updated structural drawings. c. One copy of supplemental structural calculations. The applicant should resubmit documentation directly to Reid Middleton, Inc. Structural General, a CIVILENGINEERING STRUCTURAL ENGINEERING PLANNING SURVEYING' t . 1. Structural special inspections and tests should be performed for this project. See IBC Sections 1704.2.3, 1704.3.1, and 1705. A list of the required inspections is provided in the General Structural Notes on Sheet TWRS2 in the section titled Special Inspection. Note that the list includes some items that do not appear required EVERETT 728 134th Street SW Suite 200 Everett, WA 98204 25 741-3800 www.reidmildleton.com Mr. Jerry Hight, Building Official City of Tukwila, Department of Community Development November 17, 2017 File No. 262017.005/00301 Page 2 for this project. The following is a summary of the required structural special inspections and tests based on a review of the structural drawings. This comment does not require a response by the applicant. a. Concrete placement at concrete construction. b. Reinforcement at concrete construction. c. Welding of structural steel members. d. High-strength bolting of structural steel members. 2. A note should be added to the section of the structural notes on Structural Steel, Sheet TWRS2, specifying that the welds at members and connections of the seismic -force - resisting system shall be made with filler metal producing welds with a minimum Charpy V -notch toughness of 20 ft-lbf at 0 degrees -F as determined by the applicable AWS A5 classification test method. See IBC Section 2205.2.1.2, AISC 341-10 Section 4b, AISC 360-1Section A2, and AWS D1.1-1 Sections 1.4.1(5) and 2.3.2. 3. The braces on Grids 5 and 6 are connected to the sides of the penthouse columns per Sheet 5451. The connections on Grid D appear to include a spacer plate between the columns and braces to compensate for the different column sizes. The brace connection Detail 6/TWRS500 does not appear to include the plate and should be revised. See also comments below regarding the connection design. See IBC Section 107.2.1 and 1604.2. 4. The project includes an antenna platform on Grid 6 per Sheet 5451. The western- most HS S12 -member oriented in the north -south direction appears to conflict with the HSS8 brace per Elevation A/TWRA61. The design of the platform should be reviewed and revised as needed. See also additional comments below regarding the platform design. See IBC Section 1603.1. Vertical 5. The existing building columns and beams will support the gravity loads of the penthouse structure. The structural calculations do not appear to include an evaluation of the existing framing. Based on the existing roof area tributary to each column relative to the added weight of the penthouse, it appears that the increased loading may exceed the 5 percent limit in IEBC Section 807.4 Exception 1. The existing framing should be evaluated and modifications designed as needed. 6. The vertical system for the second story of the structure is not clear. The finite element model (FEM) shows steel wide -flange columns at this level on page 16 of the structural calculations. The architectural and structural drawings do not appear to include columns and provide light -gage steel studs between the floor and roof framing. The following comments should be addressed: Reid iddleton Mr. Jerry Hight, Building Official City of Tukwila, Department of Community Development November 17, 2017 File No. 262017.005100301 Page 3 a. The vertical system should be clarified. See IBC Section 1603.1. b. Documentation substantiating the design of the framing should be submitted for review. The design should include combined axial and flexural loading, including biaxial loading where appropriate. See IBC Sections 1604.2, 1604.4, and 1605. 7. The project includes an antenna platform on Grid 6 per Sheet 5451. The following comments should be addressed. See also comments below regarding the lateral design. See IBC Section 1604.1 a. The structural calculations do not appear to include a design for the platform. Documentation substantiating the design should be submitted for review. b. The antenna platform is supported by an existing platform that bears on the existing building roof beams. Documentation evaluating the existing platform and roof framing should be submitted for review. The existing structural elements should be modified if they do not have sufficient capacity to support the antenna platform. Lateral. Page 92 of the structural calculations included an evaluation of the existing building base shear with the added weight of the penthouse. The evaluation shows the increase in the existing building base shear is within the 10 percent threshold of the exception criterion of IEBC Section 807.5. However, the exception references the individual elements of the lateral system. While the base shear analysis may be sufficient to justify the evaluation of the existing building's vertical lateral systems, analyses of the existing elements transferring the penthouse lateral forces to the lateral system must be provided. Documentation evaluating the individual elements should be submitted for review. Elements of the existing building requiring review may include, but are not limited to columns, beams, beam -to -column connections, diaphragms, beam - to -diaphragm connections, and collector framing and their connections to the vertical lateral system. 9: The seismic lateral forces have been determined per the equivalent lateral force procedure (ELFP) of ASCE 7-10 Section 12.8 per calculations page 7. However, the forces have been determined assuming that the penthouse is founded at - grade. The penthouse is located on the existing structure, and therefore the forces must be determined considering the performance of the entire structure. The forces must be distributed vertically per Section 12.8.3. Alternatively, documentation substantiating the use of the two-stage analysis per Section 12.2.3.2 may be submitted for review. Documentation substantiating the Reid ` iddleton Mr. Jerry Hight, Building Official City of Tukwila, Department of Community Development November 17, 2017 File No. 262017.005/00301 Page 4 design either per Section 12.8.3 or 12.2.3.2 should be submitted for review. See IBC Section 1613.1. 10. Page 7 of the structural calculations indicates that the penthouse diaphragms are rigid. ASCE 7-10 Section 12.8.4.2 requires the lateral analysis to include accidental torsion in determining member forces. This does not appear to be included in the design. The application of this requirement in the calculations should be clarified, or documentation substantiating the design including torsion should be submitted for review. See IBC Section 1613.1. 11. Continuing with the previous comment, the accidental torsion must be amplified if the structure has a Type 1 a or lb Horizontal Structural Irregularity per ASCE 7-10 Section 12.8.4.3 and Table 12.3-1. Documentation evaluating the structure for torsion should be submitted for review. The torsional analysis should consider both the existing structure and the penthouse. See IBC Section 1613.1. 12. The lateral system for the second story of the structure is not clear. The FEM shows braced frames at this level on page 16 of the structural calculations. The architectural and structural drawings do not include structural framing between the floor and roof framing. The following comments should be addressed: a. The lateral system should be clarified. See IBC Section 1613.1 and ASCE 7-10 Section 12.2.1. b. The design considers a response modification factor of R=3.25 for OCBF systems. If an alternate system is used, the R -factor must be established and the minimum value used for the design of the entire structure. See IBC Section 1613.1 and ASCE 7-10 Section 12.2.3.1. c. The structural analysis is based on an OCBF system at both levels of the structure. If an alternate system is used, documentation substantiating the design should be submitted for review. See IBC Sections 1604.2 and 1604.4. d. Continuing with the previous comment, the documentation must substantiate the load path between the roof framing, lateral system, and the floor framing. See IBC Section 1604.4 and ASCE 7-10 Section 1.4. e. Continuing with the previous comment, framing and details for the second -story lateral system must be added to the structural drawings. See IBC Sections 107.2.1 and 1603.1. 13. The FEM on structural calculation page 20 indicates that the columns have a pinned connection to the top of the existing buildings. Detail 7/TWRS500 provides a full -penetration weld between the new and existing columns. The following comments should be addressed: Reid iddleton Mr. Jerry Hight, Building Official City of Tukwila, Department of Community Development November 17, 2017 File No. 262017.005/00301 Page 5 a. The brace -to -column connections for the braced frames on Grids 5 and 6 are above the base connection. See Elevations A/TWRA60 and A/TWRA61 and Detail 6/TWRS500. This constitutes a K -braced condition that is not permitted per AISC 341-10 Section F1.4b. The structural design should be revised. See IBC Section 2205.2.1.2: b. The FE analysis should be revised to model the fixed conditions at the column bases. The model should also analyze the eccentric connection between the braces and columns on Grids 5 and 6 per Sheet S45.1. See IBC Sections 1604.4 and 1613.1 and ASCE 7-10 Section 12.7.3. Documentation substantiating the design of the columns above, at, and below the braced frame connection should be submitted for review. Note that the braced frame connection to the column is eccentric from the column centerline, and the flanges are not braced to prevent warping of the flange. This will induce additional torsional loads in addition to axial, flexural, and shear loads, as well as potentially reduce the load -carrying capacity of the columns. See IBC Section 2205.1 and AISC 360-10. d. Documentation substantiating the column base connections should be submitted for review. See IBC Sections 1604.2 and 2205.2.1.2 and AISC 360-10 Section D2.6. 14. The columns form part of the lateral system in two orthogonal directions. The design of the columns must satisfy the requirements of ASCE 7-10 Section 12.5.4. The load combinations on pages 48 and 49 of the structural calculations do not note that columns supporting beams that in -turn directly or indirectly support discontinuous vertical systems, and columns supporting roof level beams subjected to flexural, must meet these requirements. Documentation substantiating the design meets these requirements should be submitted for review. See IBC Section 1613.1. 15. The structural calculations do not appear to include the design of the braced frames and connections. Documentation should be submitted for review substantiating the braced frame design. See IBC Section 2205.2.1.2 and AISC 341-10 Sections D1.1, F.5, and F.6. 16. Continuing with the previous comment, the braces on Grids 5 and 6 are eccentrically connected to the columns per Sheet S451 and Detail 6/TW,RS500. The design of the braces and connections should account for the eccentric placement and the additional induced forces. See IBC 2205.1 and ASCE 360-10. 17. Page 20 of the structural calculations shows that the perimeter floor framing supports the braced frames at the second story. The following comments should be addressed: Reid iddleton Mr. Jerry Hight, Building Official City of Tukwila, Department of Community Development November 17, 2017 File No. 262017.005/00301 Page 6 a. The structural calculations do not appear to include the design of the beams. Documentation substantiating the beam design should be submitted for review. See IBC Sections 1604.2 and 1604.4. b. The beams support discontinuous braced frames resulting in a Type 4 Vertical Structural Irregularity per ASCE 7-10 Table 12.3-2. The beams and columns in the load path for the discontinuous frame must be designed per the criteria of ASCE 7-10 Section 12.3.3.3. Where beams supporting the frames are in -turn supported by other beams, all 'elements in the load path must satisfy this section. See IBC Section 1613.1. 18. The design of the beams at the roof level are continuous between columns and will have flexural loads induced due to deformations in the beams supporting the second -story braced frames. See page 20 of the structural calculations. The beams contribute to the overall stiffness and performance of the lateral system. The design of the beams should conform to the AISC 341-10 Section F3. The lower R -factor for OCBF systems shall be maintained. See IBC Sections 1613.1 and 2205.2.1.2 and ASCE 7-10 Section 12.2.3.3. 19. The floor level beams on Grids 5 and 6 are connected to the chevron braces below per Elevations A/TWRA60 and A/TWRA61. The following comments should be addressed. See IBC Section 2205.2.1.2. a. Documentation substantiating that the design of the beams satisfies the requirements of AISC 341-10 Section F1.4a(1) should be submitted for review. b. Bottom flange bracing shall be provided at the brace connection point per AISC 341-10 Section Fl.4a(2). See also Section F2.4b for additional criteria for evaluating the beam and AISC 360-10 Section A6.2 for beam bracing requirements. 20. The braced frame beam ends at the floor level are connected to cantilevering beam ends on Grids C and D per Plan 1 /TWRS 110. The following comments should be addressed for all beams. a. The shear and moment forces must be designed to satisfy the provisions of AISC 341-10 Section F1.4a(1). See IBC Section 2205.2.1.2. b. The chevron brace connection is configured such that the centerlines of the braces do not coincide with the beam. This will induce additional moments into the braced frame beam. The beam shear and moment forces must increase to account for this moment. See IBC Section 1604.4. 21. The project includes an antenna platform on Grid 6 per Sheet S451. The platform is laterally supported by the existing platform and roof framing. Documentation evaluating the existing platform and roof framing should be Reid iddleton Mr. Jerry Hight, Building Official City of Tukwila, Department of Community Development November 17, 2017 File No. 262017.005/00301 Page 7 submitted for review. The existing structural elements should be modified if they do not have sufficient capacity to support the antenna platform. See IBC Section 1604.2 and 1604.4. 22. The structure includes a Type 4 Horizontal Irregularity on Grids 5 and 6, and a Type 4 Horizontal Irregularity on Grids C and D, per ASCE 7-10 Tables 12.3-1 and 12.3-2, respectively. Documentation substantiating that the design satisfies the requirements of Section 12.3.3.4 should be submitted for review. See IBC Sections 1613.1. 23. The penthouse structure includes two FRP stairs per Plan 1/TWRS110.. Detail 2/TWRS501 appears to show the upper connection of the stair stringers. A detail should also be provided for the lower connection. The stringers span between adjacent story levels and should be designed to accommodate moment in the structure. See IBC Section 1613.1 and ASCE 7-10 Section 12.12.4. Corrections and comments made during the review process do not relieve the permit applicant or the designers from compliance with code requirements, conditions of approval, and permit requirements; nor are the designers relieved of responsibility for a complete design in accordance with the laws of the state of Washington. This review is for general compliance with the International Building Code and the International Existing Building Code (IEBC) as they relate to the project. If you have any questions or need additional clarification, please contact us. Sincerely, Reid Middleton, Inc. Bradle. Martin, P.E., S.E. Project Engineer cc: Larry Lindell, Sitts & Hill Engineers, Inc. (by e-mail) Jerry Hight, City of Tukwila (by e-mail) Brenda Holt, 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) Lee Sipe, City of Tukwila (by e-mail) ehw\o:\plan review\tukwila\17\tk17_003r01.docx\bam Reid iddleton October 30, 2017 City of Tukwila Jim Haggerton, Mayor Department of Community Development Jack Pace, Director Dave Swanson Reid Middleton 728 - 134th Street SW, Suite 200 Everett, WA 98204 RE: Supplemental Structural Review Development Permit D17-0287 Boeing #9-53 - Doghouse 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, C.C11"4 Bill Rambo Permit Technician encl File: D17-0287 W:IPermit Center (Brenda)(Applications-Handouts1Templates\Forms1Permit Center Documents (Word)IStructural Revietiv.docx 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 r'ERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D17-0287 DATE: 08/09/18 PROJECT NAME: BOEING #9-53 - DOGHOUSE SITE ADDRESS: 9725 E MARGINAL WAY S Original Plan Submittal Revision # Response to Correction Letter # before Permit Issued X Revision # 1 after Permit Issued DEPARTMENTS: ��- M 9-* Building Division III Public Works A -M i)/A- Fire Prevention vx ` StructuMral 8-i4-tg I 43-(9 1411> N/A- 13,5-(0 Planning Division Permit Coordinator PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) DATE: 08/14/18 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: 09/11/18 n Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg 0 Fire 0 Ping 0 PW 0 Staff Initials: 12/18/2013 rERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D17-0287. DATE: 10/24/17 PROJECT NAME: BOEING #9-53 - DOGHOUSE SITE ADDRESS: 9725 E MARGINAL WAY S X Original Plan Submittal Revision # Response to Correction Letter # Revision # before Permit Issued after Permit Issued DEPARTMENTS:W. WieOt\Ct. 1D -30-i 7 Building Division g r\ N/A- i0.)17 Public Works C0 MA Auk, U-7747 Fire Prevention �m MP— alr Structural M� pc7 Planning Division Permit Coordinator PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) REVIEWER'S INITIALS: DATE: 10/26/17 Structural Review Required DATE: APPROVALS OR CORRECTIONS: Approved Corrections Required (corrections entered in Reviews) DUE DATE: 11/23/17 Approved with Conditions ❑ Denied (ie: Zoning Issues) Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only -= CORRECTION LETTER MAILED: 4 Departments issued corrections: Bldg " Fire 0 Ping 0 PW 0 Staff Initials: 12/18/2013 PROJECT NAME: SITE ADDRESS: q76)-5- S3 tD hUvIS.Q PERMIT NO: b (? ` O 8 7 ✓ � k)4 ORIGINAL ISSUE DATE: 3 �' REVISION LOG REVISION Nr. DATE RECEIVED STAFF ISSUED DATE INIRLS STAFF INITI� STAFF INITIALS 0-47-16 ( a-30-2,11 A, Summar of Revision: yvot r t 0rrtA.eaft /A,(7 f Si hy oWmer Received by:C_,_%, +, REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS 4/ ( 04).0/ k' A, Summary of RevisiA (tAritm n i�-(,(, gol t\\ b . on. $� Received by: adho Icu.k,,.,,,.e (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: Received by: (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) r City of Tukwila REVISION SUBMITTAL Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.TukwilaWA.gov Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: S1/4 /2Y/' Plan Check/Permit Number: O!? - 0,2-F ❑ Response to Incomplete Letter # ❑ Response to Correction Letter # Revision # 4_ after Permit is Issued E Revision requested by a City Building Inspector or Plans Examiner • Deferred Submittal # Project Name: - 5-3 b e,4 o,,S-e Project Address: c' 72-c G . //4 ;AA/ t,/,- - S./ 7k'/ J `?"Y/a Contact Person: //1Cf ±'r /`io°Sf Phone Number: 26C 8S'.Z--4141$S'— Summary of Revision: f /e46 e- sem e3-711- cid, S , ih `Y1Gv, ,��D �, St' 1f'S cf Ali 1 i. is re.vr"s ,,/ A ire_ of 444-__. RF ,/3 O 4-6-4_ `,.:1,-.e c t ,,c_ t' -O /c,. t, J,„ ®i . `i'60..- S c.dr,e Sn c e__ 4-k- s s G c2 cog4_(....e_ 6reor9,/e0( p-Rf-K;4Sof p,. V711201s). RECEIVED. AUG 0 9 2018 Sheet Number(s): Sax2._ a-14nc.Led sc."),s,w. c,✓i-f--& 3I� uw, Y "Cloud" or highlight all areas of revision including drevisio Received at the City of Tukwila Permit Center by: [/i- Entered in TRAKiT on 3 l `( W:\Permit Center \Templates\Forms\Revision Submittal Form doc Revised: August 2015, • Date: 117/\17/0 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 submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Plan ChecWPermit NumberDrl' D'�1 ❑ Response to Incomplete Letter # ❑ Response to Correction Letter # ❑ Revision # after Permit is Issued Revision requested by a City Building Inspector or Plans Examiner ❑ Deferred Submittal # Project Name:At4 Project Address: Contact Person: I I� "' 111� Phone NumberW.).`6(01.11,° Summary of Revision: 7N Iii r�� y(/4 19)I IS 1 I C RECEIVED CITY OF TUKWILA DEC 2 0 2018 PERMIT CENTFR Sheet Number(s): "Cloud" or highlight all areas of revision including date of Received at the City of Tukwila Permit Center by: ❑ Entered in TRAKiT on W:\Permit Center \Templates\Forms \Revision Submittal Formdoc Revised: August 2015 ision hr) BOEING COMPANY, THE Hoene Espanol Contact Safety & Health Claims & Insurance Ck Washington State Department of Labor & Industries Search L&I Page 1 of 9 .A -Z Index Help My L&I Workplace Rights Trades & Licensing BOEING COMPANY, THE Owner or tradesperson LOHR, MICHAEL Principals LOHR, MICHAEL, SECRETARY MCNERNEY, W (JAMES), PRESIDENT (End: 01/13/2017) WOLTER, CHRISTOPHER, TREASURER (End: 01/16/2015) READ, PAUL, SECRETARY (End: 02/07/2013) SHRONTZ, F A, SECRETARY (End: 02/07/2013) GIVAN, B E, SECRETARY (End: 02/07/2013) KING, C G, SECRETARY (End: 02/07/2013) BEIGHLE, D P, TREASURER (End: 02/07/2013) COLLINS, T J, TREASURER (End: 02/07/2013) BUDINICH, T M, TREASURER (End: 02/07/2013) WOODARD, R B, TREASURER (End: 02/07/2013) CRUZE, D D, TREASURER (End: 02/07/2013) CONDIT, P M, TREASURER (End: 02/07/2013) WA UBI No. 178 005 030 100 N RIVERSIDE M/C 5003-4027 CHICAGO, IL 60606-1596 312-544-2535 Business type Corporation License Verify the contractor's active registration / license / certification (depending on trade) and any past violations. Construction Contractor Active. Meets current requirements. License specialties GENERAL License no.. BOEINC*294ML Effective --- expiration 07113/1971— 01/18/2019 Bond Help us improve https://secure.lni.wa.gov/verify/Detail.aspx?UBI=178005030&LIC=BOEINC*294ML&SAW= 2/20/2018 BOEING COMPANY, THE FEDERAL INS CO Bond account no. 81312466 $12,000.00 Received by L&I Effective date 01/14/2002 01/01/2002 Expiration date Until Canceled Insurance Ace American Insurance Company $10,000,000.00 Policy no. HDOG27870442 Received by L&I Effective date 10/06/2017 10/01/2017 Expiration date 10/01/2018 Insurance history Savings No savings accounts during the previous 6 year period. Lawsuits against the bond or savings No lawsuits against the bond or savings accounts during the previous 6 year period. L&I Tax debts No L&I tax debts are recorded for this contractor license during the previous 6 year period, but some debts may be recorded by other agencies. License Violations No license violations during the previous 6 year period. Workers' comp Do you know if the business has employees? If so, verify the business is up-to-date on workers' comp premiums. This company has multiple workers' comp accounts. Active accounts L&I Account ID 700,216-00 Doing business as BOEING COMPANY THE Estimated workers reported N/A L&I account contact (360)902-4817 Track this contractor Self Insured. This business is certified to cover its own workers' comp costs. No premiums due. Public Works Strikes and Debarments Verify the contractor is eligible to perform work on public works projects. Contractor Strikes No strikes have been issued against this contractor. Contractors not allowed to bid No debarments have been issued against this contractor. Workplace safety and health Check for any past safety and health violations found on jobsites this business was responsible for. Inspection results date 07/31/2017 Inspection no. 317945013 Location 3003 W Casino Rd Everett, WA 98203 No violations Page 2 of 9 Help us improve https://secure.lni.wa.gov/verify/Detail.aspx?UBI=178005030&LIC=BOEINC*294ML&SAW= 2/20/2018 BOEING COMPANY, THE Inspection results date 07/07/2017 Inspection no. 317945444 Location 3003 W Casino Rd Everett, WA 98203 No violations Inspection results date 05/10/2017 Inspection no. 317944514 Location 3003 W Casino Rd Everett, WA 98203 Inspection results date 04/21/2017 Inspection no. 317944148 Location 737 Logan Ave. N. Renton, WA 98055 No violations Violations Inspection results date 03/14/2017 Inspection no. 317943931 Location 3003 W Casino Rd Everett, WA 98203 Inspection results date 10/13/2016 Inspection no. 317940860 Location 7755 E. Marginal Way Seattle, WA 98108 Violations No violations Inspection results date 10/04/2016 Inspection no. 317942065 Location 3003 W Casino Rd Everett, WA 98203 Violations Inspection results date 09/09/2016 Inspection no. 317941079 Location 2400 Perimeter Rd Auburn, WA 98001 No violations Page 3 of 9 Help us improve https://secure.lni.wa.gov/verify/Detail.aspx?UBI-178005030&LIC=BOEINC*294ML&SAW= 2/20/2018 • BOEING COMPANY, THE Inspection results date 06/01/2016 Inspection no. 317940136 Location 3003 W Casino Rd Everett, WA 98203 Inspection results date 03/25/2016 Inspection no. 317939415 Location 3003 W Casino Rd Everett, WA 98203 No violations No violations Inspection results date 03/07/2016 Inspection no. 317939171 Location 2400 Perimeter Rd Auburn, WA 98001 No violations Inspection results date 02/24/2016 Inspection no. 317938546 Location 3003 W Casino Rd Everett, WA 98203 Violations Inspection results date 12/16/2015 Inspection no. 317937871 Location 701 1st Avenue North Algona, WA 98001 Inspection results date 07/30/2015 Inspection no. 317936638 Location 3003 W Casino Rd Everett, WA 98203 No violations No violations Inspection results date 07/27/2015 Inspection no. 317936709 Location 700 15th St SW Auburn, WA 98002 No violations Inspection results date 07/01/2015 No violations Page 4 of 9 Help us improve https://secure.lni.wa.gov/verify/Detail.aspx?UBI=178005030&LIC=BOEINC*294ML&SAW= 2/20/2018 BOEING COMPANY, THE Inspection no. 317936252 Location 18001 Canyon Road E Puyallup, WA 98371 Inspection results date 06/15/2015 Inspection no, 317935564 Location 18001 Canyon Rd E Puyallup, WA 98373 Inspection results date 03/17/2015 Inspection no. 317613784 Location 3003 W Casino Rd Everett, WA 98203 Inspection results date 01/29/2015 Inspection no. 317615136 Location 17-06 Bldg. Auburn, WA 98001 Inspection results date 12/24/2014 Inspection no. 317583854 Location 2400 Perimeter Rd Auburn, WA 98001 Inspection results date 12/05/2014 Inspection no. 317607786 Location 800 N. 6th St Renton, WA 98055 Inspection results date 11/19/2014 Inspection no. 317382018 Location 3003 W Casino Rd Everett, WA 98203 Inspection results date 11/13/2014 Inspection no. 317606580 No violations No violations No violations No violations Violations Violations No violations Page 5 of 9 Help us improve https://secure.lni.wa.gov/verify/Detail.aspx?UBI=178005030&LIC=BOEINC*294ML&SAW= 2/20/2018 BOEING COMPANY, THE Location 7742 East Marginal Way S Seattle, WA 98108 Inspection results date 11/06/2014 Inspection no. 317385177 Location 3003 W Casino Rd Everett, WA 98203 Violations Inspection results date 09/10/2014 Inspection no. 317385409 Location 18001 Canyon Rd E Puyallup, WA 98375 Inspection results date 08/20/2014 Inspection no. 317400943 Location 2400 Perimeter Rd Auburn, WA 98001 No violations Inspection results date 08/04/2014 Inspection no. 317319127 Location 18001 Canyon Road E Puyallup, WA 98371 Violations No violations Inspection results date 07/15/2014 Inspection no. 317381622 Location Park Avenue, Bldg 41 2 Renton, WA 98055 No violations Inspection results date 06/24/2014 Inspection no. 317298792 Location 3003 W Casino Rd Everett, WA 98203 Violations Inspection results date 06/12/2014 Inspection no. 316964311 Location No violations Page 6 of 9 Help us improve https://secure.lni.wa.gov/verify/Detail.aspx?UBI=178005030&LIC=BOEINC*294ML&SAW= 2/20/2018 BOEING COMPANY, THE 3003 West Casino Road Everett, WA 98203-1910 Inspection results date 06/12/2014 Inspection no. 316973932 Location 3003 West Casino Road Everett, WA 98203-1910 No violations Inspection results date 01/09/2014 Inspection no. 316895937 Location 2400 Perimeter Rd Auburn, WA 98002 Violations Inspection results date 10/25/2013 Inspection no. 316848662 Location Park Avenue, Bldg 41.2. Renton, WA 98055 Inspection results date 10/08/2013 Inspection no. 316854975 Location 3003 West Casino Road Everett, WA 98203-1910 Violations Violations Inspection results date 07/03/2013 Inspection no. 316776152 Location 3003 W Casino Rd Everett, WA 98204 Inspection results date 07/01/2013 Inspection no. 316580729 Location Fabrication Division Auburn, WA 98002 Inspection results date 06/14/2013 Inspection no. 316576222 Location N Boeing Field PS Paint Hanger Seattle, WA 98124 Violations Violations Violations Page 7 of 9 Help us improve https://secure.lni.wa.gov/verify/Detail.aspx?UBI=178005030&LIC=BOEINC*294ML&SAW= 2/20/2018 BOEING COMPANY, THE Page 8 of 9 Inspection results date 05/13/2013 Inspection no. 316739846 Location 3003 W Casino Rd Everett, WA 98203 Inspection results date 03/04/2013 Inspection no. 316581305 Location 2400 Perimeter Rd Auburn, WA 98001 Inspection results date 01/31/2013 Inspection no. 316554260 Location 800 Logan Ave N Bldg 21 Renton, WA 98055 No violations No violations No violations • Inspection results date 12/11/2012 Inspection no. 316537158 Location 3003 W Casino Rd Everett, WA 98203 Violations Inspection results date 12/07/2012 Inspection no. 316535459 Location 700 15th St SW Auburn, WA 98002 No violations Inspection results date 09/12/2012 Inspection no. 315954719 Location 3003 West Casino Road Everett, WA 98204-1910 Violations Inspection results date 07/06/2012 Inspection no. 315789933 Location 3003 West Casino Road Everett, WA 98204-1910 Violations Help us improve https://secureini.wa.gov/verify/Detail.aspx?UBI=178005030&LIC=BOEINC*294ML&SAW= 2/20/2018 BOEING COMPANY, THE Page 9 of 9 Inspection results date 04/19/2012 Inspection no. 315921460 Location 9725 East Marginal Way S Tukwila, WA 98108 Inspection results date 04/02/2012 Inspection no. 315675629 Location 3003 W Casino Rd Everett, WA 98203 Inspection results date 03/26/2012 Inspection no. 315582593 Location 3003 W Casino Rd Everett, WA 98203 Violations No violations No violations © Washington State Dent. of Labor & Industries. Use of this site is subject to the laws of the state of Washington. Help us improve https://secure.lni.wa.gov/verify/Detail.aspx?UBI=178005030&LIC=BOEINC*294ML&SAW= 2/20/2018 33.5 COvPOSTE 'OOF RANI SCALE: 1/16" = 1 -0" RDC) F 3" ,"ENT TO ROOF --- (3) ROWS OF 16"x 1 CONCRETE PATIO BLOCKS 1 /2. VENT TO SLOPE n VENT TO ROOF DRAIN )F :)RAIN ROOF DRAIN VENT TO HOOF -- OVERFLOW `-- O L' \ LO'N 'ad BALLASTED PROTECTED MEMBRANE :ER>r'`:%ate Y - _ ROOFING ---1 1 VENT TO ROOF 9-47 BLDG ONE OF EXISTING 'STI'G CONCRETE PATIO P OCKS 6 ROOF ACCESS COOLING TOWER LECE\D/SOHEULE: GE\ PAL OTES: 1. SEE GENERAL ARCHITECTURAL NOTES "GAN" ON DRAWING TWR1A1 FOR ADDITIONAL INFORMATION. 2. SEE GENERAL STRUCTURAL NOTES "GSN" ON DRAWING TWRS2 FOR ADDITIONAL INFORMATION. 3. SEE STRUCTURAL, MECHANICAL AND ELECTRICAL DRAWINGS FOR ADDITIONAL INFORMATION. 50'-0" CLEAR ACCESS IN A 360 DEGREE CIRCLE TO PLACE POINT SOURCES FOR ANTENNAS. SEE ARCHITECTURAL DRAWINGS FOR ADDITIONAL INFORMATION NEW WALKING SURFACE PER ARCHITECTURAL DRAWINGS. 6 > SERIES M VERTICAL RECIPROCATING CONVEYOR (VRC) LIFT BY PFLOW OR PRE—APPROVED EQUIVALENT. INTERIOR DIMENSIONS OF THE CARRIAGE SHALL BE 48"x60"x84" TALL (MINIMUM). VRC SHALL HAVE A MINIMUM RATED CAPACITY OF 1,000 LBS. PROVIDE RUBBERIZED OR PADDED FLOORS AND SIDE WALLS INSIDE CARRIAGE FOR PROTECTION OF LIFTED ITEMS. PROVIDE A REINFORCED CONCRETE FOUNDATION ANI REVISE THE CONFIGURATION OF THE EXISTING SIDEWALK AS SHOWN IN SECTION A/TWRS503, AND PROVIDE BRACING TO THE EXISTING 09-53 BUILDING STRUCTURE. BRACING ATTACHMENT AT THE EXISTING BUILDING UPPER FLOOR LEVEL SHALL BE PER DETAIL 4/TWRS507, AND BRACING ATTACHMENT AT THE EXISTING BUILDING ROOF LEVEL SHALL BE PER DETAIL 5/TWRS507. LOCATE THE VRC IN THE NORTH/SOUTH DIRECTION AT MID—POINT BETWEEN THE EXISTING WIDE FLANGE STEEL COLUMNS FOR THE 9-47 BUILDING SUPPORT TOWER FRAME. EXACT LOCATION TO BE COORDINATED UPON RECEIPT OF VRC SHOP DRAWINGS. VERIFY EXACT REQUIREMENTS AND CONFIGURATION WITH MANUFACTURER. 4" ROOF O . PAINS ROOF ACCTOWER COOLING ALLASTED PROTECTED 'EMBRAN- ROOFING ENLARGED ROOF FRAMING PLAN — LOW S3 S451 ENLARGED �■ FLOOR FRAMING PLAN S3 TWRS 110 SURE —BALLASTED PROTECTED _., MEMERANE =FN \G PLA\ 1 S3 i1 FILE COPD r� Permit No. O e Plan review approval is subject to errors and omissions. A. *royal of construction documents does riot autnoriz the violation of any adopted code or ordinance ' eceipt of approved Field Copy and owiedged: By. Date: REVISIONS 0_ c No changes snail be made t0"tPe of work without prtor aporoval of the Tukwila Building Division. NOTE: Revisions will require a new plan submittal and may include additional plan review. City of Tukwila BUILDING DIVISION Pi-jreor- 1_.;FT" CO\STUCTIO\ \CIES: 1. CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND ELEVATIONS OF EXISTING CONSTRUCTION WHICH AFFECT NEW CONSTRUCTION PRIOR TO SUBMITTAL OF SHOP DRAWINGS. SHOP DRAWINGS WITHOUT FIELD VERIFICATION OF DIMENSIONS SHALL BE REJECTED. EFHE\CE NAWI\GS: 09-53—RFA160 FOR PARTIAL ROOF PLAN 09-53—RFS161 FOR PARTIAL ROOF FRAMING PLAN -114 FIEQ E - 1(Y 6145 REVIEWED FOR I tpe-id s 6a Iu4" CODE COMPLIANCE o APPROVED 0 DEC 18 Int ve City of Tukwila BUILDING DIVISION 1/6 5ue#wt env: T04 5 DI7•oap7 VRC COORDINATION DECEMBER 5, 2018 1') SITTS & HILL ENGINEERS, INC. CIVIL • STRUCTURAL • SURVEYING 4815 CENTER STREET I TACOMA, WA. 98409 PHONE: (253) 474-9449 I FAX: (253) 474-9449 http:/hvww.sitts-hill-engineers.com/ Project No.: 18000 Project Mgr.: BKL Proj. Engineer: BRL Proj. Drafter: SLM REVISION BY APPROVED DATE SYM REVISION BY APPROVED DATE RELOCATE DOGHOUSE TO BUILDING 9-53 DOGHOUSE DCN #01 DOGHOUSE DCN #03 VRC COORDINATION 33447-05 SITTS 33447-05 SITTS 33447-05 SITTS 33447-05 SITTS BRL BRL BRL BRL 03.09.18 06.08.18 08.07.18 12.05.18 ACCEPTABILITY THIS DESIGN AND/OR SPECIFICATION IS APPROVED APPROVED BY DEPT. DATE DRAWN S. McCarthy CHECKED B. Labrecque ENGINEER B. Labrecque CHECKED B. Leslie DATE 08.09.17 08.09.17 SUBTITLE COMPOSITE ROOF FRAMING PLAN CURRENT REVISION 33447-05 SYMBOL DATE 12.05.18 08.09.17 08.09.17 APPROVED APPROVED TITLE STRUCTURAL RELOCATE DOGHOUSE TO BUILDING 9-53 BUILDING 09-53 DD -G/-2-11 DEV. CENTER, WA SHEET TWRS3 JOB NO. 33447-05 COMP NO. DWG NO. 09-053-TWRS3 SYM CURB AT FACE BUILDING 1/TWRS503 — CURB AT VRC FREIGHT LIFT BY PFLOW INDUSTRIES OR APPROVED EQUIVALENT — SEE SHEET TWRS3 FOR ADDITIONAL INFORMATION PROVIDE AND INSTALL (4) 5/8" DIAMETER ASTM F1554 GRADE 36 ANCHORS SET IN HILTI HIT—HY 200 ADHESIVE, EMBED 8" MINIMUM AT EACH VRC COLUMN BASE PLATE — COORDINATE EXACT LAYOUT WITH VRC BASE PLATE PROVIDED BY VRC MANUFACTURER OF EXISTING PER DETAIL INTERRUPT FOUNDATION 6'-0" x 8'-0" x 1'-6" DEEP CONCRETE MAT FOUNDATION TO SUPPORT PROPOSED VRC —J C-) e N CUT OUT EXISTING SIDEWALK 12'-6" ON EITHER SIDE OF THE PROPOSED CONCRETE FOUNDATION — REPLACE WITH 5'-0" DEPRESSED INTEGRAL CURB AND SIDEWALK AND 7-6" RAMP TO EXISTING SIDEWALK — SEE DETAIL 1/TWRS503 FOR ADDITIONAL INFORMATION //\\ \/ /7\ /\\ \/\ \// X\/. \i </<\ HEIGHT LIFT FOU\DATI SCALE: 1" = 1'-0" SECTIO\ 5'-0" /2 5'-0" 6"x12" DEEP CONC. CURB AT FACE OF EXISTING BUILDING. MATCH TOP OF CURB TO TOP OF RAMP. END CURB AT TOP OF RAMP 3/8" EXPANSION JOINT (TYP.) (SEE DETAIL 2/TWRS503) EXISTING ASPHALT DEPRESSED INTEGRAL CURB & SIDEWALK AT LANDING 5.5' MIN. FLUSH W/ A.C. PAVEMENT EXISTING ASPHALT PAVEMENT SECTION A—A MONOLITHIC CURB AND SIDEWALK LIGHT DUTY CONCRETE PAVEMENT PER DETAIL 3/TWRS503 DAALLEL CUR S SCALE: N.T.S. REVISION AMP DETAIL EXISTING SIDEWALK TROWEL PERIMETER TO 4" WIDE SMOOTH SURFACE, TYP. BY APPROVED DATE SYM TWRS503 CONTRACTION JOINT DETAIL JOINT SEALANT, SEE NOTE 2 3/8" TO 1/2" R. <7 3/8" PREMOLDED JOINT FILLER, SEE NOTE 1 EXPANSION JOINT DETAIL LIGHT D CO\C SCALE: N.T.S. REVISION JTY =TE PAVI\G JOI\ 3/8" TO 1/2" R. T DETAIL NOTES: 1. PRE—MOLDED JOINT FILLER SHALL BE PER WSDOT SPECIFICATION SECTION 9-04.1(2). 2. JOINT SEALANT SHALL BE DOW CORNING "890—SL", (JET FUEL RESISTANT), OR APPROVED EQUAL. BY APPROVED DATE -- RELOCATE DOGHOUSE TO BUILDING 9-53 33447-05 SITTS BRL 03.09.18 A DOGHOUSE DCN #01 B VRC ANCHORAGE COORDINATION 33447-05 33447-05 SITTS SITTS BRL BRL 06.08.18 11.01.18 SEE DETAIL 2/TWRS503 FOR CONTRACTION AND EXPANSION JOINTS 4" THICK LIGHT DUTY CONCRETE (3000 PSI MIN.) AND BRUSHED FINISH 4" CRUSHED SURFACING TOP COURSE PER WSDOT 9-03.9(3), COMPACTED TO 95% MAX. DENSITY 1.7% SLOPE TOWARD CURB OR PAVEMENT r, LIGHT DUTY (2 CC\CETE PAVE TWRS503 SCALE: N.T.S. V E\T DETAIL SUITABLE PREPARED SUBGRADE, COMPACT UPPER 1 FOOT TO 90% MAXIMUM DENSITY PER ASTM D1557 ACCEPTABILITY THIS DESIGN AND/OR SPECIFICATION IS APPROVED DRAWN S. McCarthy APPROVED BY DEPT. DATE CHECKED B. Labrecque ENGINEER B. Labrecque CHECKED B. Leslie DATE 08.09.17 08.09.17 SUBTITLE �3 TWRS503 D� REVSD (A TWRS3111NRS503 VRC COORDINATION DECEMBER 5, 2018 MISC SECTIONS AND DETAILS SITTS & HILL ENGINEERS, INC. CIVIL • STRUCTURAL • SURVEYING 4815 CENTER STREET I TACOMA, WA. 98409 PHONE: (253) 474.9449 I FAX: (253) 474-9449 http://www.sitts-hill-engineers.com/ Project No.: 18000 Project Mgr.: BKL Proj. Engineer: BRL Proj. Drafter: SLM CURRENT REVISION SYMBOL 33447-05 3 DATE 11.01.18 08.09.17 08.09.17 APPROVED APPROVED TITLE STRUCTURAL RELOCATE DOGHOUSE TO BUILDING 9-53 BUILDING 09-53 SHEET TWRS503 JOB NO. 33447-05 COMP NO. DEV. CENTER, WA DWG NO. 09-053-TWRS503 10:59:12 PM SMCCARTHY: 8/16/2017 NOTE: A. ROOF SURFACE NOT SHOWN FOR CLARITY. 1" DEEP x 3/4" x 4" RECTANGULAR MESH FRP MOUNDED GRATING BY FIBER GRATE OR PRE—APPROVED EQUIVALENT, ATTACH TO SUPPORT BLOCKS WITH STAINLESS STEEL M CLIPS BY GRATING SUPPLIER, USE 1/4" DIA. STAINLESS STEEL WOOD SCREW, EMBED 1/2" IN BLOCK 1"x5 1/2" (NOMINAL) x FULL WIDTH OF GRATING SECTION SOLID COMPOSITE LUMBER DECKING BOARD SUCH AS MOISTURE SHIELD OR PRE—APPROVED EQUIVALENT, SLOPE CUT BOTTOM FACE OF DECKING BOARD TO MATCH EXISTING ROOF PROFILE SUPPCT AT ELEVATED SCALE: N.T.S. PATH AT GRATING ENDS, LOCATE CENTER OF PANEL TO PANEL JOINT ON CENTERLINE OF SUPPORT BLOCKS PROVIDE BUILT—UP COMPOSITE LUMBER DECKING BOARDS TO ACHIEVE REQUIRED TOP OF GRATING ELEVATION — BOARDS MAY BE COMBINATION OF 1"x5 1/2" (NOMINAL), 5/4"x6" (NOMINAL) OR 2"x6" (NOMINAL) DETAIL (--f RFA160 TWRS507 SUPPO SCALE: N.T.S. NOTE: A. ROOF SURFACE NOT SHOWN FOR CLARITY. 1" DEEP x 3/4"x4" RECTANGULAR MESH FRP MOLDED GRATING BY FIBERGRATE OR PRE—APPROVED EQUIVALENT — ATTACH TO SUPPORT BLOCKS WITH STAINLESS STEEL M CLIPS BY GRATING SUPPLIER — USE 1/4" DIAMETER STAINLESS STEEL WOOD SCREWS, EMBED 1/2" IN BLOCK AT ELEVATED CA ATTACH COMPOSITE LUMBER BOARDS WITH #10 STAINLESS STEEL WOOD SCREWS AT 12" O.C., STAGGERED AND COUNTERSUNK — APPLY CONSTRUCTION ADHESIVE BETWEEN BOARDS 1"x5 1/2" (NOMINAL) x FULL WIDTH OF GRATING SECTION SOLID COMPOSITE LUMBER DECKING BOARD SUCH AS MOISTURESHIELD OR PRE—APPROVED EQUIVALENT — SLOPE CUT BOTTOM FACE OF DECKING BOARD TO MATCH EXISTING ROOF PROFILE PATH DETAIL X21 RFA160 TWRS507 1" DEEP x 3/4"x4" RECTANGULAR MESH FRP MOLDED GRATING BY FIBERGRATE OR PRE—APPROVED EQUIVALENT — ATTACH TO SUPPORT BLOCKS WITH STAINLESS STEEL M CLIPS BY GRATING SUPPLIER — USE 1/4" DIAMETER STAINLESS STEEL WOOD SCREWS, EMBED 1/2" IN BLOCK - 6"x6"x3/8" FRP ANGLE AT EDGE OF FRP GRATING — NOTCH BOTTOM FLANGE AS REQUIRED AT COMPOSITE LUMBER SUPPORT BLOCKS — ATTACH TO FRP GRATING WITH STAINLESS STEEL M CLIPS 1"x5 1/2" (NOMINAL) SOLID COMPOSITE LUMBER BASE — ATTACH TO BUILT—UP SECTION WITH #10 STAINLESS STEEL WOOD SCREWS AT 12" O.C., STAGGERED AND COUNTERSUNK — APPLY CONSTRUCTION ADHESIVE TO JOINT SUPPORT AT ELEVATED SCALE: N.T.S. CAT PATH DETAIL 1" DEEP x 3/4"x4" RECTANGULAR MESH FRP MOLDED GRATING BY FIBERGRATE OR PRE—APPROVED EQUIVALENT — ATTACH TO SUPPORT BLOCKS WITH STAINLESS STEEL M CLIPS BY GRATING SUPPLIER — USE 1/4" DIAMETER STAINLESS STEEL WOOD SCREWS, EMBED 1/2" IN BLOCK - (3) 2"x8" (NOMINAL) SC DECKING BOARDS SUCH PRE—APPROVED EQUIVAL BOTTOM TO MATCH EXISTING ROOF PROFILE ATTACH BOARDS SIM TO 2/TWRS507 I+ I l IUD COMPOSITE LUMBER AS MOISTURESHIELD OR FNT — cI 11PF ('.IIT NOTE: A. ROOF SURFACE NOT SHOWN FOR CLARITY. (3) 2"x8" (NOMINAL) SOLID COMPOSITE LUMBER DECKING BOARDS SUCH AS MOISTURESHIELD OR PRE—APPROVED EQUIVALENT — SLOPE CUT BOTTOM TO MATCH EXISTING ROOF PROFILE — ATTACH BOARDS SIM TO 2/TWRS507 1"x5 1/2" (NOMINAL) SOLID COMPOSITE LUMBER BASE — ATTACH TO BUILT—UP SECTION WITH #10 STAINLESS STEEL WOOD SCREWS AT 12" O.C., STAGGERED AND COUNTERSUNK — APPLY CONSTRUCTION ADHESIVE TO JOINT (31 RFA160 TWRS507 EXISTING 3 5/8" 20 GAGE METAL STUDS AT 24" O.C. FILLED WITH ACOUSTIC BATT INSULATION (FIELD VERIFY) EXISTING 3" DEEP METAL SIDING AS OCCURS BOND EXISTING FOIL BACK GYPSUM WALLBOARD TO VRC CHANNEL BRACE WITH RF FOIL TAPE EXISTING CONCRETE TOPPED METAL DECK (6" TOTAL DEPTH) 22 GAGE COATED METAL STRIP DRIP FLASHING AT PENERATION EXTERIOR SEALANT AT VRC BRACE PENETRATION, FULL PERIMETER C4 STEEL CHANNEL BRACE FROM VRC. COORDINATE EXACT BRACE LOCATION WITH VRC MANUFACTURER METAL SIDING (TO MATCH THICKNESS, PROFILE, AND FINISH OF EXISTING SIDING) AROUND CHANNEL BRACE. INSTALL IN TWO (2) PIECES TO FIT SNUGLY AROUND CHANNEL BRACE. LAP AND ATTACH TOGETHER WITH #12 SCREWS WITH NEOPRENE GASKET BOND VRC CHANNEL BRACE TO EXISTING SIDING (SMOOTH BACKSIDE) WITH RF FOIL TAPE EXISTING GIRT CAVITY (GIRTS NOT SHOWN FOR CLARITY) VRC 3 AC= TO FLOO 3EAV DETAIL EXISTING W24 WIDE FLANGE STEEL FLOOR BEAM AS OCCURS 3/16 V ACOUSTICAL CAULKING FULL DEPTH OF GWB, FULL PERIMETER OF VRC CHANNEL BRACE EXISTING 5/8" THICK FOIL BACKED GWB EXISTING 1/2" THICK SOUND DEADENING GWB 4 SCALE: N.T.S. TWRS3, TWRS50LTWRS507 VRC BRACING MEMBER AS OCCURS. ADJUST BRACE AS REQUIRED TO ACCOMMODATE ADDITIONAL HSS BRACE CUT DOWN EXISTING SHEET METAL PARAPET TO ACCOMMODATE VRC THRESHOLD ANGLE. PROVIDE 20 GAGE SHEET METAL FLASHING CAP WITH DRIP EDGES, BOTH SIDES. TOP OF CAP AT ELEVATION 143'-6 1/4" (1/2" BELOW TOP OF VRC WALKWAY PATH). TAKE STEPS AS REQUIRED TO PROTECT EXISTING RF SHIELDING ELEMENTS. L12x12x3/8 STEEL ANGLE THRESHOLD. ANGLE SHALL WELD TO HSS BRACE AT VRC SIDE AND BEAR ON VRC WALKWAY PATH AT BUILDING SIDE. CONTINUE ANGLE 6" BEYOND HSS BRACE ELEMENTS. VRC GATE POSTS MAY BE WELDED TO TOP OF THRESHOLD ANGLE (NOT SHOWN FOR CLARITY) 3/16 HSS6x2x1/4 TUBE STEEL BRACE, ATTACH TO STEEL THRESHOLD ANGLE AT BUILDING SIDE AND TO VERTICAL VRC COLUMN AT OPPOSITE SIDE TOS=143'-6 5/8" HSS6x2x1/4 TUBE STEEL COLUMN BETWEEN HSS BRACES TYP. HSS TO HSS WELDED CONNECTION 3/16 / TOP OF ANGLE= 143'-7 1/8" TOP OF PARAPET= 143'-6 1/4" /// TOS=142'-5" HSS6x2x1/4 TUBE STEEL BRACE, ATTACH TO EXISTING WIDE FLANGE STEEL ROOF BEAM AT BUILDING SIDE AND TO VERTICAL VRC COLUMN AT OPPOSITE SIDE VRC BRACING MEMBER AS OCCURS VRC CO\\ECTIO\ EXISTING 3" DEEP METAL SIDING AS OCCURS. SEE DETAIL 4/TWRS507 FOR PENETRATION AND FLASHING INFORMATION AT VRC BRACE (NOT SHOWN FOR CLARITY). AT GOOF LEVEL DETAIL EXISTING C8x11.5 STEEL CHANNEL OUTRIGGER AS OCCURS L4x4x4x1/4 EXISTING STEEL PERIMETER ANGLE AS OCCURS EXISTING SINGLE PLY ROOFING MEMBRANE OVER RIGID INSULATION AS OCCURS TOP OF GRATING=143'-6 3/4" (FIELD VERIFY) VRC WALKWAY PATH (FRP GRATING OVER COMPOSITE LUMBER SLEEPERS) EXISTING (2) LAYERS OF 1/8"x24 GAGE GALVANIZED HDWR CLOTH WITH 1/8"x1" FLAT BAR AT ENDS (RF SHIELD). RELOCATE FLAT BAR CONNECTION POINTS AS REQUIRED TO ACCOMMODATE PARAPET RECONFIGURATION EXISTING 3" DEEP ROOF DECK AS OCCURS EXISTING W14x22 WIDE FLANGE STEEL ROOF JOIST AS OCCURS EXISTING W21x44/W18x35 WIDE FLANGE STEEL ROOF PERIMETER BEAM AS OCCURS. STEEL BUILDING COLUMN BEYOND NOT SHOWN FOR CLARITY REVISION 5 SCALE: N.T.S. TWRS3 TWRS507 VRC COORDINATION DECEMBER 5, 2018 SITTS & HILL ENGINEERS, INC. CIVIL • STRUCTURAL • SURVEYING 4815 CENTER STREET I TACOMA, WA. 98409 PHONE: (253) 474-9449 I FAX: (253) 474-9449 http://www.sitts-hill-engineers.com/ Project No.: 18000 Project Mgr.: BKL Proj. Engineer: BRL Proj. Drafter: SLM SYM REVISION BY APPROVED DATE SYM REVISION BY APPROVED DATE DOGHOUSE DCN #02 33447-05 SITTS BRL 07.03.18 A DOGHOUSE DCN #03 33447-05 SITTS BRL 08.07.18 C VRC COORDINATION 33447-05 SITTS BRL 12.05.18 ACCEPTABILITY THIS DESIGN AND/OR SPECIFICATION IS APPROVED DRAWN S. McCarth DATE SUBTITLE 08.09.17 APPROVED BY DEPT. DATE CHECKED B. Labrecque ENGINEER B. Labrec•ue 08.09.17 08.09.17 MISC SECTIONS AND DETAILS CURRENT REVISION 33447-05 SYMBOL 3 DATE 12.05.18 CHECKED B. Leslie APPROVED 08.09.17 APPROVED TITLE RELOCATE DOGHOUSE TO BUILDING 9-53 BUILDING 09-53 STRUCTURAL DEV. CENTER, WA SHEET TWRS507 JOB NO. 33447-05 COMP NO. DWG NO. 09-053-TWRS507 REVISION BO 9/25 3OR \G D B AS v U 0\S OF SFCTO\ WLLAVF TF VER PARCI-L V C TY 3LA\ 7-127 KING COUNTY AIRPORT OFFICE \CENTER (FM) PROJECT SITE FROM DOWNTOWN SEATTLE U U 14-01 900 AIR MUSEUM BOEING FIELD 99 EXIT 158 d EXIT 157 EXIT 157 599 TUKWILA EAST MARGINAL WAY 99 CORPORATE PARK FROM SEATTLE—TACOMA AIRPORT DEVELOP VIE\TAL CE\TES FROM KENT Sc AUBURN 900 NO SCALE BY APPROVED DATE SYM REVISION BY APPROVED 9 D D A A OP \G s U TO A\, V 9 A G A 5J 1 WA" SO 0\ 98' W\S 23 \ORT � \G CO\Tv, WAS BFR 562/1200990 AREA V A D 3UILD1\G A»ESS: 9725 EAST NAKI\AL WAY SOUTH TU <WILA, WASH I\GTO \ PROJECT SITE BLILDI\G 9-53 LOCATIO\ NO SCALE DATE RELOCATE DOGHOUSE TO BUILDING 9-53 33447-05 SITTS BRL 03.09.18 08 RA\CF \CTO\ ACCEPTABILITY THIS DESIGN AND/OR SPECIFICATION IS APPROVED APPROVED BY DEPT. DATE EAST r SE�+T, 4 r1 t �~ , P o if i.'tl t. Liivi i- OU iED FOR: ct4c.°scnanical /{ `,y4:ct ical :umbing QCs Piping Cr4r cf pArii-r:4:1 DIVISION REVISIONS No Ch ages shall bo made to the scope of work witholit prior of proval of 6u'1d ng Division `..a'I r 3 i.♦ Y 9 quii 1i a „'v }3P Wen submittal rid may i.v.4rV rtnreview lees. FILE COPY Permit No. 7 Plan review approval is subject to errors and or n cc ons. Approval of construction documents dcc3 not E .i: ;;' iZ3 the violation cf any adopted code or ordinance. R.o.fpt of approved Field Copy and Conditions is acl ncv: d3zd: Dy: Bate: R Ifo7 20 City of Tukwila BUILDING DIVISION CODS S AR" 9-53 SUMMARY LAND USE CODE BUILDING CODES OCCUPANCY GROUP CONSTRUCTION TYPE FLOOR AREAS: BUILDING FOOTPRINT BUILDING GROSS FIRST FLOOR SECOND FLOOR THIRD FLOOR PENTHOUSE BUILDING HEIGHT STORIES OCCUPANT LOAD: HANDICAPPED REQUIREMENTS FIRE PROTECTION SEISMIC DESIGN CATEGORY TUKWILA MUNICIPAL CODE CHAPTER 18, MIC/H ZONE MAXIMUM HEIGHT 125 FT. 2015 IEBC, R0151 FC, 2015 IBC AS AMENDED, 2015 WASHINGTON STATE ENERGY CODE AND CITY OF TUKWILLA TITLE 16; WAC 51-11 BARRIER FREE CODE AS ADOPTED OR AMENDED, AND COMPLIANCE WITH THE CITY OF TUKWILLA ZONING CODES GROUP B TYPE II—B (ORIGINAL PERMIT AS TYPE II, UBC) SEE ALLOWABLE AREA ANALYSIS, SHEET Al B 54,821 (EXISTING) 97,901 (EXISTING) 54,821 (EXISTING) 43,080 (EXISTING) 880 (PROPOSED) 44 ft (EXISTING); 71'-9"± (PROPOSED — PER IBC 1510.2, HEIGHT GREATER THAN 18 FEET ABOVE ROOF DECK CONSIDERED AN ADDITIONAL STORY); ALLOWABLE = 75 FT. TABLE 504.3 2 (EXISTING); 3 (PROPOSED — PER IBC 1510.2, HEIGHT GREATER THAN 18 FEET ABOVE ROOF DECK CONSIDERED AN ADDITIONAL STORY) REVIEWED FOR CODE COMPLIANCE APPROVED AUG 2 3 2018 City of Tukwila BUILDING DIVISION This plan w as amended ‘fg Struct Non -S.❑ Other;; The project applicable c subject to ti authority. Ti of Record of with the laws Jurisdiction By Co REID MIDL Code Revietit NO CHANGES NON APPLICABLE: IBC1104.4, EXCEPTION 1 FULLY AUTOMATIC, F/S CLASS 1 SPRINKLERS THROUGHOUT D SCOPE OF WORK: THIS PROJECT WILL CONSTRUCT A NEW 1 STORY DOGHOUSE STRUCTURE 880 SQUARE FEET) TO BE LOCATED ON THE ROOF OF BUILDING 9-53. NUMEROUS SYSTEM COMPONENTS FROM BUILDING 18-43 AND 18-61 TO DOGHOUSE. PROVIDE CONNECTION OF RELOCATED SYSTEM COMPONENTS VARIOUS LABS IN BUILDING 9-53 ESTIMATED CONSTRUCTION COST: $1,000,000.00 SEE SHEET 9-53—TWRS2 FOR SPECIAL INSPECTION. SEE SHEET 9-53—TWRA1B FOR CODE ANALYSIS. SEE SHEET 9-53-TWRA1 FOR EXITING ANALYSIS. DEFERRED SUBMITTALS: (APPROXIMATELY RELOCATE THE NEW TO THE REVIEWED is reviewed for general conformance with the following, by the jurisdiction: ral Provisions of the International Building Code ructural Provisions of the International Building Code applicant is responsible for conformance with all >des, conditions of approval, and permit requirements c requirements and interpretations of the governing is review does not relieve the Architect and Engineers the responsibility for Complete design in accordance of the governing jurisdiction and the State of Washington. Cctc l a r- i" v�►l t -R tel- I.-MO— UTON, INC. Consultant Date e 2-2fI RECEIVED CITY OF TUKWILA AUG 0 9 2018 PERMIT CENTER rit- 02 DRAWN S. McCarthy CHECKED B. Labrecque ENCINEER B. Labrecque CHECKED B. Leslie APPROVED APPROVED REVISION NOJ.. DATE 08.09.17 08.09.17 SUBTITLE DESIGN CHANGE NOTICE #03 AUGUST 07, 2018 COVER SHEET 08.09.17 08.09.17 TITLE ARCHITECTURAL RELOCATE DOGHOUSE TO BUILDING 9-53 BUILDING 09-53 DEV. CENTER, WA AUG 15 2013 REID MIDDs,ETON, INC. SITTS & HILL ENGINEERS, INC. CIVIL • STRUCTURAL • SURVEYING 4815 CENTER STREET I TACOMA, WA. 98409 PHONE: (253) 474-9449 I FAX: (253) 474-9449 http://www.sitts-hill-engineers.comi Project No.: 18000 Project Mgr.: BKL Proj. Engineer: BRL Pro j. Drafter: SLM CURRENT REVISION 33447-05 SHEET JOB NO. DWG NO. SYMBOL TWRAO 33447-05 DATE 03.09.18 COMP NO. 09-053—TWRAO 10:59:12 PM SCALE: N.T.S. RECEIVED CITY OF TUKWILA BEVtSIONNO.:L AUG 0 9 2018 PERMIT CENTER SITTS & HILL ENGINEERS, INC. CIVIL • STRUCTURAL • SURVEYING 4815 CENTER STREET PHONE: (253) 474-9449 TACOMA, WA. 98409 FAX: (253) 474-9449 http://www.sitts-hill-engineers.com/ DESIGN CHANGE NOTICE #03 AUGUST 07, 2018 Project No.: 18000 Proj. Engineer: BRL Project Mgr.: BKL Proj. Drafter: SLM REVISION APPROVED REVISION APPROVED RELOCATE DOGHOUSE TO BUILDING 9-53 33447-05 03.09.18 ACCEPTABILITY THIS DESIGN AND/OR SPECIFICATION IS APPROVED APPROVED BY DRAWN S. McCarthy CHECKED B. Labrecque ENCINEER B. Labrecque CHECKED B. Leslie APPROVED APPROVED DATE 08.09.17 08.09.17 08.09.17 08.09.17 SUBTITLE TITLE RENDERINGS CURRENT REVISION 33447-05 SYMBOL 03.09.18 RELOCATE DOGHOUSE TO BUILDING 9-53 BUILDING 09-53 ARCHITECTURAL DEV. CENTER, WA TWRAOA JOB NO. 33447-05 COMP NO. DWG NO. 09-053-TWRAOA REVISION NOLL REVIEWED FOR CODE COMPLIANCE APPROVED AUG 2 3 2018 City of Tukwila BUILDING DIVISION E\IHI\G EVG E'RgE A SCALE: N.T.S. TWRAOB 1 RECEIVED CITY OF TUKWILA AUG 0 9 2018 PERMIT CENTER DESIGN CHANGE NOTICE #03 AUGUST 07, 2018 REVISION APPROVED REVISION APPROVED RELOCATE DOGHOUSE TO BUILDING 9-53 33447-05 03.09.18 ACCEPTABILITY THIS DESIGN AND/OR SPECIFICATION IS APPROVED APPROVED BY DRAWN S. McCarthy CHECKED B. Labrecque ENGINEER B. Labrecque CHECKED B. Leslie APPROVED DATE 08.09.17 08.09.17 08.09.17 08.09.17 SUBTITLE TITLE RENDERINGS REID MIDDLETON, INC SITTS & HILL ENGINEERS, INC. CIVIL • STRUCTURAL • SURVEYING 4815 CENTER STREET I TACOMA, WA. 98409 PHONE: (253) 474-9449 I FAX: (253) 474-9449 http://www.sitts-hill-engineers.com/ Project No.: 18000 Project Mgr.: BKL Proj. Engineer: BRL Proj. Drafter: SLM CURRENT REVISION 33447-05 SYMBOL RELOCATE DOGHOUSE TO BUILDING 9-53 BUILDING 09-53 TWRAOB JOB NO. APPROVED ARCHITECTURAL DEV. CENTER. WA DWG NO. 33447-05 DATE 03.09.18 COMP NO. 09 -053-TWRAOB DET C VISION NO± SCALE: N.T.S. De RECEIVED CITY OF TUKWILA AUG 0 9 2018 PERMIT CENTER DESIGN CHANGE NOTICE #03 AUGUST 07, 2018 REVIEWED FOR CODE COMPLIANCE APPROVED AUG 2 3 2018 City of Tukwila BUILDING DIVISION -,b)EVUEWE IAUG 12 2018 REID MIDDLETON, INC. 1 � 1 TWRAOC SITTS & HILL ENGINEERS, INC. CIVIL • STRUCTURAL • SURVEYING 4815 CENTER STREET I TACOMA, WA. 98409 PHONE: (253) 474-9449 I FAX: (253) 474-9449 http://vAvw.sitts-hill-engineers.com/ Project No.: 18000 Project Mgr.: BKL Proj. Engineer: BRL Proj. Drafter: SLM REVISION BY APPROVED DATE SYM REVISION BY APPROVED DATE RELOCATE DOGHOUSE TO BUILDING 9-53 33447-05 SITTS BRL 03.09.18 ACCEPTABILITY THIS DESIGN AND/OR SPECIFICATION IS APPROVED APPROVED BY DEPT. DATE DRAWN S. McCarthy CHECKED B. Labrecque ENGINEER B. Labrecque CHECKED B. Leslie DATE 08.09.17 08.09.17 SUBTITLE RENDERINGS CURRENT REVISION 33447-05 SYMBOL DATE 03.09.18 08.09.17 08.09.17 APPROVED APPROVED TITLE RELOCATE DOGHOUSE TO BUILDING 9-53 BUILDING 09-53 ARCHITECTURAL DEV. CENTER, WA SHEET TWRAOC JOB NO. 33447-05 COMP NO. DWG NO. 09-053-TWRAOC E\DE�i\ SCALE: N.T.S. G REVISIcHNLf_ RECEIVED CITY OF TUKWILA AUG 09 2018 PERMIT CENTER DESIGN CHANGE NOTICE #03 AUGUST 07, 2018 REVIEWED FOR CODE COMPLIANCE APPROVED AUG 2 3 2018 • City of Tukwila BUILDING DIVISION REID MIDDLETON, INC. SITTS & HILL ENGINEERS, INC. CIVIL • STRUCTURAL • SURVEYING 4815 CENTER STREET 1 TACOMA, WA. 98409 PHONE: (253) 474-9449 1 FAX: (253) 474-9449 http://www.sitts-hill-engineers.coml Project No.: 18000 Project Mgr.: BKL Proj. Engineer: BRL Proj. Drafter: SLM 10:59:12 PM SYM REVISION BY APPROVED DATE SYM REVISION BY APPROVED DATE RELOCATE DOGHOUSE TO BUILDING 9-53 33447-05 SITTS BRL 03.09.18 IFF t lis' ACCEPTABILITY THIS DESIGN AND/OR SPECIFICATION IS APPROVED APPROVED BY DEPT. DATE DRAWN S. McCarthy CHECKED B. Labrecque ENGINEER B. Labrecque CHECKED B. Leslie APPROVED APPROVED DATE 08.09.17 08.09.17 08.09.17 08.09.17 SUBTITLE RENDERINGS CURRENT REVISION 33447-05 SYMBOL DATE 03.09.18 TITLE ARCHITECTURAL RELOCATE DOGHOUSE TO BUILDING 9-53 BUILDING 09-53 DEV. CENTER, WA SHEET TWRAOD JOB NO. 33447-05 COMP NO. DWG NO. 09-053-TWRAOD SMCCARTHY: 8/16/20 LECEv/scHEDuLE: EXISTING EXTERIOR EXIT STAIRWAY TO GRADE 57'± EXISTING EGRESS WALKWAY TO EXISTING EXTERIOR EXIT I STAIRWAY AREA IN SF NUMBER OF OCCUPANTS TO EXIT OCCUPANCY FACTOR PER IBC TABLE 1004.1.2 EXIT (3'-0" WIDE (MIN.) DOOR WITH EXIT DEVICE) NUMBER OF OCCUPANTS TO EXIT EXIT SIGN WITH DIRECTIONAL ARROW (PER 2012 IBC SECTION 1011). CONTRACTOR TO PROVIDE EXIT SIGN PLACEMENT SO THAT NO POINT IN AN EXIT ACCESS CORRIDOR OR EXIT PASSAGEWAY IS MORE THAN 100 FEET OR THE LISTED VIEWING DISTANCE FOR THE SIGN, WHICHEVER IS LESS, FROM THE NEAREST VISIBLE EXIT SIGN. PROVIDE FIRE EXTINGUISHERS THROUGHOUT IN ACCORDANCE WITH 2015 IFC SECTION 906 AND 2010 NFPA 10. MOUNT FIRE EXTINGUISHERS ALONG EGRESS PATHS WHENEVER POSSIBLE WITH TOPS NO MORE THAN 60 INCHES AND BOTTOMS NO LESS THAN 4 INCHES ABOVE THE FLOOR. MINIMUM FIRE EXTINGUISHER RATING IS 3A4OBC. MAXIMUM TRAVEL DISTANCE TO AN EXTINGUISHER IS 75—FEET. EACH UNIT OF "A" MAY COVER UP TO 1500 SQUARE FEET. ADDITIONAL EXTINGUISHERS MAY BE REQUIRED DUE TO SPECIFIC HAZARDS AS OUTLINED IN SECTION 906 OF THE 2015 IFC. EXIT ACCESS TRAVEL 1. THE CONTRACTOR SHALL ENSURE COMPLIANCE WITH CHAPTER 33 OF THE 2015 IFC FOR ALL CONSTRUCTION ACTIVITIES. ADEQUATE FIRE APPARATUS ACCESS SHALL BE PROVIDED TO THE BUILDING AND SITE AT ALL TIMES DURING CONSTRUCTION. THE CONTRACTOR SHALL BE RESPONSIBLE TO ENSURE THE ACCESS IS KEPT CLEAR AT ALL TIMES. CO\STUCTIO\ \OTES: EEEH\C D AWI DISTANCE FROM PENTHOUS MOST REMOTE POINT TO EXISTING EXTERIOR 7' EXIT STAIRWAY = 278'±. SEE DRAWING 1/TWRA1A FOR CONTINUATION AT PENTHOUSE (ALLOWABLE = 300' TABLE 1017.2 IBC) AUG 2 3 2018 REVS J. SITTS & HILL ENGINEERS, INC. CIVIL • STRUCTURAL • SURVEYING 4815 CENTER STREET 1 TACOMA, WA. 98409 PHONE: (253) 474-9449 1 FAX: (253) 474-9449 http://www.sitts-hill-engineers.comi PE\THOJSE EXITI SCALE: 1/16" = 1'-0" \G PLA\ TWRA1 DESIGN CHANGE NOTICE #03 AUGUST 07, 2018 Project No.: 18000 Proj. Engineer: BRL Project Mgr.: BKL Proj. Drafter. SLM REVISION APPROVED REVISION APPROVED RELOCATE DOGHOUSE TO BUILDING 9-53 33447-05 DOGHOUSE DCN #01 33447-05 03.09.18 ACCEPTABI LITY THIS DESIGN AND/OR SPECIFICATION IS APPROVED 06.08.18 APPROVED BY DRAWN S. McCarthy CHECKED B. Labrecque ENGINEER B. Labrecque CHECKED B. Leslie APPROVED APPROVED DATE 08.09.17 08.09.17 08.09.17 08.09.17 SUBTITLE PENTHOUSE EXITING PLAN RELOCATE DOGHOUSE TO BUILDING 9-53 STRUCTURAL BUILDING 09-53 DD -G/-2-11 CURRENT REVISION 33447-05 SYMBOL 06.08.18 SHEET TWRA1 JOB NO. 33447-05 COMP NO. DEV. CENTER, WA DWG NO. 09-053-TWRA1 / EI\LAKED E\T / • •. A. as A.' • .: •14. 41. DOGHOUSE 35C1 EQUIPMENT // CHAMBER/ 0 0 0 0 EXIT 9 35C3 819 100 9 4 1 - LINE OF MAXIMUM EXIT TRAVEL DISTANCE FROM MOST REMOTE POINT TO EXTERIOR EXIT STAIRWAY = 278'± (ALLOWABLE = 300', TABLE 1017.2) OUSE EXITI\G 'LA SEE DRAWING 1/TWRA1 FOR CONTINUATION 1 SCALE: 1/4" = 1'-0" TWRA1 TWRA1A ALLOWA3LE AEA A\ALYSIS REQUIRED PLUMBING FIXTURES: (PER 2012 IBC AND TABLE 2902.1) CLASSIFICATION OCCUPANTS WATER CLOSETS LAVATORIES DRINKING SERVICE FOUNTAINS SINKS TABULAR AREA INCREASE (PROPOSED EQUATION ALLOWABLE Aa = = ALLOWABLE Aa = ALLOWABLE AREA FACTOR 'At' (TABLE 506.2—FOOTNOTE FACTOR DUE TO FRONTAGE 'If' (SECTION 506.3): 30 FT. FRONTAGE ON 4 SIDES — 5-5: If = [F/P-0.25]W/30): AREA (SECTION 506.2.3) At+(Ns x If)] x Sa 69,000 + (23,000 X 0.75)]3 AREA PER STORY [69,000 + (23,000 X 0.75)11 TYPE IIB CONSTRUCTION GROUP B OCCUPANCY "SM"): [1-0.25130/30 = = = 69,000 SF 0.75 258,750 SF 86,250 SF ACTUAL BUILDING AREA AT FIRST STORY = 54,821 SF ACTUAL BUILDING AREA AT SECOND STORY = 43,080 SF PROPOSED BUILDING AREA AT THIRD STORY = 880 SF TOTAL REQUIRED PLUMBING FIXTURES: ACTUAL BUILDING AREA TOTAL (IBC 202) = 98,781 SF 8 FEMALE 8 MALE 3 OCCUPA\T LOAD A\ALYSIS USE PER TABLE 1004.1.2 EXISTING OFFICE BUSINESS): PROPOSED PENTHOUSE (BUSINESS): TOTAL SF 97,901 880 98,781 FACTOR(S) 100 (GROSS) 100 (GROSS) OCCUPANT LOAD 980 9 989 LEGE\D SCHEDULE: EXIT FX 0 0 0 G AREA IN SF NUMBER OF OCCUPANTS TO EXIT OCCUPANCY FACTOR PER IBC TABLE 1004.1.2 EXIT (3'-0" WIDE (MIN.) DOOR WITH EXIT DEVICE) NUMBER OF OCCUPANTS TO EXIT EXIT SIGN WITH DIRECTIONAL ARROW (PER 2012 IBC SECTION 1011). CONTRACTOR TO PROVIDE EXIT SIGN PLACEMENT SO THAT NO POINT IN AN EXIT ACCESS CORRIDOR OR EXIT PASSAGEWAY IS MORE THAN 100 FEET OR THE LISTED VIEWING DISTANCE FOR THE SIGN, WHICHEVER IS LESS, FROM THE NEAREST VISIBLE EXIT SIGN. PROVIDE FIRE EXTINGUISHERS THROUGHOUT IN ACCORDANCE WITH 2015 IFC SECTION 906 AND 2010 NFPA 10. MOUNT FIRE EXTINGUISHERS ALONG EGRESS PATHS WHENEVER POSSIBLE WITH TOPS NO MORE THAN 60 INCHES AND BOTTOMS NO LESS THAN 4 INCHES ABOVE THE FLOOR. MINIMUM FIRE EXTINGUISHER RATING IS 3A4OBC. MAXIMUM TRAVEL DISTANCE TO AN EXTINGUISHER IS 75—FEET. EACH UNIT OF "A" MAY COVER UP TO 1500 SQUARE FEET. ADDITIONAL EXTINGUISHERS MAY BE REQUIRED DUE TO SPECIFIC HAZARDS AS OUTLINED IN SECTION 906 OF THE 2015 IFC. EXIT ACCESS TRAVEL \PAL OTES: 1. THE CONTRACTOR SHALL ENSURE COMPLIANCE WITH CHAPTER 33 OF THE 2015 IFC FOR ALL CONSTRUCTION ACTIVITIES. ADEQUATE FIRE APPARATUS ACCESS SHALL BE PROVIDED TO THE BUILDING AND SITE AT ALL TIMES DURING CONSTRUCTION. THE CONTRACTOR SHALL BE RESPONSIBLE TO ENSURE THE ACCESS IS KEPT CLEAR AT ALL TIMES. CO\STUCTIO\ \OTES: E\CE D SAW I \GS: RLV1SON NO:_[.. RECEIVED CITY OF TUKWILA AUG 09 2018 PERMIT CENTER DESIGN CHANGE NOTICE #03 AUGUST 07, 2018 0 2 REVIEWED FOR CODE COMPLIANCE 4. APPROVED i AUG 2 3 2018 City of Tukwila BUILDING DIVISION 12 SCALE: 1 /4"=1'-0" SITTS & HILL ENGINEERS, INC. CIVIL • STRUCTURAL • SURVEYING 4815 CENTER STREET 1 TACOMA, WA. 98409 PHONE: (253) 474-9449 1 FAX: (253) 474-9449 http:/hvww.sitts-hill-engineers.com/ Project No.: 18000 Project Mgr.: BKL Proj. Engineer: BRL Proj. Drafter: SLM REVISION BY APPROVED DATE SYM REVISION BY APPROVED DATE RELOCATE DOGHOUSE TO BUILDING 9-53 33447-05 SITTS BRL 03.09.18 ACCEPTABILITY THIS DESIGN AND/OR SPECIFICATION IS APPROVED APPROVED BY DEPT. DATE DRAWN S. McCarthy CHECKED B. Labrecque ENGINEER B. Labrecque CHECKED B. Leslie APPROVED APPROVED DATE 08.09.17 08.09.17 SUBTITLE ENLARGED PENTHOUSE EXITING PLAN AND CODE SUMMARY CURRENT REVISION 33447-05 SYMBOL DATE 03.09.18 08.09.17 08.09.17 TITLE ARCHITECTURAL RELOCATE DOGHOUSE TO BUILDING 9-53 BUILDING 09-53 DEV. CENTER, WA SHEET TWRAIA JOB NO. 33447-05 COMP NO. DWG NO. 09-053-TWRA1 A 10:59:12 PM SMCCARTHY: 8/16/2017 PLUv3I\G FIXTURE A\ALYSIS REQUIRED PLUMBING FIXTURES: (PER 2012 IBC AND TABLE 2902.1) CLASSIFICATION OCCUPANTS WATER CLOSETS LAVATORIES DRINKING SERVICE FOUNTAINS SINKS BUSINESS (B): TOTAL=989 494.5 FEMALE 494.5 MALE 50+(494.5-50) 80+(494.5-80) 1+989-30 25 50 10.89 FEMALE 10.89 MALE 40 80 7.18 FEMALE 7.18 MALE 500 = 3 * TOTAL REQUIRED PLUMBING FIXTURES: 11 FEMALE 11 MALE 8 FEMALE 8 MALE 3 ACTUAL PLUMBING FIXTURES PROVIDED: 26 FEMALE 22 MALE 20 URINAL 33 FEMALE 36 MALE * 4 * AS APPROVED BY ORIGINAL BUILDING PERMIT LEGE\D SCHEDULE: EXIT FX 0 0 0 G AREA IN SF NUMBER OF OCCUPANTS TO EXIT OCCUPANCY FACTOR PER IBC TABLE 1004.1.2 EXIT (3'-0" WIDE (MIN.) DOOR WITH EXIT DEVICE) NUMBER OF OCCUPANTS TO EXIT EXIT SIGN WITH DIRECTIONAL ARROW (PER 2012 IBC SECTION 1011). CONTRACTOR TO PROVIDE EXIT SIGN PLACEMENT SO THAT NO POINT IN AN EXIT ACCESS CORRIDOR OR EXIT PASSAGEWAY IS MORE THAN 100 FEET OR THE LISTED VIEWING DISTANCE FOR THE SIGN, WHICHEVER IS LESS, FROM THE NEAREST VISIBLE EXIT SIGN. PROVIDE FIRE EXTINGUISHERS THROUGHOUT IN ACCORDANCE WITH 2015 IFC SECTION 906 AND 2010 NFPA 10. MOUNT FIRE EXTINGUISHERS ALONG EGRESS PATHS WHENEVER POSSIBLE WITH TOPS NO MORE THAN 60 INCHES AND BOTTOMS NO LESS THAN 4 INCHES ABOVE THE FLOOR. MINIMUM FIRE EXTINGUISHER RATING IS 3A4OBC. MAXIMUM TRAVEL DISTANCE TO AN EXTINGUISHER IS 75—FEET. EACH UNIT OF "A" MAY COVER UP TO 1500 SQUARE FEET. ADDITIONAL EXTINGUISHERS MAY BE REQUIRED DUE TO SPECIFIC HAZARDS AS OUTLINED IN SECTION 906 OF THE 2015 IFC. EXIT ACCESS TRAVEL \PAL OTES: 1. THE CONTRACTOR SHALL ENSURE COMPLIANCE WITH CHAPTER 33 OF THE 2015 IFC FOR ALL CONSTRUCTION ACTIVITIES. ADEQUATE FIRE APPARATUS ACCESS SHALL BE PROVIDED TO THE BUILDING AND SITE AT ALL TIMES DURING CONSTRUCTION. THE CONTRACTOR SHALL BE RESPONSIBLE TO ENSURE THE ACCESS IS KEPT CLEAR AT ALL TIMES. CO\STUCTIO\ \OTES: E\CE D SAW I \GS: RLV1SON NO:_[.. RECEIVED CITY OF TUKWILA AUG 09 2018 PERMIT CENTER DESIGN CHANGE NOTICE #03 AUGUST 07, 2018 0 2 REVIEWED FOR CODE COMPLIANCE 4. APPROVED i AUG 2 3 2018 City of Tukwila BUILDING DIVISION 12 SCALE: 1 /4"=1'-0" SITTS & HILL ENGINEERS, INC. CIVIL • STRUCTURAL • SURVEYING 4815 CENTER STREET 1 TACOMA, WA. 98409 PHONE: (253) 474-9449 1 FAX: (253) 474-9449 http:/hvww.sitts-hill-engineers.com/ Project No.: 18000 Project Mgr.: BKL Proj. Engineer: BRL Proj. Drafter: SLM REVISION BY APPROVED DATE SYM REVISION BY APPROVED DATE RELOCATE DOGHOUSE TO BUILDING 9-53 33447-05 SITTS BRL 03.09.18 ACCEPTABILITY THIS DESIGN AND/OR SPECIFICATION IS APPROVED APPROVED BY DEPT. DATE DRAWN S. McCarthy CHECKED B. Labrecque ENGINEER B. Labrecque CHECKED B. Leslie APPROVED APPROVED DATE 08.09.17 08.09.17 SUBTITLE ENLARGED PENTHOUSE EXITING PLAN AND CODE SUMMARY CURRENT REVISION 33447-05 SYMBOL DATE 03.09.18 08.09.17 08.09.17 TITLE ARCHITECTURAL RELOCATE DOGHOUSE TO BUILDING 9-53 BUILDING 09-53 DEV. CENTER, WA SHEET TWRAIA JOB NO. 33447-05 COMP NO. DWG NO. 09-053-TWRA1 A 10:59:12 PM SMCCARTHY: 8/16/2017 GENERAL ARCHITECTURAL NOTES (GAN) BUILDING CODE REFERENCES: ALL CODE REFERENCES HEREAFTER SHALL CORRESPOND TO THE FOLLOWING EDITIONS WITH WASHINGTON AND CITY OF TUKWILA AMENDMENTS TO BE USED, U.N.O.: EDITION CODE 2015 ICC/ANSI A117.1-03 2015 2015 2015 2015 2011 2015 ASCE 41-13 ASCE/SEI 7-10 MATERIAL STEEL WELDING COLD FORMED STEEL INTERNATIONAL BUILDING CODE ACCESSIBLE AND USABLE BUILDINGS AND FACILITIES INTERNATIONAL MECHANICAL CODE INTERNATIONAL FIRE CODE INTERNATIONAL PLUMBING CODE INTERNATIONAL ENERGY CONSERVATION CODE NATIONAL ELECTRICAL CODE INTERNATIONAL FUEL GAS CODE SEISMIC EVALUATION AND RETROFIT OF EXISTING BUILDINGS MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES CODE EDITION 14TH EDITION OF (AISC) STEEL CONSTRUCTION MANUAL. STRUCTURAL WELDING CODE — STEEL, (AWS) D1.1-15. 2012 (AISI) NORTH AMERICAN SPECIFICATION FOR THE DESIGN OF COLD—FORMED STEEL STRUCTURAL MEMBERS STATE OF LOADS: OCCUPANCY CATEGORY = II. SEE "GENERAL STRUCTURAL LOADS" ON SHEET S2 FOR ADDITIONAL DESING LOAD INFORMATION STRUCTURAL STEEL: A ALL CONSTRUCTION SHALL BE PER AISC STEEL CONSTRUCTION MANUAL. ALL STRUCTURAL STEEL WIDE FLANGES SHALL BE ASTM A992 MATERIAL AND OTHER STRUCTURAL STEEL SHAPES SHALL BE ASTM A36 MATERIAL. ANCHOR RODS: ALL ANCHOR RODS SHALL CONFORM TO ASTM F1554, GRADE 36, U.N.O. COLD—FORMED STRUCTURAL STEEL FRAMING: ALL COLD—FORMED STEEL FRAMING SHALL BE FABRICATED AND ERECTED IN ACCORDANCE WITH MANUFACTURER'S RECOMMENDATIONS AND IN ACCORDANCE WITH AISI. INSULATED METAL WALL PANELS: METAL SIDING SHALL BE KINGSPAN "OPTIMO" OR APPROVED 22 GA. SMOOTH G-90 GALVANIZED PRE—PAINTED STEEL (EXTERIOR), 26 GA. NON—EMBOSSED STEEL AZ50 GALVALUME (INTERIOR) FACE. 4" THICKx24" WIDE PANELS, POLYISOCYANURATE CORE 7.2 R—VALUE PER INCH AT 75' F. (VERTICAL ORIENTATION). PANELS SHALL BE ERECTED IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS. METAL PANELS SHALL HAVE DURATECH 5000 COATING; COOL REGAL WHITE COLOR. INCLUDE ALL NECESSARY COMPONENTS, INCLUDING BUT NOT LIMITED TO FLASHING, CLOSURES, SEALANTS, CLIPS, AND FASTENERS. SIDING SHALL BE ATTACHED TO SUPPORT MEMBERS USING FASTENERS AS DETAILED. FLASHING SHALL BE COOL OLD TOWN GRAY. CAPS, STRIPS, AND PLATE: FORM, EAVE AND EDGE STRIPS, FASCIA STRIPS, MISCELLANEOUS FLASHINGS, AND MISCELLANEOUS SHEET METAL ACCESSORIES FROM THE SAME MATERIAL AND GAGE AS THE WALL PANELS. WALL PLATES, BASE ANGLES OR BASE CHANNELS, AND OTHER MISCELLANEOUS FRAMING MEMBERS MAY BE STANDARD STRUCTURAL STEEL SHAPES, OR MAY BE FORMED FROM STEEL NOT LIGHTER THAN 18 GAGE. SEALANT: PROVIDE ELASTOMERIC TYPE SEALANT CONTAINING NO OIL OR ASPHALT. EXPOSED SEALANT SHALL CURE TO A RUBBER LIKE CONSISTENCY. CONCEALED SEALANT MAY BE THE NON—HARDENING TYPE. GASKETS AND INSULATING COMPOUNDS: PROVIDE NON—ABSORPTIVE GASKETS AND INSULATING COMPOUNDS SUITABLE FOR INSULATING CONTACT POINTS OF INCOMPATIBLE MATERIALS. INSULATING COMPOUNDS SHALL BE NON—RUNNING AFTER DRYING. STUDS AND JOISTS: STEEL FOR 14 AND 16 GAGE STUDS, JOISTS AND STRAPS SHALL HAVE A MINIMUM YIELD STRENGTH OF 50 KSI. STEEL FOR ALL 18 AND 20 GAGE STUDS, JOISTS, TRACKS, STRAPS, ACCESSORIES AND BRIDGING SHALL HAVE A MINIMUM YIELD STRENGTH OF 33 KSI. STEEL SHALL BE GALVANIZED AT LOCATIONS EXPOSED TO WEATHER AND WHEREVER NOTED. ALL STUDS SHALL BE SECURELY SEATED FOR FULL END BEARING ON TOP AND BOTTOM TRACK. U.N.O., PROVIDE DOUBLE STUDS AT ALL JAMBS, CORNERS, INTERSECTIONS, BEAM BEARINGS AND JOIST BEARINGS. BRIDGING SHALL BE INSTALLED PER MANUFACTURER'S RECOMMENDATION AT 4'-0" O.C. IN ADDITION, BRIDGING SHALL BE PROVIDED AT ROOF LINES AND ELSEWHERE AS NOTED ON THE DRAWINGS. SOLID BLOCKING SHALL BE INSTALLED IN LIEU OF BRIDGING WHERE NOTED ON THE RAWINGS. COLD—FORMED STUDS, JOISTS AND TRACK SHALL MEET THE MINIMUM SECTION PROPERTIES OF THE STEEL STUD MANUFACTURER'S ASSOCIATION PRODUCT TECHNICAL MANUAL. MEMBERS SHALL HAVE THE FO LO NG INI UM ROP RTI USE TYPE DEPTH (IN) FLANGE (IN) GAGE FY (KSI) SECTION 3 5/8" STUDS (ICD705) S 3 5/8 1 5/8 16 33 362S162-54 3 5/8" TRACKS (ICD705) T 3 5/8 1 1/4 16 33 362T125-54 6" STUDS S 6 1 5/8 18 33 600S162-43 6" TRACKS T 6 1 1/4 18 33 600T125-43 6" JOISTS S 6 2 12 50 600S200-97 8" JOISTS S 8 2 12 50 800S200-97 8" TRACKS T 8 1 1/2 14 50 1000T150-68 GENERAL WELDERS EXPERIENCED IN LIGHT GAGE STRUCTURAL STEEL FRAMING WORK SHALL PERFORM ALL WELDING. DO NOT NOTCH FLANGES OF JOISTS OR STUDS. PROVIDE BLOCKING AT SUPPORTS OF ALL JOISTS. DOUBLE UP STUDS AT JAMBS AND AS REQUIRED UNDER BEAMS IN BEARING WALLS. SPACE STUDS AT 16" 0.C. TYPICAL U.N.O. ATTACHMENT PER TYPICAL DETAILS. SHEAR WALLS: STEEL SHEETS ATTACHED TO COLD FORMED STEEL FRAMING SHALL HAVE A MINIMUM BASE STEEL THICKNESS OF 0.027 INCHES AND BE OF THE FOLLOWING GRADE STEEL: ASTM A1003 STRUCTURAL GRADE 33 TYPE H. BLOCKING OF STUDS IS REQUIRED. SCREWS USED TO ATTACH STEEL SHEETS SHALL BE A MINIMUM OF #8 SCREWS INSTALLED AT 4" 0.C. ALONG THE EDGES AND AT 12" 0.C. IN THE FIELD OF THE PANEL PROTECTIVE COATINGS FOR STEEL: BOLTS: ALL BOLTS SHALL BE GALVANIZED BY THE HOT—DIP GALVANIZING PROCESS IN ACCORDANCE WITH ASTM A153 OR BY COATINGS OF ZINC MECHANICALLY DEPOSITED ON IRON AND STEEL IN ACCORDANCE WITH ASTM B695. AFTER HOT—DIP GALVANIZING, ALL NUTS SHALL BE OVER TAPPED BY 0.021" TO ALLOW INSTALLATION OF GALVANIZED BOLTS. BOLT HOLES SHALL BE CLEARED OF EXCESS ZINC TO ALLOW THE SPECIFIED BOLT CLEARANCES. GALVANIZING SHALL BE PERFORMED IN ACCORDANCE WITH ASTM A123 TO DEPOSIT ZINC (HOT GALVANIZED) COATING ON PRODUCTS FABRICATED FROM ROLLED, PRESSED AND FORGED STEEL SHAPES, PLATES, BARS AND STRIPS. A L TE IOR ST L PE IFI ' TI B G VA"IZEP S ALL B PAI TEP. NI U PA TE) G LVA IZ STEEL EXPOSED TO WEATHER SHALL BE PERMITTED. SEE THE "STEEL COATING" SECTION OF THE GENERAL STRUCTURAL NOTES ON SHEET TWRS2 FOR ADDITIONAL INFORMATION. GENERAL THE CONSTRUCTION DOCUMENTS REPRESENT THE FINISHED STRUCTURE. THEY DO NOT INDICATE THE METHOD OF CONSTRUCTION. THE CONTRACTOR SHALL PROVIDE ALL MEASURES NECESSARY TO PROTECT THE STRUCTURE DURING CONSTRUCTION. SUCH MEASURES SHALL INCLUDE, BUT ARE NOT LIMITED TO BRACING AND SHORING FOR LOADS DUE TO CONSTRUCTION EQUIPMENT, ETC. THE ARCHITECT/ENGINEER SHALL NOT BE RESPONSIBLE FOR THE CONTRACTOR'S MEANS, METHODS, TECHNIQUES, SEQUENCES OR PROCEDURE OF CONSTRUCTION, OR THE SAFETY PRECAUTIONS AND THE PROGRAMS INCIDENT THERETO NOR SHALL OBSERVATION VISITS TO THE SITE INCLUDE INSPECTION OF THESE ITEMS. ALL NEW CONSTRUCTION SHALL COMPLY WITH THE 2015 IBC (WITH STATE OF WASHINGTON AMENDMENTS) CONSTRUCTION MATERIALS SHALL BE SPREAD OUT IF PLACED ON FRAMED CONSTRUCTION. LOAD SHALL NOT EXCEED THE DESIGN LIVE LOAD PER SQUARE FOOT. WHERE REFERENCE IS MADE TO VARIOUS TEST STANDARDS OR MATERIALS, SUCH STANDARDS SHALL BE THE LATEST EDITION AND/OR ADDENDA, U.N.O. ESTABLISH AND VERIFY ALL OPENINGS AND INSERTS FOR ARCHITECTURAL, MECHANICAL, PLUMBING AND ELECTRICAL WITH APPROPRIATE TRADES, DRAWINGS AND SUBCONTRACTORS PRIOR TO CONSTRUCTION. OPTIONS ARE FOR CONTRACTOR'S CONVENIENCE. IF AN OPTION IS CHOSEN, CONTRACTOR SHALL BE RESPONSIBLE FOR ALL NECESSARY CHANGES AND SHALL COORDINATE ALL DETAILS. NOTES AND DETAILS ON DRAWINGS SHALL TAKE PRECEDENCE OVER GENERAL ARCHITECTURAL NOTES AND TYPICAL DETAILS. WHERE NO DETAILS ARE SHOWN, CONSTRUCTION SHALL CONFORM TO SIMILAR WORK ON THE PROJECT. CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFICATION OF ALL DIMENSIONS WITH ARCHITECTURAL DRAWINGS PRIOR TO START OF CONSTRUCTION. RESOLVE ANY DISCREPANCY WITH THE OWNER. TYPICAL DETAILS MAY NOT NECESSARILY BE CUT ON PLANS, BUT APPLY, U.N.O. WHERE DISCREPANCIES OCCUR BETWEEN PLANS, DETAILS, GENERAL ARCHITECTURAL NOTES AND/OR SPECIFICATIONS, THE GREATER REQUIREMENTS SHALL GOVERN. ANY ENGINEERING DESIGN, PROVIDED BY OTHERS AND SUBMITTED FOR REVIEW, SHALL BEAR THE SEAL OF A REGISTERED ENGINEER RECOGNIZED BY THE BUILDING CODE JURISDICTION OF THIS PROJECT. PLAN DIMENSIONS SHOWN ARE TAKEN TO FACE OF STUD OR FACE OF CONCRETE U.N.O. HEIGHTS SHOWN OR NOTED AFF (ABOVE FINISH FLOOR) ARE TO BE MEASURED FROM TOP OF FINISH FLOORING MATERIAL. DO NOT SCALE DRAWINGS. IF UNABLE TO LOCATE DIMENSIONS FOR ANY ITEM OF WORK, CONSULT OWNER FOR DIRECTION BEFORE PROCEEDING. IF DRAWINGS MEASURE LESS THAN 24" x 36", PRINTS ARE REDUCED FROM ORIGINALS. DETAILS SHOWN ON CONSTRUCTION DOCUMENTS SHALL BE INCORPORATED INTO THE PROJECT AT ALL APPROPRIATE LOCATIONS WHETHER SPECIFICALLY REFERENCED AT EACH LOCATION OR NOT. ADJUNCT CONSTRUCTION — THE EMBEDMENT OR PASSAGE OF PIPING, ELECTRICAL CONDUIT, DUCTWORK AND OTHER MATERIALS THAT WOULD REDUCE THE STRENGTH OF ROOFS AND/OR FRAMING IS NOT PERMITTED UNLESS THE WORK IS DONE IN ACCORDANCE WITH THE STANDARD DETAILS SHOWN ON THE CONSTRUCTION DOCUMENTS. THIS WORK MUST BE REVIEWED BY THE OWNER PRIOR TO CLOSING IN AND /OR CASTING. SEE STANDARD DETAILS AND PROJECT MANUAL FOR THE RELATIONSHIP OF UNDERGROUND CONDUIT AND PIPING TO FOUNDATIONS, FOR OPENINGS, FOR PIPING IN WALLS AND OTHER SPECIAL CONDITIONS REQUIRED FOR THIS PROJECT. WHERE PLAN NOTES CALL FOR THE CONTRACTOR TO INSTALL SPECIAL ITEMS, IT IS TO BE EXPLICITLY UNDERSTOOD THAT THE CONTRACTOR IS TO ALSO PROVIDE THAT ITEM AND ALL ACCESSORY EQUIPMENT REQUIRED TO INSTALL THAT ITEM(S). IF ITEM IS TO BE PROVIDED BY OWNER, IT WILL BE SO INDICATED. CONTRACTOR SHALL REPAIR ALL CONSTRUCTION DAMAGE NOT LIMITED TO GRASS, PAVED AREAS AND OTHER ITEMS TO PRE—CONSTRUCTION CONDITION FROM DAMAGE DURING CONSTRUCTION. PROVIDE PHOTOGRAPHS PRIOR TO STARTING WORK AND DELIVER TO OWNER. CHANGES TO THE APPROVED DRAWINGS AND PROJECT MANUAL SHALL BE MADE BY AN ADDENDA OR CHANGE ORDER SIGNED BY THE OWNER. THE ELECTRICAL, PLUMBING, AND MECHANICAL DRAWINGS ARE DIAGRAMMATIC ONLY. DO NOT SCALE THE DRAWINGS TO DETERMINE THE LOCATION OF PROPOSED EQUIPMENT, OUTLETS, OR OTHER ITEMS. SEE SCHEDULES, DETAILS, AND CONSTRUCTION DOCUMENTS FOR MOUNTING HEIGHTS OF ACCESSORIES. SEE DETAIL 9/A410 -4G FOR PIPE PENETRATIONS AT FLOORS. MAINTAIN FIRE RESISTANCE RATING OF RATED ASSEMBLIES BEHIND RECESSED WALL ACCESSORIES, INCLUDING FIRE EXTINGUISHER CABINETS, TOILET ACCESSORIES, MISCELLANEOUS ACCESSORIES, ELECTRICAL JUNCTION BOXES, AND OTHER ITEMS WHERE OCCURRING. THE INTENT OF THESE DRAWINGS AND SPECIFICATIONS IS THAT THE WORK OF THE CONSTRUCTION IS TO BE IN ACCORDANCE WITH THE APPLICABLE CODES. SHOULD ANY EXISTING CONDITIONS SUCH AS DETERIORATION OR NONCOMPLYING CONSTRUCTION BE DISCOVERED WHICH IS NOT COVERED BY THE CONTRACT DOCUMENTS WHEREIN THE FINISH WORK WILL NOT COMPLY WITH THE APPLICABLE CODES, A CHANGE ORDER OR SEPARATE SET OF PLANS AND SPECIFICATIONS, DETAILING AND SPECIFYING THE REQUIRED WORK, SHALL BE SUBMITTED TO AND APPROVED BY THE AGENCY HAVING JURISDICTION. MAINTAIN FIRE SAFETY DURING CONSTRUCTION AND DEMOLITION IN ACCORDANCE WITH THE 2015 EDITION OF THE INTERNATIONAL FIRE CODE. DEFERRED SUBMITTALS: SHOP DRAWING SUBMITTALS REQUIRED BY THESE GENERAL ARCHITECTURAL NOTES WHICH CONTAIN DESIGN CALCULATIONS SEALED BY A REGISTERED ENGINEER OTHER THAN THE ENGINEER OF RECORD SHALL BE SUBMITTED PRIOR TO CONSTRUCTION TO THE BUILDING OFFICIAL FOR REVIEW. THE DOCUMENTS WILL FIRST BE REVIEWED BY THE OWNER AND ENGINEER OF RECORD AND DETERMINED TO BE IN GENERAL CONFORMANCE WITH THE BUILDING DESIGN. THESE DEFERRED SUBMITTAL ITEMS SHALL NOT BE INSTALLED UNTIL THE BUILDING OFFICIAL HAS APPROVED THEIR DESIGN AND SUBMITTAL DOCUMENTS. THE FOLLOWING ITEMS SHALL BE SUBMITTED PER THIS SECTION: AUTOMATIC SPRINKLER SYSTEM FIRESTOPPING: FIRESTOPPING SHALL CONFORM TO BOTH FLAME AND TEMPERATURE RATINGS PER ASTM E-814, SUCH AS NATIONAL GYPSUM PRO FORM BRAND FS -90 FIRE—SHIELD FIRE AND SMOKE STOP OR 3M BRAND FIRE BARRIER CP 25 N/S NO—SAG CAULK, OR APPROVED EQUIVALENT. INSTALL PER MANUFACTURER'S INSTRUCTIONS TO PROVIDE A FLAME AND TEMPERATURE RATING OF AT LEAST ONE HOURS BUT NOT LESS THAN THE FIRE RESISTANCE RATING OF THE ASSEMBLY BEING PENETRATED. INSULATION: WALL BATT INSULATION: SHALL BE R-13 WITH FSK VAPOR RETARDER FACING PER ASTM C665, TYPE III, CLASS A, CAT.1 SUCH AS OWEN CORNING ECO—TOUCH FLAME SPREAD 25 OR APPROVED. WALL BATT INSULATION AT EQUIPMENT CHAMBER: SHALL BE MINERAL WOOL FIBER ACOUSTICAL FIRE BATT INSULATION SUCH AS ROXUL AFB OR PRE—APPROVED EQUIVALENT. ROOF DECK INSULATION: SHALL BE FM APPROVED POLYISOCYANURATE WITH LONG TERM THERMAL RESISTANCE VALUE PER INCH = 5.7 SUCH AS JM FLAT ENERGY 3 AND TAPERED ENERGY 3 OR APPROVED. COVER BOARD: SHALL BE 1/4" JM "DENSDECK" GYPSUM SHEATHING OR APPROVED. SPRAY FOAM INSULATION (SPF): SHALL BE CLOSED CELL POLYURETHANE FOAM INSULATION WITH LONG TERM THERMAL RESISTANCE VALUE PER INCH = 7.1 SUCH AS ICYNENE PRO SEAL LE OR APPROVED. EXPOSED FLOOR BOARD INSULATION: SHALL BE MINERAL FIBER BLOCK ASTM IVA COMPLIANT, R—VALUE 4 HR. FT.SQ./BTU PER INCH SUCH AS ROXUL ROCK BOARD 80. PROVIDE EXPOSED LAYER WITH ALUMINUM FOIL FACER. SEAL ALL EDGES FOR AIR BARRIER. TOTAL R—VALUE 38 MINIMUM. ATTACH TO METAL DECK IN ACCORDANCE WITH MANUFACTURER'S RECOMMENDATIONS. POLYVINYL — CHLORIDE (PVC) ROOFING: SHALL BE SARNALFIL S327 OR APPROVED 60 MIL MECHANICALLY FASTENER WITH RHINO BOND PLATES. COLOR: WHITE. PROVIDE FM GLOBAL APPROVAL PER ROOF NAV NUMBER 392006-0. ROOFING ASSEMBLY TO CONSIST OF A LOOSE -LAID VAPOR/AIR BARRIER, (2) LAYERS (MIN.) POLYISOCYANURATE INSULATION, 1/4" COVER BOARD COVERED BY A MECHANICALLY FASTENED 60 MIL FELTBACK PVC MEMBRANE, ATTACHED WITH RHINOPLATES. ENERGY CODE REQUIREMENTS: THE BUILDING THERMAL ENVELOPE SHALL MEET THE REQUIREMENTS OF THE 2015 WASHINGTON STATE ENERGY CODE, SECTION C402.1.5, COMPONENT PERFORMANCE ALTERNATIVE, BASED ON CLIMATE MARINE 4 AS SPECIFIED IN CHAPTER 4. TAPERED INSULATION ENTIRELY ABOVE DECK U-0.022, AVERAGE METAL FRAME WALLS ABOVE GRADE MASS WALLS ABOVE GRADE BELOW GRADE WALLS FLOORS OPAQUE SWINGING DOOR OPAQUE ROLL—UP OR SLIDING DOOR STOREFRONT SYSTEM WINDOWS STOREFRONT SYSTEM DOORS U-0.030 NOT APPLICABLE NOT APPLICABLE U-0.080 U-0.37 NOT APPLICABLE NOT APPLICABLE NOT APPLICABLE ABOVE GRADE WALLS ARE THOSE WALLS ON THE EXTERIOR OF THE BUILDING AND COMPLETELY ABOVE GRADE, OR WALLS THAT ARE MORE THAN 15 PERCENT ABOVE GRADE. BELOW GRADE WALLS ARE BASEMENT OR FIRST STORY WALLS ASSOCIATED WITH THE EXTERIOR OF THE BUILDING THAT ARE AT LEAST 85 PERCENT BELOW GRADE. ENVELOPE PROVISIONS PER 2015 WASHINGTON STATE ENERGY CODE: C303.1.1, C303.1.2 — IDENTIFICATION OBSERVABLE DURING INSPECTION. C303.1.3, C402.4.3 — FENESTRATION AND LEAKAGE RATING. (N.A.) MARK SHALL BE APPLIED TO ALL INSULATION MATERIALS, READILY PRODUCTS SHALL BE LABELED WITH RATED U—FACTOR, SHGC, VT, C402.2.1 — MULTIPLE LAYERS OF CONTINUOUS INSULATION SHALL HAVE EDGE JOINTS BETWEEN LAYERS STAGGERED. C402.4.1. C502.2.1. C503.3.2 — VERTICAL FENESTRATION MAXIMUM AREA: (N.A.) FENESTRATION ELEMENTS DRAWING GROSS ABOVE—GRADE WALL AREA VERTICAL FENESTRATION AREAS NFRC VALUES U—FACTOR MAX. SHGC MAX. MAX WINDOW — — 0 — — — ENTRY — — 0 — — — TOTALS GLIDDEN PROFESSIONAL WHIRLWIND PPG1013-3 OR COMMERCIAL WHITE 0% C402.5.5, C403.2.4.3 — ALL RELIEF, OUTSIDE AIR INTAKE AND EXHAUST OPENINGS SHALL BE PROVIDED WITH DAMPERS IN ACCORDANCE WITH MECHANICAL SECTION 403.2.4.3 C402.5.8 — ALL RECESSED LIGHTING FIXTURES SHALL BE IC RATED AND HAVE AN AIR LEAKAGE RATING NOT GREATER THAN 2 CFM PER ASTM E283 TEST (REFER TO LIGHTING FIXTURE SCHEDULE) C103.2, C402.5.1.2 — REFER TO DRAWINGS A TWRA110 AND A/TWRA111 FOR AIR BARRIER NOTES. BUILDING TEST: C402.5.1.2 BUILDING TEST — THE COMPLETED BUILDING SHALL BE TESTED AND THE AIR LEAKAGE RATE OF THE BUILDING ENVELOPE SHALL NOT EXCEED 0.40 CFM/FT2 AT A PRESSURE DIFFERENTIAL OF 0.3 INCHES WATER GAUGE (2.0 L/S X M2 AT 75 PA) AT THE UPPER 95 PERCENT CONFIDENCE INTERVAL IN ACCORDANCE WITH ASTME E 779 OR AN EQUIVALENT METHOD APPROVED BY THE CODE OFFICIAL. A REPORT THAT INCLUDES THE TESTED SURFACE AREA, FLOOR AREA, AIR BY VOLUME, STORIES ABOVE GRADE, AND LEAKAGE RATES SHALL BE SUBMITTED TO THE BUILDING OWNER AND THE CODE OFFICIAL. IF THE TESTED RATE EXCEEDS THAT DEFINED HERE, A VISUAL INSPECTION OF THE AIR BARRIER SHALL BE CONDUCTED AND ANY LEAKS NOTED SHALL BE SEALED TO THE EXTENT PRACTICABLE. AN ADDITIONAL REPORT IDENTIFYING THE CORRECTIVE ACTIONS TAKEN TO SEAL AIR LEAKS SHALL BE SUBMITTED TO THE BUILDING OWNER AND THE CODE OFFICIAL AND ANY FURTHER REQUIREMENT TO MEET THE LEAKAGE AIR RATE WILL BE WAIVED. (1) SUBMIT AIR BARRIER TEST REPORT TO JURISDICTION ONCE TEST IS COMPLETED. (2) IF TEST RESULTS EXCEED 0.4 CFM/F2 AT 0.3 IN. WG, THEN VISUALLY INSPECT AIR BARRIER AND SEAL NOTED SOURCES OF LEAKAGE. (3) SUBMIT A FOLLOW—UP REPORT TO JURISDICTION NOTING CORRECTIVE MEASURES TAKEN. (4) INCLUDE AIR BARRIER TEST REPORT IN COMPLIANCE DOCUMENTATION PROVIDED TO OWNER. HAZARDOUS MATERIAL STORAGE 1. INCOMPATIBLE MATERIALS SHALL BE STORED SEPARATELY IN ACCORDANCE WITH IFC 5003.9.8. 2. HAZARDOUS MATERIALS SHALL BE STORED IN ACCORDANCE WITH IFC 5001 AND 5003. FIRE SPRINKLER RISER LOCATION THE FIRE SPRINKLER RISERS ARE LOCATED IN MECHANICAL ROOM -11 D5 LOCATED AT THE EAST SIDE OF THE BUILDING AND BETWEEN GRIDS 4 AND 5 AT THE WEST SIDE. PAINT AND COATING: INCLUDES SURFACE PREPARATION AND FIELD APPLICATION OF PAINTS. ALL PAINT TO SUPPLIED BY: GLIDDEN PROFESSIONAL 22643 83RD AVENUE SOUTH SUITE E&F KENT, WASHINGTON 98032 SURFACES: CORRECT DEFECTS AND CLEAN SURFACES CAPABLE OF AFFECTING WORK OF THIS SECTION. REMOVE OR REPAIR EXISTING COATINGS EXHIBITING SURFACE DEFECTS. SOUND DOORS: KRIEGER SPECIALTY PRODUCTS NO SUBSTITUTIONS, NO OR EQUAL. MODEL # NC3-17C-8951. 1. ACOUSTICAL DOOR ASSEMBLIES TO INCLUDE DOORS, FRAMES, AND DOOR HARDWARE TO INCLUDE GASKETING SYSTEMS, RETAINERS AND RETAINER COVERS, AUTOMATIC DOOR—BOTTOMS, CAM—LIFT HINGES, THRESHOLDS, REQUIRED TO ACHIEVE SPECIFIED PERFORMANCE REQUIREMENTS. 2. SOUND TRANSMISSION COEFFICIENT RATING OF STC 45 FOR INSTALLED ASSEMBLY, WHEN TESTED AS OPERABLE DOOR ASSEMBLY IN ACCORDANCE WITH ASTM E90 AND ASTM E413. 3. PROVIDE PRODUCT DATA AND SHOP DRAWINGS FOR APPROVAL. 4. PROVIDE WARRANTY DOCUMENTS, EXECUTED BY MANUFACTURER IN OWNER'S NAME. DOOR HARDWARE: GROUP #1 2 HINGE 1 HINGE 1 LOCK SET 1 CLOSER 1 PERIMETER SEAL SET 1 ACOUSTICAL SEAL SET 1 CAM LIFT DOOR BOTTOM 1 THRESHOLD GROUP #2 2 HINGE 1 HINGE 1 LOCK SET 1 CLOSER 1 PERIMETER SEAL SET 1 ACOUSTICAL SEAL SET 1 CAM LIFT DOOR BOTTOM 1 THRESHOLD KRIEGER CAM—LIFT TYPE X HEAVY DUTY (0.250"), TOP AND BOTTOM VONDUPRIN MIDDLE HINGE FOR TRANSFER HINGE EPT-10 X SP28, MUST BE INSTALLED BACKWARDS SARGENT AND GREENLEAF YALE KRIEGER KRIEGER KRIEGER KRIEGER KRIEGER 2890B X 500 SERIES X TYPE II (PDPL) X 2890-523 WITH #3 STRIKE WITH SLIM ESCUTCHEON — # 2890-632 (ALL SUPPLIED AND INSTALLED BY BOEING — TIES TO BADGE READER) 4400 X 689 (SURFACE MOUNTED, INSIDE) NC -3 (JAMB, HEAD) NC3-17C-8951 KRIEGERSONIC NC2 ADJUSTIBLE AUTOMATIC DOOR BOTTOM 2A (SMOOTH SIDE OF THRESHOLD TOWARD SWING OF DOOR — SET IN SEALANT) CAM—LIFT TYPE X HEAVY DUTY (0.250"), TOP AND BOTTOM VONDUPRIN MIDDLE HINGE FOR TRANSFER HINGE EPT-10 X SP28, MUST BE INSTALLED BACKWARDS SARGENT AND GREENLEAF YALE KRIEGER KRIEGER KRIEGER KRIEGER R .VISION NOL RECEIVED CITY OF TUKWILA AUG 0 9 2018 PERMIT CENTER DESIGN CHANGE NOTICE #03 AUGUST 07, 2018 2890B X 500 SERIES X TYPE II (PDPL) X 2890-543 WITH #2 STRIKE (ALL SUPPLIED AND INSTALLED BY BOEING — TIES TO BADGE READER) 4400 X 689 (SURFACE MOUNTED, INSIDE) NC -3 (JAMB, HEAD) NC3-17C-8951 KRIEGERSONIC NC2 ADJUSTIBLE AUTOMATIC DOOR BOTTOM 2A (SMOOTH SIDE OF THRESHOLD TOWARD SWING OF DOOR — SET IN SEALANT) REVIEWED FOR CODE COMPLIANCE APPROVED AUG 2 3 2018 City of Tukwila BUILDING DIVISION SITTS & HILL ENGINEERS, INC. CIVIL • STRUCTURAL • SURVEYING 4815 CENTER STREET 1 PHONE: (253) 474-9449 1 http:/hvww.sitts-hill-engineers.com/ TACOMA, WA. 98409 FAX: (253) 474.9449 Project No.: 18000 Project Mgr.: BKL Proj. Engineer: BRL Proj. Drafter: SLM 10:59:12 PM SYM REVISION BY APPROVED DATE SYM REVISION BY APPROVED DATE RELOCATE DOGHOUSE TO BUILDING 9-53 33447-05 SITTS BRL 03.09.18 A DOGHOUSE DCN #01 33447-05 SITTS BRL 06.08.18 AE7 ACCEPTABILITY THIS DESIGN AND/OR SPECIFICATION IS APPROVED DRAWN S. McCarthy CHECKED B. Labrecque DATE 08.09.17 08.09.17 SUBTITLE GENERAL ARCHITECTURAL NOTES CURRENT REVISION 33447-05 SYMBOL A DATE 06.08.18 APPROVED BY DEPT. DATE ENGINEER B. Labrecque CHECKED B. Leslie 08.09.17 08.09.17 APPROVED APPROVED TITLE ARCHITECTURAL RELOCATE DOGHOUSE TO BUILDING 9-53 BUILDING 09-53 DEV. CENTER. WA SHEET TWRA1 B JOB NO. 33447-05 COMP NO. DWG NO. 09-053-TWRA1B MARK MANUFACTURER COLOR (SIZE) LOCATION INTERIOR PAINT PT -1 GLIDDEN PROFESSIONAL COMMERCIAL PPG WHITS 1 METAL SIDING PANELS TO MATCH NEAREST TO PPG COLOR INDICATED PT -2 GLIDDEN PROFESSIONAL COMMERCIAL WHITE PPG1025-1 GYPSUM BOARD WALLS PT -3 GLIDDEN PROFESSIONAL COMMERCIAL WHITE PPG1025-1 VERTICAL STEEL PT -4 GLIDDEN PROFESSIONAL WHIRLWIND PPG1013-3 OR COMMERCIAL WHITE HORIZONTAL STEEL PT -5 GLIDDEN PROFESSIONAL WW PPG1013-3 OR COMMERCIAL WHITE PPG1025-1 METAL DECK PT -6 GLIDDEN PROFESSIONAL WHIRLWIND PPG1013-3 OIL—BASED PAINT DOOR EXTERIOR PAINT PT -7 GLIDDEN PROFESSIONAL THIN ICE PPG1001-3 METAL SIDING PANELS TO MATCH NEAREST TO PPG COLOR INDICATED PT -8 GLIDDEN PROFESSIONAL THIN ICE PPG1001-3 ROOF METAL TRIM TO MATCH NEAREST TO PPG COLOR INDICATED PT -9 GLIDDEN PROFESSIONAL WHIRLWIND PPG1013-3 GRATING TO MATCH NEAREST TO PPG COLOR INDICATED PT -10 GLIDDEN PROFESSIONAL WHIRLWIND PPG1013-3 FRP STRINGERS TO MATCH NEAREST TO PPG COLOR INDICATED PT -11 GLIDDEN PROFESSIONAL WHIRLWIND PPG1013-3 HANDRAILS TO MATCH NEAREST TO PPG COLOR INDICATED PT -12 GLIDDEN PROFESSIONAL WHIRLWIND PPG1013-3 OIL—BASED PAINT DOOR PT -13 GLIDDEN PROFESSIONAL WHIRLWIND PPG1013-3 DOOR FRAME PT -14 GLIDDEN PROFESSIONAL THIN ICE PPG1001-3 STRUCTURAL STEEL PT -15 GLIDDEN PROFESSIONAL THIN ICE PPG1001-3 METAL SOFFIT PANELS TO MATCH NEAREST TO PPG COLOR INDICATED SOUND DOORS: KRIEGER SPECIALTY PRODUCTS NO SUBSTITUTIONS, NO OR EQUAL. MODEL # NC3-17C-8951. 1. ACOUSTICAL DOOR ASSEMBLIES TO INCLUDE DOORS, FRAMES, AND DOOR HARDWARE TO INCLUDE GASKETING SYSTEMS, RETAINERS AND RETAINER COVERS, AUTOMATIC DOOR—BOTTOMS, CAM—LIFT HINGES, THRESHOLDS, REQUIRED TO ACHIEVE SPECIFIED PERFORMANCE REQUIREMENTS. 2. SOUND TRANSMISSION COEFFICIENT RATING OF STC 45 FOR INSTALLED ASSEMBLY, WHEN TESTED AS OPERABLE DOOR ASSEMBLY IN ACCORDANCE WITH ASTM E90 AND ASTM E413. 3. PROVIDE PRODUCT DATA AND SHOP DRAWINGS FOR APPROVAL. 4. PROVIDE WARRANTY DOCUMENTS, EXECUTED BY MANUFACTURER IN OWNER'S NAME. DOOR HARDWARE: GROUP #1 2 HINGE 1 HINGE 1 LOCK SET 1 CLOSER 1 PERIMETER SEAL SET 1 ACOUSTICAL SEAL SET 1 CAM LIFT DOOR BOTTOM 1 THRESHOLD GROUP #2 2 HINGE 1 HINGE 1 LOCK SET 1 CLOSER 1 PERIMETER SEAL SET 1 ACOUSTICAL SEAL SET 1 CAM LIFT DOOR BOTTOM 1 THRESHOLD KRIEGER CAM—LIFT TYPE X HEAVY DUTY (0.250"), TOP AND BOTTOM VONDUPRIN MIDDLE HINGE FOR TRANSFER HINGE EPT-10 X SP28, MUST BE INSTALLED BACKWARDS SARGENT AND GREENLEAF YALE KRIEGER KRIEGER KRIEGER KRIEGER KRIEGER 2890B X 500 SERIES X TYPE II (PDPL) X 2890-523 WITH #3 STRIKE WITH SLIM ESCUTCHEON — # 2890-632 (ALL SUPPLIED AND INSTALLED BY BOEING — TIES TO BADGE READER) 4400 X 689 (SURFACE MOUNTED, INSIDE) NC -3 (JAMB, HEAD) NC3-17C-8951 KRIEGERSONIC NC2 ADJUSTIBLE AUTOMATIC DOOR BOTTOM 2A (SMOOTH SIDE OF THRESHOLD TOWARD SWING OF DOOR — SET IN SEALANT) CAM—LIFT TYPE X HEAVY DUTY (0.250"), TOP AND BOTTOM VONDUPRIN MIDDLE HINGE FOR TRANSFER HINGE EPT-10 X SP28, MUST BE INSTALLED BACKWARDS SARGENT AND GREENLEAF YALE KRIEGER KRIEGER KRIEGER KRIEGER R .VISION NOL RECEIVED CITY OF TUKWILA AUG 0 9 2018 PERMIT CENTER DESIGN CHANGE NOTICE #03 AUGUST 07, 2018 2890B X 500 SERIES X TYPE II (PDPL) X 2890-543 WITH #2 STRIKE (ALL SUPPLIED AND INSTALLED BY BOEING — TIES TO BADGE READER) 4400 X 689 (SURFACE MOUNTED, INSIDE) NC -3 (JAMB, HEAD) NC3-17C-8951 KRIEGERSONIC NC2 ADJUSTIBLE AUTOMATIC DOOR BOTTOM 2A (SMOOTH SIDE OF THRESHOLD TOWARD SWING OF DOOR — SET IN SEALANT) REVIEWED FOR CODE COMPLIANCE APPROVED AUG 2 3 2018 City of Tukwila BUILDING DIVISION SITTS & HILL ENGINEERS, INC. CIVIL • STRUCTURAL • SURVEYING 4815 CENTER STREET 1 PHONE: (253) 474-9449 1 http:/hvww.sitts-hill-engineers.com/ TACOMA, WA. 98409 FAX: (253) 474.9449 Project No.: 18000 Project Mgr.: BKL Proj. Engineer: BRL Proj. Drafter: SLM 10:59:12 PM SYM REVISION BY APPROVED DATE SYM REVISION BY APPROVED DATE RELOCATE DOGHOUSE TO BUILDING 9-53 33447-05 SITTS BRL 03.09.18 A DOGHOUSE DCN #01 33447-05 SITTS BRL 06.08.18 AE7 ACCEPTABILITY THIS DESIGN AND/OR SPECIFICATION IS APPROVED DRAWN S. McCarthy CHECKED B. Labrecque DATE 08.09.17 08.09.17 SUBTITLE GENERAL ARCHITECTURAL NOTES CURRENT REVISION 33447-05 SYMBOL A DATE 06.08.18 APPROVED BY DEPT. DATE ENGINEER B. Labrecque CHECKED B. Leslie 08.09.17 08.09.17 APPROVED APPROVED TITLE ARCHITECTURAL RELOCATE DOGHOUSE TO BUILDING 9-53 BUILDING 09-53 DEV. CENTER. WA SHEET TWRA1 B JOB NO. 33447-05 COMP NO. DWG NO. 09-053-TWRA1B D 4), REVI3 ION N RECEIVED CITY OF TUKWILA AUG 0 9 2018 PERMIT CENTER DESIGN CHANGE NOTICE #03 AUGUST.07, 2018 REVIEWED FOR CODE COMPLIANCE APPROVED AUG 23 2018 City of Tukwila BUILDING DIVISION EWEn Au� z z zo,s REID MIDDLETON, INC. SITTS & HILL ENGINEERS, INC. CIVIL • STRUCTURAL • SURVEYING 4815 CENTER STREET 1 TACOMA, WA. 98409 PHONE: (253) 474-9449 1 FAX: (253) 474-9449 http://www.sitts-hill-engineers.com/ Project No.: 18000 Project Mgr.: BKL Proj. Engineer: BRL Proj. Drafter: SLM REVISION BY APPROVED DATE SYM REVISION BY APPROVED DATE RELOCATE DOGHOUSE TO BUILDING 9-53 33447-05 SITTS BRL 03.09.18 DOGHOUSE DCN #01 33447-05 SITTS BRL 06.08.18 ACCEPTABILITY THIS DESIGN AND/OR SPECIFICATION IS APPROVED APPROVED BY DEPT. DATE DRAWN S. McCarthy CHECKED B. Labrecque ENGINEER B. Labrecque CHECKED B. Leslie APPROVED APPROVED DATE 08.09.17 08.09.17 08.09.17 08.09.17 SUBTITLE SHEET INDEX CURRENT REVISION 33447-05 SYMBOL A DATE 06.08.18 TITLE RELOCATE DOGHOUSE TO BUILDING 9-53 BUILDING 09-53 ARCHITECTURAL DEV. CENTER, WA SHEET TWRA2 JOB NO. 33447-05 COMP NO. DWG NO. 09-053-TWRA2 10:59:12 PM r- N co \DFX 0F DRAW \DFX OF DRAW \GS INCLUDED IN SET NO. SHEET NO. DRAWING TITLE REV DATE DRAWING DRAWING NO. ARCH I TECT.,AL O O 09-053-TWRAO TWRAO COVER SHEET — 03.09.18 O 09-053-TWRAOA TWRAOA RENDERINGS -- 03.09.18 • 09-053-TWRAOB TWRAOB RENDERINGS -- 03.09,18 O 09-053-TWRAOC TWRAOC RENDERINGS -- 03.09.18 • 09-053-TWRAOD TWRAOD RENDERINGS — 03.09,18 O 09-053-TWRAOE TWRAOE RENDERINGS -- 03.09.18 • 09-053-TWRAI TWRAI PENTHOUSE EXITING PLAN A 06.08,18 O 09-053-TWRAIA TWRAIA ENLARGED PENTHOUSE EXITING PLAN AND CODE SUMMARY -- 03.09.18 O 09-053-TWRAIB TWRAIB GENERAL ARCHITECTURAL NOTES A 06.08.18 O 09-053-TWRA2 TWRA2 SHEET INDEX A 06.08.18 O 09-053-TWRA3 TWRA3 ICD ROOM CONSTRUCTION DETAILS — 03.09.18 O 09-053-RFAI60 RFAI60 COMPOSITE ROOF PLAN J 08.07.18 0 09-053-A453 A453 ENLARGED ROOF PLAN A 06.08.18 O 09-053-TWRAIO TWRAIO FLOOR PLAN A 06.08.18 O 09-053-TWRA280 TWRA280 REFLECTED CEILING PLAN — 03.09.18 CO 09-053-TWRAI60 TWRAI60 ROOF PLAN A 06.08.18 O 09-053-TWRA450 TWRA450 ENLARGED STAIR PLANS A 06.08.18 O 09-053-TWRA60 TWRA60 EXTERIOR ELEVATIONS A 06.08.18 O 09-053-TWRA6I TWRA6I EXTERIOR ELEVATIONS A 06.08.18 O 09-053-TWRA62 TWRA62 EXTERIOR ELEVATIONS A 06.08.18 O 09-053-TWRA63 TWRA63 EXTERIOR ELEVATIONS A 06.08.18 O 09-053-TWRAIl0 TWftAIlO BUILDING SECTIONS A 06.08.18 O 09-053-TWRAIII TWRAIII BUILDING SECTIONS A 06.08.18 0 09-053-TWRA200 TWRA200 WALL SECTIONS A 06.08.18 O 09-053-TWRA500 TWRA500 MISC SECTIONS AND DETAILS A 06,08.18 O 09-053-TWRA501 TWRA501 MISC SECTIONS AND DETAILS A 06.08.18 O 09-053-TWRA350 TWRA350 SCHEDULES A 06.08.18 09 -53 -REFILL REFILL 480Y/277V POWER PLAN - ROOF F 03.09.18 O 9-53-RFE360 RFE360 COMPOSITE ROOF NETWORK PLAN STUCTUAL 03.09.18 O O 09-053-RFSI61 RF5161 FRAMING PLAN - ROOF B 03.09.18 O 09-053-TWRS2 TWRS2 GENERAL STRUCTURAL NOTES A 06.08.18 O 09-053-TWRS3 TWRS3 COMPOSITE ROOF FRAMING PLAN B 08.07.18 O 09-053-5451 5451 ENLARGED ROOF FRAMING PLAN A 06.08.18 • 09-053-TWRSII0 TWRSIIO FLOOR FRAMING PLAN A 06.08.18 0 09-053-TWRSI60 TWRSI60 ROOF FRAMING PLAN A 06.08.18 O 09-053-TWRS210 TWRS210 FRAMING ELEVATIONS A 06.08.18 O 09-053-TWf2S211 TWRS211 FRAMING ELEVATIONS A 06.08.18 0 09-053-TWRS500 TWRS500 MISC SECTIONS AND DETAILS A 06.08.18 0 09-053-TWRS501 TWRS501 MISC SECTIONS AND DETAILS -- 03.09.18 O 09-053-TWRS502 TWf2S502 MISC SECTIONS AND DETAILS — 03,09.18 O 09-053-TWRS503 TWRS503 MISC SECTIONS AND DETAILS — 03.09,18 O 09-053-TWRS504 TWRS504 MISC SECTIONS AND DETAILS — 03.09.18 • 09-053-TWRS505 TWRS505 MISC SECTIONS AND DETAILS A 06.08.18 O 09-053-TWRS506 TWRS506 MISC SECTIONS AND DETAILS B 08.07.18 9 09-053-TWRS507 TWRS507 MISC SECTIONS AND DETAILS A 08.07.18 D 4), REVI3 ION N RECEIVED CITY OF TUKWILA AUG 0 9 2018 PERMIT CENTER DESIGN CHANGE NOTICE #03 AUGUST.07, 2018 REVIEWED FOR CODE COMPLIANCE APPROVED AUG 23 2018 City of Tukwila BUILDING DIVISION EWEn Au� z z zo,s REID MIDDLETON, INC. SITTS & HILL ENGINEERS, INC. CIVIL • STRUCTURAL • SURVEYING 4815 CENTER STREET 1 TACOMA, WA. 98409 PHONE: (253) 474-9449 1 FAX: (253) 474-9449 http://www.sitts-hill-engineers.com/ Project No.: 18000 Project Mgr.: BKL Proj. Engineer: BRL Proj. Drafter: SLM REVISION BY APPROVED DATE SYM REVISION BY APPROVED DATE RELOCATE DOGHOUSE TO BUILDING 9-53 33447-05 SITTS BRL 03.09.18 DOGHOUSE DCN #01 33447-05 SITTS BRL 06.08.18 ACCEPTABILITY THIS DESIGN AND/OR SPECIFICATION IS APPROVED APPROVED BY DEPT. DATE DRAWN S. McCarthy CHECKED B. Labrecque ENGINEER B. Labrecque CHECKED B. Leslie APPROVED APPROVED DATE 08.09.17 08.09.17 08.09.17 08.09.17 SUBTITLE SHEET INDEX CURRENT REVISION 33447-05 SYMBOL A DATE 06.08.18 TITLE RELOCATE DOGHOUSE TO BUILDING 9-53 BUILDING 09-53 ARCHITECTURAL DEV. CENTER, WA SHEET TWRA2 JOB NO. 33447-05 COMP NO. DWG NO. 09-053-TWRA2 10:59:12 PM r- N co \DFX 0F DRAW \GS INCLUDED IN SET NO. SHEET NO. DRAWING TITLE REV DATE DRAWING vECHA\ICAC O 9-53-2M111 2M111 SECOND FLOOR PLUMBING PLAN D 03.05.18 • 09-053-RFM6I RFM6I HVAC PIPING PLAN ORIG 03.05.18 O 09-053-RFMI10 RFMI10 ROOF PLUMBING PLAN ORIG 03.05.18 p 09-053-RFM26I RFM26I FIRE PROTECTION PLAN ORIG 03.05.18 O 09-053-TWRMIA TWRMIA EQUIPMENT SCHEDULE ORIG 03.05.18 0 09-053-TWRMII TWRMII HVAC DUCTWORK PLAN ORIG 03.05.18 O 09-053-TWRM6I TWRM61 HVAC PIPING PLAN ORIG 03.05.18 O 09-053-TWRMIII TWRMIII PLUMBING PLAN ORIG 03.05.18 O 09-053-TWRM26I TWRM26I FIRE PROTECTION PLAN ORIG 03.05.18 O 09-053-TWRM310 TWRM310 WIRING DIAGRAM ORIG 03.05.18 O 09-053-TWRM500 TWRM500 EQUIPMENT SCHEDULE ORIG 03.05.18 EL=CT�ICAL O 9-047-3E10 3E10 PLATFORM LEVEL LIGHTING PLAN J 03.09.18 O 09-047-E506 E506 EXTERIOR STAIRWAY LIGHTING DETAIL A 03.09.18 9 09 -053 -EO EO LEGEND AND KEY SHEET A 03.09.18 O 9-053-E4S81_82 E4S81_82 ONE -LINE DIAGRAM SUBSTATION 81 / 82 A 03.09.18 O 09-053-IE6 1E6 PLANT PAGING, ADT, TELEPHONE -- 03,09,18 O 9-53-IEI10 1E110 480Y/277 VOLT POWER PLAN D 03.09.18 O 9-53-IE113 1E113 PARTIAL IST FLOOR 480Y/277V POWER PLAN J 03.09.18 0 9-53.2-2E110 2E110 480Y/277 VOLT POWER F 03.09.18 O 9.53-2E111 2E111 480Y/277 VOLT POWER E 03.09.18 O 09-053-2E361 2E361 PARTIAL SECOND FLOOR NETWOEK PLAN -- 03,09.18 0 9-53-E508 E508 LIGHTING FIXTURE SCHEDULE AND DETAILS D 03.09.18 • 9-53-RFE8 RFE8 COMPOSITE ROOF LIGHTING PLAN -- 03.09.18 • 9-53-RFE9 RFE9 COMPOSITE ROOF GROUNDING PLAN -- 03,09.18 • 09-53-RFE6I RFE6I 208Y/120V POWER PLAN - ROOF A 03.09.18 • 09 -53 -REFILL REFILL 480Y/277V POWER PLAN - ROOF F 03.09.18 O 9-53-RFE360 RFE360 COMPOSITE ROOF NETWORK PLAN -- 03.09.18 O 09-53-TWRE450 TWRE450 ENLARGED 9-53 ROOF LIGHTING PLAN -- 03.09.18 • 09-53-TWRE45I TWRE45I ENLARGED DOGHOUSE LIGHTING PLAN -- 03.09,18 O 09-053-TWRE452 TWRE452 ENLARGED DOGHOUSE ROOF LIGHTING PLAN -- 03.09.18 O 09-053-TWRE453 TWRE453 ENLARGED 9-53 ROOF POWER PLAN -- 03.09,18 • 09-053-TWRE454 TWRE454 ENLARGED DOGHOUSE POWER PLAN -- 03.09.18 O 09-053-TWRE455 TWRE455 ENLARGED DOGHOUSE ROOF POWER PLAN -- 03.09,18 O 09-53-TWRE456 TWRE456 ENLARGED 9-53 ROOF NETWORK PLAN -- 03.09,18 O 09-53-TWRE457 TWRE457 ENLARGED DOGHOUSE NETWORK PLAN -- 03.09.18 O 09-053-TWRE458 TWRE458 ENLARGED DOGHOUSE ROOF NETWORK PLAN -- 03.09.18 O 09-053-TWRE459 TWRE459 ENLARGED 9-53 ROOF GROUNDING PLAN -- 03.09.18 O 09-053-TWRE460 TWRE460 ENLARGED DOGHOUSE GROUNDING PLAN -- 03.09,18 O 09-053-TWRE461 TNRE461 ENLARGED DOGHOUSE ROOF GROUNDING PLAN -- 03.09.18 O 09-053-TWRE500 TWRE500 LIGHTING FIXTURE MOUNTING AND WIRING DIAGRAMS -- 03.09.18 0 09-053-TWftE501 TWRE501 LIGHTING ARRESTOR ENCLOSURES -- 03.09.18 O 09-053-TWRE502 TWRE502 DUMBWAITER AND DAVIT WIRING DIAGRAMS -- 03.09.18 O 09-053-TWRE503 TWRE503 CABLE TRAY MOUNTING AND SECTIONS -- 03.09.18 • 09-053-TWRE504 TWRE504 SHIELDING & TEMPEST ROOM REQUIREMENTS 03.09.18 — O 09-053-TWRE5O5 TWRE505 SHIELDING & TEMPEST ROOM REQUIREMENTS -- 03.09,18 O 09-053-TWRE506 TWRE506 SHIELDING & TEMPEST ROOM REQUIREMENTS -- 03.09.18 O 09-053-LCALC LCALC DOGHOUSE EXIT PATH LIGHTING LEVELS -- 03,09.18 D 4), REVI3 ION N RECEIVED CITY OF TUKWILA AUG 0 9 2018 PERMIT CENTER DESIGN CHANGE NOTICE #03 AUGUST.07, 2018 REVIEWED FOR CODE COMPLIANCE APPROVED AUG 23 2018 City of Tukwila BUILDING DIVISION EWEn Au� z z zo,s REID MIDDLETON, INC. SITTS & HILL ENGINEERS, INC. CIVIL • STRUCTURAL • SURVEYING 4815 CENTER STREET 1 TACOMA, WA. 98409 PHONE: (253) 474-9449 1 FAX: (253) 474-9449 http://www.sitts-hill-engineers.com/ Project No.: 18000 Project Mgr.: BKL Proj. Engineer: BRL Proj. Drafter: SLM REVISION BY APPROVED DATE SYM REVISION BY APPROVED DATE RELOCATE DOGHOUSE TO BUILDING 9-53 33447-05 SITTS BRL 03.09.18 DOGHOUSE DCN #01 33447-05 SITTS BRL 06.08.18 ACCEPTABILITY THIS DESIGN AND/OR SPECIFICATION IS APPROVED APPROVED BY DEPT. DATE DRAWN S. McCarthy CHECKED B. Labrecque ENGINEER B. Labrecque CHECKED B. Leslie APPROVED APPROVED DATE 08.09.17 08.09.17 08.09.17 08.09.17 SUBTITLE SHEET INDEX CURRENT REVISION 33447-05 SYMBOL A DATE 06.08.18 TITLE RELOCATE DOGHOUSE TO BUILDING 9-53 BUILDING 09-53 ARCHITECTURAL DEV. CENTER, WA SHEET TWRA2 JOB NO. 33447-05 COMP NO. DWG NO. 09-053-TWRA2 10:59:12 PM r- N co 9-53 ROOF PENTHOUSE - ICD ROOM CONSTRUCTION DETAILS THE CERTIFIED TEMPEST TECHNICAL AUTHORITY (CTTA) HAS SPECIFIED THE FOLLOWING REQUIREMENTS: 1. FOIL LINED WALLBOARD 2. FILTERS (EACH ROOM SEPARATELY FILTERED, ASSUMING 100DB ISOLATION). 3. IDENTIFY AND SEPARATE ALL RED/BLACK, TELEPHONE LINES, SIGNAL LINES, ALARM LINES ETC. 4. GROUND EVERYTHING, INCLUDING DOOR FRAME, BUT TEMPEST DOOR NOT REQUIRED. 5. ENSURE ALL DUCTS/VENTS ARE LINED/BREAK WHATEVER WORKS BEST (NON-CONDUCTIVE) THIS DOCUMENT WILL DETAIL HOW TO INSTALL THE SHIELD AND HANDLE PENETRATIONS THROUGH THAT SHIELD. IT SEEMS UNREASONABLE TO SHIELD THE ROOM BUT IGNORE HOLES/GAPS IN THE SHIELD WHICH WOULD OCCUR WHEN DRILLING HOLES FOR POWER, HVAC, SPRINKLER, COMMUNICATIONS, AND OTHER PENETRATIONS. THEREFORE, WE WILL ATTEMPT TO IMPLEMENT A SOLUTION THAT IS RF TIGHT, BUT NOT REQUIRED TO MEET ANY SPECIFIC LEVELS OF ATTENUATION. THE GOAL IS TO HAVE 50 DB OF SHIELD ATTENUATION FROM 1 MHZ TO 10 GHZ. WE MUST ALSO MAINTAIN SECURITY INTEGRITY, BOTH PHYSICAL AND ACOUSTIC. THE FOLLOWING PENETRATIONS ARE KNOWN TO BE REQUIRED AND CREATE POSSIBLE SHIELDING LEAKS IF NOT INTENTIONALLY IMPLEMENTED TO PREVENT THIS: • AC POWER • ANALOG PHONE LINES • ETHERNET LINES • FIBER-OPTIC CABLING • OUTSIDE CABLE PATHWAY • HVAC CONTROLS • HVAC REFRIGERANT LINES • HVAC AIR DUCTS ENTRY DOOR • SPRINKLER PIPE • DRYWALL SCREWS CONSTRUCTION DETAILS TO ENSURE SHIELD INTEGRITY AT PENETRATIONS: THE GENERAL SOLUTION FOR PENETRATIONS IS TO USE A GALVANIZED STEEL PLATE SCREWED TO THE INTERIOR STUDS AT EACH UTILITY PENETRATION POINT. THIS MUST BE INSTALLED DIRECTLY TO THE WALL STUDS PRIOR TO INTERIOR DRYWALL. DETAILS FOLLOW BELOW. SEQUENCE OF INSTALL (ICD CLOSETS) 1. EXTEND BUILDING COLUMNS AND PERIMETER BEAMS. 2. BUILD FLOOR, INCLUDING CONCRETE TOPPING. 3. FRAME WALLS (NISPOM PERIMETER AND ICD CLOSETS), DOOR FRAME, AND ROOF. ADD EXTERIOR SKIN PANELS AROUND PERIMETER. 4. ADD HORIZONTAL BLOCKING FOR HVAC DUCT PASS THROUGHS. PHOTOGRAPH ALL FRAMING FROM INTERIOR. 5. INSTALL GALVANIZED STEEL PLATES ON INTERIOR STUDS OF ICD ROOMS AT UTILITY PENETRATION POINTS (TYPICALLY HIGH ON WALL). 6. INSTALL EXTERIOR DRYWALL AROUND ICD SPACE (LEAVE COMMON WALL BARE). 7. INSTALL FILTERS ON EXTERIOR WALL AND THROUGH THEIR PENETRATION PLATES. 8. INSTALL SLEEVES AND OTHER PENETRATIONS THROUGH STEEL PENETRATION PLATES. PHOTOGRAPH ALL OF THE INTERIOR. 9. INSULATE WALL. PHOTOGRAPH (BE SURE TO CAPTURE INSULATION RETENTION ANCHORS). 10. INSTALL 1ST LAYER OF INTERIOR DRYWALL. ACOUSTIC SEAL AROUND STEEL PENETRATION PLATES AND ANY EDGE DRYWALL EDGE GAPS. MARK STUDS. PHOTOGRAPH. 11. INSTALL HVAC WAVEGUIDES AND DUCT STUB FROM INSIDE WALL TO OUTSIDE. 12. INSTALL FOIL (WALL, CEILING, THEN FLOOR, AND FINALLY USE CONDUCTIVE SEAMING TAPE TO ALL OVERLAP SEAMS). MARK STUDS AGAIN AS FOIL COVERS THEM UP. PHOTOGRAPH. 13. PROTECT FOIL FROM DAMAGE FROM SHOES, SCRAPES, NICKS, ETC WITH CARDBOARD UNTIL IT IS COVERED WITH FINISH SURFACE. 14. CONNECT l" BRASS ROOM GROUND STUD TO EARTH GROUND (STRUCTURAL STEEL). 15. RUN A BONDING JUMPER FROM ROOM GROUND TO DOOR FRAME (MAY NEED TO BE TEMPORARILY REMOVED WHILE 2ND LAYER OF DRYWALL IS INSTALLED). 16. INSTALL DOOR IF NOT INSTALLED. BOEING RF GROUP CAN ASSIST WITH SOME RF SHIELDING IMPROVEMENT IDEAS TO THE STC DOOR FRAME/DOOR INTERFACE. 17. CAP OFF PIPE SLEEVE PENETRATIONS HAVING NO PIPES, WITH METAL CAPS. 18. HAVE BOEING RF GROUP TEST SHIELDING AND FIX THE EASY LEAKS. 19. INSTALL VCT FLOORING. MARK STUD LOCATIONS ON FLOORING. 20. INSTALL SECOND LAYER OF INTERIOR DRYWALL. TAPE, MUD, AND PAINT. MARK CEILING STUDS. 21. INSTALL POWER, LIGHTS, HVAC, ALARMS, ETC IN ICD ROOMS. 22. RUN BONDING BRAIDS FROM SINGLE POINT GROUND TO EACH STEEL PLATE AND DOOR FRAME. PHOTOGRAPH ALL OF INTERIOR. 23. RUN GROUNDING JUMPERS FROM STEEL PLATE TO METAL UTILITIES HVAC LINES, SPRINKLER PIPE, AND ANYTHING ELSE REQUIRING GROUNDING. PHOTOGRAPH. 24. REPEAT BOEING RF TEST AND DOCUMENT RESULTS. CONSTRUCTION DETAILS: THE FOLLOWING ILLUSTRATIONS ARE INTENDED TO BE A POSSIBLE SOLUTION. MANY OTHER SOLUTIONS ARE POSSIBLE, SO TREAT THIS AS A GUIDE AND NOT A MANDATE EXCEPT FOR THE FOIL WHICH MUST NOT BE SUBSTITUTED (PART# 1800-48-125S). CONSIDER ADDING COKE OR OTHER CARBON MATERIAL TO DOGHOUSE CONCRETE FLOOR TO IMPROVE ITS RF ABSORPTION PROPERTIES IF THAT DOES NOT COMPROMISE STRENGTH OR DURABILITY. FOLLOW THIS PROCEDURE FOR SHIELD INSTALLATION GUIDANCE WITH THE FOLLOWING MODIFICATIONS: http: //www.ultrantscifbarrier.com/ultra-nt-scif-barrier-solid-p/ultra-nt.htm • INSTALL OVER DRYWALL AND DO NOT STAPLE. USE ADHESIVE TO ATTACH TO BUILDING SURFACES AND AVOID GETTING ADHESIVE BETWEEN OVERLAPPING FOIL CONTACT POINTS OR WHERE FOIL WILL BE TAPED. OVERLAP ADJACENT SHEETS BY 6" AND WRAP AROUND ADJACENT SURFACES 8". SEAL WITH 4" ELECTRICALLY CONDUCTIVE PSA FOIL SEAMING TAPE CENTERING OVER SEAM LINE. • WRAP WALLS FIRST HORIZONTALLY COMPLETELY WRAPPING THE ROOM AND BENDING AROUND CORNERS. BE SURE TO OVERLAP CEILING AND FLOOR BY 8" AND ADJACENT SHEETS BY 6". • RUN CEILING AND FLOOR SHEETS LONG WAYS (NORTH -SOUTH IN THIS APPLICATION) STOPPING SHORT OF THE WALLS BY 2" WHILE OVERLAPPING THE FOIL WRAPPED FROM THE WALLS BY 6". OVERLAP THE ADJACENT CEILING OR FLOOR FOIL SHEETS APPROX. 6". • INTERIOR CONDUIT CLAMPS, ELECTRICAL BOXES, LIGHTS, PIPE HANGERS, ETC. MUST ALWAYS SCREW INTO A STUD (SO MARK STUD LINES ON FLOOR AND CEILING) OR USE AN ADHESIVE TYPE CLAMP. CONSIDER INSTALLING STRUT ON WALLS OR CEILING IF UTILITIES AND LIGHTS CAN'T HANG ON A CEILING JOIST OR WALL STUD. • ADHERE FOIL DIRECTLY TO CONCRETE FLOOR WITH VCT FLOORING ON TOP AS WEAR LAYER. A PLYWOOD LAYER OR UNDERLAYMENT SHOULD BE INSTALLED BETWEEN THE FOIL AND THE WEAR LAYER. SCREW MISSES AND SHIELD DAMAGE: SCREWS USED TO ATTACH DRYWALL TO STUDS OR ITEMS TO THE WALLS MUST BE CONDUCTIVE AND PENETRATE A STUD. A SCREW THAT MISSES A STUD WILL NOT BE GROUNDED AND WILL ACT AS A PASSIVE RADIATOR THROUGH THE SHIELD WHICH IS MUCH WORSE THAN A SMALL HOLE. THIS MUST BE AVOIDED AND MITIGATED IF IT OCCURS. ANY SCREWS THAT MISS A STUD SHOULD BE REMOVED, PLACED BACK INTO THE SAME HOLE, AND REORIENTED TO ATTEMPT TO PENETRATE THE STUD. MINOR MANGLING OF THE SHIELD FOIL DUE TO MULTIPLE SCREW INSERTIONS SHOULD NOT BE A MAJOR ISSUE. IF THE STUD CANNOT BE HIT WITH THE SCREW, THEN DO THE FOLLOWING: • USE A PLUG CUTTER OR SIMILAR TOOL TO CUT A HOLE IN THE TOP DRYWALL LAYER ONLY, TO EXPOSE THE FOIL - DO NOT CUT INTO THE FOIL. USE A DEPTH CONTROL DEVICE ON THE CUTTER IF POSSIBLE. HOLE DIAMETER TO BE APPROX. DOUBLE THAT OF THE SCREW DIAMETER, OR WHATEVER IS NEEDED TO EXPOSE ENOUGH FRESH FOIL. CLEAN AND FLATTEN THE REMNANTS OF THE FOIL SURFACE. FIND A GALVANIZED NAIL WITH A HEAD DIAMETER NEAR THAT OF THE PLUG HOLE DIAMETER (BOX OR ROOFING NAIL). CUT THE NAIL SHANK LENGTH TO 1/2". IF A LARGE HOLE WAS CUT, USE FOIL SEAMING TAPE INSTEAD OF A NAIL. • SQUIRT RF CAULK INTO THE SCREW HOLE AND APPLY TO UNDERSIDE OF NAIL HEAD. • FIRMLY PUSH THE NAIL INTO SCREW HOLE UNTIL THE HEAD IS TOUCHING THE FOIL. • AFTER CAULK FIRMS UP, FILL THE PLUG HOLE WITH DRYWALL MUD. IF THE SHIELD GETS PUNCTURED OR SLIT BEFORE IT IS COVERED WITH DRYWALL, TAPE OVER HOLES OR CUTS WITH 4" CONDUCTIVE PSA SEAMING TAPE. BE SURE FOIL SURFACE IS CLEAN AND FIRMLY ROLL THE TAPE TO ADHERE IT TO THE FOIL. PARTS LIST: THE FOLLOWING MATERIALS SHOULD MEET THE REQUIREMENTS FOR THIS DESIGN. OTHER MATERIALS AND METHODS MAY BE SUBSTITUTED IF THEY MEET BOTH THE RF AND SECURITY REQUIREMENTS. PENETRATION PLATE GALVANIZED STEEL 1/8", 24X48, MCMASTER 8943K32 https: //www.mcmaster.com/#standard-steel-sheets/=1b5rlp7 1/2" SQUARE STAINLESS STEEL TUBING, MCMASTER 89825K31 https: //www.mcmaster.com/#standard-stainless-steel- structural- tubing/=1b5jopg 10 X 1 1/4 SELF DRILLING COUNTERSUNK STAINLESS STEEL SCREWS, MCMASTER 94195A177 https: //www.mcmaster.com/#tapping-screws/=1b5jsgd ROOM GROUND AND BONDING BRAIDS 1/2-13 BRASS THREADED ROD, 1', MCMASTER 93025A295 https: //www.mcmaster.com/#threaded-rods/=1b5jila 1/2" BRASS WASHERS, MCMASTER 92916A420 https: //www.mcmaster.com/#standard-washers/=1b51tj4 1/2" BRONZE LOCK WASHERS, MCMASTER 93496A433 https: //www.mcmaster.com/#standard- washers/=1b78sib 1/2-13 BRASS HEX NUTS, MCMASTER 92676A470 https://www.mcmaster.com/#hex-nuts/=1b5lupk GROUNDING BRAID, 2/0 EQUIVALENT, MCMASTER 69925K43 https: //www.mcmaster.com/#bonding-and-grounding-equipment/=1b9aI7j AC POWER FILTER 208/120V 60HZ 60A 3 PHASE (4 FILTERS), 100DB FROM 15 KHZ - 10 GHZ. UNIVERSAL SHIELDING USC -50-60B4. COST IS APPROX. $6500. • SPECIFY 2" ALL -THREAD NIPPLE FROM REAR OF CABINET AND REQUIRED LENGTH. • THIS PARTICULAR ONE IS FED FROM THE BOTTOM AND FILTERED OUTPUT COMES OUT THE TOP REAR. • I DON'T BELIEVE IT IS UL LISTED, SO IT MAY REQUIRE A WASHINGTON NRTL BLESSING. POC: IRWIN NEWMAN / ALFONSO NOCERA 631-667-7900 info@universalshielding.com www.universalshielding.com OTHER POWER FILTER SOLUTIONS: GENISCO GFP68216 INDUCTIVE INPUT FILTER http: //www. genisco.com/products/power-line-filter-panels/gf68201/gf68216/ ETHERNET FILTERS FOR CAT5E TYPE CABLE, GIGABIT SPEED AND IDEALLY 10/100/1000 BASET SUPPORT. 100DB FILTERING FROM 15 KHZ - 10 GHZ. UNIVERSAL SHIELDING GIGAFOIL V3 USC -1061. COST IS APPROX $1350 EACH. http: //www.universalshielding.com/ (SEE CONTACTS IN POWER FILTER SECTION). ANALOG PHONE FILTER DUAL LINE, 100 DB FROM 15 KHZ - 10 GHZ. GENISCO GF58270-1 (RAMAYES.COM IS A SOURCE) http: //www.genisco.com/products/communication-filters/ THERMOSTAT FILTER TBD UNTIL WE HAVE HVAC SIGNAL DETAILS. SUGGEST SOMETHING IN THE GENISCO LINE, MOST LIKELY A DIGITAL FILTER: http: //www.genisco.com/products/communication-filters/ FIBER WAVEGUIDES REQUIRE SUPPORT FOR 6 TERMINATED FIBERS IN THICK WALL. 10GHZ OR HIGHER. FIBERPLEX WGF- 6 WAVEGUIDE https: //www.fiberplex.com/products/wgf-6 waveguide- 27- ghz- 6- channel FIBERPLEX WEB- 6 AND WET -18A EXTENSION TUBES https: //www.fiberplex.com/products/web waveguide- extension- tubes FIBERPLEX WCN- 6 COUPLING NUT https://www.fiberplex.com/products/wgn waveguide- nuts WGF-6 AND COUPLING NUTS HAVE 1 1/8-18 NEF THREADS WHICH ARE UNCOMMON EXTRA FINE THREADS. FOILS AND TAPES ULTRA NT SCIF BARRIER SOLID (NOT PERFORATED) FOIL, 48" X 125' (APPROX. 250' PER ROOM). PART NUMBER 1800-48-125S. DO NOT SUBSTITUTE. htto: //www.ultrantscifbarrier.com/ultra-nt-scif-barrier-solid-p/ultra-nt.htm EMI SHIELD 4" CONDUCTIVE PSA AL5 TAPE, (2 ROLLS/ROOM BUT CHEAPER TO BUY 5 ROLLS TOTAL). http: //www.ramayes.com/aluminum foil emisfi shielding.htm DRYWALL SCREWS ANY FINE THREAD BLACK PHOSPHATE COATED DRYWALL SCREWS ARE ACCEPTABLE. OR, STEEL STRIP -RESISTANT DRILLING SCREWS FOR JOINING DRYWALL TO METAL FRAMING, MCMASTER 92050A500 AND 92050A600 https://www.mcmaster.com/#tapping-screws/=1b5lkit HVAC WAVEGUIDES (3/16 HONEYCOMB) http: //www.ets-lindgren.com/products/shielding/government-shielding/rf-shielded-accessories- for-government/11002/1100201 CAULK AND GASKETS RF CAULK AND THREAD SEALER, LAIRD ECCOSHIELD VY http: //www.eccosorb.com/products-eccoshield-vy.htm USEFUL WEBSITES: https: /jwww.djmelectronics.com/ethernet-emi-rfi-filter.html (GIGAFOIL FILTER) https://www.fiberplex.com/products/topic/waveguides (FIBER WAVEGUIDES) http: //www.gavenindustries.com/components.html (HVAC WAVEGUIDES, PENETRATIONS, FILTERS) http://www.raymondemc.ca/products/products6a.htm#6 (HVAC WAVEGUIDES) http: //www.ets- Iindgren.com/products/shieldina/government- shielding/rf- shielded- accessories- for- government (HVAC WAVEGUIDES, PENETRATIONS, FILTERS) REV1 10 RECEIVED CITY OF TUKWILA AUG 0 9 2018 PERMIT CENTER DESIGN CHANGE NOTICE #03 AUGUST 07, 2018 REVISION BY APPROVED DATE SYM REVISION BY APPROVED DATE RELOCATE DOGHOUSE TO BUILDING 9-53 33447-05 SITTS BRL 03.09.18 ACCEPTABILITY THIS DESIGN AND/OR SPECIFICATION IS APPROVED APPROVED BY DEPT. DATE DRAWN S. McCarthy CHECKED B. Labrecque ENGINEER B. Labrecque CHECKED B. Leslie DATE 08.09.17 08.09.17 08.09.17 08.09.17 SUBTITLE ICD ROOM CONSTRUCTION DETAILS REVIEWED FOR CODE COMPLIANCE APPROVED AUG 2 3 2018 City of Tukwila BUILDING DIVISION SITTS & HILL ENGINEERS, INC. CIVIL • STRUCTURAL • SURVEYING 4815 CENTER STREET 1 TACOMA, WA. 98409 PHONE: (253) 474.9449 1 FAX: (253) 474-9449 http://www.sitts-hill-engineers.comi Project No.: 18000 Project Mgr.: BKL Proj. Engineer: BRL Proj. Drafter: SLM CURRENT REVISION 33447-05 SYMBOL DATE 03.09.18 APPROVED APPROVED TITLE ARCHITECTURAL RELOCATE DOGHOUSE TO BUILDING 9-53 BUILDING 09-53 DEV. CENTER, WA WEA TWRA3 JOB NO. 33447-05 COMP NO. DWG NO. 09-053-TWRA3 10:59:12 PM SMCCARTHY: 8/16/2017 RFAI6• A110 DETAIL OR SECTION NUMBER RFA16I A200 RFA I6OA204 RFA160 A200 RFA I6IA203 TYPICAL AT CORNERS 3"VTR 2 I/2"VTR SHEET WHERE CUT FROM OAS SHOWN ON PLAN INDICATES NEW DOOR. SEE TYPICAL DOOR SCHEDULE ON DRAWING TWRA350 RD OVERFLOW RD OVERFLOW ROOF EXHAUST 16/14 3A45 1 X AS SHOWN ON PLAN INDICATES NEW WALL. SEE TYPICAL WALL SCHEDULE ON DRAWING TWRA350 AS SHOWN ON PLAN INDICATES NEW ROOM. SEE TYPICAL ROOM FINISH SCHEDULE ON DRAWING TWRA350 AS SHOWN ON PLAN INDICATES WINDOW. SEE TYPICAL WINDOW SCHEDULE ON DRAWING TWRA350 RFAI6IA200 VALLEY RFA I60 A110 EVAL COTES: A RFAI60AI10 \\_ 3" OVERFLOW (TYP. 3 PLACES) 3" ROOF DRAIN (TYP. 3 PLACES) SFE CFTAIL 4 RFA160 A519 1. NOT USED. EXISTING EXTERIOR EXIT STAIRWAY RFAI6I A519 RFA160 A50 RFAI60 A201 RFA16•A200 RRAI6• A213 RFAI6• A200 LINE OF EXISTING CONC. PATIO BLOCKS RFA 160 A 9-47 BLDG EXISTING WALKWAY ROOF ACCESS LADDE COOLING TOWER SLOPE 4" ROOF DRAINS ROOF ACCESS LADDER COOLING TOWER EXISTING K Y RFA160 A508 SLOPE EXISTING 42" HIGH RAILING AT MECHANICAL PLATFORM PERIMETER. SEE STRUCTURAL DRAWING S400 FOR ADDITIONAL INFORMATION. SEE GENERAL ARCHITECTURAL NOTES "GAN" ON DRAWING TWRA1A FOR ADDITIONAL INFORMATION. SEE GENERAL STRUCTURAL NOTES "GSN" ON DRAWING TWRS2 FOR ADDITIONAL INFORMATION. SEE STRUCTURAL, MECHANICAL AND ELECTRICAL DRAWINGS FOR ADDITIONAL INFORMATION. 50'-0" CLEAR ACCESS IN A 360 DEGREE CIRCLE TO PLACE POINT SOURCES FOR ANTENNAS. CREATE A 4'-0" WIDE PATHWAY CENTERED ON THE RADIUS FOR ANTENNA TRIPODS TO BE TEMPORARILY PLACED. WALKWAY SHALL BE CROSSGRIP WALKWAY. PATH SHALL BE SEGMENTED TO CREATE AN APPROXIMATELY CIRCULAR SHAPE (SUGGEST APPROXIMATELY 10'-0" LONG INDIVIDUAL SEGMENTS). COLOR SHALL BE LIGHT GRAY. WHERE 50'-0" CLEAR ACCESS IS CLOSER THAN 50'-0" FROM THE EDGE OF BUILDING PROVIDE AND INSTALL GARLOCK RAILGUARD 200 REMOVABLE GUARDRAIL SYSTEM. SEE DETAILS ON SHEET TWRS502 FOR ADDITIONAL INFORMATION. 4'-0" (TOTAL WIDTH, TYPICAL) ELEVATED CART PATH CONSTRUCTED WITH 1" DEEP x 3/4" x 4" RECTANGULAR MESH FRP MOLDED GRATING BY FIBERGRATE OR PRE—APPROVED EQUIVALENT. GRATING SHALL BE SUPPORTED BY COMPOSITE LUMBER SUPPORT BLOCKS PER DETAILS 1/TWRS507, 2/TWRS507, AND 3/TWRS507. GRATING SHALL BE LEVEL BETWEEN VRC AND DOGHOUSE LOCATION AND SET AT ELEVATION 143'-6 3/4" (RELATIVE TO TOP OF EXISTING PARAPET AT ELEVATION 144'-0" AND TOP OF ROOF SURFACE AT PARAPET AT ELEVATION 143'-5"). 8 > VERTICAL RECIPROCATING CONVEYOR (VRC) OR OTHER LIFTING DEVICE TO GET HEAVY EQUIPMENT FROM GROUND LEVEL TO THE ROOF. SEE STRUCTURAL DRAWINGS FOR ADDITIONAL INFORMATION. 9 > CREATE 10'-0"x10'-0" AREAS OF CROSSGRIP WALKWAY (4 LOCATIONS). AREAS SHALL- ALIGN WITH CENTER OF DOGHOUSE ARFP PLATES — BOEING TO VERIFY FINAL LOCATION. 10 > 8'-0" (TOTAL WIDTH) ELEVATED CART PATH CONSTRUCTED SIMILAR TO THE 4'-0" ELEVATED CART PATH DESCRIBED IN GENERAL NOTE 7 ON THIS SHEET. AUG 2 3 2018 6 FA160 A50 4'-0" WIDE PATH FROM ELEVATED GRATING CART PATH TO THE STAIR TO THE EXISTING MECHANICAL PLATFORM. PATH SHALL BE CROSSGRIP WALKWAY. COLOR SHALL BE LIGHT GRAY. PROVIDE 4'-0"x4'-0" GRATED LANDING FROM ELEVATED CART PATH TO FRP STAIRS PER DETAIL 4/TWRS506. PROVIDE (3) ROWS OF DURA—BLOK SUPPORTS, MINIMUM. COORDINATE HEIGHT WITH FRP STAIRS. PROVIDE ADDITIONAL LAYER OF ROOF MEMBRANE BELOW THE PROPOSED CART PATH. MATCH THE EXISTING ROOF MEMBRANE MATERIAL. MEMBRANE SHALL BE 1'-0" WIDER THAN THE GRATED PATH. ADHERE PER THE MANUFACTURERS RECOMMENDATIONS. CO\ST ENLARGED ROOF PLAN RFA160 A453 FLOOR PLAN RFA160 TWRA10 UCTIO\ \ OTES: CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND ELEVATIONS OF EXISTING CONSTRUCTION WHICH AFFECT NEW CONSTRUCTION PRIOR TO SUBMITTAL OF SHOP DRAWINGS. SHOP DRAWINGS WITHOUT FIELD VERIFICATION OF DIMENSIONS SHALL BE REJECTED. INSTALL GARLOCK RAILGUARD 200 REMOVABLE GUARDRAIL SYSTEM AT ROOF PERIMETER AS REQUIRED BY GENERAL NOTE 6 AND AS SHOWN ON THIS SHEET. 3. CONTRACTOR SHALL PROVIDE (2) 4'-0"x33'-0" ROLLS OF CROSSGRIP WALKWAY TO BOEING FOR FUTURE INSTALLATION. REFLECTED !CEILING PLAN RFA160 TWRA280 RELOCATE EXISTING MECHANICAL ROOM EXHAUST FAN AS REQUIRED TO AVOID CONFLICT WITH PROPOSED VRC ACCESS WALKING SURFACE. ROOF PLAN RFA160 TWRA160 EFRE\CE DAWI\G 09-53—RFA160 FOR PARTIAL ROOF PLAN 09-53—RFS161 FOR PARTIAL ROOF FRAMING PLAN RECEIVED s: CITY OF TUKWILA AUG 0 9 2018 SCALE: 1/16"=1'-0" PERMIT CENTER SITTS & HILL ENGINEERS, INC. CIVIL • STRUCTURAL • SURVEYING 4815 CENTER STREET 1 PHONE: (253) 474-9449 1 http://www.sitts-hi Il-engineers.coml TACOMA, WA. 98409 FAX: (253) 474-9449 COvPOSITE .00F PLA\ SCALE: 1/16" = 1'-0" DESIGN CHANGE NOTICE #03 AUGUST 07, 2018 REVISION APPROVED REVISION APPROVED 9-53 ANTENNA PLATFORM & ACCESS 793970-11 RECORD DRAWING 12787 EC/ROLLUDA 9-53 ANTENNA PLATFORM, REVISE LOCATION AS—BUILT, ANTENNA PLATFORM 9-53 ANTENNA INSTALLATION ACAL/ASIC LAB RELOCATION 793970-11 6.5.00 F RELOCATE DOGHOUSE TO BUILDING 9-53 793970-11 556378-00 9.29.00 01.26.06 12787 EC/ROLLUDA 07.12.12 G DOGHOUSE DCN #01 33447-05 H DOGHOUSE DCN #02 J DOGHOUSE DCN #03 33447-05 33447-05 33447-05 DATE 08.13.13 03.09.18 06.08.18 07.03.18 08.07.18 ACCEPTABILITY THIS DESIGN AND/OR SPECIFICATION IS APPROVED APPROVED BY DRAWN M. DITTMAR CHECKED ENGINEER T. HANSON CHECKED DATE 4—FEB-00 SUBTITLE 04.26.00 COMPOSITE ROOF PLAN RELOCATE DOGHOUSE TO BUILDING 9-53 APPROVED BUILDING 9-53.ROOF APPROVED ARCHITECTURAL MASTER Project No.: 18000 Proj. Engineer: BRL CURRENT REVISION 33447-05 SYMBOL Project Mgr.: BKL Proj. Drafter: SLM 08.07.18 SHEET RFA160 JOB NO. COL. ALL DEV. CENTER, WA DWG NO. COMP NO. 12787 9-53-RFA160 5 A o A453 TWRA111 0 C' 1- 5R X W A A4531TWRA63 20'-0" BOTTOM OF CABLE TRAY 11'-2" ABOVE EXISTING ROOF, TYPICAL ..................; 13 7 / EXISTING ANTENNA .....,..... 12 - E\LAKED GOOF SCALE: 3/8" = 1'-0" EQUIPMENT LIFTING AREA I 4. �\ L 4'—O" N. N. 7 i EXISTING RACK WITH POWER EXISTING EQUIPMENT EXISTING EQUIPMENT j EXISTING EQUIPMENT -r I EXISTING I HVAC EXISTING III HSS BEAM . i .3.. 1 XISTING.._HSS__ BEAM -r� IIII EXISTING .I......... —HSS BEAM '— ! / 7 EXISTING 1i !� EQUIPMENT L — EXISTING EQUIPMENT L .`t ( EXISTING EQUIPMENT 11 l CI Li_ c) Nm X N W (/) 1'-8" EXISTING HSS BEAM EXISTING ANTENNA 1 Li EXISTING HSS BEAM BOTTOM OF CABLE TRAY 11'-2" ABOVE EXISTING ROOF, TYPICAL 9 1 i. • EXISTING GUARDRAIL EXISTING GRATING, TOP OF GRATING VARIES 40" TO 54" ABOVE EXISTING ROOF 32'-8" 5'-8" 7 17 18 L EXISTING PLATFORM 18 7> EXISTING VENT TO ROOF JL H 19> 11> 17> 6'-10 3/8" DLA\ No - 18 3'-0" 30'-0" 4(4A\ A453 TWRA61 6'-0" 7-0" 19 8 J BEVSIO A A453I3RA62 QD REVIEWED FOR CODE COMPLIANCE APPROVED AUG 2 3 2018 City of Tukwila BUILDING DIVISION \:\ p EV 11 [ENE L AUG 2 2 2018 REID MIDDLETON, INC. LEGE O 3A451X \D/SCHEDULE: AS SHOWN ON PLAN INDICATES NEW DOOR. SEE TYPICAL DOOR SCHEDULE ON DRAWING TWRA350 AS SHOWN ON PLAN INDICATES NEW WALL. SEE lYPICAL WALL SCHEDULE ON DRAWING TWRA350 AS SHOWN ON PLAN INDICATES NEW ROOM. SEE TYPICAL ROOM FINISH SCHEDULE ON DRAWING TWRA350 AS SHOWN ON PLAN INDICATES WINDOW. SEE TYPICAL WINDOW SCHEDULE ON DRAWING TWRA350 GE\RAL \OTES: 1. SEE GENERAL ARCHITECTURAL NOTES "GAN" ON DRAWING TWRA1A FOR ADDITIONAL INFORMATION. 2. SEE GENERAL STRUCTURAL NOTES "GSN" ON DRAWINGS TWRS2 FOR ADDITIONAL INFORMATION. 3. SEE STRUCTURAL, MECHANICAL AND ELECTRICAL DRAWINGS FOR ADDITIONAL INFORMATION. MOUNT VARIOUS SOUTH FACING ANTENNAS ON NEW HSS BEAMS AND FIBERGLASS GRATING. MATCH FINISH FLOOR ELEVATION OF EXISTING PLATFORM. VERIFY LAYOUT WITH BOEING REPRESENTATIVE. HSS12x6x1/4 TUBE STEEL BEAM. 1 6 > 3'-6" WIDE x 30'-0" LONG FIBERGLASS GRATING PLATFORM. HSS8x8x3/8 TUBE STEEL CROSS BRACES. SEE ELEVATIONS FOR ADDITIONAL INFORMATION. 1 8 > EDGE OF PLATFORM ABOVE. SEE TwRAi 0 FOR ADDITIONAL INFORMATION. 9 > SUSPENDED CABLE TRAY. SEE BUILDING SECTIONS FOR ADDITIONAL INFORMATION. SEE DETAIL 10/TWRS500 FOR TYPICAL CABLE TRAY SUPPORT. PROVIDE A MINIMUM OF 6'-8" CLEAR HEIGHT BELOW CABLE TRAY TO TOP OF EXISTING MECHANICAL PLATFORM GRATING. COORDINATE WITH ELECTRICAL AND MECHANICAL DRAWINGS. 1 10 > EXISTING CONDUIT TO REMAIN. EDGE OF DOGHOUSE ABOVE. 36"x42" CLEAR AREA FOR LIFTING EQUIPMENT WITH ROOF MOUNTED CRANE. CRANE SHALL PROVIDE ACCESS TO THE PI.ATFORM AND THE ROOF. CRANE MUST BE RATED FOR AT LEAST 1000 LB. (2) NEW 3" CONDUITS IN 3R BOX WITH el" OPENING IN BOTTOM WITH LIGHTNING ARRESTOR PLATE CONDUIT FROM BELOW (TERMINATES AT NORTHWEST CORNER OF THE DOG HOUSE). CONSTRUCT AS A A HARDENED CARRIER PDS CONSISTENT WITH RULES PER CN551-7003. 3R BOX WITH 6" OPENING IN BOTTOM WITH LIGHTNING ARRESTOR PLATE. 116 > FRP STAIR STRINGERS WITH FIBERGLASS TREADS AND GUARDRAILS. SEE STAIR PLAN 1/TWRA450 FOR ADDITIONAL INFORMATION. EXISTING 4" ROOF DRAIN. 18 > HSS8x4x1/4 TUBE STEEL BEAM. 19 > W10x54 STEEL COLUMN TO SUPPORT PLATFORM AND DOGHOUSE ABOVE. 20 > C11 1/2"x2 3/4"x1/2" FRP STAIR STRINGERS WITH FIBERGLASS TREADS AND GUARDRAILS. ATTACH SIM TO DETAIL 2/TWRS501 AND 21. CONTRACTOR SHALL PROVIDE TEMPORARY WOODEN PLATFORM TO SUPPORT EXISTING ANTENNAS DURING CONSTRUCTION. COORDINATE EXACT REQUIREMENTS WITH BOEING. 10'-0" RADIUS OF MATERIAL HANDLING SYSTEM HOOK/HOIST. COORDINATE WITH MATERIAL HANDLING SYSTEM DRAWINGS. CO\S-RUCTIO\ NOTES: 1. CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND ELEVATIONS OF EXISTING CONSTRUCTION WHICH AFFECT NEW CONSTRUCTION PRIOR TO SUBMITTAL OF SHOP DRAWINGS. ,,SHOP DRAWINGS WITHOUT FIELD VERIFICATION OF DIMENSIONS SHALL BE REJECTED. EFEE\CE 09-53—RFA160 FOR PARTIAL ROOF PLAN. 09-53—RFS161 FOR PARTIAL ROOF FRAMING PLAN. 09-53—S550 FOR MECHANICAL PLATFORM. 09-53—S551 FOR MECHANICAL PLATFORM. RECEIVED ITY OF TUKWILA AUG 0 9 2018 PERMIT CENTER DESIGN CHANGE NOTICE #03 AUGUST 07, 2018 0 2 4 6 8 SITTS & HILL ENGINEERS, INC. CIVIL • STRUCTURAL • SURVEYING 4815 CENTER STREET PHONE: (253) 474-9449 TACOMA, WA. 98409 FAX: (253) 474-9449 Project No.: 18000 Pro ject Mgr.: BKL Pro j. Engineer: BRL Pro j. Drafter: SLM SYM REVISION BY APPROVED DATE SYM REVISION BY APPROVED DATE -- RELOCATE DOGHOUSE TO BUILDING 9-53 33447-05 SITTS BRL 03.09.18 A DOGHOUSE DCN #01 33447-05 SITTS BRL 06.08.18 B DOGHOUSE DCN #02 33447-05 SITTS BRL 07.03.18 ACCEPTABILITY THIS DESIGN AND/OR SPECIFICATION IS APPROVED APPROVED BY DEPT. DATE DRAWN S. McCarthy DATE SUBTITLE 08.09.17 CHECKED B. Labrecque ENGINEER B. Labrecque CHECKED B. Leslie APPROVED APPROVED 08.09.17 TITLE 08.09.17 08.09.17 ENLARGED ROOF PLAN CURRENT REVISION SYMBOL 33447-05 3 DATE 07.03.18 RELOCATE DOGHOUSE TO BUILDING 9-53 BUILDING 09-53 ARCHITECTURAL C—D/5-6 SHEET A453 JOB NO. 33447-05 COMP NO. DEV. CENTER, WA DWG ND. LEGE\D/SCHEDULE: (---) AS SHOWN ON PLAN INDICATES NEW DOOR. SEE TYPICAL D10' H i E0 DA N 1'..3 s (19) TREADS AT 11" = 17'-5" (20) RISERS AT 8.36"= 13'-11 1/8" TWRA10 TWRA60 TWRA10 TWRA110 T.O.G. = 15'-10" AS SHOWN ON PLAN INDICATES NEW ROOM. SEE TYPICAL ROOM FINISH SCHEDULE ON DRAWING TWRA350 AS SHOWN ON PLAN INDICATES WINDOW. SEE TYPICAL WINDOW SCHEDULE ON DRAWING TWRA350 AS SHOWN ON PLAN INDICATE 1 1/4" DIAMETER ROD CROSS < BRACING. SEE STRUCTURAL DRAWINGS FOR ADDITIONAL INFORMATION. GE\FRAC NOTES: T mommemmensi p= mum = =0= 18 NMI 1111111110 - - - ---._._.i....._._._....---...r---.... _..._._ ...._ .._.....___�.........._...._..__.._._..�--....._._.._....__.._...:....................._......:................PLAT ------.._._...- --......... � :_=-:�._ =. __.1111 __...........__._.....-----..................---.._..._....__...._._._._......._...._:...�._._�_:::__:_:.:(ABOVE) M_ _:__-_mu= dm' 1.........._...._.1...._..._.........[__ ................1_.. _.._....__.........:......1..._............I.....__._.._I_._...__....I__._..__......1;...._.._...._.F..._...1...._..........._.....__......._.. 1..._....._............. I _ J. f g I, ammiLmt N� asp � =cm= �.. mm memammiMmonimmuismiiii mom 111 LOCKER _ BADGE — �� 14 READER!® .. — PrZele�O/. Ic"771;01 .r ' ._TH _.. _...- —� - .�.;•••.►y;• ; x x 4 ; %!/ /////////// 1 1/////�/// / :'' ur////,moi////// 1. SEE GENERAL ARCHITECTURAL NOTES "GAN" ON DRAWING TWRA1A FOR ADDITIONAL INFORMATION. 2. SEE GENERAL STRUCTURAL NOTES "GSN" ON DRAWING TWRS2 FOR ADDITIONAL INFORMATION. 3. SEE STRUCTURAL, MECHANICAL AND ELECTRICAL DRAWINGS FOR ADDITIONAL INFORMATION. 24x38 SHELVING DOGHOUSE H/W H/W H/W H/W RACK RACK RACK RACK 24x36 24x36 24x36 24x36 CONTROL DESK SHELVING 36" x 42" CLEAR AREA FOR LIFT. PROVIDE LIFT CAPACITY UP TO 1000 LB EQUIPMENT. LIFT SHALL PROVIDE ACCESS TO THE PLATFORM AND THE ROOF. 6 > FRP STAIR STRINGERS WITH FIBERGLASS TREADS AND GUARDRAILS. SEE STAIR PLAN 1 /TWRA450 FOR ADDITIONAL INFORMATION. (2) 4" CONDUITS FROM ROTATING PLATFORM ABOVE TO 1 O"x 6flx 2 6ff BOX CONTINUING TO UNDER FLOOR. ONE 3" NIPPLE FROM EACH SIDE OF ENCLOSURE TO TRAY. 8 > 42" TALL FIBERGLASS GUARDRAIL WITH 4" KICK PLATE. SIDE MOUNT GUARDRAIL TO FLOOR FRAMING STRUCTURE. 9 > HSS10x10x3/8 TUBE STEEL SLEEVE FOR MATERIAL HANDLING SYSTEM. 10 > 2" THICK FIBERGLASS GRATING AROUND THE PENTHOUSE STRUCTURE TO ALLOW FOR INSTALLATION AND REMOVAL OF EQUIPMENT FROM THE OUTSIDE, WHILE MAINTAINING CLOSED AREA INTEGRITY AFTER INSTALL. PROVIDE 2" THICK UHMW SHIMS BELOW GRATING AT BEAM LOCATIONS TO CREATE LEVEL SURFACE WITH CONCRETE TOPPED METAL DECK AT DOGHOUSE PER DETAIL 9/TWRS500. 2 1/2" SEALED CONCRETE TOPPING OVER 1 1/2" METAL DECK, TYPICAL UNDER DOGHOUSE (4" TOTAL DEPTH). 26x36 TWRA10 TWRA500 24x36 SHELVING BADGE EADER 30x48 T.O.G. = 15'-10" II CLEAR LIFTING AREA TWRA10 TWRS211 24x36 SHELVING TWRA10 TWRS211 TWRA10 TWRA63 TECH BENCH 4 'TWRA10 EQUIPMENT CHAMBER \ 3502 1 TWRA5001 1 SIM. I 4 T4RA10 TWRA500 TWRA10 TWRA62 30x48 24x36 SERVERS SHELVING T.O.G. = 15'-10" 24x38 24x36 T.O.C. = 15-10" STC 45 SOUND RATED ROOMS - DOOR FRAMES, DOORS AND HARDWARE (SPIN DIAL AND CAMS BADGE READER). EQUIPMENT CHAMBER TO BE PROVIDED AND INSTALLED BY OTHERS WITH STC 45 RATED WALLS, FLOOR AND ROOF. NON-METALLIC WATERPROOF BOX OR LOCKER TO STORE CELL PHONES OUTSIDE OF THE CLOSED AREA. HSS 6x6x1/2 COLUMN. COORDINATE WITH STRUCTURAL DRAWINGS. 16 > CONDUITS FROM BELOW. COORDINATE WITH ELECTRICAL DRAWINGS. SEE FINISH SCHEDULE 1/TWRA350 FOR INTERIOR FINISHES. 18 > FRP STAIR STRINGERS WITH FIBERGLASS TREADS AND GUARDRAILS. SEE STAIR PLAN 2/TWRA450 FOR ADDITIONAL INFORMATION. 19 > CONNECT ROD BRACE TO HSS AT BASE PER DETAIL 4/TWRS501 (SIM AT TOP). 20 > AC POWER FILTER (APPROXIMATELY 28"x40"x17") - PROVIDE DOUBLE WALL STUDS, (2) PLACES MINIMUM, TO SUPPORT FILTERS. SEE SHEET R 04 FO' Ai IITIINA INFOR ,ATII IR 30x72 GENERAL SHELVING 18x36 fB� TWRA10 iWRS210 Nie 10'-0" RADIUS OF MATERIAL HANDLING SYSTEM HOOK/HOIST. COORDINATE WITH MATERIAL HANDLING SYSTEM DRAWINGS. •t SBI ////, `-' \\\\\\ MOMIR . Ass:ad66.°Zii1WMIMMI=1{ /ii; n t>»7/////// /' %' n //// CO\ST \-\\\\-.>.\\ !!WA!! ///////// ; ' %;x" -:1\\ \\\\\i `,••.• /7/ TWRA10 TWRA500 REVISIOM. UCTI O\ \OTES: 1. CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND ELEVATIONS OF EXISTING CONSTRUCTION WHICH AFFECT NEW CONSTRUCTION PRIOR TO SUBMITTAL OF SHOP DRAWINGS. SHOP DRAWINGS WITHOUT FIELD VERIFICATION OF DIMENSIONS SHALL BE REJECTED. EFERE\CE D AWI\GS: 09-53-RFA160 FOR PARTIAL ROOF PLAN. 09-53-RFS161 FOR PARTIAL ROOF FRAMING PLAN. iWRA10LTWRA61 REVIEWED FOR CODE COMPLIANCE APPROVED SCALE: 3/8"=1'-0" AUG 23 2018 City of Tukwila BUILDING DIVISION AUG 09 2018 SITTS & HILL ENGINEERS, INC. CIVIL • STRUCTURAL • SURVEYING 4815 CENTER STREET 1 TACOMA, WA. 98409 PHONE: (253) 474-9449 1 FAX: (253) 474-9449 http://www.sitts-hill-engineers.corni FLOO PLAN SCALE: 3/8" = 1'-0" RFA160 TWRA10 DESIGN CHANGE NOTICE #03 AUGUST 07, 2018 Project No.: 18000 Proj. Engineer: BRL Project Mgr.: BKL Proj. Drafter: SLM REVISION APPROVED REVISION APPROVED RELOCATE DOGHOUSE TO BUILDING 9-53 DOGHOUSE DCN #01 33447-05 03.09.18 ACCEPTABILITY THIS DESIGN AND/OR SPECIFICATION IS APPROVED 33447-05 06.08.18 APPROVED BY DEPT. DATE DRAWN S. McCarthy CHECKED B. Labrecque ENCINEER B. Labrecque CHECKED B. Leslie APPROVED APPROVED DATE 08.09.17 08.09.17 08.09.17 08.09.17 SUBTITLE FLOOR PLAN CURRENT REVISION 33447-05 SYMBOL A 06.08.18 TITLE RELOCATE DOGHOUSE TO BUILDING 9-53 ARCHITECTURAL BUILDING 09-53 C -D/5-6 TWRA10 JOB NO. 33447-05 COMP NO. DEV. CENTER, WA DWG NO. 09-053-TWRA10 TWRA280 TWRA111 TWRA28OITWR463 / / BOTTOM OF GABLE TRAY 7'-6 A.F.'., TYPICAL 1 1 rr \ ' EFLECTED CEILI\G PLA\ SCALE: 3/8" = 1'-0" REVISION \ i C.5 20'-0" 20'-O" : 111 111111111M1111111111111111111=11111111111111111111=11111111 BOTTOM OF CABLE TRAY 7'-6" A.F.F., TYPICAL r TWRA280 TWRA110 111111111111111=1111111111111151111111 II y_, ___ _Y_ T_1111Ili_ _ _a _t -11111E1 _ _, __t _ _ _ 111111 *_ TWRA280 TWRA62 BOTTOM OF CABLE TRAY 7'-6" A.F.F., TYPICAL 11111111111 • / Jv� ; maw primjimemikvi tglA\ iWR42801TWRA61 20'-O" BOTTOM OF CABLE TRAY 7'-6" A.F.F., TYPICAL BY APPROVED DATE SYM REVISION BY APPROVED DATE RELOCATE DOGHOUSE TO BUILDING 9-53 33447-05 SITTS BRL 03.09.18 RFA160 TWRA280 ACCEPTABILITY THIS DESIGN AND/OR SPECIFICATION IS APPROVED REVIEWED FOR CODE COMPLIANCE APPROVED AUG 2 3 2018 City of Tukwila BUILDING DIVISION APPROVED BY DEPT. DATE DRAWN S. McCarthy CHECKED B. Labrecque ENGINEER B. Labrecque CHECKED B. Leslie DATE 08.09.17 08.09.17 08.09.17 SUBTITLE RVI D3dEVD EWE IN AUG Z 2 2018 REID MIDDLETON, INC. 1 LEGE\J/SCHEDULE: AS SHOWN ON PLAN INDICATES NEW SUSPENDED LIGHT FIXTURE - COORDINATE WITH ELECTRICAL AND MECHANICAL DRAWINGS. AS SHOWN ON PLAN INDICATES NEW SUPPLY AIR DIFFUSER, ® RETURN AIR AND EXHAUST FAN CEILING GRILLES. COORDINATE WITH ELECTRICAL AND MECHANICAL DRAWINGS. SE\HAL \OTES: 1. SEE GENERAL ARCHITECTURAL NOTES "GAN" ON DRAWING TWRA1A FOR ADDITIONAL INFORMATION. 2. SEE GENERAL STRUCTURAL NOTES "GSN" ON DRAWING TWRS2 FOR ADDITIONAL INFORMATION. 3. SEE STRUCTURAL, MECHANICAL AND ELECTRICAL DRAWINGS FOR ADDITIONAL INFORMATION. 4. CENTER LIGHT FIXTURES IN ALL AREAS AS INDICATED UNLESS NOTED AND DRAWN OTHERWISE. 5. REFER TO ELECTRICAL FOR WALL MOUNTED FIXTURE LOCATIONS. 1 6 > EXPOSED STRUCTURAL ROOF BEAMS AND METAL DECK. ALL ITEMS TO BE PAINTED. SEE STRUCTURAL DRAWINGS FOR ADDITIONAL INFORMATION. SUSPENDED CABLE TRAY. SEE BUILDING SECTIONS FOR ADDITIONAL INFORMATION. SEE DETAIL 10/TWRS500 FOR TYPICAL CABLE TRAY SUPPORT. COORDINATE WITH ELECTRICAL AND MECHANICAL DRAWINGS. 1 8 >' (2) 4" CONDUITS FROM ROTATING PLATFORM ABOVE TO 16"x20"x6" BOX CONTINUING TO UNDER FLOOR. ONE 3" NIPPLE FROM EACH SIDE OF ENCLOSURE TO TRAY. 9 > HSS10X10x3/8 TUBE STEEL SLEEVE FOR MATERIAL HANDLING SYSTEM. CS S-RUCTIO\ \OTES: 1. CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND ELEVATIONS OF EXISTING CONSTRUCTION WHICH AFFECT NEW CONSTRUCTION PRIOR TO SUBMITTAL OF SHOP DRAWINGS. SHOP DRAWINGS WITHOUT FIELD VERIFICATION OF DIMENSIONS SHALL BE REJECTED. EFHE\CE D AWI \GS: 09-53-RFA160 FOR PARTIAL ROOF PLAN 09-53-RFS161 FOR PARTIAL ROOF FRAMING PLAN RECEIVED CITY OF TUKWILA AUG 0 9 2018 PERMIT CENTER DD 0 <EY DESIGN CHANGE NOTICE #03 AUGUST 07, 2018 REFLECTED CEILING PLAN PLA\ 0 2 4 0 0 6 8 SCALE: 3/8"=1'-0" SITTS & HILL ENGINEERS, INC. CIVIL • STRUCTURAL • SURVEYING 4815 CENTER STREET I TACOMA, WA. 98409 PHONE: (253) 474-9449 1 FAX: (253) 474-9449 http://www.sitts-hill-engineers.com/ Project No.: 18000 Project Mgr.: BKL Proj. Engineer: BRL Proj. Drafter: SLM CURRENT REVISION 33447-05 SYMBOL DATE 03.09.18 08.09.17 APPROVED APPROVED TITLE ARCHITECTURAL RELOCATE DOGHOUSE TO BUILDING 9-53 BUILDING 09-53 C -D/5-6 SHEET TWRA280 JOB NO. 33447-05 COMP NO. DEV. CENTER_ WA DWG NO. na_nc7_11ArQAOQn 10:59:12 PM SMCCARTHY: 8/16/2017 C.5 20'-0" 20'-0" TWRA160 TWRA60 (19) TREADS AT 11" = 17'-5" 4'-6" TWRA160 TWRA110 3'-9" (20) RISERS AT 8.36" = 13'-11 1/8" II 00 00 N 0 T.O.R. +14'-9 1/2" ABOVE TOP OF GRATING TWRA160 TWRS506 T.O.R. +14'-9 1/2" ABOVE TOP OF GRATING fw•1111111111■110111� i�iii�nlNi�lww�iw' iiE�Mi=�MEiiMMAw iNN MIIMMOM MEMMEMMEMMIll M■■■ I■ . . MEM ■ N MENU MUM 111111 TWRA160 ww1111wwww1aw11111111111w Ell ■wwww 1111111111w ANTENNA GROWTH (KEEP LOW)mumnfinfinMINHMUMMIMMI www \ENOw 1��1� _ .r _:..1111 TWRA160 TWRS505 TWRA160 TWRA111 o II N N TWRA160 TWRA63 TWRA160 TWRA62 TWRA160 TWRS506 g ANTENNA GROWTH (KEEP LOW LEGE\D/SCHEDULE: OAS SHOWN ON PLAN INDICATES NEW DOOR. SEE TYPICAL DOOR SCHEDULE ON DRAWING TWRA350 AS SHOWN ON PLAN INDICATES NEW WALL. SEE TYPICAL WALL SCHEDULE ON DRAWING TWRA350 3A451X AS SHOWN ON PLAN INDICATES NEW ROOM. SEE TYPICAL ROOM FINISH SCHEDULE ON DRAWING TWRA350 T.O.R. +X' -X" AS SHOWN ON PLAN INDICATES ELEVATION AT TOP OF ROOF NAILER AT CORNER. SEE DETAIL 1/TWRA500. GE \RAL \OTES: SEE GENERAL ARCHITECTURAL NOTES "GAN" ON DRAWING TWRA1A FOR ADDITIONAL INFORMATION. 2. SEE GENERAL STRUCTURAL NOTES "GSN" ON DRAWING TWRS2 FOR ADDITIONAL INFORMATION. 3. SEE STRUCTURAL, MECHANICAL AND ELECTRICAL DRAWINGS FOR ADDITIONAL INFORMATION. 4. PIPE PENETRATIONS THROUGH WALL. 36" x 42" CLEAR AREA FOR LIFTING UP TO 400 LB EQUIPMENT WITH ROOF MOUNTED CRANE. CRANE SHALL PROVIDE ACCESS TO THE PLATFORM AND THE ROOF. CRANE MUST BE RATED FOR AT LEAST 1000 LB. 6 ) FRP STAIR STRINGERS WITH FIBERGLASS TREADS AND GUARDRAILS. SEE STAIR PLAN 2/TWRA450 FOR ADDITIONAL INFORMATION. (2) 4" CONDUITS FROM ROTATING PLATFORM ABOVE TO 16"x20"x6" BOX CONTINUING TO UNDER FLOOR. ONE 3" NIPPLE FROM EACH SIDE OF ENCLOSURE TO TRAY. 8 > 42" TALL FIBERGLASS GUARDRAIL WITH 4" KICK PLATE. SIDE MOUNT GUARDRAIL TO FRAMING STRUCTURE. 9 > SINGLE PLY ROOFING OVER TAPERED (MIN. 5 1/4", MAX. 10 3/4") INSULATION OVER 1 1/2" METAL DECK. 110 > EQUIPMENT DOME (36" DIAMETER x 28" HIGH). ROTATABLE ANTENNA ARRAY MOUNTED ON THE ROOF (APPROX. 8'x10'). RELOCATE FROM 18-61 ROOF. ANTENNA NEEDS TO BE MOUNTED LEVEL AND HIGH ENOUGH ABOVE THE ROOF THAT THE TURNING AND LOCKING MECHANISM BELOW CAN BE ASSESSED, BUT LOW ENOUGH SO THAT ANTENNAS CAN BE REACHED FOR REMOVAL AND REPLACEMENT. VERIFY CRANE IN PARKED POSITION DOES NOT INTERFERE WITH ROTATING PLATFORM GROUND PLANE. 14 HSS10x10x3/8 TUBE STEEL SLEEVE FOR MATERIAL HANDLING SYSTEM. SUPPORT FRAME FOR ROTATING ANTENNA ARRAY. SEE SHEET TWRS160 FOR ADDITIONAL INFORMATION. 2'-6" WIDE WALKING SURFACE CONSTRUCTED WITH CROSSGRIP TPO ROOF WALKWAY MATTING BY SIKA OR PRE -APPROVED EQUIVALENT. ,C •'I=►C I. U T 0,-.5I'T•►S ELEVATED FRP GRATING TO ACCOMMODATE FUTURE ANTENNA EQUIPMENT. PROVIDE SUPPORT AT EACH STEEL BEAM BELOW PER SECTIONS F/TWRS505 AND H/TWRS505. 16 > 10'-0" RADIUS OF MATERIAL HANDLING SYSTEM HOOK/HOIST. COORDINATE WITH MATERIAL HANDLING SYSTEM DRAWINGS. ION 0.1. T.O.R. +14'-4" ABOVE TOP OF GRATING B � TWRA160 TWRS506 H TWRA1601NJRA61 PLA\ 20'-0" C.5 20'-0" 1 SCALE: 3/8" = 1'-0" RFA160 TWRA160 T.O.R. +14'-4" ABOVE TOP OF GRATING REVIEWED FOR CODE COMPLIANCE APPROVED AUG 2 3 2018 City of Tukwila BUILDING DIVISION c CO\STRUCTIO\ \OTES: 1. CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND ELEVATIONS OF EXISTING CONSTRUCTION WHICH AFFECT NEW CONSTRUCTION PRIOR TO SUBMITTAL OF SHOP DRAWINGS. SHOP DRAWINGS WITHOUT FIELD VERIFICATION OF DIMENSIONS SHALL BE REJECTED. HFRE\CE D AWI \GS: 09-53-RFA160 FOR PARTIAL ROOF PLAN. 09-53-RFS161 FOR PARTIAL ROOF FRAMING PLAN. VEVIIIEWEn 2 2 2018 REID MIDDLETON, INC. DD OA 0 /A RECEIVED CITY OF TUKWILA AUG 0 9 2018 PERMIT CENTER DESIGN CHANGE NOTICE #03 AUGUST 07, 2018 0 2 4 6 8 SCALE: 3/8"=1'-0" SITTS & HILL ENGINEERS, INC. CIVIL • STRUCTURAL • SURVEYING 4815 CENTER STREET 1 TACOMA, WA. 98409 PHONE: (253) 474-9449 1 FAX: (253) 474-9449 http:thweN.sitts-hill-engineers.com/ Project No.: 18000 Project Mgr.: BKL Proj. Engineer: BRL Proj. Drafter: SLM REVISION BY APPROVED DATE SYM REVISION BY APPROVED DATE RELOCATE DOGHOUSE TO BUILDING 9-53 DOGHOUSE DCN #01 33447-05 33447-05 SITTS SITTS BRL BRL 03.09.18 06.08.18 ACCEPTABILITY THIS DESIGN AND/OR SPECIFICATION IS APPROVED APPROVED BY DEPT. DATE DRAWN S. McCarthy CHECKED B. Labrecque DATE 08.09.17 08.09.17 SUBTITLE ROOF PLAN CURRENT REVISION 33447-05 SYMBOL A DATE 06.08.18 ENGINEER B. Labrecque CHECKED B. Leslie APPROVED APPROVED 08.09.17 08.09.17 TITLE ARCHITECTURAL RELOCATE DOGHOUSE TO BUILDING 9-53 BUILDING 09-53 C -D/5-6 DEV. CENTER, WA SHEET TWRA1 60 JOB NO. 33447-05 COMP NO. DWG NO. 09-053-TWRA160 E\JGED STAT SCALE: 3/4" = 1'-0" (25) TREADS AT 9.6 = 20'-0" 3,-0" 5 TYP. T 1t / _.1 1 1 { 1 6 P. { l /I r._ / { L { { 1 \ I / / / T 1- I D TWRA450 TWRS505 1........1 I U tO N) X PLA\ E\LAGED STAR PLA SCALE: 3/4" = 1'-0" z ._....i 1. I C.5 (19) TREADS AT 11" = 17-5" 1-7% TWRA4501TWRS505 1 A453, TWRA10, TWRA60, TWRA62, TWRA63, TWRA110, S451, TWRS 1101TWRA450 1 I_r t / I/ / . I lI 6 /y / \I vJ N Dpi- BEVISiON TWRA10, TWRA160, TWRA60, TWRA62, TWRA63, TWRA110, TWRS110, TWRS160ITWRA450 A LEGE\D/SCHEDULE: GE\ HAL \OTES: 1. SEE GENERAL ARCHITECTURAL NOTES "GAN" ON DRAWING T1NRA1A FOR ADDITIONAL INFORMATION. 2. SEE GENERAL STRUCTURAL NOTES "GSN" ON DRAWING TWRS2 FOR ADDITIONAL INFORMATION. 3. SEE STRUCTURAL, MECHANICAL AND ELECTRICAL DRAWINGS FOR ADDITIONAL INFORMATION. C10"x2 3/4"x1/2" FIBERGLASS REINFORCED PLASTIC (FRP) STAIR STRINGER BY FIBERGRATE OR PRE—APPROVED EQUIVALENT. ALL FASTENERS IN FRP STAIR STRINGERS SHALL BE 5/8" DIAMETER FRP THREADED ROD UNLESS NOTED OTHERWISE. 1 1/2" DEEP 16015 SAFE—T—SPAN PULTRUDED INDUSTRIAL FRP STAIR TREADS BY FIBERGRATE OR PRE—APPROVED EQUIVALENT. 6 > L3x3x1/4 FRP ANGLE BRACES AT BOTTOM FLANGE OF STAIR STRINGERS. CONSHUCTIO\ \OTES: 1. CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND ELEVATIONS OF EXISTING CONSTRUCTION WHICH AFFECT NEW CONSTRUCTION PRIOR TO SUBMITTAL OF SHOP DRAWINGS. SHOP DRAWINGS WITHOUT FIELD VERIFICATION OF DIMENSIONS SHALL BE REJECTED. 'EFEE\ CE NAWI\GS: 09-53—RFA160 FOR PARTIAL ROOF PLAN 09-53—RFS161 FOR PARTIAL ROOF FRAMING PLAN REVIEWED FOR CODE COMPLIANCE APPROVED AUG 2 3 2018 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA AUG 0 9 2018 PERMIT CENTER DESIGN CHANGE NOTICE #03 AUGUST 07, 2018 REVISION BY APPROVED DATE SYM REVISION BY APPROVED DATE RELOCATE DOGHOUSE TO BUILDING 9-53 33447-05 SITTS BRL 03.09.18 DOGHOUSE DCN #01 33447-05 SITTS BRL 06.08.18 ACCEPTABILITY THIS DESIGN AND/OR SPECIFICATION IS APPROVED DRAWN S. McCarthy APPROVED BY DEPT. DATE CHECKED B. Labrecque ENGINEER B. Labrecque CHECKED B. Leslie DATE 08.09.17 08.09.17 08.09.17 08.09.17 SUBTITLE ENLARGED STAIR PLANS SITTS & HILL ENGINEERS, INC. CIVIL • STRUCTURAL • SURVEYING 4815 CENTER STREET 1 TACOMA, WA. 98409 PHONE: (253) 474.9449 1 FAX: (253) 474-9449 http://www.sifts-hill-engineers.com/ Project No.: 18000 Project Mgr.: BKL Proj. Engineer: BRL Proj. Drafter: SLM CURRENT REVISION 33447-05 SYMBOL DATE A 06.08.18 APPROVED APPROVED TITLE ARCHITECTURAL RELOCATE DOGHOUSE TO BUILDING 9-53 BUILDING 09-53 SHEET TWRA450 JOB NO. 33447-05 COMP NO. DEV. CENTER, WA. DWG N0. 09-053-TWRA450 LEGE\D/SCHEDULE: (19) TREADS AT 11" = 17'-5" GE\RAL \OTES: 1. SEE GENERAL ARCHITECTURAL NOTES "GAN" ON DRAWING TWRA1A FOR ADDITIONAL INFORMATION. 2. SEE GENERAL STRUCTURAL NOTES "GSN" ON DRAWING TWRS2 FOR ADDITIONAL INFORMATION. 3. SEE STRUCTURAL, MECHANICAL AND ELECTRICAL DRAWINGS FOR ADDITIONAL INFORMATION. BADGE READER. SEE ELECTRICAL DRAWINGS FOR ADDITIONAL INFORMATION. (3) EXISTING CONDUITS TO REMAIN. 6 > ROTATING/TELESCOPIC ROOFTOP MATERIAL HANDLING SYSTEM (1,000LB RATED CAPACITY). SEE MATERIAL HANDLING DRAWINGS FOR ADDITIONAL INFORMATION. CONDUIT FROM BELOW (TERMINATES AT NORTHWEST CORNER OF THE DOGHOUSE). 8 > 3R BOX WITH 6" OPENING IN BOTTOM WITH LIGHTNING ARRESTOR PLATE. 9 > HSS8x8x3/8 TUBE STEEL CROSS BRACE. 10 > 42" TALL FIBERGLASS GUARDRAIL WITH 4" KICK PLATE. SIDE MOUNT GUARDRAIL TO FLOOR FRAMING STRUCTURE. TOP OF ROOF AT HIGH SIDE TOP OF LANDING SIM TWRA60 TWRS501 TWRA60 TWRS501 ROTATABLE ANTENNA ARRAY MOUNTED ON THE ROOF (APPROX. 8'x10'). RELOCATE FROM 18-61 ROOF. ANTENNA NEEDS TO BE MOUNTED LEVEL AND HIGH ENOUGH ABOVE THE ROOF THAT THE TURNING AND LOCKING MECHANISM BELOW CAN BE ASSESSED, BUT LOW ENOUGH SO THAT ANTENNAS CAN BE REACHED FOR REMOVAL AND REPLACEMENT. VERIFY CRANE IN PARKED POSITION DOES NOT INTERFERE WITH ROTATING PLATFORM GROUND PLANE. NON—METALLIC WATERPROOF BOX OR LOCKER TO STORE CELL PHONES OUTSIDE OF THE CLOSED AREA. EQUIPMENT DOME (36" DIAMETER x 28" HIGH). FRP STAIR STRINGER WITH FIBERGLASS TREADS AND GUARDRAIL. SEE STAIR PLAN 2/TWRA450 FOR ADDITIONAL INFORMATION. IL'7 FRP STAIR STRINGERS WITH FIBERGLASS TREADS AND GUARDRAILS. SEE STAIR PLAN 1/TWRA450 FOR ADDITIONAL INFORMATION. 16 > W10x54 STEEL COLUMN TO SUPPORT PLATFORM AND DOGHOUSE ABOVE. SUSPENDED CABLE TRAY. SEE BUILDING SECTIONS FOR ADDITIONAL INFORMATION. SEE DETAIL 10/TWRS500 FOR TYPICAL CABLE TRAY SUPPORT. PROVIDE A MINIMUM OF 6'-8" CLEAR HEIGHT BELOW CABLE TRAY TO TOP OF EXISTING MECHANICAL PLATFORM GRATING. COORDINATE WITH ELECTRICAL AND MECHANICAL DRAWINGS. 18 > PROVIDE REMOVABLE INFILL SECTION OF INSULATED WALL PANEL AT THIS LOCATION (FOR TIMES WHEN ARFP PLATE IS REMOVED). CO\STWCTIC\ \OTES: 1. CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND ELEVATIONS OF EXISTING CONSTRUCTION WHICH AFFECT NEW CONSTRUCTION PRIOR TO SUBMITTAL OF SHOP DRAWINGS. SHOP DRAWINGS WITHOUT FIELD VERIFICATION OF DIMENSIONS SHALL BE REJECTED. TOP OF GRATING EFHE\CE IAWI\GS: 09-53—RFA160 FOR PARTIAL ROOF PLAN 09-53—RFS161 FOR PARTIAL ROOF FRAMING PLAN BOTTOM OF CABLE TRAY REVIEWED FOR CODE COMPLIANCE APPROVED TOP OF EXISTING GRATING TWRA60 TWRS500 1 rift-, a 487 REVSie. MEN RECEIVED CITY OF TUKWILA AUG 0 9 2019 PERMIT CENTER SITTS & HILL ENGINEERS, INC. CIVIL • STRUCTURAL • SURVEYING 4815 CENTER STREET PHONE: (253) 474-9449 TACOMA, WA. 98409 FAX: (253) 474-9449 http://www.sitts-hill-engineers.com/ ELEVATIO\ SCALE: 3/8" = 1 -0" TWRA60 TWRS500 DESIGN CHANGE NOTICE#03 AUGUST 07, 2018 REVISION APPROVED REVISION APPROVED RELOCATE DOGHOUSE TO BUILDING 9-53 33447-05 03.09.18 ACCEPTABILITY THIS DESIGN AND/OR SPECIFICATION IS APPROVED DOGHOUSE DCN #01 33447-05 06.08.18 APPROVED BY DEPT. DATE TWRA10, TWRA280, TWRA160 TWRA60 DRAWN S. McCarthy CHECKED B. Labrecque ENGINEER B. Labrecque CHECKED B. Leslie APPROVED DATE 08.09.17 08.09.17 SUBTITLE Project No.: 18000 Proj. Engineer: BRL Project Mgr.: Proj. Drafter: 08.09.17 08.09.17 TITLE EXTERIOR ELEVATIONS CURRENT REVISION 33447-05 SYMBOL A 06.08.18 RELOCATE DOGHOUSE TO BUILDING 9-53 BUILDING 09-53 TWRA60 33447-05 COMP NO. APPROVED ARCHITECTURAL DEV. CENTER, WA DWG NO. 09-053-TWRA60 SAL \OTES: 1. SEE GENERAL ARCHITECTURAL NOTES "GAN" ON DRAWING TWRA1A FOR ADDITIONAL INFORMATION. 2. SEE GENERAL STRUCTURAL NOTES "GSN" ON DRAWING TWRS2 FOR ADDITIONAL INFORMATION. 3. SEE STRUCTURAL, MECHANICAL AND ELECTRICAL DRAWINGS FOR ADDITIONAL INFORMATION. W10x54 STEEL COLUMN TO SUPPORT PLATFORM AND DOGHOUSE ABOVE. ROTATING/TELESCOPIC ROOFTOP MATERIAL HANDLING SYSTEM (1,000LB RATED CAPACITY). SEE MATERIAL HANDLING DRAWINGS FOR ADDITIONAL INFORMATION. 6 > 42" TALL FIBERGLASS GUARDRAIL WITH 4" KICK PLATE. SIDE MOUNT GUARDRAIL TO FLOOR FRAMING STRUCTURE. EQUIPMENT DOME (36" DIAMETER x 28" HIGH). 8 > ROTATABLE ANTENNA ARRAY MOUNTED ON THE ROOF (APPROX. 8'x10'). RELOCATE FROM 18-61 ROOF. ANTENNA NEEDS TO BE MOUNTED LEVEL AND HIGH ENOUGH ABOVE THE ROOF THAT THE TURNING AND LOCKING MECHANISM BELOW CAN BE ASSESSED, BUT LOW ENOUGH SO THAT ANTENNAS CAN BE REACHED FOR REMOVAL AND REPLACEMENT. VERIFY CRANE IN PARKED POSITION DOES NOT INTERFERE WITH ROTATING PLATFORM GROUND PLANE. 9 > MOUNT VARIOUS SOUTH FACING ANTENNAS ON NEW HSS BEAMS AND FIBERGLASS GRATING. MATCH FINISH FLOOR ELEVATION OF EXISTING PLATFORM. VERIFY LAYOUT WITH BOEING REPRESENTATIVE. 110 > HSS8x8x3/8 TUBE STEEL CROSS BRACE. PROVIDE REMOVABLE INFILL SECTION OF INSULATED WALL PANEL AT THIS LOCATION (FOR TIMES WHEN ARFP PLATE IS REMOVED). TOP OF ROOF AT LOW SIDE CO\ST UCTIO\ \OTES: 1. CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND ELEVATIONS OF EXISTING CONSTRUCTION WHICH AFFECT NEW CONSTRUCTION PRIOR TO SUBMITTAL OF SHOP DRAWINGS. SHOP DRAWINGS WITHOUT FIELD VERIFICATION OF DIMENSIONS SHALL BE REJECTED. EFRE\CE DV\WINGS: 09-53—RFA160 FOR PARTIAL ROOF PLAN 09-53—RFS161 FOR PARTIAL ROOF FRAMING PLAN TWRA61 I TWRS500 REVIEWED FOR CODE COMPLIANCE APPROVED TWRA61 TWRS500 REVISION SITTS & HILL ENGINEERS, INC. CIVIL • STRUCTURAL • SURVEYING 4815 CENTER STREET PHONE: (253) 474-9449 1 TACOMA, WA. 98409 1 FAX: (253) 474-9449 http://www.sitts-hill-engineers.com/ SO STH ELEVATI O SCALE: 3/8" = 1'-0" A TWRA10, TWRA280, TWRA160 TWRA61 DESIGN CHANGE NOTICE #03 AUGUST 07, 2018 Project No.: 18000 Proj. Engineer: BRL Project Mgr.: Proj. Drafter: REVISION APPROVED REVISION APPROVED DATE RELOCATE DOGHOUSE TO BUILDING 9-53 DOGHOUSE DCN 1101 33447-05 33447-05 BRL BRL 03.09.18 06.08.18 ACCEPTABILITY THIS DESIGN AND/OR SPECIFICATION IS APPROVED .fa APPROVED BY DEPT. DATE DRAWN S. McCarthy CHECKED B. Labrecque ENGINEER B. Labrecque CHECKED B. Leslie APPROVED DATE 08.09.17 08.09.17 SUBTITLE 08.09.17 08.09.17 TITLE EXTERIOR ELEVATIONS RELOCATE DOGHOUSE TO BUILDING 9-53 BUILDING 09-53 CURRENT REVISION 33447-05 SYMBOL A DATE SHEET TWRA61 JOB NO. 06.08.18 33447-05 COMP NO. APPROVED ARCHITECTURAL DEV. CENTER, WA DWG NO. 09-053-TWRA61 10> 28'-0" 9 > 1.1111111111,11 i 1 AIRk TWRA62 TWRS501 TOP OF ROOF AT HIGH SIDE TOP OF LANDING o II TOP OF GRATING 1 TWRA62 TWRS500 p17 ///' 1,\\ /f/ EAST ELEVATIO (5 7 REVISION rO: TWRA62 TWRS500 N _77 ///' //7 \\.\\ (25) TREADS AT 9.6" = 20'-0" SCALE: 3/8" = 1'-0" /.//, 7 A TWRA10, TWRA280, TWRA160tTWRA62 LECE\3/SCHDULE: GE \PAL OTES: 1. SEE GENERAL ARCHITECTURAL NOTES "GAN" ON DRAWING TWRA1A FOR ADDITIONAL INFORMATION. 2. SEE GENERAL STRUCTURAL NOTES "GSN" ON DRAWING TWRS2 FOR ADDITIONAL INFORMATION. 3. SEE STRUCTURAL, MECHANICAL AND ELECTRICAL DRAWINGS FOR ADDITIONAL INFORMATION. W10x54 STEEL COLUMN TO SUPPORT PLATFORM AND DOGHOUSE ABOVE. ROTATING/TELESCOPIC ROOFTOP MATERIAL HANDLING SYSTEM (1,000 LB RATED CAPACITY). SEE MATERIAL HANDLING DRAWINGS FOR ADDITIONAL INFORMATION. 6 > FRP STAIR STRINGER WITH FIBERGLASS TREADS AND GUARDRAILS. SEE STAIR PLAN 2/TWRA450 FOR ADDITIONAL INFORMATION. 42" TALL FIBERGLASS GUARDRAIL WITH 4" KICK PLATE. SIDE MOUNT GUARDRAIL TO FLOOR FRAMING STRUCTURE. 8 > EQUIPMENT DOME (36" DIAMETER x 28" HIGH). 19 > ROTATABLE ANTENNA ARRAY MOUNTED ON THE ROOF (APPROX. 8'x10'). RELOCATE FROM 18-61 ROOF. ANTENNA NEEDS TO BE MOUNTED LEVEL AND HIGH ENOUGH ABOVE THE ROOF THAT THE TURNING AND LOCKING MECHANISM BELOW CAN BE ASSESSED, BUT LOW ENOUGH SO THAT ANTENNAS CAN BE REACHED FOR REMOVAL AND REPLACEMENT. VERIFY CRANE IN PARKED POSITION DOES NOT INTERFERE WITH ROTATING PLATFORM GROUND PLANE. 10 > MOUNT VARIOUS SOUTH FACING ANTENNAS ON NEW HSS BEAMS AND FIBERGLASS GRATING. MATCH FINISH FLOOR ELEVATION OF EXISTING PLATFORM. VERIFY LAYOUT WITH BOEING REPRESENTATIVE. HSS8x8x3/8 TUBE STEEL CROSS BRACE. FRP STAIR STRINGERS WITH FIBERGLASS TREADS AND GUARDRAILS. SEE STAIR PLAN 1/TWRA450 FOR ADDITIONAL INFORMATION. SUSPENDED CABLE TRAY. SEE BUILDING SECTIONS FOR ADDITIONAL INFORMATION. SEE DETAIL 10/TWRS500 FOR TYPICAL CABLE TRAY SUPPORT. PROVIDE A MINIMUM OF 6'-8" CLEAR HEIGHT BELOW CABLE TRAY TO TOP OF EXISTING MECHANICAL PLATFORM GRATING. COORDINATE WITH ELECTRICAL AND MECHANICAL DRAWINGS. PROVIDE REMOVABLE INFILL SECTION OF INSULATED WALL PANEL AT THIS LOCATION (FOR TIMES WHEN ARFP PLATE IS REMOVED). CO\STLCTIO\ \OTES: 1. CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND ELEVATIONS OF EXISTING CONSTRUCTION WHICH AFFECT NEW CONSTRUCTION PRIOR TO SUBMITTAL OF SHOP DRAWINGS. SHOP DRAWINGS WITHOUT FIELD VERIFICATION OF DIMENSIONS SHALL BE REJECTED. KFFE\CE NAWI\GS: 09-53—RFA160 FOR PARTIAL ROOF PLAN 09-53—RFS161 FOR PARTIAL ROOF FRAMING PLAN REVIEWED FOR CODE COMPLIANCE APPROVED AUG 2 3 2018 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA AUG 0 9 2018 PERMIT CENTER DESIGN CHANGE NOTICE#03 AUGUST 07, 2018 REVISION BY APPROVED DATE SYM REVISION BY APPROVED DATE RELOCATE DOGHOUSE TO BUILDING 9-53 33447-05 SITTS BRL 03.09.18 DOGHOUSE DCN #01 33447-05 SITTS BRL 06.08.18 ACCEPTABILITY THIS DESIGN AND/OR SPECIFICATION IS APPROVED APPROVED BY DEPT. DATE DRAWN S. McCarthy CHECKED B. Labrecque ENGINEER B. Labrecque CHECKED B. Leslie APPROVED APPROVED DATE 08.09.17 08.09.17 08.09.17 08.09.17 SUBTITLE EXTERIOR ELEVATIONS 0 2 4 6 8 SCALE: 3/8"=1' —0" SITTS & HILL ENGINEERS, INC. CIVIL • STRUCTURAL • SURVEYING 4815 CENTER STREET 1 PHONE: (253) 474-9449 1 hftp://www.sitts-hill-engineers.com/ TACOMA, WA. 98409 FAX: (253) 474-9449 Project No.: 18000 Project Mgr.: BKL Proj. Engineer: BRL Proj. Drafter: SLM CURRENT REVISION 33447-05 SYMBOL DATE A 06.08.18 TITLE ARCHITECTURAL RELOCATE DOGHOUSE TO BUILDING 9-53 BUILDING 09-53 DEV. CENTER, WA SHEET TWRA62 JOB NO. 33447-05 COMP NO. DWG NO. 09-053—TWRA62 10:59:12 PM SMCCARTHY: 8/16/2017 TOP OF ROOF AT HIGH SIDE r I CC w CD cV 9) I TOP OF LANDING 13> 12 i2� TWRA63 TWRS501 TOP OF GRATING TWRA63 TWRS500 15 14 REVISIO LEG J /SCHEDULE: GE\RAL \OTES: 1. SEE GENERAL ARCHITECTURAL NOTES "GAN" ON DRAWING TWRA1A FOR ADDITIONAL INFORMATION. 2. SEE GENERAL STRUCTURAL NOTES "GSN" ON DRAWING TWRS2 FOR ADDITIONAL INFORMATION. 3. SEE STRUCTURAL, MECHANICAL AND ELECTRICAL DRAWINGS FOR ADDITIONAL INFORMATION. W10x54 STEEL COLUMN TO SUPPORT PLATFORM AND DOGHOUSE ABOVE. (2) NEW 3" CONDUITS IN 3R BOX WITH 6" OPENING IN BOTTOM WITH LIGHTNING ARRESTOR PLATE. 6 > ROTATING/TELESCOPIC ROOFTOP MATERIAL HANDLING SYSTEM (1,000LB RATED CAPACITY). SEE MATERIAL HANDLING DRAWINGS FOR ADDITIONAL INFORMATION. CONDUIT FROM BELOW (TERMINATES AT NORTHWEST CORNER OF THE DOG HOUSE). 8 > 3R BOX WITH 6" OPENING IN BOTTOM WITH LIGHTNING ARRESTOR PLATE. 1 9 > FRP STAIR STRINGER WITH FIBERGLASS TREADS AND GUARDRAILS. SEE STAIR PLAN 2/TWRA450 FOR ADDITIONAL INFORMATION. 10 > 42" TALL FIBERGLASS GUARDRAIL WITH 4" KICK PLATE. SIDE MOUNT GUARDRAIL TO FLOOR FRAMING STRUCTURE. WATERPROOF BOX OR LOCKER TO STORE CELL PHONES OUTSIDE OF THE CLOSED AREA. EQUIPMENT DOME (36" DIAMETER x 28" HIGH). ROTATABLE ANTENNA ARRAY MOUNTED ON THE ROOF (APPROX. 8'x10'). RELOCATE FROM 18-61 ROOF. ANTENNA NEEDS TO BE MOUNTED LEVEL AND HIGH ENOUGH ABOVE THE ROOF THAT THE TURNING AND LOCKING MECHANISM BELOW CAN BE ASSESSED, BUT LOW ENOUGH SO THAT ANTENNAS CAN BE REACHED FOR REMOVAL AND REPLACEMENT. VERIFY CRANE IN PARKED POSITION DOES NOT INTERFERE WITH ROTATING PLATFORM GROUND PLANE. MOUNT VARIOUS SOUTH FACING ANTENNAS ON NEW HSS BEAMS AND FIBERGLASS GRATING. MATCH FINISH FLOOR ELEVATION OF EXISTING PLATFORM. VERIFY LAYOUT WITH BOEING REPRESENTATIVE. HSS8x8x3/8 TUBE STEEL CROSS BRACE. 16 > FRP STAIR STRINGERS WITH FIBERGLASS TREADS AND GUARDRAILS. SEE STAIR PLAN 1 /TWRA450 FOR ADDITIONAL INFORMATION. SUSPENDED CABLE TRAY. SEE BUILDING SECTIONS FOR ADDITIONAL INFORMATION. SEE DETAIL 10/TWRS500 FOR TYPICAL CABLE TRAY SUPPORT. PROVIDE A MINIMUM OF 6'-8" CLEAR HEIGHT BELOW CABLE TRAY TO TOP OF EXISTING MECHANICAL PLATFORM GRATING. COORDINATE WITH ELECTRICAL AND MECHANICAL DRAWINGS. 18 > PROVIDE REMOVABLE INFILL SECTION OF INSULATED WALL PANEL AT THIS LOCATION (FOR TIMES WHEN ARFP PLATE IS REMOVED). CO\ ST UCTIO\ \OTES: 1. CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND ELEVATIONS OF EXISTING CONSTRUCTION WHICH AFFECT NEW CONSTRUCTION PRIOR TO SUBMITTAL OF SHOP DRAWINGS. SHOP DRAWINGS WITHOUT FIELD VERIFICATION OF DIMENSIONS SHALL BE REJECTED. EFRE\CE D AWI\GS: 09-53—RFA160 FOR PARTIAL ROOF PLAN 09-53—RFS161 FOR PARTIAL ROOF FRAMING PLAN REVfEWED FOR CODE COMPLIANCE APPROVED AUG 2 3 2018 City of Tukwila BUILDING DIVISION TWRA63 TWRS500 WEST =LEVATIO\ (25) TREADS AT 9.6" = 20'-0" A SCALE: 3/8" = 1'-0" TWRA10, TWRA280, TWRA160 T3/RA63 RECEIVED CITY OF TUKWILA AUG 0 9 2018 PERMIT CENTER DESIGN CHANGE NOTICE #03 AUGUST 07, 2018 SYM REVISION BY APPROVED DATE SYM REVISION BY APPROVED DATE RELOCATE DOGHOUSE TO BUILDING 9-53 33447-05 SITTS BRL 03.09.18 A DOGHOUSE DCN #O1 33447-05 SITTS BRL 06.08.18 .452 ® ACCEPTABILITY THIS DESIGN AND/OR SPECIFICATION IS APPROVED APPROVED BY DEPT. DATE DRAWN S. McCarthy CHECKED B. Labrecque ENGINEER B. Labrecque CHECKED B. Leslie DATE 08.09.17 08.09.17 SUBTITLE EXTERIOR ELEVATIONS 0 2 4 6 8 SCALE: 3/8"=1'-0" SITTS & HILL ENGINEERS, INC. CIVIL • STRUCTURAL • SURVEYING 4815 CENTER STREET 1 TACOMA, WA. 98409 PHONE: (253) 474-9449 1 FAX: (253) 474-9449 http://www.sitts-hill-engineers.comi Project No.: 18000 Project Mgr.: BKL Proj. Engineer: BRL Proj. Drafter: SLM CURRENT REVISION 33447-05 SYMBOL A DATE 06.08.18 08.09.17 08.09.17 APPROVED APPROVED TITLE ARCHITECTURAL RELOCATE DOGHOUSE TO BUILDING 9-53 BUILDING 09-53 DEV. CENTER, WA SHEET TWRA63 JOB NO. 33447-05 COMP NO. DWG NO. 09-053—TWRA63 r N OPP. 28'-0" TWRA110 TWRA500 TOP OF ROOF AT LOW SIDE BOTTOM OF STEEL BOTTOM CABLE TRAY nnn lo TOP OF CONCRETE / GRATING 2 12 TWRA110 TWRA500 OPP. 0 0 0 15 0 0 0 TWRA110 TWRA500 TWRA110 TWRA500 117> 10> ›/7/ \\\ ..:. 7/ \\\ 3UILDI\ G SECTIO\ SCALE: 3/8' = 1'-0" /771,.-\\-\\ //737\\. .27.._22227 7/./ _\\ • • C — C -71 C 2/// \\\....�//.' 4r TOP OF ROOF AT HIGH SIDE TOP OF LANDING Aft TWRA110 TWRA501 BOTTOM CABLE TRAY (25) TREADS AT 9.6" = 20'-0" TOP OF CONCRETE / GRATING A 03 rn (20) RISERS AT 8.26" _ 1 - LEGE\ /SCHEULE: 1. AIR BARRIER AREAS ROOF: 880 SF FLOOR: 880 SF NORTH/SOUTH WALLS: 1100 SF EACH EAST/WEST WALLS 605 SF EACH GE\PAL \OTES: 1. SEE GENERAL ARCHITECTURAL NOTES "GAN" ON DRAWING TWRA1A FOR ADDITIONAL INFORMATION. 2. SEE GENERAL STRUCTURAL NOTES "GSN" ON DRAWING TWRS2 FOR ADDITIONAL INFORMATION. 3. SEE STRUCTURAL, MECHANICAL AND ELECTRICAL DRAWINGS FOR ADDITIONAL INFORMATION. W10x54 STEEL COLUMN TO SUPPORT PLATFORM AND DOGHOUSE ABOVE. ROTATING/TELESCOPIC ROOFTOP MATERIAL HANDLING SYSTEM (1,000LB RATED CAPACITY). SEE MATERIAL HANDLING DRAWINGS FOR ADDITIONAL INFORMATION. 6 > FRP STAIR STRINGER WITH FIBERGLASS TREADS AND GUARDRAILS. SEE STAIR PLAN 2/TWRA450 FOR ADDITIONAL INFORMATION. 42" TALL FIBERGLASS GUARDRAIL WITH 4" KICK PLATE. SIDE MOUNT GUARDRAIL TO FLOOR FRAMING STRUCTURE. 8 > EQUIPMENT DOME (36" DIAMETER x 28" HIGH). 9 ) ROTATABLE ANTENNA ARRAY MOUNTED ON THE ROOF (APPROX. 8'x10'). RELOCATE FROM 18-61 ROOF. ANTENNA NEEDS TO BE MOUNTED LEVEL AND HIGH ENOUGH ABOVE THE ROOF THAT THE TURNING AND LOCKING MECHANISM BELOW CAN BE ASSESSED, BUT LOW ENOUGH SO THAT ANTENNAS CAN BE REACHED FOR REMOVAL AND REPLACEMENT. VERIFY CRANE IN PARKED POSITION DOES NOT INTERFERE WITH ROTATING PLATFORM GROUND PLANE. 10 > MOUNT VARIOUS SOUTH FACING ANTENNAS ON NEW HSS BEAMS AND FIBERGLASS GRATING. MATCH FINISH FLOOR ELEVATION OF EXISTING PLATFORM. VERIFY LAYOUT WITH BOEING REPRESENTATIVE. SUSPENDED CABLE TRAY. SEE BUILDING SECTIONS FOR ADDITIONAL INFORMATION. SEE DETAIL 10/TWRS500 FOR TYPICAL CABLE TRAY SUPPORT. PROVIDE A MINIMUM OF 6'-8° CLEAR HEIGHT BELOW CABLE TRAY TO TOP OF EXISTING MECHANICAL PLATFORM GRATING. COORDINATE WITH ELECTRICAL AND MECHANICAL DRAWINGS. SUSPENDED LIGHT FIXTURE. COORDINATE WITH ELECTRICAL AND MECHANICAL DRAWINGS. TYPICAL EXTERIOR WALL CONSTRUCTION: 4" INSULATED METAL PANEL SYSTEM (R-30) OVER HORIZONTAL HAT CHANNELS AT 4'-0" O.C. OVER 6" METAL STUDS AT 16" O.C. TYPICAL EXPOSED FLOOR INSULATION: R-38 BOARD INSULATION WITH FOIL FACER — SEAL ALL EDGES. TYPICAL ROOF CONSTRUCTION: PVC MEMBRANE OVER 1/4" COVER BOARD OVER TAPERED CONTINUOUS RIGID INSULATION (AVERAGE R-46.5) OVER VAPOR BARRIER OVER 1 1/2" METAL DECK. 16 > TYPICAL FLOOR CONSTRUCTION: 2 1/2" SEALED CONCRETE OVER 1 1/2" METAL DECK. HSS8x8x3/8 TUBE STEEL CROSS BRACE. 18 > FRP STAIR STRINGERS WITH FIBERGLASS TREADS AND GUARDRAILS. SEE STAIR PLAN 1/TWRA450 FOR ADDITIONAL INFORMATION. 19 > EQUIPMENT CHAMBER WITH STC 45 RATED WALLS, FLOORS AND ROOF. CO\STUCTIO\ \OTES: 1. CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND ELEVATIONS OF EXISTING CONSTRUCTION WHICH AFFECT NEW CONSTRUCTION PRIOR TO SUBMITTAL OF SHOP DRAWINGS. SHOP DRAWINGS WITHOUT FIELD VERIFICATION OF DIMENSIONS SHALL BE REJECTED. EFRE\ CE D�AWI\GS: 09-53—RFA160 FOR PARTIAL ROOF PLAN 09-53—RFS161 FOR PARTIAL ROOF FRAMING PLAN REVIEWED FOR CODE COMPLIANCE APPROVED AUG 2 3 2018 City of Tukwila BUILDING DIVISION TWRA10, TWRA280, TWRA160 TWRA110 $YM REVISION BY APPROVED DATE SYM REVISION BY APPROVED DATE RELOCATE DOGHOUSE TO BUILDING 9-53 33447-05 SITTS BRL 03.09.18 DOGHOUSE DCN #01 33447-05 SITTS BRL 06.08.18 ACCEPTABI LITY THIS DESIGN AND/OR SPECIFICATION IS APPROVED APPROVED BY DEPT. DATE DRAWN S. McCarthy CHECKED B. Labrecque ENGINEER B. Labrecque DATE 08.09.17 08.09.17 RECEIVED CITY OF TUKWILA AUG 0 9 2018 PERMIT CENTER DESIGN CHANGE NOTICE#03 AUGUST 07, 2018 SUBTITLE BUILDING SECTIONS 0 2 4 6 8 SCALE: 3/8"=1' —0" SITTS & HILL ENGINEERS, INC. CIVIL • STRUCTURAL • SURVEYING 4815 CENTER STREET 1 TACOMA, WA. 98409 PHONE: (253) 474-9449 1 FAX: (253) 474-9449 http://www.sitts-hill-engineers.com/ Project No.: 18000 Project Mgr.: BKL Proj. Engineer: BRL Proj. Drafter: SLM CURRENT REVISION 33447-05 SYMBOL A DATE 10:59:12 PM 06.08.18 08.09.17 CHECKED B. Leslie 08.09.17 APPROVED APPROVED TITLE RELOCATE DOGHOUSE TO BUILDING 9-53 BUILDING 09-53 ARCHITECTURAL DEV. CENTER, WA SHEET TWRA110 JOB NO. 33447-05 COMP NO. DWG NO. 09-053-TWRA110 N co 03 U U IN TOP OF ROOF 20'—O" C1-3 20'-0" OPP. TWRA111 TWRA500 TWRA111 TWRA500 BOTTOM OF STEEL BOTTOM OF CABLE TRAY TOP OFB CONCRETE / GRATING 0 1 TWRA111 TWRA500 OPP. BOTTOM OF CABLE TRAY TWRA111 TWRA500 15 > 14 > //:/. \\\ 1 ��►\\*;>/ ( 3UILDI\G SECTIO\ SCALE: 3/8" = 1'-0" REVISION BY APPROVED DATE SYM REVISION BY APPROVED DATE RELOCATE DOGHOUSE TO BUILDING 9-53 33447-05 SITTS BRL 03.09.18 DOGHOUSE DCN #01 33447-05 SITTS BRL 06.08.18 ACCEPTABILITY THIS DESIGN AND/OR SPECIFICATION IS APPROVED APPROVED BY DEPT. DATE A TWRA10, TWRA280, TWRA160I TWRA111 DRAWN S. McCarthy CHECKED B. Labrecque DATE 08.09.17 08.09.17 SUBTITLE BEVISIO LEGE\/sc 1. AIR BARRIER AREAS ROOF: 880 SF FLOOR: 880 SF EDULE: NORTH/SOUTH WALLS; 1100 SF EACH EAST/WEST WALLS 605 SF EACH GE\HAL \OTES: 1. SEE GENERAL ARCHITECTURAL NOTES "GAN" ON DRAWING TWRA1A FOR ADDITIONAL INFORMATION. 2. SEE GENERAL STRUCTURAL NOTES "GSN" ON DRAWING TWRS2 FOR ADDITIONAL INFORMATION. 3. SEE STRUCTURAL, MECHANICAL AND ELECTRICAL DRAWINGS FOR ADDITIONAL INFORMATION. ROTATING/TELESCOPIC ROOFTOP MATERIAL HANDLING SYSTEM (1,000LB RATED CAPACITY). SEE MATERIAL HANDLING DRAWINGS FOR ADDITIONAL INFORMATION. 42" TALL FIBERGLASS GUARDRAIL WITH 4" KICK PLATE. SIDE MOUNT GUARDRAIL TO FLOOR FRAMING STRUCTURE. 6 > EQUIPMENT DOME (36" DIAMETER x 28" HIGH). ROTATABLE ANTENNA ARRAY MOUNTED ON THE ROOF (APPROX. 8'x10'). RELOCATE FROM 18-61 ROOF. ANTENNA NEEDS TO BE MOUNTED LEVEL AND HIGH ENOUGH ABOVE THE ROOF THAT THE TURNING AND LOCKING MECHANISM BELOW CAN BE ASSESSED, BUT LOW ENOUGH SO THAT ANTENNAS CAN BE REACHED FOR REMOVAL AND REPLACEMENT. VERIFY CRANE IN PARKED POSITION DOES NOT INTERFERE WITH ROTATING PLATFORM GROUND PLANE. 18 > SUSPENDED CABLE TRAY. SEE BUILDING SECTIONS FOR ADDITIONAL INFORMATION. SEE DETAIL 10/TWRS500 FOR TYPICAL CABLE TRAY SUPPORT. PROVIDE A MINIMUM OF 6'-8" CLEAR HEIGHT BELOW CABLE TRAY TO TOP OF EXISTING MECHANICAL PLATFORM GRATING. COORDINATE WITH ELECTRICAL AND MECHANICAL DRAWINGS. 19 > (2) 4" CONDUITS FROM ROTATING PLATFORM ABOVE TO 16"x20"x6" BOX CONTINUING TO UNDER FLOOR. ONE 3" NIPPLE FROM EACH SIDE OF ENCLOSURE TO TRAY. 10 > TYPICAL EXTERIOR WALL CONSTRUCTION: 4" INSULATED METAL PANEL SYSTEM (R-30) OVER HORIZONTAL HAT CHANNELS AT 4'-0" O.C. OVER 6" METAL STUDS AT 16" O.C. TYPICAL EXPOSED FLOOR INSULATION: R-38 BOARD INSULATION WITH FOIL FACER — SEAL ALL EDGES. TYPICAL ROOF CONSTRUCTION: PVC MEMBRANE OVER 1/4" COVER BOARD OVER TAPERED CONTINUOUS RIGID INSULATION (AVERAGE R-46.5) OVER VAPOR BARRIER OVER 1 1/2" METAL DECK. TYPICAL FLOOR CONSTRUCTION: 2 1/2" SEALED CONCRETE OVER 1 1/2" METAL DECK. HSS8x8x3/8 TUBE STEEL CROSS BRACE. W10x54 STEEL COLUMN TO SUPPORT PLATFORM AND DOGHOUSE ABOVE. 16 > EQUIPMENT CHAMBER WITH STC 45 RATED WALLS, FLOORS AND ROOF. CO\STUCTIO\ \OTES: 1. CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND ELEVATIONS OF EXISTING CONSTRUCTION WHICH AFFECT NEW CONSTRUCTION PRIOR TO SUBMITTAL OF SHOP DRAWINGS. SHOP DRAWINGS WITHOUT FIELD VERIFICATION OF DIMENSIONS SHALL BE REJECTED. EFRE\CE AWI\13S: 09-53—RFA160 FOR PARTIAL ROOF PLAN 09-53—RFS161 FOR PARTIAL ROOF FRAMING PLAN REVIEWED FOR CODE COMPLIANCE APPROVED AUG 2 3 2018 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA AUG 0 9 2018 PERMIT CENTER E R DESIGN CHANGE NOTICE #03 AUGUST 07 2018 BUILDING SECTIONS 0 J\\J AU&,2zo,e D REID MIDDLETON, INC. 2 4 6 SCALE: 3/8"=1 '-0" SITTS & HILL ENGINEERS, INC. CIVIL • STRUCTURAL • SURVEYING 4815 CENTER STREET 1 TACOMA, WA. 98409 PHONE: (253) 474-9449 1 FAX: (253) 474-9449 http://www.sitts-hill-engineers.com/ Project No.: 18000 Project Mgr.: BKL Proj. Engineer: BRL Proj. Drafter: SLM CURRENT REVISION 33447-05 SYMBOL DATE 06.08.18 ENGINEER B. Labrecque CHECKED B. Leslie APPROVED APPROVED 08.09.17 08.09.17 TITLE ARCHITECTURAL RELOCATE DOGHOUSE TO BUILDING 9-53 BUILDING 09-53 DEV. CENTER, WA SHEET TWRA111 JOB NO. 33447-05 COMP NO. DWG NO. 09-053-TWRA111 NOTES: A. SOUND WALL RATING STC 45 (MIN.). TWRA200 TWRA500 EQUIPMENT CHAMBER EL. +14'-4" 3'-0" • ABOVE TOP OF GRATING INSULATED METAL WALL PANEL SYSTEM (R-30) OVER 7/8" HORIZ. HAT CHANNELS AT 4'-0" O.C. MAX. OVER 6" 16 GA. METAL STUDS AT 16" O.C. 6" SOUND BATT INSULATION FASTENED TO PREVENT SAGGING TOP OF GRATING EXTP1CH WALL AT EQUINE\T C-Av3 15C2 A\D 15C3 SCALE: 3/4" = 1'-0" TRWA10 TWRA200 TWRA200 TWRA500 N EL. +14'-4" ABOVE TOP OF GRATING AT GRID 6 EXTE I 0 WALL S ECTI 0 \ EL. VARIES AT GRID C INSULATED METAL WALL PANEL SYSTEM (R-30) OVER 7/8" HORIZ. HAT CHANNELS AT 4'-0" O.C. MAX. OVER 6" 16 GA. METAL STUDS AT 16" O.C. TOP OF GRATING SCALE: 3/4" = 1'-0" B TRWA10 I TWRA200 SYM REVISION BY APPROVED DATE SYM REVISION BY APPROVED DATE -- RELOCATE DOGHOUSE TO BUILDING 9-53 33447-05 SITTS A DOGHOUSE DCN #01 33447-05 SITTS BRL BRL 03.09.18 06.08.18 ACCEPTABILITY THIS DESIGN AND/OR SPECIFICATION IS APPROVED APPROVED BY DEPT. DATE DRAWN S. McCarthy CHECKED B. Labrecque ENGINEER B. Labrecque CHECKED B. Leslie APPROVED APPROVED BEVISIO DATE 08.09.17 08.09.17 SUBTITLE LEGE GE\E WSCHEDULE: SAL \OT S: 1. SEE GENERAL ARCHITECTURAL NOTES "GAN" ON DRAWING TWRA1A FOR ADDITIONAL INFORMATION. 2. SEE GENERAL STRUCTURAL NOTES "GSN" ON DRAWING TWRS2 FOR ADDITIONAL INFORMATION. 3. SEE STRUCTURAL, MECHANICAL AND ELECTRICAL DRAWINGS FOR ADDITIONAL INFORMATION. CEJ \S-RUCTIO\ \OTES: 1. CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND ELEVATIONS OF EXISTING CONSTRUCTION WHICH AFFECT NEW CONSTRUCTION PRIOR TO SUBMITTAL OF SHOP DRAWINGS. SHOP DRAWINGS WITHOUT FIELD VERIFICATION OF DIMENSIONS SHALL BE REJECTED. EFRE\CE D AWI\GS: 09-53—RFA160 FOR PARTIAL ROOF PLAN 09-53—RFS161 FOR PARTIAL ROOF FRAMING PLAN REVIEWED FOR CODE COMPLIANCE APPROVED AUG 2 3 2018 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA AUG 0 9 2018 PERMIT CENTER DESIGN CHANGE NOTICE #03 AUGUST 07, 2018 WALL SECTIONS 0 1 2 3 4 SCALE: 3/4"=1'-0" SITTS & HILL ENGINEERS, INC. CIVIL • STRUCTURAL • SURVEYING 4815 CENTER STREET PHONE: (253) 474-9449 1 TACOMA, WA. 98409 1 FAX: (253) 474-9449 http://www.sitts-hill-engineers.com/ Project No.: 18000 Project Mgr.: BKL Proj. Engineer: BRL Proj. Drafter: SLM CURRENT REVISION 33447-05 SYMBOL A DATE 06.08.18 08.09.17 08.09.17 TITLE ARCHITECTURAL RELOCATE DOGHOUSE TO BUILDING 9-53 BUILDING 09-53 DEV. CENTER, WA SHEET WRA200 JOB NO. 33447-05 COMP NO. DWG NO. 09-053-TWRA200 10:59:12 PM SMCCARTHY: 8/16/2017 PVC ROOFING MEMBRANE — WRAP TO EXTERIOR OF PANEL FACE - COVER BOARD RIGID INSULATION, SECURELY FASTENED (R-46.5 AVERAGE) (5 1/2" MIN. 10 1/2" MAX. THICKNESS) Z_ X 20,1 METAL DECK PER STR. DWGS: VAPOR BARRIER (SEAL EDGES SPRAY APPLIED VAPOR BARRIER W12 BEAM PER STR. DWGS. GOOF EDGE DETAIL SCALE: 3"=1'-0" WALL A FILL STUD WALL CAVITIES WITH ACOUSTIC FILL / INSULATION TO ACHIEVE STC -51 RATING PVC FLASHING STRIP, HOT AIR WELDED TREATED WOOD NAILERS AS REQUIRED, TO MATCH HEIGHT OF INSULATION AND COVER BOARD PRE—FINISHED METAL FASTENED 4" 0.C. PER MANUFACTURER'S RECOMMENDATIONS CONTINUOUS METAL CLEAT (22 GA. MIN.) — SECURED AS REQUIRED MULTI—PURPOSE TAPE 12 GA. STAINLESS STEEL HIDDEN FASTENER CLIP/PANEL/SUPPORT SET IN BUYTL SEALANT 1/4" 14 HEX HEAD FASTENERS WITHOUT WASHERS - INSULATED METAL WALL PANEL SYSTEM (R-30) 7/8" HORIZ. HAT CHANNELS AT 4'-0" 0.C. MAX. PROVIDE SLOTTED DEFLECTION TRACK AT TOP OF STUD WALL - 6" METAL STUDS AT 16" 0.C. 3 5/8" STEEL STUDS FOIL SHALL BE LAPPED/CONTINUOUS AT WALL/FLOOR TRANSITION - DETAIL SCALE: 3"=1'-0" 1 L (2) LAYERS OF 5/8" TYPE "X" GYPSUM WALL BOARD—STAGGER JOINTS, TYPICAL AT INTERIOR OF ROOMS EMI—SHIELD AL5 5 MIL ALUMINUM FOIL — INSTALL PER MANUFACTURER'S RECOMMENDATIONS VCT FLOORING OVER PLYWOOD 4" TOTAL THICKNESS CONCRETE TOPPED METAL DECK 1 TWRA111, TWRA200 TWRA500 EXTEND ALL WALL SHEATHING AT INTERIOR ROOMS UP TO THE UNDERSIDE OF THE STEEL ROOF DECKING CUT GYPSUM WALL BOARD TO MATCH DECK PROFILE AROUND FLUTES PRE—FORMED FOAM RUBBER METAL DECK CLOSURE PIECE — MATCH PROFILE OF STEEL ROOF DECK ABOVE CONCRETE AND METAL DECK PER STR. DWGS. SPRAY—APPLIED INSULATION AT EDGE OF DECK EXPOSED FLOOR BOARD INSULATION (R-38) 6" METAL STUDS AT 16" 0.C: -INSULATED METAL WALL PANEL SYSTEM (R-30) 7/8" HORIZ. HAT CHANNELS AT 4'-0" O.C. MAX. BASE ANGLE WITH MIN. 4 1/2" VERTICAL LEG FOR PANEL ATTACHMENT 1/4"x14 HEX HEAD FASTENERS WITHOUT WASHERS -12 GA. STAINLESS STEEL HIDDEN FASTENER CLIP/PANEL/SUPPORT SET IN BUYTL SEALANT PRE—FINISHED BASE TRIM POP RIVETS AT 12" 0.C. �--FRP GRATING PROVIDE SHEET METAL SOFFIT BELOW INSULATION. FLGN EDGE DETAIL BEAM PER STR. DWGS. 'C' CHANNEL BETWEEN BEAMS FOR INSULATION SUPPORT SCALE: 3"=1'-0" 1 1/2" STEEL ROOF DECK PER GSN — ROOFING AND INSULATION NOT SHOWN FOR CLARITY (1) LAYER OF 5/8" TYPE "X" GYPSUM WALL BOARD AT BACK SIDE OF STUD WALL/CEILING - 3 5/8" STEEL STUD WALL FRAMING PER PLANS AND SECTIONS - WALL SCALE: 3"= DETAIL 0" II 1; I. II i PROVIDE SLOTTED DEFLECTION TRACK AT TOP OF STUD WALL W12x26 WIDE FLANGE STEEL ROOF BEAM PER PLAN SIDE OF STUD WALL/C // (1) LAYER OF 5/8" TYPE "X" GYPSUM WALL BOARD AT BACK FILING EMI—SHIELD AL5 5 MIL ALUMINUM FOIL — INSTALL PER MANUFACTURER'S / RECOMMENDATIONS (2) LAYERS OF 5/8" TYPE "X" GYPSUM WALL BOARD—STAGGER JOINTS, TYPICAL AT INTERIOR OF ROOMS 3 5/8" STEEL STUD CEILING FRAMING PER PLANS AND SECTIONS (2) LAYERS OF 5/8" TYPE "X" GYPSUM WALL BOARD—STAGGER JOINTS, TYPICAL AT INTERIOR OF ROOMS REVIEWED FOR CODE COMPLIANCE APPROVED AUG 2 3 2018 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA AUG 0 9 2018 PERMIT CENTER (2 TWRA110, TWRA111, TWRA200 TWRA500 DESIGN CHANGE NOTICE #03 AUGUST 07, 2018 SITTS & HILL ENGINEERS, INC. CIVIL • STRUCTURAL • SURVEYING 4815 CENTER STREET 1 TACOMA, WA. 98409 PHONE: (253) 474-9449 1 FAX: (253) 474-9449 http://www.sitts-hill-engineers.com/ Project No.: 18000 Project Mgr.: BKL Proj. Engineer: BRL Proj. Drafter: SLM REVISION BY APPROVED DATE SYM REVISION BY APPROVED DATE RELOCATE DOGHOUSE TO BUILDING 9-53 DOGHOUSE DCN #01 33447-05 33447-05 SITTS SITTS BRL BRL 03.09.18 06.08.18 ACCEPTABILITY THIS DESIGN AND/OR SPECIFICATION IS APPROVED DRAWN DATE S. McCarth 08.09.17 APPROVED BY DEPT. DATE CHECKE B. Labrec.ue B. Labrec.ue CHECKED B. Leslie APPROVED APPROVED 08.09.17 08.09.17 08.09.17 SUBTITLE MISC. SECTIONS AND DETAILS TITLE ARCHITECTURAL RELOCATE DOGHOUSE TO BUILDING 9-53 BUILDING 09-53 DEV. CENTER, WA. CURRENT REVISION 33447-05 SYMBOL A DATE 06.08.18 TWRA500 JOB NO. 33447-05 COMP NO. DWG NO. 09 -053-TWRA500 MASTIC SEALANT SPLICING CEMENT ROOF PLATE FASTENER INTO DECK (BOTH SIDES) T.P.O. SINGLE PLY ROOF MEMBRANE ON RIGID INSULATION BOARD. INSTALL PER ROOFING MANUFACTURER REQUIREMENTS METAL DECKING VAPOR BARRIER VEST PIKE SCALE: 1 1/2" = 1 VENT PIPE/CONDUIT AS OCCURS – SEE ROOF PLAN FOR LOCATIONS S.S. CLAMPING RING - BONDING ADHESIVE 7/, \ QUICKSEAM STRIP (BOTH SIDES) SHEET METAL PLATE AT THRU PENETRATIONS CO\DUIT FLASHI\G DETAIL n I ' 1 PNRA501 SWING OF DOOR TO OPEN POSITION NEOPRENE SOUND SEAL CONDUCTIVE ELASTOMERIC EMI GASKET METAL IN CONTACT WITH GASKET TO HAVE CONDUCTIVE PAINT COATING – DOORS 35C2 AND 35C3 ONLY vA 0 0 .NWL SILL AT ACOUSTIC DOCHS 1 1 3/4" THICK ACOUSTIC DOOR 1/4" – 20 T.H.M.S. ADJUSTING SCREW NEOPRENE SPONGE – EXTENDS 1/4" BEYOND EDGE OF DOOR BOTH SIDES THRESHOLD SET IN ACOUSTIC SEALANT CONDUCTIVE SIDE OF GASKET 5 SCALE 3" = 1'-0" TWRA350 TWRA501 METAL DECKING VAPOR BARRIER ROUND DUCT/PIPE PER MECHANICAL SOU\D DUCT/PIPE FLASHI\G DETAIL SCALE: 1 1/2" = 1'-0" REVISION APPROVED REVISION APPROVED MASTIC SEALANT 1"x1/8" FLAT BAR RING CLAMP MIN. 24 GA. GALV. FLASHING 22 GA. SHT. METAL COLLAR TPO SINGLE PLY ROOF MEMBRANE ON RIGID INSULATION BOARD. INSTALL PER MANUFACTURERS REQUIREMENTS. 2 \ I TWRA501 STEEL "L" 1 1/8x1 1 /8" – SECURE TO DOOR FRAME AND WALL IN FULL CONTACT WITH EMISHIELD 7/8" HORIZ. HAT CHANNEL AT 4'-0" O.C. MAX. CONTINUOUS SHIM CONT. BUYTL SEALANT BOTH SIDES OF TRIM WITH CONNECTING BEAD TO HORIZ. PANEL JOINT APPROVED EMI TAPE - SOLID GROUT FILL 4" INSULATED WALL PANEL–FIELD CUT WHERE REQ'D EMI – SHIELD AL5 5 MIL - ALUMINUM FOIL 14 GAUGE "Z" ANCHORS – NOT TO EXCEED 20" O.C. (2) LAYERS 5/8" TYPE "X" GWB POP RIVETS AT 8" O.C. PERIMETER SOUND SEAL 6" DOUBLE METAL STUD DOOR BUCK 1 3/4" THICK ACOUSTIC DOOR 3 5/8" METAL STUD – 14 GAUGE AT DOOR BUCK EMI – SHIELD AL5 5 MIL ALUMINUM FOIL\ APPROVED EMI TAPE - 2" DOOR DIM. V13 (HEAD SIv11LA) DOICHS 35C2 A\D 35C3 SCALE: 3" = 1'-0" CONDUCTIVE ELASTOMERIC EMI GASKET – METAL IN CONTACT WITH GASKET TO HAVE CONDUCTIVE METAL COATING �– INTERIOR EXTERIOR \ CAP TRIM CAP TRIM POP RIVETS AT 8" 0.C. SEALANT – — –_ �-- DOOR FRAME 14 GAUGE "Z" ANCHORS – NOT TO EXCEED 20" O.C. SOLID GROUT FILL PERIMETER SOUND SEAL CONDUCTIVE ELASTOMERIC EMI GASKET – METAL IN CONTACT WITH GASKET TO HAVE CONDUCTIVE PAINT COATING �OO�S 35C1 TWRA350ITWRA501 TWRA350ITWRA501 RELOCATE DOGHOUSE TO BUILDING 9-53 DOGHOUSE DCN #01 33447-05 03.09.18 33447-05 06.08.18 REVISION O. REVIEWED FOR CODE COMPLIANCE APPROVED AUG 2 3 2018 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA AUG 0 9 2018 PERMIT CENTER DESIGN CHANGE NOTICE #03 AUGUST 07, 2018 ACCEPTABILITY THIS DESIGN AND/OR SPECIFICATION IS APPROVED APPROVED BY DEPT. DATE DRAWN S. McCarthy CHECKED B. Labrecque ENGINEER B. Labrecque CHECKED B. Leslie APPROVED APPROVED DATE 08.09.17 08.09.17 SUBTITLE MISC SECTIONS AND DETAILS 0 r-0) EV EWE in) AUb 2 2013 REID MIDDLETON, INC. 6" 1 2 SCALE: 1 1/2"=1'-0" SITTS & HILL ENGINEERS, INC. CIVIL • STRUCTURAL • SURVEYING 4815 CENTER STREET 1 TACOMA, WA. 98409 PHONE: (253) 474-9449 1 FAX: (253) 474-9449 http://www.sitts-hill-engineers.comi Project No.: 18000 Project Mgr.: BKL Proj. Engineer: BRL Proj. Drafter: SLM CURRENT REVISION 33447-05 SYMBOL A DATE 06.08.18 08.09.17 08.09.17 TITLE ARCHITECTURAL RELOCATE DOGHOUSE TO BUILDING 9-53 BUILDING 09-53 DEV. CENTER, WA SHEET TWRA5O 1 JOB NO. 33447-05 COMP NO. DWG NO. 09-053-TWRA501 ROOM FINISH SCHEDULE NOTES: 1 •' . ' FINISH SCHEDULE SEE 3/TWRA350 .00N/ EI \ISH SCHEDLLE SCALE: NOT TO SCALE 1 TWRA10 I TWRA350 MATERIAL FINISH SCHEDULE KEY ROOM FINISH SCHEDULE FINISH NOTES NUMBER ROOM NO. ROOM NAME FLOOR NORTH EAST SOUTH WEST CEILING NOTES • ,1 ---FLOOR--- • . # a 35C1 , , CONCRETE ; SEE SHEET, TWRS2 FOR CONCRETE SEALING SPECIFICATIONS MAT'L HEIGHT 35C1 DOG HOUSE F-1 — W-2 — W-2 B-1 W-1 / W-2 — W-2 C-1 PER SECTIONS 1 35C2 EQUIPMENT CHAMBER F-1 PAINT SEE SHEET, TWRA1B AND TWRAS2 FOR PAINT SPECIFICATIONS C-2 GYPSUM WALLBOARD (GWB) PAINT SEE SHEET, TWRA1B FOR PAINT SPECIFICATIONS 35C3 3'-0" x 7'-0" C-2 9'-0" 1 - 35C3 EQUIPMENT CHAMBER F-1 B-1 W-1 `u B-1 W-1 B-1 W-1 B-1 W-1 C-2 9'-0" 1 A ROOM FINISH SCHEDULE NOTES: 1 •' . ' FINISH SCHEDULE SEE 3/TWRA350 .00N/ EI \ISH SCHEDLLE SCALE: NOT TO SCALE 1 TWRA10 I TWRA350 MATERIAL FINISH SCHEDULE KEY MATERIAL FINISH NOTES NUMBER — --BASE--- B-1 RESILIENT WALL BASE FACTORY FINISH (FF) FINISH FIRE RATING TYPE MATERIAL FINISH • ,1 ---FLOOR--- • . # a 35C1 F-1 CONCRETE SEALER SEE SHEET, TWRS2 FOR CONCRETE SEALING SPECIFICATIONS P — 1 HM P 1 4/TWRA501 W-1 GYPSUM WALLBOARD (GWB) PAINT SEE SHEET, TWRA1B FOR PAINT SPECIFICATIONS W-2 EXPOSED CONSTRUCTION PAINT SEE SHEET, TWRA1B AND TWRAS2 FOR PAINT SPECIFICATIONS P ---CEILING--- C-1 EXPOSED CONSTRUCTION PAINT SEE SHEET, TWRA1B AND TWRAS2 FOR PAINT SPECIFICATIONS C-2 GYPSUM WALLBOARD (GWB) PAINT SEE SHEET, TWRA1B FOR PAINT SPECIFICATIONS 35C3 3'-0" x 7'-0" 1ATRIAL EI\IS SCHEDUL SCALE N.T.S. I � 1 TWRA350 DOOR FRAME HARDWARE GROUP DETAILS NOTES NUMBER SIZE TYPE THICKNESS MATERIAL FINISH FIRE RATING TYPE MATERIAL FINISH • ,1 , : • . # a 35C1 3'-6" x 7'—O" EF 1 3/4" HM P — 1 HM P 1 4/TWRA501 4/TWRA501 5/TWRA501 000000000 STC 51 SOUND DOOR 35C2 3'-0" x 7'-0" EF 1 3/4" HM P — 1 HM P 2 3/TWRA501 3/TWRA501 5/TWRA501 00 3004 0000 STC 51 SOUND DOOR 35C3 3'-0" x 7'-0" EF 1 3/4" HM P — 1 HM P 2 3/TWRA501 3/TWRA501 5/TWRA501 )D 0000000 STC 51 SOUND DOOR ABBREVIATIONS: HM = HOLLOW METAL (COORDINATE WITH BOEING AND MATCH EXISTING) P = PAINT PER BOEING SPECIFICATIONS (SEE SHEET TWRA1B) DON SCHEDULE PER SCHEDULE PER SCHEDULE J EMPTY CONDUIT PATHWAY FROM MIDDLE DOOR HINGE TO LOCKSET—SEE ELECTRICAL DWGS. 2" EF (FLUSH DOOR) FRAME TYPE 1 NOTES: 1. MAXIMUM EFFORT TO OPERATE DOORS SHALL NOT EXCEED 15.0 LBS. (PER IBC). 2. ALL METAL SOUND DOORS SHALL BE 14/16 GAUGE DOORS WITH 14 GAUGE WELDED FRAMES AND FULL GROUTED FRAMES WITH USG—STRUCTO— LITE BASECOAT PLASTER. 3. DOOR SIZES INDICATED ARE NOMINAL DIMENSIONS. 4. MOUNTING HEIGHTS OF DOOR OPERATION HARDWARE SHALL COMPLY WITH IBC. 5. DOOR OPERATIONS AND DOOR HARDWARE SHALL COMPLY WITH IBC SECTION 1010. 6. DOOR EDGES TO MATCH FINISHES OF DOOR SURFACE. 7. MOUNT CLOSER ON INSIDE OF SECURED SPACE. 8. SEE DOOR HARDWARE SCHEDULE, SHEET TWRA1B. 9. U—VALUE = 0.37 MAXIMUM. 10. PROVIDE (2) 14 GA JAMB STUDS AND A (4) PIECE 14 GA HEADER AT EACH SOUND DOOR. SCALE: NOT TO SCALE SYM REVISION BY APPROVED DATE SYM REVISION BY APPROVED DATE RELOCATE DOGHOUSE TO BUILDING 9-53 33447-05 SITTS BRL 03.09.18 A DOGHOUSE DCN #01 33447-05 SITTS BRL 06.08.18 kcyl'Af"g) ACCEPTABILITY THIS DESIGN AND/OR SPECIFICATION IS APPROVED APPROVED BY DATE DRAWN S. McCarthy CHECKED B. Labrecque DATE 08.09.17 08.09.17 REVISION REVIEWED FOR CODE COMPLIANCE APPROVED AUG 2 3 2018 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA AUG 0 9 2018 PERMIT CENTER DESIGN CHANGE NOTICE #03 AUGUST 07, 2018 SUBTITLE SCHEDULES (2 T4VRA1.3.1 LTNIRA350 ilni)EVIIEWED AUS 2 2 2018 REID MIDDLETON, INC. SITTS & HILL ENGINEERS, INC. CIVIL • STRUCTURAL • SURVEYING 4815 CENTER STREET PHONE: (253) 474-9449 I TACOMA, WA. 98409 I FAX: (253) 474-9449 http://www.sifts-hill-engineers.com/ Project No.: 18000 Project Mgr.: BKL Proj. Engineer: BRL Proj. Drafter: SLM CURRENT REVISION SYMBOL 33447-05 A DATE 06.08.18 ENGINEER B. Labrecque CHECKED B. Leslie APPROVED APPROVED 08.09.17 08.09.17 TITLE ARCHITECTURAL RELOCATE DOGHOUSE TO BUILDING 9-53 BUILDING 09-53 DEV. CENTER, WA. SHEET TWRA350 JOB NO. 33447-05 COMP NO. DWG NO. 09-053-TWRA350 LEGE\D DETAIL OR SECTION NUMBER GO TO THIS SHEET FOR DETAIL OR SECTION SHEET WHERE CUT FROM GE\PAL NOTES RFS161 S400 THE FOLLOWING NOTES APPLY UNLESS INDICATED OTHERWISE: 121' DIA OPENING (E) W6, TYP 3x1/4 LLV C4x5.4 x Ln I -MTh h 111111111111111 TYP ( NI 1 RFS161 400 1 \\L x1.1. _ 111_ _L 1 111...1 ;I 1111111111111111111111 RFS161 S 00 1111111 _I.J.1_:.111. 1111{i1ITTii1 1i Tliii 1111111 I1I1III 1III I1 1I1III 1111111 Illll1lil ,`111111 I 11111111 IIHI I IIHum tip,uiLut 11111 11 TTl1 11111111 11111111111, lli fl iililiii 11111 11111 II1 1111111.1111 11111111111 rk iH, W l !1111111111 IHIHI 11H 11111111111 ENLARGED ROOF FRAMING PLAN RFS161 S451 QFLOOR FRAMING PLAN RFS161iWRS110 QROOF FRAMING PLAN RFS161 TWRS160 STRUCTURAL STEEL: ALL STEEL ASTM A992, Fy = 50 KSI, EXCEPT HOLLOW STRUCTURAL SECTIONS TO BE ASTM A500, Fy = 46 KSI, AND PLATES, ANGLES, CHANNELS AND BARS TO BE ASTM A36, Fy = 36 KSI. SPECIAL INSPECTION REQUIRED. FABRICATION AND ERECTION PER AISC SPECIFICATIONS. SUBMIT SHOP DRAWINGS. WELDING PER AWS D1,1. MINIMUM SIZE WELDS 3/16" CONTINUOUS FILLET. WELDERS CERTIFIED PER WABO FOR ROD AND POSITION. MISCELLANEOUS: CONTRACTOR SHALL BE RESPONSIBLE FOR ALL REQUIRED SAFETY PRECAUTIONS AND THE METHODS, TECHNIQUES, AND SEQUENCES OR PROCEDURES REQUIRED TO PERFORM THE WORK. IF ANY ERROR OR OMISSION APPEARS IN THESE DRAWINGS, SPECIFICATIONS, OR OTHER DOCUMENTS, THE CONTRACTOR SHALL NOTIFY THE ARCHITECT IN WRITING OF SUCH OMISSION OR ERROR BEFORE PROCEEDING WITH THE WORK, OR ACCEPT FULL RESPONSIBILITY FOR THE COST TO RECTIFY SAME. THE ENGINEER HAS NOT BEEN RETAINED TO PROVIDE DESIGN AND/OR CONSTRUCTION REVIEW SERVICES RELATED TO THE CONTRACTOR'S SAFETY PRECAUTIONS OR THE MEANS, METHODS, TECHNIQUES, SEQUENCES OR PROCEDURES FOR THE CONTRACTOR TO PERFORM THEIR WORK. VERIFY AND COORDINATE OPENINGS IN FLOORS, WALLS AND ROOF WITH THE ARCHITECTURAL DRAWINGS. REFER TO ARCHITECTUAL DRAWINGS FOR OTHER WALLS, FINISHES, AND DIMENSIONS. REFER TO MECHANICAL AND ELECTRICAL DRAWINGS FOR SIZE AND LOCATION OF DUCT OPENINGS, PIPING, CONDUITS, ETC, NOT SHOWN. SHOP DRAWINGS SHALL BE SUBMITTED AND REVIEWED PRIOR TO FABRICATION. REFER TO SPECIFICATIONS FOR INFORMATION NOT CONTAINED IN THESE GENERAL NOTES. .EFE;ENCE DRAWI CO\STRUCTIO\ \OTES DD O RFS160 RFS163 REVIEWED FOR CODE COMPLIANCE APPROVED RFS164 PARTIAL PLA\ VIEW SCALE: 1/8" = 1'-0" BEV tSOM AUG 2 3 2018 City of Tukwila BUILDING DIVISION RFS162 BUILDING 09-053.2 16 24 SECOND LEVEL KEY PLAN SCALE N.T.S. ASBESTOS NOTIFICATION: A good faith survey of the buadng has been conducted and no asbestos containing material was discovered within this building. RECEIVED CITY OF TUKWILA AUG 0 9 2018 PERMIT CENTER SITTS & HILL ENGINEERS, INC. CIVIL • STRUCTURAL • SURVEYING 4815 CENTER STREET PHONE: (253) 474-9449 1 TACOMA, WA. 98409 1 FAX: (253) 474-9449 http://www.sitts-hill-engineers.comi DESIGN CHANGE NOTICE#03 AUGUST 07, 2018 Project No.: 18000 Proj. Engineer: BRL Project Mgr.: Proj. Drafter: REVISION APPROVED REVISION APPROVED ACAL/ASIC LAB RELOCATION RECORD DRAWING RELOCATE DOGHOUSE TO BUILDING 9-53 12787 12787 33447-05 07.12.12 08.13.13 ACCEPTABILITY THIS DESIGN AND/OR SPECIFICATION IS APPROVED APPROVED BY DEPT. DATE 03.09.18 DRAWN JK DATE 07.12.12 SUBTITLE CHECKED ENGINEER NT CHECKED 07.12.12 TITLE FRAMING PLAN - ROOF RELOCATE DOGHOUSE TO BUILDING 9-53 APPROVED BUILDING 09-53 CURRENT REVISION 33447-05 SYMBOL 03.09.18 SHEET RFS161 JOB NO. 12787 COMP NO. APPROVED STRUCTURAL MASTER DEV. CENTER, WA DWG NO. 09-053-RFS161 r IIID 1 ;11111 1111 x1.1. _ 111_ _L 1 111...1 ;I 1111111111111111111111 RFS161 S 00 1111111 _I.J.1_:.111. 1111{i1ITTii1 1i Tliii 1111111 I1I1III 1III I1 1I1III 1111111 Illll1lil ,`111111 I 11111111 IIHI I IIHum tip,uiLut 11111 11 TTl1 11111111 11111111111, lli fl iililiii 11111 11111 II1 1111111.1111 11111111111 rk iH, W l !1111111111 IHIHI 11H 11111111111 ENLARGED ROOF FRAMING PLAN RFS161 S451 QFLOOR FRAMING PLAN RFS161iWRS110 QROOF FRAMING PLAN RFS161 TWRS160 STRUCTURAL STEEL: ALL STEEL ASTM A992, Fy = 50 KSI, EXCEPT HOLLOW STRUCTURAL SECTIONS TO BE ASTM A500, Fy = 46 KSI, AND PLATES, ANGLES, CHANNELS AND BARS TO BE ASTM A36, Fy = 36 KSI. SPECIAL INSPECTION REQUIRED. FABRICATION AND ERECTION PER AISC SPECIFICATIONS. SUBMIT SHOP DRAWINGS. WELDING PER AWS D1,1. MINIMUM SIZE WELDS 3/16" CONTINUOUS FILLET. WELDERS CERTIFIED PER WABO FOR ROD AND POSITION. MISCELLANEOUS: CONTRACTOR SHALL BE RESPONSIBLE FOR ALL REQUIRED SAFETY PRECAUTIONS AND THE METHODS, TECHNIQUES, AND SEQUENCES OR PROCEDURES REQUIRED TO PERFORM THE WORK. IF ANY ERROR OR OMISSION APPEARS IN THESE DRAWINGS, SPECIFICATIONS, OR OTHER DOCUMENTS, THE CONTRACTOR SHALL NOTIFY THE ARCHITECT IN WRITING OF SUCH OMISSION OR ERROR BEFORE PROCEEDING WITH THE WORK, OR ACCEPT FULL RESPONSIBILITY FOR THE COST TO RECTIFY SAME. THE ENGINEER HAS NOT BEEN RETAINED TO PROVIDE DESIGN AND/OR CONSTRUCTION REVIEW SERVICES RELATED TO THE CONTRACTOR'S SAFETY PRECAUTIONS OR THE MEANS, METHODS, TECHNIQUES, SEQUENCES OR PROCEDURES FOR THE CONTRACTOR TO PERFORM THEIR WORK. VERIFY AND COORDINATE OPENINGS IN FLOORS, WALLS AND ROOF WITH THE ARCHITECTURAL DRAWINGS. REFER TO ARCHITECTUAL DRAWINGS FOR OTHER WALLS, FINISHES, AND DIMENSIONS. REFER TO MECHANICAL AND ELECTRICAL DRAWINGS FOR SIZE AND LOCATION OF DUCT OPENINGS, PIPING, CONDUITS, ETC, NOT SHOWN. SHOP DRAWINGS SHALL BE SUBMITTED AND REVIEWED PRIOR TO FABRICATION. REFER TO SPECIFICATIONS FOR INFORMATION NOT CONTAINED IN THESE GENERAL NOTES. .EFE;ENCE DRAWI CO\STRUCTIO\ \OTES DD O RFS160 RFS163 REVIEWED FOR CODE COMPLIANCE APPROVED RFS164 PARTIAL PLA\ VIEW SCALE: 1/8" = 1'-0" BEV tSOM AUG 2 3 2018 City of Tukwila BUILDING DIVISION RFS162 BUILDING 09-053.2 16 24 SECOND LEVEL KEY PLAN SCALE N.T.S. ASBESTOS NOTIFICATION: A good faith survey of the buadng has been conducted and no asbestos containing material was discovered within this building. RECEIVED CITY OF TUKWILA AUG 0 9 2018 PERMIT CENTER SITTS & HILL ENGINEERS, INC. CIVIL • STRUCTURAL • SURVEYING 4815 CENTER STREET PHONE: (253) 474-9449 1 TACOMA, WA. 98409 1 FAX: (253) 474-9449 http://www.sitts-hill-engineers.comi DESIGN CHANGE NOTICE#03 AUGUST 07, 2018 Project No.: 18000 Proj. Engineer: BRL Project Mgr.: Proj. Drafter: REVISION APPROVED REVISION APPROVED ACAL/ASIC LAB RELOCATION RECORD DRAWING RELOCATE DOGHOUSE TO BUILDING 9-53 12787 12787 33447-05 07.12.12 08.13.13 ACCEPTABILITY THIS DESIGN AND/OR SPECIFICATION IS APPROVED APPROVED BY DEPT. DATE 03.09.18 DRAWN JK DATE 07.12.12 SUBTITLE CHECKED ENGINEER NT CHECKED 07.12.12 TITLE FRAMING PLAN - ROOF RELOCATE DOGHOUSE TO BUILDING 9-53 APPROVED BUILDING 09-53 CURRENT REVISION 33447-05 SYMBOL 03.09.18 SHEET RFS161 JOB NO. 12787 COMP NO. APPROVED STRUCTURAL MASTER DEV. CENTER, WA DWG NO. 09-053-RFS161 GENERAL STRUCTURAL NOTES (GSN) BUILDING CODE AND SPECIFICATIONS: 2015 EDITION OF THE INTERNATIONAL BUILDING CODE (IBC), WITH CITY OF TUKWILA AMENDMENTS SHALL BE USED AND SUPPLEMENTED WITH ASCE 7-10. (AISC) MANUAL OF STEEL CONSTRUCTION - 14TH EDITION. (AWS) STRUCTURAL WELDING CODE / STEEL - AWS D1.1-11. CONCRETE (ACI 318)-11. REINFORCING 2004 ACI DETAILING MANUAL (ACI SP -66). AMERICAN SOCIETY OF TESTING AND MATERIALS (ASTM) STANDARDS. LOADS: PLATFORM LOADING: LIVE LOAD = 100 PSF CONCENTRATED LIVE LOAD = 1,000 LB OVER 2.5 FT BY 2.5 FT. STAIR LIVE LOAD = 60 PSF OR 300 LB AT ANY LOCATION (WHICHEVER IS GREATER) SEISMIC COEFFICIENTS FOR LATITUDE. 47.5163 DEGREES, LONGITUDE -122.2986 DEGREES AND SITE CLASS "D", BUILDING DESIGN CATEGORY "D": Ss = 1.515, S1 = 0.573 Sds = 1.010, Sd1 = 0.573 Cs = 0.311 (STRENGTH LEVEL LOADING) R = 3.25 (ORDINARY STEEL CONCENTRICALLY BRACED FRAME) ROOF LOADING: ROOF LIVE LOAD = 20 PSF ROOF SNOW LOAD = 25 PSF (NON-REDUCIBILE) ROOF COLLATERAL DEAD LOAD = 15 PSF WIND LOAD = 110 MPH, WIND EXPOSURE = C (FOR ROOFTOP STRUCTURES AND EQUIPMENT) RISK CATEGORY = II WIND TOPOGRAPHICAL FACTOR, Kzt = 1.0 CONCRETE: MINIMUM 28 -DAY STRENGTH, f'c SHALL BE 4,000 PSI. ALL CONCRETE CONSTRUCTION SHALL CONFORM TO ACI. MECHANICALLY VIBRATE ALL CONCRETE WHEN PLACED, EXCEPT THAT SLABS ON GRADE NEED BE VIBRATED ONLY AT TRENCHES, FLOOR DUCTS, TURNDOWNS, ETC. MAXIMUM SLUMP IS 4 1/2" FOR CONCRETE WITHOUT PLASTICIZER. IF PLASTICIZER IS USED, A HIGHER FINAL SLUMP MAY BE ALLOWED UPON STRUCTURAL ENGINEER'S APPROVAL MAXIMUM WATER/CEMENT RATIO (W/C) SHALL BE 0.45. COURSE AGGREGATE MATERIAL SHALL BE 3/4" MINUS, WELL GRADED. UNLESS APPROVED OTHERWISE IN WRITING BY THE STRUCTURAL ENGINEER, ALL CONCRETE SLABS ON GRADE SHALL BE BOUND BY CONTROL JOINTS AS SHOWN ON THE SLAB PLAN. SYM ROVIDE AIR ENTRAINMENT 5% - 1% ► CO E . "ISED 1 FREEZE -THAW ACTION. CONCRETE TOPPED METAL DECK SLABS SHALL BE FIBER REINFORCED. FLY ASH SHALL BE LIMITED TO 15% OF CEMENTITIOUS MATERIALS AND SHALL HAVE A REPLACEMENT FACTOR OF 1.2 RELATIVE TO CEMENT REPLACED. NO FLY ASH ADDITIVES SHALL BE USED IN FLATWORK. REINFORCING: USE ASTM A615, GRADE 60 (Fy = 60 KSI) FOR ALL DEFORMED REINFORCING, U.N.O. WHERE SHOWN ON DRAWINGS, ALL GRADE 60 REINFORCING TO BE WELDED SHALL BE ASTM A706. NO TACK WELDING OF REINFORCING BARS IS ALLOWED WITHOUT PRIOR REVIEW OF PROCEDURE WITH THE STRUCTURAL ENGINEER. CLEAR CONCRETE COVERAGES SHALL BE AS FOLLOWS: CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH EXPOSED TO EARTH OR WEATHER #6 OR LARGER #5 AND SMALLER FLAT SLAB ALL OTHER PER A.C.I. 318. 3" • 2" • 1 1/2" • 3/4" FIBER REINFORCING: FIBER REINFORCED CONCRETE SHALL CONTAIN 1.5 POUNDS PER CUBIC YARD FIBERS SUCH AS "FIBERMESH 300" POLYPROPYLENE FIBRILLATED FIBERS BY PROPEX CONCRETE SYSTEMS, OR APPROVED EQUIVALENT. ADD TO CONCRETE MIX PER THE MANUFACTURER'S INSTRUCTIONS. FIBERS SHALL CONFORM TO ASTM C1116, TYPE III. LAP SPLICES IN CONCRETE: LAP SPLICES, U.N.O., SHALL BE CLASS "B" TENSION LAP SPLICES PER ACI 318. STAGGER SPLICES A MINIMUM OF ONE LAP LENGTH. ALL REINFORCING SHALL BE CHAIRED TO ENSURE PROPER CLEARANCES. SUPPORT OF FOUNDATION REINFORCING MUST PROVIDE ISOLATION FROM MOISTURE/ CORROSION. ALL SPLICE LOCATIONS SUBJECT TO APPROVAL BY THE STRUCTURAL ENGINEER. PROVIDE BENT CORNER BARS TO MATCH AND LAP WITH HORIZONTAL BARS AT ALL CORNERS AND INTERSECTIONS PER TYPICAL DETAILS. REINFORCING BAR SPACING GIVEN ARE MAXIMUM ON CENTERS. ALL BARS PER ACI SP -66. DOWEL ALL VERTICAL REINFORCING TO FOUNDATION WITH STANDARD 90 -DEGREE HOOKS, U.N.O. SECURELY TIE ALL BARS IN LOCATION BEFORE PLACING CONCRETE. CONCRETE/SEALING COMPOUND: CONCRETE CURING AND SEALING COMPOUNDS SHALL BE ASHFORD FORMULA BY CURECRETE DISTRIBUTION. APPLY PER MANUFACTURER'S RECOMMENDATIONS. DRYPACK: DRYPACK SHALL BE 5,000 -PSI NON -SHRINK GROUT, FIVE STAR OR ACCEPTED SUBSTITUTION. INSTALL DRYPACK UNDER BEARING PLATES BEFORE FRAMING MEMBER IS INSTALLED. AT COLUMNS, INSTALL DRYPACK UNDER BASE PLATES AFTER COLUMN HAS BEEN PLUMBED BUT PRIOR TO STRUCTURE INSTALLATION. FLOWABLE GROUT: FLOWABLE GROUT SHALL BE 5,000 -PSI NON SHRINK GROUT, FIVE STAR OR ACCEPTED SUBSTITUTION. GROUT SHALL BE MIXED PER MANUFACTURER'S SPECIFICATIONS FOR "FLOWABLE" CONSISTENCY. CONCRETE SLAB JOINT PROTECTION: JOINT PROTECTION SHALL BE PER SPECIFICATIONS, PLANS AND DETAILS. RECOMMENDATIONS. BONDING AGENT AND CORROSION PROTECTION: A BONDING AGENT SHALL BE APPLIED TO EXISTING CONCRETE SURFACES WHERE NEW CONCRETE IS TO BE PLACED. USE "SIKA" ARMATEC 100 EPOCHEM BONDING AGENT AND REINFORCEMENT PROTECTION, OR ACCEPTED SUBSTITUTION. PREPARE THE EXISTING CONCRETE SURFACES AND APPLY THE BONDING AGENT PER THE MANUFACTURER'S INSTRUCTIONS. REVISION BY APPROVED DATE SYM CONCRETE REPAIR: AT EXISTING SLAB LOCATIONS WHERE THE SLAB SHOWS SIGNS OF SPALLING, CHIPPING OR DAMAGE, PROVIDE THE FOLLOWING REPAIR: 1. THE DAMAGED AREA SHALL BE CHIPPED AWAY OR SAWCUT AS REQUIRED TO PROVIDE A VERTICAL FACE ON ALL EDGES WITH A MINIMUM DEPTH OF 1/8" THROUGHOUT. 2. CLEAN THE DAMAGED AREA AND PROVIDE A PRIMER/SCRUB COAT OF SIKATOP 122 PLUS OR ACCEPTED SUBSTITUTION. 3. A REPAIR COAT OF SIKATOP 122 PLUS OR ACCEPTED SUBSTITUTION SHALL THEN BE ADDED TO FILL IN THE DAMAGED AREAS OF CONCRETE. 4. INSTALL PER MANUFACTURER'S RECOMMENDATIONS. GRATING: GRATING SHALL BE 2" DEEP MOLDED FIBERGLASS REINFORCED PLASTIC (FRP) AS MANUFACTURED BY FIBERGRATE OR PRE -APPROVED EQUIVALENT. GRATING SHALL HAVE A 2"x2" SQUARE MESH PATTERN. GRATING SHALL BE CAPABLE OF SUPPORTING A 100 PSF DISTRIBUTED LIVE LOAD AT THE CLEAR SPANS (NOT CENTER TO CENTER SPANS) AS INDICATED ON THE DRAWINGS. STAIR TREADS SHALL BE FIBERTREAD PANELS AS MANUFACTURED BY FIBERGRATE OR PRE -APPROVED EQUIVALENT. ATTACHMENT OF GRATING TO SUPPORTING STRUCTURAL MEMBERS SHALL BE WITH TYPE M HOLD DOWN CLIPS AS MANUFACTURED BY FIBERGRATE OR PRE -APPROVED EQUIVALENT. SURFACE OF GRATING SHALL HAVE AN INTEGRATED APPLIED GRIT TOP SURFACE FOR SLIP RESISTANCE. STRUCTURAL STEEL: GENERAL ALL PIPE STEEL SHALL BE ASTM A501 (Fy = 36 KSI) OR ASTM A53, TYPE E OR S, GRADE B (Fy = 35 K5I). ALL HOLLOW SQUARE STEEL SHALL BE ASTM A500 (Fy = 46 KSI). ALL WIDE FLANGE STEEL SHALL BE ASTM A572, GRADE 50, OR A992, GRADE 50 (Fy = 50 KSI). ALL MISCELLANEOUS STEEL AND STRUCTURAL STEEL SHAPES NOT SPECIFIED ABOVE SHALL BE ASTM A36 (Fy = 36 KSI) UNLESS NOTED OTHERWISE. ALL BOLTS SHALL BE ASTM A325N, UNLESS NOTED OTHERWISE AND SHALL BE INSTALLED AS BEARING -TYPE CONNECTIONS WITH THREADS INCLUDED IN SHEAR PLANE (I.E. A TYPE "N" CONNECTION), UNO. BOLTS SHALL BE TIGHTENED TO A SNUG -TIGHT CONDITION USING ANY AISC APPROVED METHOD. ALL HIGH-STRENGTH BOLTING SHALL BE PERIODICALLY INSPECTED BY AN INDEPENDENT TESTING LABORATORY. ALL ANCHOR RODS SHALL BE ASTM F1554 GRADE 55, U.N.O. STANDARD HOLES SHALL BE USED UNLESS OVERSIZE OR SLOTTED HOLES ARE SPECIFICALLY NOTED. HARDENED WASHERS SHALL BE PROVIDED AT ALL OVERSIZE OR SLOTTED HOLES. SHOP DRAWINGS OF ALL STRUCTURAL STEEL SHALL BE SUBMITTED TO THE STRUCTURAL ENGINEER FOR REVIEW PRIOR TO CONSTRUCTION. SEE "SHOP DRAWINGS" SECTION BELOW. ALL STEEL CONSTRUCTION SHALL BE PER AISC. ALL WELDING SHALL BE PERFORMED BY WELDERS HOLDING VALID CERTIFICATES AND HAVING CURRENT EXPERIENCE IN THE TYPE OF WELD SHOWN ON THE DRAWINGS OR NOTES. CERTIFICATES SHALL BE THOSE ISSUED BY AN ACCEPTED TESTING AGENCY. ALL WELDING DONE BY E70 SERIES LOW HYDROGEN RODS, U.N.O. FOR GRADE 60 REINFORCING BARS, USE E90 SERIES. ALL WELDING PER AWS STANDARDS. THESE DRAWINGS DO NOT DISTINGUISH BETWEEN SHOP AND FIELD WELDS; THE CONTRACTOR MAY SHOP WELD OR FIELD WELD AT THEIR DISCRETION. SHOP WELDS AND FIELD WELDS SHALL BE SHOWN ON THE SHOP DRAWINGS SUBMITTED FOR REVIEW. ALL FULL (COMPLETE) PENETRATION WELDS SHALL BE TESTED AND CERTIFIED BY AN INDEPENDENT TESTING LABORATORY. ALL WELDING FOR MEMBERS AND CONNECTIONS OF THE SEISMIC FORCE RESISTING SYSTEM SHALL BE MADE WITH FILLER METAL PRODUCTIVE WELDS WITH A MINIMUM CHARPY V -NOTCH TOUGHNESS OF 20 FT -LBF A 0 DEGREES F AS DETERMINED BY THE APPLICABLE AWS A5 CLASSIFICATION. ATTACHMENT TO BUILDING COLUMNS: ALL ATTACHMENTS TO THE EXISTING AND MODIFIED BUILDING COLUMNS SHALL BE BY WELDING OR CLAMPS. DO NOT DRILL OR PENETRATE THESE COLUMNS. CONTRACTOR SHALL COMPLETE ACCEPTABLE ATTACHMENTS BEFORE COLUMNS ARE PAINTED OR PROVIDE TOUCH-UP PAINT AFTER CONNECTION IS COMPLETE. ADHESIVE ANCHORS IN CONCRETE: ALL ADHESIVE ANCHORS SHALL HAVE CURRENT ICC APPROVAL FOR MATERIAL INTO WHICH INSTALLATION TAKES PLACE, SUCH AS HILTI HY200-R (ICC ESR -3187) OR APPROVED EQUIVALENT. THREADED RODS SHALL BE GALVANIZED OR STAINLESS STEEL. EXPANSION BOLTS IN CONCRETE: ALL EXPANSION BOLTS SHALL HAVE CURRENT ICC APPROVAL FOR MATERIAL INTO WHICH INSTALLATION TAKES PLACE, SUCH AS HILTI KWIK BOLT TZ (ICC ESR -1917) OR APPROVED EQUIVALENT. BOLTS SHALL BE GALVANIZED OR STAINLESS STEEL. SLOTTED CHANNEL FRAMING: SLOTTED CHANNEL FRAMING MEMBERS AND CONNECTORS SHALL BE BY UNISTRUT, COOPER B -LINE, OR ACCEPTED SUBSTITUTION. PART NUMBERS INDICATED ON THE DRAWINGS ARE UNISTRUT NUMBERS. TIGHTEN BOLTS TO 50 FT -LBS OF TORQUE FOR RESISTANCE TO SLIP FOR 1/2"-13 BOLTS. CHANNEL FLOOR PLANKS AND STAIR TREADS: CHANNEL FLOOR PLANKS SHALL BE 2 INCH CHANNEL HEIGHT x 12" WIDE x 13 GAGE "TRACTION TREAD" PLANKS BY "BROWN-CAMPELL COMPANY" (CONTACT 1-800-472-8464) OR ACCEPTED SUBSTITUTION. ATTACH TO STEEL FRAMING WITH A MINIMUM OF (2) 3/8" DIAMETER CARRIAGE BOLTS AT EACH END OF EACH PLANK OR APPROVED EQUIVALENT METHOD. STEEL COATINGS: ALL EXPOSED STEEL SHALL BE COATED AS FOLLOWS: EXPOSED INTERIOR STRUCTURAL STEEL: A. SURFACE PREPARATION: IN ACCORDANCE WITH SSPC-SP1 AND SSPC-SP2, MINIMUM. B. PRIMER: ONE (1) 3.0 MIL DRY FILM THICKNESS (DFT) COAT KEM KROMIC UNIVERSAL METAL PRIMER BY SHERWIN-WILLIAMS OR PRE -APPROVED EQUIVALENT C. PAINT: TWO (2) 3.0 MIL DFT COATS INDUSTRIAL ENAMEL BY SHERWIN-WILLIAMS OR PRE -APPROVED EQUIVALENT. D. COLOR: VERIFY COLOR WITH BOEING. REVISION BY APPROVED DATE RELOCATE , DOGHOUSE TO BUILDING 9-53 33447-05 A DOGHOUSE DCN #01 33447-05 SITTS SITTS BRL BRL 03.09.18 06.08.18 B DOGHOUSE DCN #02 33447-05 SITTS BRL 07.03.18 EXPOSE§ EXTERIOR STRUCTURAL STEEL A. SURFACE PREPARATION: IN ACCORDANCE WITH SSPC-SP2, MINIMUM. B. PRIMER: ONE (1) 3.0 MIL DRY FILM THICKNESS (DFT) COAT STEEL SPEC UNIVERSAL PRIMER BY SHERWIN-WILLIAMS OR PRE -APPROVED EQUIVALENT. C. PAINT: TWO (2) 3.0 MIL DFT COATS SEAGUARD 1000 MARINE ENAMEL BY SHERWIN-WILLIAMS OR PRE -APPROVED EQUIVALENT. D. COLOR: VERIFY COLOR WITH BOEING. EXPOSED EXTERIOR GALVANIZED STEEL A. ALL EXTERIOR STEEL SPECIFIED TO BE GALVANIZED SHALL BE PAINTED. NO UNPAINTED GALVANIZED STEEL EXPOSED TO WEATHER SHALL BE PERMITTED. B. SURFACE PREPARATION: IN ACCORDANCE WITH SSPC-SP1, MINIMUM. C. PRIMER: ONE (1) 3.0 MIL DRY FILM THICKNESS (DFT) COAT UNI -BOND DF SERIES 115 BY TNEMEC OR PRE -APPROVED EQUIVALENT. D. PAINT: TWO (2) 3.0 MIL DFT COATS COAT UNI -BOND DF SERIES 115 BY TNEMEC OR PRE -APPROVED EQUIVALENT. E. COLOR: MATCH EXISTING PAINTED STEEL ON THE 9-53 BUILDING. VERIFY COLOR WITH BOEING. HANDLING: AFTER SHOP FABRICATION AND COATING, STRUCTURAL STEEL MEMBERS SHALL BE HANDLED WITH SUFFICIENT CARE TO MINIMIZE DAMAGE DURING SHIPMENT. SUFFICIENT DUNNAGE SHALL BE USED TO PREVENT ANY RUBBING OF STEEL TO STEEL. OTHER EXPOSED METAL NO GALVANIZED, ZINC, OR COPPER CONTAINING MATERIALS WHICH ARE EXPOSED TO WEATHER (RAIN) SHALL BE PERMITTED. GALVANIZED STRUCTURAL OR NON-STRUCTURAL STEEL MAY BE PAINTED AS DESCRIBED IN THE "EXPOSED EXTERIOR GALVANIZED STEEL" SECTION OF THE GENERAL STRUCTURAL NOTES. ALL OTHER GALVANIZED, ZINC, OR COPPER CONTAINING MATERIALS SHALL BE COATED OR ENCLOSED TO PREVENT EXPOSURE TO WEATHER AND CONTACT WITH WATER. IF EXPOSED GALVANIZED, ZINC, OR COPPER CONTAINING MATERIALS ARE EXPOSED TO WEATHER, CONTACT THE OWNER/ENGINEER AND REQUEST DIRECTION AS TO HOW TO PROCEED. STEEL ROOF DECK: DECK SHALL BE 1 1/2" DEEP, 36" WIDE, 22 GAGE, G60 GALVANIZED STEEL, WITH MINIMUM YIELD STRESS OF 40 KSI, WITH MINIMUM S = 0.185 IN3 AND I = 0.180 IN4 PER FOOT OF WIDTH. DECK SHALL BE ERECTED IN ACCORDANCE WITH MANUFACTURER'S RECOMMENDATIONS AS (3) SPAN MINIMUM AND SHALL BE ATTACHED FOR A MINIMUM DIAPHRAGM SHEAR CAPACITY OF 600 PLF. CONTRACTOR SHALL PROVIDE SUBMITTAL OF PROPOSED DIAPHRAGM ATTACHMENT THAT MEETS OR EXCEEDS THE ABOVE STATED CAPACITY PRIOR TO START OF CONSTRUCTION. SIDE SEAM ATTACHMENT SHALL BE PUNCHLOK CONNECTIONS AT 24" O.C. IN AREAS WHERE 3 -SPAN CONDITIONS ARE NOT POSSIBLE, CONTRACTOR SHALL NOTIFY ENGINEER AND SUBMIT HEAVIER GAGE DECK AS REQUIRED TO PROVIDE THE EQUIVALENT LOADING OF THE DECK UNDER A THREE SPAN CONDITION FOR REVIEW. FABRICATION AND ERECTION OF STEEL DECK SHALL BE PER THE LATEST EDITION OF IAPMO ES -0217 (VERCO DECK) OR ACCEPTED SUBSTITUTION. COMPOSITE FLOOR DECK: DECK SHALL BE 1 1/2" DEEP TYPE 'B' COMPOSITE, 36" WIDE, 20 GAGE PHOSPHATIZED OR GALVANIZED STEEL, WITH MINIMUM YIELD STRESS OF 33 KSI, WITH MINIMUM S = 0.23 IN3 AND I = 0.20 IN4 PER FOOT OF WIDTH. DECK SHALL BE DEFORMED/INDENTED TO PROVIDE A MECHANICAL BOND WITH THE CONCRETE. DECK SHALL BE ERECTED IN ACCORDANCE WITH MANUFACTURER'S RECOMMENDATIONS AS 3 -SPAN MINIMUM USING THE FOLLOWING MINIMUM ATTACHMENTS: ATTACH DECK TO SUPPORTING MEMBERS WITH 4 PINS PER SHEET AT ENDS, END LAPS AND AT INTERMEDIATE SUPPORTS, AND AT 12" O.C. AT PERIMETER BEAMS AND OPENING EDGES RUNNING PARALLEL TO THE DECK. SIDE SEAM ATTACHMENT SHALL BE BUTTON PUNCHES AT 24" O.C. AT CONTRACTOR'S OPTION, USE 1 1/2" SIDE SEAM WELDS AT 24" O.C. ALL WELDING SHALL BE PERFORMED BY WELDERS EXPERIENCED IN LIGHT GAGE STEEL DECK WORK. DECK WELDING MAY BE ACHIEVED WITH E60 SERIES LOW HYDROGEN RODS. FABRICATION AND ERECTION OF STEEL DECK PER ICC ER NO. 2078. ALL PINS SHALL BE HILTI ENP -TYPE PINS PER I.C.C. REPORT ER -4373. WHILE GALVANIZED FLOOR DECK IS ACCEPTABLE, NO EXPOSED GALVANIZED MATERIAL EXPOSED TO WEATHER (IE. RAIN) SHALL BE PERMITTED. ANY PORTION OF DECKING THAT REMAINS EXPOSED AFTER INSTALLATION OF INSULATION, SOFFIT, ETC. SHALL BE PAINTED AT THE DIRECTION OF BOEING. UNLESS NOTED OTHERWISE, PROVIDE 6x6-W1.4xW1.4 WELDED WIRE REINFORCEMENT IN ALL COMPOSITE FLOOR DECK. SHOP DRAWINGS: SHOP DRAWINGS SHALL BE SUBMITTED FOR ALL STRUCTURAL ITEMS. THE CONTRACTOR SHALL REVIEW ALL SHOP DRAWINGS PRIOR TO SUBMITTAL. ITEMS NOT IN ACCORDANCE WITH CONTRACT DOCUMENTS SHALL BE FLAGGED UPON CONTRACTOR'S REVIEW. VERIFY ALL DIMENSIONS WITH OWNER. ANY CHANGES, SUBSTITUTIONS, OR DEVIATIONS FROM CONTRACT DOCUMENTS SHALL BE CLOUDED BY MANUFACTURER OR FABRICATOR. ANY OF THE AFOREMENTIONED WHICH ARE NOT CLOUDED OR FLAGGED BY SUBMITTING PARTIES, SHALL NOT BE CONSIDERED APPROVED AFTER ENGINEER'S REVIEW, UNLESS NOTED ACCORDINGLY. THE ENGINEER HAS THE RIGHT TO APPROVE OR DISAPPROVE ANY CHANGES TO CONTRACT DOCUMENTS AT ANY TIME BEFORE OR AFTER SHOP DRAWING REVIEW. THE SHOP DRAWINGS DO NOT REPLACE THE CONTRACT DOCUMENTS. ITEMS OMITTED OR SHOWN INCORRECTLY AND ARE NOT FLAGGED BY THE STRUCTURAL ENGINEER SHALL NOT BE CONSIDERED CHANGES TO CONTRACT DOCUMENTS. IT IS THE CONTRACTOR'S RESPONSIBILITY TO INSURE ITEMS ARE CONSTRUCTED TO CONTRACT DOCUMENTS. THE ADEQUACY OF ENGINEERING DESIGNS AND LAYOUT PERFORMED BY OTHERS RESTS WITH THE DESIGNING OR SUBMITTING AUTHORITY. REVIEWING IS INTENDED ONLY AS AN AID TO THE CONTRACTOR IN OBTAINING CORRECT SHOP DRAWINGS. RESPONSIBILITY FOR CORRECTNESS SHALL REST WITH THE CONTRACTOR. /04 GENERAL: THE STRUCTURAL CONSTIRUCTION DOCUMENTS REPRESENT THE FINISHED STRUCTURE. THEY DO NOT INDICATE THE METHOD OF CONSTRUCTION. THE CONTRACTOR SHALL PROVIDE ALL MEASURES NECESSARY TO PROTECT THE STRUCTURE DURING CONSTRUCTION. SUCH MEASURES SHALL INCLUDE, BUT ARE NOT LIMITED TO BRACING AND SHORING FOR LOADS DUE TO CONSTRUCTION EQUIPMENT, ETC. THE STRUCTURAL ENGINEER SHALL NOT BE RESPONSIBLE FOR THE CONTRACTOR'S MEANS, METHODS, TECHNIQUES, SEQUENCES OR PROCEDURE OF CONSTRUCTION, OR THE SAFETY PRECAUTIONS AND THE PROGRAMS INCIDENT THERETO (NOR SHALL OBSERVATION VISITS TO THE SITE INCLUDE INSPECTION OF THESE ITEMS). CONSTRUCTION MATERIALS SHALL BE SPREAD OUT IF PLACED ON FRAMED CONSTRUCTION. LOAD SHALL NOT EXCEED THE DESIGN LIVE LOAD PER SQUARE FOOT. WHERE REFERENCE IS MADE TO VARIOUS TEST STANDARDS OR MATERIALS, SUCH STANDARDS SHALL BE THE LATEST EDITION AND/OR ADDENDA. ESTABLISH AND VERIFY ALL OPENINGS AND INSERTS FOR MECHANICAL, PLUMBING AND ELECTRICAL WITH APPROPRIATE TRADES, DRAWINGS AND SUBCONTRACTORS PRIOR TO CONSTRUCTION. OPTIONS ARE FOR CONTRACTOR'S CONVENIENCE. IF AN OPTION IS CHOSEN, CONTRACTOR SHALL BE RESPONSIBLE FOR ALL NECESSARY CHANGES AND SHALL COORDINATE ALL DETAILS. NOTES AND DETAILS ON DRAWINGS SHALL TAKE PRECEDENCE OVER GENERAL STRUCTURAL NOTES AND TYPICAL DETAILS. WHERE NO DETAILS ARE SHOWN, CONSTRUCTION SHALL CONFORM TO SIMILAR WORK ON THE PROJECT. CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFICATION OF ALL DIMENSIONS WITH OWNER PRIOR TO START OF CONSTRUCTION. RESOLVE ANY DISCREPANCY WITH THE OWNER. TYPICAL DETAILS MAY NOT NECESSARILY BE CUT ON PLANS, BUT APPLY, U.N.O. WHERE DISCREPANCIES OCCUR BETWEEN PLANS, DETAILS, GENERAL STRUCTURAL NOTES AND/OR SPECIFICATIONS, THE GREATER REQUIREMENTS SHALL GOVERN. ANY ENGINEERING DESIGN, PROVIDED BY OTHERS AND SUBMITTED FOR REVIEW, SHALL BEAR THE SEAL OF A REGISTERED ENGINEER RECOGNIZED BY THE BUILDING CODE JURISDICTION OF THIS PROJECT. SPECIAL INSPECTION - STRUCTURAL ONLY: SPECIAL INSPECTION IS TO BE PROVIDED FOR THE ITEMS LISTED BELOW IN ADDITION TO THE INSPECTIONS CONDUCTED BY THE BUILDING SAFETY DEPARTMENT. "SPECIAL STRUCTURAL INSPECTION" SHALL NOT RELIEVE THE OWNER OR THEIR AGENT FROM REQUESTING THE CITY OR COUNTY INSPECTIONS REQUIRED BY SECTION 110.3 OF THE IBC. SPECIAL INSPECTION IS REQUIRED PER SECTIONS 1704 AND 1705 FOR THE FOLLOWING: 1. EARTHWORK: A) VERIFY FIRM AND UNYIELDING CONDITION OF EXISTING STRUCTURAL FILL PRIOR TO PLACEMENT OF CONCRETE. 2. CONCRETE: A) DURING THE TAKING OF TEST SPECIMENS. B) DURING THE PLACEMENT OF ALL REINFORCED CONCRETE, U.N.O. C) VERIFICATION OF CURING TEMPERATURE AND TECHNIQUE (PERIODIC). 3. BOLTS IN CONCRETE: A) DURING THE PLACEMENT OF CONCRETE AROUND BOLTS. 4. REINFORCING STEEL (PERIODIC): A) DURING THE PLACING OF REINFORCING STEEL FOR ALL CONCRETE REQUIRED TO HAVE SPECIAL INSPECTION NOTED ABOVE. 5. WELDING: A) VISUAL INSPECTION OF ALL FIELD WELDS. B) NON-DESTRUCTIVE TESTING OF ALL COMPLETE PENETRATION WELDS. 6. HIGH-STRENGTH BOLTING: A) VERIFICATION OF BOLT, NUT, AND WASHER MATERIAL (PERIODIC). B) VERIFICATION OF SNUG TIGHT BOLT INSTALLATION FOR A325N BOLTS (PERIODIC). C) VERIFICATION OF ALL SLIP -CRITICAL BOLTS. D) ALL HIGH-STRENGTH BOLTING SHALL BE INSPECTED BY AN INDEPENDENT TESTING LABORATORY. 7. DUTIES AND RESPONSIBILITIES OF THE SPECIAL INSPECTOR: A) THE SPECIAL INSPECTOR SHALL OBSERVE THE WORK ASSIGNED TO BE CERTAIN IT CONFORMS WITH THE APPROVED DESIGN DRAWINGS AND SPECIFICATION. B) THE SPECIAL INSPECTOR SHALL FURNISH INSPECTION REPORTS TO THE BUILDING OFFICIAL, AND TO THE STRUCTURAL ENGINEER OF RECORD. ALL DISCREPANCIES SHALL BE BROUGHT TO THE IMMEDIATE ATTENTION OF THE CONTRACTOR FOR CORRECTION, THEN, IF UNCORRECTED, TO THE DESIGN AUTHORITY AND THE BUILDING OFFICIAL. C) UPON COMPLETION OF THE ASSIGNED WORK THE STRUCTURAL ENGINEER SHALL COMPLETE AND SIGN THE APPROPRIATE FORMS CERTIFYING THAT TO THE BEST OF THEIR KNOWLEDGE THE WORK IS IN CONFORMANCE WITH THE APPROVED PLANS AND SPECIFICATIONS, AND THE APPLICABLE WORKMANSHIP PROVISIONS OF THE CODE. FOR ADDITIONAL INFORMATION ON SPECIAL STRUCTURAL INSPECTIONS, CONTACT THE STRUCTURAL ENGINEER PRIOR TO START OF CONSTRUCTION. ACCEPTABILITY THIS DESIGN AND/OR SPECIFICATION IS APPROVED APPROVED BY DEPT. DATE DRAWN S. McCarthy CHECKED B. Labrecque ENGINEER B. Labrecque CHECKED B. Leslie APPROVED APPROVED DATE 08.09.17 08.09.17 08.09.17 08.09.17 REVISI N SUBTITLE REVIEWED FOR CODE COMPLIANCE APPROVED AUG 2 3 2018 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA AUG 0 9 2018 PERMIT CENTER DESIGN CHANGE NOTICE #03 AUGUST 07, 2018 GENERAL STRUCTURAL NOTES SITTS & HILL ENGINEERS, INC. CIVIL • STRUCTURAL • SURVEYING 4815 CENTER STREET 1 TACOMA, WA. 98409 PHONE: (253) 474-9449 1 FAX: (253) 474-9449 http://viww.sitts-hill-engineers.com/ Project No.: 18000 Project Mgr.: BKL Proj. Engineer: BRL Proj. Drafter: SLM CURRENT REVISION 33447-05 SYMBOL TITLE STRUCTURAL RELOCATE DOGHOUSE TO BUILDING 9-53 BUILDING 09-53 DEV. CENTER, WA SHEET TWRS2 3 DATE 07.03.18 JOB NO. 33447-05 COMP NO. DWG NO. 09-053-TWRS2 10:59:12 PM SMCCARTHY: 8/16/2017 SYM 33 5 'ENT 10.3 ENT T. ROOF ROOF DRAIN OVERFLOW VENT TO -BALLASTED PROTECTED MEMBRANE ROOFING 1 1 ; z ROOF -- LINE OF EXISTING CONCRETE ^,TIO C .00KS 9_ 6 iLDC (3) ROWS OF "x I Cx1 CONCRETE PTIO BLO'.,H,... 20 (.-ADDER DRAINS LLASTED PROTECTED EMBRANE ROOFING 779 COO NG TOWER COOLING TUNE R COOLING TOWER U ENLARGED �■ ROOF FRAMING PLAN — LOW S3 S451 ENLARGED �■ FLOOR FRAMING PLAN S3 TWRS 110 ENLARGED ROOF FRAMING PLAN — HIGH S3 TWRS 160 SLOPE - ROOF VENT i .ALLr. _.. _. PROTECTED MEMBRANE ROOFING SLOPE COvPOSITE .00F RAN I\G PLA\ SCALE: 1/16" = 1 —0" REVISION BY APPROVED DATE SYM REVISION BY APPROVED DATE RELOCATE DOGHOUSE TO BUILDING 9-53 A DOGHOUSE DCN #01 33447-05 33447-05 SITTS SITTS BRL BRL 03.09.18 06.08.18 B DOGHOUSE DCN #03 33447-05 SITTS BRL 08.07.18 ACCEPTABILITY THIS DESIGN AND/OR SPECIFICATION IS APPROVED APPROVED BY DEPT. DATE DRAWN S. McCarthy CHECKED B. Labrecque ENGINEER B. Labrecque CHECKED B. Leslie 33.5 REVISIO REVIEWED FOR CODE COMPLIANCF APPROVED AUG 2 3 2018 City of Tukwila BUILDING DIVISION DATE 08.09.17 08.09.17 SUBTITLE REID MIDDLETON, INC. LEGE SCHE GES HAL \ OTES : 1. SEE GENERAL ARCHITECTURAL NOTES "GAN" ON DRAWING TWR1A1 FOR ADDITIONAL INFORMATION. 2. SEE GENERAL STRUCTURAL NOTES "GSN" ON DRAWING TWRS2 FOR ADDITIONAL INFORMATION. 3. SEE STRUCTURAL, MECHANICAL AND ELECTRICAL DRAWINGS FOR ADDITIONAL INFORMATION. 50'-0" CLEAR ACCESS IN A 360 DEGREE CIRCLE TO PLACE POINT SOURCES FOR ANTENNAS. SEE ARCHITECTURAL DRAWINGS FOR ADDITIONAL INFORMATION NEW WALKING SURFACE PER ARCHITECTURAL DRAWINGS. 1 6 > SERIES M VERTICAL RECIPROCATING CONVEYOR (VRC) LIFT BY PFLOW OR PRE—APPROVED EQUIVALENT. INTERIOR DIMENSIONS OF THE CARRIAGE SHALL BE 48"x60"x84" TALL (MINIMUM). VRC SHALL HAVE A MINIMUM RATED CAPACITY OF 1,000 LBS. PROVIDE RUBBERIZED OR PADDED FLOORS AND SIDE WALLS INSIDE CARRIAGE FOR PROTECTION OF LIFTED ITEMS. PROVIDE A REINFORCED CONCRETE FOUNDATION AND REVISE THE CONFIGURATION OF THE EXISTING SIDEWALK AS SHOWN IN SECTION A/TWRS503, AND PROVIDE BRACING TO THE EXISTING 09-53 BUILDING STRUCTURE. LOCATE THE VRC IN THE NORTH/SOUTH DIRECTION AT MID—POINT BETWEEN THE EXISTING WIDE FLANGE STEEL COLUMNS FOR THE 9-47 BUILDING SUPPORT TOWER FRAME. EXACT LOCATION TO BE COORDINATED UPON RECEIPT OF VRC SHOP DRAWINGS. VERIFY EXACT REQUIREMENTS AND CONFIGURATION WITH MANUFACTURER. CO\STRUCTIO\ \OTES: 1. CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND ELEVATIONS OF EXISTING CONSTRUCTION WHICH AFFECT NEW CONSTRUCTION PRIOR TO SUBMITTAL OF SHOP DRAWINGS. SHOP DRAWINGS WITHOUT FIELD VERIFICATION OF DIMENSIONS SHALL BE REJECTED. HFRE\CE IAWINGS: 09-53—RFA160 FOR PARTIAL ROOF PLAN 09-53—RFS161 FOR PARTIAL ROOF FRAMING PLAN fl O 0 RECEIVED CITY OF TUKWILA AUG 0 9 2018 PERMIT CENTER DESIGN CHANGE NOTICE #03 AUGUST 07, 2018 COMPOSITE ROOF FRAMING PLAN SITTS & HILL ENGINEERS, INC. CIVIL • STRUCTURAL • SURVEYING 4815 CENTER STREET PHONE: (253) 474-9449 http://www.sitts-hill-engineers.com/ TACOMA, WA. 98409 FAX: (253) 474-9449 Project No.: 18000 Project Mgr.: BKL Proj. Engineer: BRL Proj. Drafter: SLM CURRENT REVISION 33447-05 SYMBOL 3 DATE 08.07.18 08.09.17 08.09.17 APPROVED APPROVED TITLE STRUCTURAL RELOCATE DOGHOUSE TO BUILDING 9-53 BUILDING 09-53 DD—G/-2-11 DEV. CENTER, WA SHEET TWRS3 JOB NO. 33447-05 COMP NO. DWG NO. 09-053—TWRS3 10:59:12 PM SMCCARTHY: 8/16/2017 A cV ENLAGEI .00F F SCALE: 3/8" = 1'-0" A V I\ I L G PLA\ J + LEGE\ GE\E /sc AL DULE: OTES: 1. SEE GENERAL ARCHITECTURAL NOTES "GAN" ON DRAWING TWRA1A FOR ADDITIONAL INFORMATION. 2. SEE GENERAL STRUCTURAL NOTES "GSN" ON DRAWING TWRS2 FOR ADDITIONAL INFORMATION. 3. SEE STRUCTURAL, MECHANICAL AND ELECTRICAL DRAWINGS FOR ADDITIONAL INFORMATION. W10x54 STEEL COLUMN TO SUPPORT PLATFORM AND DOGHOUSE ABOVE. SPLICE TO EXISTING COLUMNS BELOW PER DETAIL 7/TWRS500. © HSS8x8x3/8 TUBE STEEL CROSS BRACE. SEE ELEVATIONS FOR ADDITIONAL INFORMATION. 1 6 > EDGE OF DOGHOUSE ABOVE. FRP STAIR STRINGERS WITH FIBERGLASS TREADS AND GUARDRAILS. SEE STAIR PLAN 1/TWRA450 FOR ADDITIONAL INFORMATION. 1 8 > EXISTING FRAMING AS OCCURS. 9 > HSS8x4x1/4 TUBE STEEL BEAM. 110 > HSS12x6x1/4 TUBE STEEL BEAM. CC\STRUCTIO\ \OTES: 1. CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND ELEVATIONS OF EXISTING CONSTRUCTION WHICH AFFECT NEW CONSTRUCTION PRIOR TO SUBMITTAL OF SHOP DRAWINGS. SHOP DRAWINGS WITHOUT FIELD VERIFICATION OF DIMENSIONS SHALL BE REJECTED. EFRE\CE 1AWI\GS: 09-53—RFA160 FOR PARTIAL ROOF PLAN. 09-53—RFS161 FOR PARTIAL ROOF FRAMING PLAN. 09-53—S550 FOR MECHANICAL PLATFORM. 09-53—S551 FOR MECHANICAL PLATFORM. 20'-0" 20'—O" C.5 1 S3L451 REVIEWED FOR CODE COMPLIANCE APPROVED • AUG 2 3 2018 City of Tukwila BUILDING DIVISION REID MIDDLETON, INC. 0 0 RECEIVED Y OF TUKWILA AUG 0 9 2018 PERMIT CENTE DESIGN CHANGE NOTICE #03 AUGUST 07, 2018 R 0 2 4 6 8 SCALE: 3/8"=1'-0" SITTS & HILL ENGINEERS, INC. CIVIL • STRUCTURAL • SURVEYING 4815 CENTER STREET PHONE: (253) 474-9449 http://www.sitts-hill-engineers.com/ TACOMA, WA. 98409 FAX: (253) 474-9449 Project No.: 18000 Project Mgr.: BKL Proj. Engineer: BRL Proj. Drafter: SLM REVISION BY APPROVED DATE SYM REVISION BY APPROVED DATE RELOCATE DOGHOUSE TO BUILDING 9-53 33447-05 SITTS BRL 03.09.18 DOGHOUSE DCN #01 33447-05 SITTS BRL 06.08.18 DOGHOUSE DCN #02 33447-05 SITTS BRL 07.03.18 ACCEPTABILITY THIS DESIGN AND/OR SPECIFICATION IS APPROVED APPROVED BY DEPT. DATE DRAWN S. McCarthy CHECKED B. Labrecque ENGINEER B. Labrecque CHECKED B. Leslie DATE 08.09.17 08.09.17 08.09.17 08.09.17 SUBTITLE ENLARGED ROOF FRAMING PLAN CURRENT REVISION 33447-05 SYMBOL DATE 07.03.18 APPROVED APPROVED TITLE STRUCTURAL RELOCATE DOGHOUSE TO BUILDING 9-53 BUILDING 09-53 C -D/5-6 DEV. CENTER, WA SHEET S451 JOB NO. 33447-05 COMP NO. DWG NO. 09-053-S451 10:59:12 PM SMCCARTHY: 8/16/2017 rn 20'-0" 20'-0" 3'-6" TWRS 110 TWRS501 TYP. W12x65 W12x65 W12x65 (HIGH) 24x84 (LOW) \ I \ I I I \ \ I / / I \I I / / I I\\ / I I \ / I W12x65 W24x84 LEGE\ o/scHEDuL GE\PAL \OTES: 1. SEE GENERAL ARCHITECTURAL NOTES "GAN" ON DRAWING TWRA1A FOR ADDITIONAL INFORMATION. 2. SEE GENERAL STRUCTURAL NOTES "GSN" ON DRAWING TWRS2 FOR ADDITIONAL INFORMATION. 3. SEE STRUCTURAL, MECHANICAL AND ELECTRICAL DRAWINGS FOR ADDITIONAL INFORMATION. 4. PIPE PENETRATIONS THROUGH WALL. FRP STAIR STRINGERS WITH FIBERGLASS TREADS AND GUARDRAILS. SEE STAIR PLAN ON 1/TWRA450 FOR ADDITIONAL INFORMATION. 2 1/2" CONCRETE OVER 1 1/2" METAL DECK. 6 > FRP STAIR STRINGERS WITH FIBERGLASS TREADS AND GUARDRAILS. SEE STAIR PLAN ON 2/TWRA450 FOR ADDITIONAL INFORMATION. HSS12x2x1/4 STEEL BLOCKING OVER BEAMS PER SECTION A/TWRS500. 8 > HSS6x6x1/2 STEEL COLUMN ABOVE. 9 > HSS10x10x3/8 TUBE STEEL SLEEVE TO ACCOMMODATE ROOFTOP LEVEL MATERIAL HANDLING SYSTEM. SEE MATERIAL HANDLING DRAWINGS FOR ADDITIONAL INFORMATION. 10 > C12x20.7 STEEL CHANNELS AT EACH SIDE OF HSS SLEEVE FOR THE ROOFTOP MATERIAL HANDLING SYSTEM. SEE SECTION C/TWRS506 FOR AIDITIINA IN OR ATI N. W12x26 W12x26 W12x26 W12x26 W12x26 W12x26 W12x26 ■ W12x26 W12x65 W12x26 TWRS 110 TWRS505 W12x65 W12x65 B TWRS110 TWRS50 TYP. BEAM TO BEAM W12x65 W12x65 N W12x65 W12x65 TWRS 11 TWRS505 W12x26 W12x26 W12x26 W12x26 W12x26 W12x26 W12x26 . W12x26 W12x26 W24x84 (LOW) W12x65 (HIGH) N FLOO FLAN I \ G PLA\ SCALE: 3/8" = 1'-0" REVSUiN d:L REVIEWED FOR CODE COMPLIANCE APPROVED AUG 2 3 2018 City of Tukwila BUILDING DIVISION EVO EWE AUG 2 2 2018 I HSS3 1/2x3 1/2x1/4 TUBE STEEL COLUMNS AT ARFP SUPPORT. SEE SHEET TWRS210 AND TWRS211 FOR ADDITIONAL INFORMATION. CO\S-RUCTIO\ OYES: 1. CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND ELEVATIONS OF EXISTING CONSTRUCTION WHICH AFFECT NEW CONSTRUCTION PRIOR TO SUBMITTAL OF SHOP DRAWINGS. SHOP DRAWINGS WITHOUT FIELD VERIFICATION OF DIMENSIONS SHALL BE REJECTED. EFRE\CE D A\1\11\ GS: 09-53—RFA160 FOR PARTIAL ROOF PLAN. 09-53—RFS161 FOR PARTIAL ROOF FRAMING PLAN. DD O 0 (DI RECEIVED OF TUKWILA AUG 0 9 2018 REID MIDDLETON, INCpPRMRCENTER DESIGN CHANGE NOTICE #03 AUGUST 07, 2018 0 2 4 6 8 SCALE: 3/8"=1' —0" SITTS & HILL ENGINEERS, INC. CIVIL • STRUCTURAL • SURVEYING 4815 CENTER STREET PHONE: (253) 474-9449 1 TACOMA, WA. 98409 1 FAX: (253) 474-9449 http://www.sitts-hill-engineers.com/ Project No.: 18000 Project Mgr.: BKL Proj. Engineer: BRL Proj. Drafter: SLM REVISION BY APPROVED DATE SYM REVISION BY APPROVED DATE RELOCATE DOGHOUSE TO BUILDING 9-53 33447-05 SITTS BRL 03.09.18 DOGHOUSE DCN #01 33447-05 SITTS BRL 06.08.18 ACCEPTABILITY THIS DESIGN AND/OR SPECIFICATION IS APPROVED DRAWN S. McCarthy APPROVED BY DEPT. DATE CHECKED B. Labrecque ENGINEER B. Labrecque DATE 08.09.17 08.09.17 08.09.17 SUBTITLE FLOOR FRAMING PLAN CURRENT REVISION SYMBOL 33447-05 A DATE 06.08.18 CHECKED B. Leslie 08.09.17 APPROVED APPROVED TITLE STRUCTURAL RELOCATE DOGHOUSE TO BUILDING 9-53 BUILDING 09-53 C -D/5-6 DEV. CENTER, WA SHEET WRS110 JOB NO. 33447-05 COMP NO. DWG NO. 09-053-TWRS110 (6 O N / / 20'-0" 20'-0" 4'-6" 3,-9" J i� N TWRS160 TWRS505 � I 10 X TWRS 160 TWRS504 CO N X L A CO N 4, N N 4, 1 / / / B TWRSI64NRS504 cO N X N TWRS160 TWRS504 CO N CsJX 6 > CO N X N 6 > CO N CO 1'-1 5/8" 2'-0" 4'-0" 4'-0" / 4'-0" 4'-0" 2'-0" 2'-0" 4'-0" 4'-0" C TWRSI6OTWRi505 4'-0" 4'-0" 2'-0" 20'-0" 20'-0" C.5 c N 0 N REVISI* NO:L REVIEWED FOR CODE COMPLIANCE APPROVED AUG 2 3 2018 City of Tukwila BUILDING DIVISION .00F RAMI\G DLA\ HIGH SCALE: 3/8" = 1'-0" LECEv/scHEouLE: cE\ PAL \OTES: 1. SEE GENERAL ARCHITECTURAL NOTES "GAN" ON DRAWING TWRA1A FOR ADDITIONAL INFORMATION. 2. SEE GENERAL STRUCTURAL NOTES "GSN" ON DRAWING TWRS2 FOR ADDITIONAL INFORMATION. 3. SEE STRUCTURAL, MECHANICAL AND ELECTRICAL DRAWINGS FOR ADDITIONAL INFORMATION. FRP STAIR STRINGERS WITH FIBERGLASS TREADS AND GUARDRAILS. SEE STAIR PLAN 2/TWRA450 FOR ADDITIONAL INFORMATION. SINGLE PLY ROOFING OVER 7 1/2" INSULATION OVER 1 1/2" METAL DECK. 6 > 12"x6"x1/2" "1" SHAPED FIBERGLASS REINFORCED PLASTIC (FRP) BEAM BY FIBERGRATE OR PRE—APPROVED EQUIVALENT. ALL FASTENERS IN FRP BEAM SHALL BE 5/8" DIA. FRP THREADED ROD UNLESS NOTED OTHERWISE. W8x31 WIDE FLANGE STEEL PLATFORM TO SUPPORT REMOVAVLE ANTENNA ARRAY TO BE RELOCATED FROM THE 18-61 BUILDING (NOT SHOWN FOR CLARITY). 8 > PROVIDE 4"x8"x1/4" STEEL BENT PLATE ANGLE (NOT SHOWN FOR CLARITY) AT ROOF JOIST BEARING ENDS FOR METAL DECKING ATTACHMENT AND FOR GUARDRAIL POST CONNECTIONS. SEE SECTION B/TWRS506 FOR ADDITIONAL INFORMATION. HSS10x10x3/8 TUBE STEEL SLEEVE TO ACCOMMODATE ROOFTOP LEVEL MATERIAL HANDLING SYSTEM. SEE MATERIAL HANDLING DRAWINGS FOR ADDITIONAL INFORMATION. 10 > C12x20.7 STEEL CHANNELS AT EACH SIDE OF HSS SLEEVE FOR THE ROOFTOP MATERIAL HANDLING SYSTEM. SEE SECTION C/TWRS506 FOR ADDITIONAL INFORMATION. CO\ STS CTI O \ \OTES: 1. CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND ELEVATIONS OF EXISTING CONSTRUCTION WHICH AFFECT NEW CONSTRUCTION PRIOR TO SUBMITTAL OF SHOP DRAWINGS. SHOP DRAWINGS WITHOUT FIELD VERIFICATION OF DIMENSIONS SHALL BE REJECTED. EFRE\CE DV\WI\GS: 09-53—RFA160 FOR PARTIAL ROOF PLAN. 09-53—RFS161 FOR PARTIAL ROOF FRAMING PLAN. 0 0 0 10EVOEWEIN IJJ AUG 21 2018 REID MIDDLETON, INC. DESIGN CHANGE NOTICE #03 AUGUST 07, 2018 SYM REVISION BY APPROVED DATE SYM REVISION BY APPROVED DATE RELOCATE DOGHOUSE TO BUILDING 9-53 A DOGHOUSE DCN #01 33447-05 33447-05 SITTS BRL 03.09.18 SITTS BRL 06.08.18 ACCEPTABILITY THIS DESIGN AND/OR SPECIFICATION IS APPROVED APPROVED BY DEPT. DATE / // DRAWN S. McCarthy CHECKED B. Labrecque DATE 08.09.17 SUBTITLE 0 2 4 6 8 --- SCALE: SCALE: 3/8"=1'-0" SITTS & HILL ENGINEERS, INC. CIVIL • STRUCTURAL • SURVEYING 4815 CENTER STREET 1 TACOMA, WA. 98409 PHONE: (253) 474-9449 1 FAX: (253) 474-9449 http://www.sitts-hill-engineers.com/ Project No.: 18000 Project Mgr.: BKL Proj. Engineer: BRL Proj. Drafter: SLM CURRENT REVISION SYMBOL ROOF FRAMING PLAN 33447-05 ENGINEER B. Labrecque CHECKED B. Leslie APPROVED APPROVED 08.09.17 08.09.17 08.09.17 TITLE RELOCATE DOGHOUSE TO BUILDING 9-53 BUILDING 09-53 SHEET TWRS1 60 DATE 06.08.18 JOB NO. 33447-05 COMP NO. DWG N0. STRUCTURAL C -D/5-6 DEV. CENTER, WA 09-053-TWRS160 \OATH RAMI\G SCALE: 3/8" = 1'-0" x 1'-6" 2'-10" 1,-10" 2'-10" c_ E TWRS21.91-WRS505 LEVATI O A 1'-5 3/4" 2'-10" '-10" 2'-10" 20'-0" 1'-6" 20'-0" TWRSA10, TWRS110 CO 15> TWRS210RS505 SOUT- RAMI\C ELEVATIO SCALE: 3/8" = 1'-0" TWRS210 B TWRSA10, TWRS110 TWRS210 LEGE\D/SCH AUL GE\RAL \OTES: 1. SEE GENERAL ARCHITECTURAL NOTES "GAN" ON DRAWING TWRA1A FOR ADDITIONAL INFORMATION. 2. SEE GENERAL STRUCTURAL NOTES "GSN" ON DRAWING TWRS2 FOR ADDITIONAL INFORMATION. 3. SEE STRUCTURAL, MECHANICAL AND ELECTRICAL DRAWINGS FOR ADDITIONAL INFORMATION. REVISJ REVIEWED FOR CODE COMPLIANCE APPROVED AUG 2 3 2018 City of Tukwila BUILDING DIVISION 31"x108 3/4" ARFP PLATE 816-90135-1 TO BE PROVIDED BY BOEING. HSS3 1/2x3 1/2x1/4 TUBE STEEL FRAMING MEMEBERS AT ARFP MOUNTING SECTION. DIMENSIONS OF FRAMING SHALL BE MAINTAINED TO WITHIN 1/8" (DO NO ALLOW TOLERANCES TO ACCUMULATE). CO\SYR �CTIO \OTES: 1. CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND ELEVATIONS OF EXISTING CONSTRUCTION WHICH AFFECT NEW CONSTRUCTION PRIOR TO SUBMITTAL OF SHOP DRAWINGS. SHOP DRAWINGS WITHOUT FIELD VERIFICATION OF DIMENSIONS SHALL BE REJECTED. KFEK\CE D AWII\GS: 09-53—RFA160 FOR PARTIAL ROOF PLAN 09-53—RFS161 FOR PARTIAL ROOF FRAMING PLAN RECEIVED CITY OF TUKWILA AUG 0 9 2018 PERMIT CENTER DESIGN CHANGE NOTICE #03 AUGUST 07,2018 o�c�[J\jn�VQUA 2e 2 2798 I REID MIDDLETON, INC. SITTS & HILL ENGINEERS, INC. CIVIL • STRUCTURAL • SURVEYING 4815 CENTER STREET 1 TACOMA, WA. 98409 PHONE: (253) 474-9449 1 FAX: (253) 474-9449 http://www.sitts-hill-engineers.com/ Project No.: 18000 Project Mgr.: BKL Proj. Engineer: BRL Proj. Drafter: SLM SYM A REVISION BY APPROVED DATE SYM REVISION BY APPROVED DATE RELOCATE DOGHOUSE TO BUILDING 9-53 33447-05 SITTS BRL 03.09.18 DOGHOUSE DCN 1101 33447-05 SITTS BRL 06.08.18 LFe ACCEPTABILITY THIS DESIGN AND/OR SPECIFICATION IS APPROVED APPROVED BY DEPT. DATE DRAWN S. McCarthy CHECKED DATE 08.09.17 B. Labrecque 08.09.17 SUBTITLE FRAMING ELEVATIONS CURRENT REVISION 33447-05 SYMBOL A DATE 06.08.18 ENGINEER B. Labrecque CHECKED B. Leslie APPROVED APPROVED 08.09.17 08.09.17 TITLE STRUCTURAL RELOCATE DOGHOUSE TO BUILDING 9-53 BUILDING 09-53 DEV. CENTER, WA SHEET TWRS210 JOB NO. 33447-05 COMP NO. DWG NO. 09-053-TWRS210 EAST RAV I\C ELEVATIO\ SCALE: 3/8" = 1-0" n 28'-0" 9'-10" 2'-10" 2'-8" 2'-10" 9'-10" • • • • lam%® �a�. .��%®� S►y� E 4 TWRS211 TWRS505 2'-4" 3'-8" 2'-4" rAl VST RAI/ I\C ELEVATIO\ SCALE: 3/8" = 1'-0" 28'-0" 5 9'-10" 2.-10" 2'-8" 2'-10" 9'-10" E TWRS2111T RS505 7,1 i 2'-4" 3'-8" 2'-4" TWRA10, TWRS110 TWRS211 REVISIO B SYM REVISION BY APPROVED DATE SYM REVISION BY APPROVED DATE RELOCATE DOGHOUSE TO BUILDING 9-53 33447-05 SITTS BRL 03.09.18 A DOGHOUSE DCN 101 33447-05 SITTS BRL 06.08.18 ACCEPTABILITY THIS DESIGN AND/OR SPECIFICATION IS APPROVED APPROVED BY DEPT. DATE DRAWN S. McCarthy CHECKED B. Labrecque ENGINEER B. Labrecque CHECKED B. Leslie TWRA10, TWRS110 DATE 08.09.17 08.09.17 TWRS211 SUBTITLE LEGE\ /SCHE GE\E3AL � ULE: OTES: 1. SEE GENERAL ARCHITECTURAL NOTES "GAN" ON DRAWING TWRA1A FOR ADDITIONAL INFORMATION. 2. SEE GENERAL STRUCTURAL NOTES "GSN" ON DRAWING TWRS2 FOR ADDITIONAL INFORMATION. 3. SEE STRUCTURAL, MECHANICAL AND ELECTRICAL DRAWINGS FOR ADDITIONAL INFORMATION. 26"x45" ARFP PLATE 90131-1 TO BE PROVIDED BY BOEING. HSS3 1/2x3 1/2x1/4 TUBE STEEL FRAMING MEMEBERS AT ARFP MOUNTING SECTION. DIMENSIONS OF FRAMING SHALL BE MAINTAINED TO WITHIN 1/8" (DO NO ALLOW TOLERANCES TO ACCUMULATE). CO\STUCTIO \OTES: 1. CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND ELEVATIONS OF EXISTING CONSTRUCTION WHICH AFFECT NEW CONSTRUCTION PRIOR TO SUBMITTAL OF SHOP DRAWINGS. SHOP DRAWINGS WITHOUT FIELD VERIFICATION OF DIMENSIONS SHALL BE REJECTED. EFRE\ CE DV\WI\GS: 09-53—RFA160 FOR PARTIAL ROOF PLAN 09-53—RFS161 FOR PARTIAL ROOF FRAMING PLAN REVIEWED FOR CODE COMPLIANCE APPROVED AUG 2 3 2018 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA AUG 0 9 2018 PERMIT CENTER DESIGN CHANGE NOTICE#03 AUGUST 07, 2018. FRAMING ELEVATIONS • REVIi EWE AU( 2 2 2018 REID MIDDLETON, INC. SITTS & HILL ENGINEERS, INC. CIVIL • STRUCTURAL • SURVEYING 4815 CENTER STREET 1 TACOMA, WA. 98409 PHONE: (253) 474-9449 1 FAX: (253) 474-9449 http://www.sitts-hill-engineers.com/ Project No.: 18000 Project Mgr.: BKL Proj. Engineer: BRL Proj. Drafter: SLM CURRENT REVISION 33447-05 SYMBOL A DATE 06.08.18 08.09.17 08.09.17 APPROVED APPROVED TITLE STRUCTURAL RELOCATE DOGHOUSE TO BUILDING 9-53 BUILDING 09-53 DEV. CENTER, WA SHEET WRS211 JOB NO. 33447-05 COMP NO. DWG NO. 09-053-TWRS211 10:59:12 PM L4x4x1/4 STEEL ANGLE AT PERIMETER OF METAL DECK—SPLICE PER DETAIL 2/TWRS500 HSS TO STEEL BEAM BELOW, (3) 2" WELDS PER SIDE MINIMUM V ETAL DEC HSS 3LOC 3/16 I\ 2-12 TO J �' S ECTI O \ PROVIDE 1/2" DIA. SPOT WELDS TO HSS SECTION BELOW AT 6" O.C. MAX. 4" THICK DEPTH CONCRETE TOPPED METAL OLECK AND ATTACHMENT PER GENERAL STRUCTURAL NOTES 5 STEEL BEAM PER PLAN STEEL JOIST PER PLAN HSS12x2x1/4 STEEL BLOCKING OVER BRACED FRAME BAYS PER PLAN A SCALE: N.T.S. BEAM COLUMN WORK POINT TWRS110 TWRS500 STEEL JOIST AND CONNECTION PER PLANS AND DETAILS 1/2" THICK STEEL SHEAR/KNIFE PLATE 1/4 HSS8x8x3/8 STEEL BRACE — SLOT TO ACCOMMODATE KNIFE PLATE EACH SIDE OF HSS, EACH 3/16 SIDE OF PLATE STEEL 3 QAC E AT ST SCALE: N.T.S. STEEL COLUMN PER PLAN N DETAIL (Ti TWRA62, TWRA63 TWRS500 @) /7/ f --13"x 13"x3/4" THICK STEEL BASE PLATE (SIM AT CAP PLATE) TYPICAL COLUMN TO PLATE 3/16 5 1/2" (4) 1" DIAMETER A325N BOLTS W10x54 WIDE FLANGE STEEL COLUMN PER PLAN WELD (3) SIDES 3/161/ STEEL BEAM PER PLAN — 1,-0" U.N.O. 3/8" STEEL STIFFENER EACH SIDE 1/4 STEEL SEAN SCALE: N.T.S. 1/2" CAP PLATE (4) 3/4" DIA. BOLTS ON BEAM GAGE STEEL COLUMN PER PLAN AT STEEL COLUv\ DETAIL �1 3/16 \ TWRS500 HSS8x8x3/8 STEEL BRACE — SLOT TO ACCOMMODATE STEEL KNIFE PLATE 1/2" THICK STEEL SHEAR/KNIFE PLATE EACH SIDE OF HSS, EACH 3/16 6" SIDE OF PLATE STEEL 3ACE AT STEEL 3 ACE SCALE: N.T.S. GRATING ATTACHMENT CLIPS PER GSN - ATTACH UHMW SHIM TO STEEL BEAM BELOW WITH (2) #10 FLATHEAD STAINLESS STEEL SCREWS AT 12" O.C. SYM REVISION BY APPROVED DATE SYM i HSS8x8x3/8 STEEL BRACE — SLOT TO ACCOMMODATE KNIFE PLATE DETAIL TWRA62, TWRA63I TWRS500 13.ATI\G SHIV DETAIL SCALE: 3" = 1'-0" /// 7/ /72 2" DEEP MOLDED FRP GRATING PER GSN 6" WIDE 2" THICK CONTINUOUS UHMW SHIM BELOW GRATING — SHIMS SHALL BE 12" WIDE AT EAST AND WEST SIDES OF PLATFORM AT W12x65 STEEL BEAMS TO REDUCE EFFECTIVE GRATING SPANS STEEL BEAM PER PLAN (9� TWRA10 TWRS500 A TYPICAL EACH SIDE OF PLATE 3/16/ STEEL A 2"x3/8" THICK x 1'-0" LONG STEEL SPLICE PLATE — CENTER ON ANGLE GAP 1/4" MAX. GLE SPLICE DETAIL STEEL ANGLE CHORD PER PLANS AND DETAILS SCALE: N.T.S. I � 1 TWRS500 PLATE TO WIDE FLANGE 4. BEAM 3/16 PROVIDE STIFFENER PLATES AND BRACE BOTTOM FLANGE TO W12x65 BEAM PER SECTION E/TWRS501 r_ WIDE FLANGE STEEL PER PLANS MAK POINT -1/2" THICK STEEL SHEAR/KNIFE PLATE HSS 3 HSS8x8x3/8 STEEL BRACE — SLOT TO ACCOMMODATE KNIFE PLATE ACE TO SEAM DETAIL 3/16 EACH SIDE OF HSS, EACH SIDE OF PLATE 3 SCALE: N.T.S. TWRA60, TWRA61 TWRS500 HSS TO WIDE FLANGE 1/2" THICK FULL DEPTH STEEL STIFFENER PLATE, EACH SIDE OF COLUMN — ALIGN WITH WORK POINT OF COLUMN/BRACE 1/4" THICK STEEL END PLATE AT HSS—SEAL WELD — PROVIDE 1/2" DIAMETER WEEP HOLE WIDE FLANGE STEEL COLUMN AS OCCURS AT CONTRACTOR'S OPTION COLUMN MAY BE SPLICED TO ACCOMMODATE INSTALLATION / / / 11 0 CO 0 / 0 U W 0 U Li! / O HSS 8x8x3/8 STEEL BRACE PER PLAN 3/16 V WORK POINT ELEVATION C COLUMN TOP OF CAP PLATE EXISTING STEEL ROOF DECK AS OCCURS—CUT AS REQUIRED AT NEW COLUMN / HSS8x8x3/8 STEEL BRACE PER PLAN WORK POINT SS .3.AC TC COLU C. COLUMN v\ DETAIL TOP OF EXISTING ROOF AS OCCURS 6 SCALE: 1" = 1'-0" TWRA60, TWRA61 I TWRS500 3/16 0 TWRS500 TWRS506 EXISTING W12x65 (W10x54 AT SIM.) WIDE FLANGE STEEL COLUMN AS OCCURS — FIELD VERIFY \EW TO EXISTI NEW WIDE FLANGE STEEL DOGHOUSE SUPPORT COLUMN PER PLAN 1/2" THICK FULL DEPTH STEEL STIFFENER PLATE, EACH SIDE OF COLUMN — ALIGN WITH WORK POINT OF BRACE/COLUMN 13"x13"x3/4" THICK STEEL BASE PLATE AT NEW STEEL COLUMN — SEE DETAIL 8/TWRS500 FOR ADDITIONAL INFORMATION 13"x13"x3/4" HICK STEEL CAP PLATE AT EXISTING STEEL COLUMN (SIM. TO BASE PLATE ABOVE) EXISTING WIDE FLANGE STEEL ROOF BEAM AND CONNECTION TO COLUMN AS OCCURS \G COLUN\ SPLICE DETAIL SCALE: 1" = 1'-0" S451, TWRS500I TWRS500 3/8" DIA. THREADED ROD WIDE FLANGE STEEL ROOF BEAM PER PLAN ATTACH STRUT TO BOTTOM CHORD OF ROOF JOISTS WITH (2) B44L 22A BEAM CLAMPS AT EACH CONNECTION 12" FLEXTRAY CABLE TRAY — SEE ELECTRICAL DRAWINGS FOR ADDITIONAL INFORMATION TYPICAL CABLE 1 1, MAX. 6'-0" LONG B22A STRUT BY B—LINE OR EQUIVALENT 12 GAGE WIRE LATERAL SUPPORT — PROVIDE (2) WIRES AT 45' FROM PERPENDICULAR (PLAN VIEW) — INSTALL ONE (1) PAIR OF WIRES AT EACH SIDE OF CABLE TRAY AT APPROXIMATE MIDSPAN OF CABLE TRAY 8154 ANGLE CLIP BY B—LINE OR PRE—APPROVED EQUIVALENT FTB12CT CABLE TRAY HANGER BY B—LINE OR PRE—APPROVED EQUIVALENT. PROVIDE SUPPORTS AT 8'-0" 0.C. MAXIMUM, WITH A MINIMUM OF (2) SUPPORTS PER CABLE TRAY SEGMENT TRAY S DPO DETAIL 10 SCALE: 3" = 1'-0" A453, TWRA280, TWRA60, TWRA61, TWRA62, TWRA110, REVISION BY APPROVED DATE RELOCATE DOGHOUSE TO BUILDING 9-53 33447-05 SITTS BRL 03.09.18 A DOGHOUSE OCN #01 33447-05 SITTS BRL 06.08.18 .&-Af ACCEPTABILITY THIS DESIGN AND/OR SPECIFICATION IS APPROVED APPROVED BY DEPT. DATE DRAWN S. McCarthy CHECKED B. Labrecque ENGINEER B. Labrecque CHECKED B. Leslie TWRA631TWRS500 TWRA111 DATE 08.09.17 08.09.17 REVISI REVIEWED FOR CODE COMPLIANCE APPROVED AUG 2 3 2018 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA AUG 0 9 2018 PERMIT CENTER DESIGN CHANGE NOTICE #03 AUGUST 07, 2018 SUBTITLE MISC SECTIONS AND DETAILS 0 3" 6" 9" 1 SCALE: 3"=1'-0" 0 6" 1 3 SCALE: 1"= 1' —0" SITTS & HILL ENGINEERS, INC. CIVIL • STRUCTURAL • SURVEYING 4815 CENTER STREET 1 PHONE: (253) 474-9449 1 http:/hvww.sitts-hill-engineers.com/ TACOMA, WA. 98409 FAX: (253) 474-9449 Project No.: 18000 Project Mgr.: BKL Proj. Engineer: BRL Proj. Drafter: SLM CURRENT REVISION 33447-05 SYMBOL A DATE 06.08.18 08.09.17 08.09.17 APPROVED APPROVED TITLE STRUCTURAL RELOCATE DOGHOUSE TO BUILDING 9-53 BUILDING 09-53 DEV. CENTER, WA SHEET TWRS500 JOB NO. 33447-05 COMP NO. DWG NO. 09-053-TWRS500 WELD (3) SIDES TYPICAL — USE SAME CONNECTION AT STIFFENER PLATES WHEN REQUIRED 1 0 UJ UJ to J 0 5 O I O I, O 1 TY3ICAL STEEL TO STEL 3EA 3EAIV v SECTIO\ STEEL BEAM 3/8" STEEL SHEAR PLATE — USE 5/8" STEEL SHEAR PLATE WHERE "D" = 14" OR GREATER FOR SIZE, TYPE, AND NUMBER OF BOLTS, SEE TYPICAL BOLT SCHEDULE 1/TWRS501 AT ONE SIDED CONNECTIONS, INSTALL 3/8" STIFFENER PLATE OPPOSITE SHEAR PLATE EDGE CLEARANCES PER THE FOLLOWING, TYPICAL U.N.O.: 3/4" DIA. OR LESS -- 1 1/4" 7/8" DIA. OR LESS -- 1 1/2" 1 DIA. OR LESS --- 1 3/4" A SCALE: N.T.S. TWRS 110, TWRS501, TWRS504 I TWRS501 EXISTING HSS 16x8x5/ 16 STEEL MECHANICAL PLATFORM SUPPORT BEAM AS OCCURS — FIELD VERIFY SIZE OF HSS HSS 8x4x1/4 TUBE STEEL BEAM PER PLAN \EW TO EXISTING HSS SCALE: 1 1/2" =1'-0" FRP STAIR CHANNEL PER PLAN FIBERGLASS GRATING TREAD PER GSN - BRACING PER PLAN — ATTACH TO FLANGE OF CHANNEL WITH (1) 5/8" DIAMETER FRP THREADED FASTENERS 3EA v FIBERGLASS GRATING TREAD PER GSN PROVIDE 1/4" THICK STEEL CAP PLATES AT HSS ENDS, TYP. SEAL WELD PLATE TO HSS SECTIO \ D� A453, S451LiWRS501 EXISTING ROOFING AS OCCURS tV 6" MIN. L2x2x3/16 FRP LEDGER ANGLE WITH (2) 5/8" DIAMETER FRP THREADED FASTENERS TO STRINGER L4x4x1/4"x6" FRP ANGLE BEARING PAD WITH (2) 5/8" FRP THREADED FASTENERS, NOTCH AS REQUIRED PROVIDE WALK PAD BELOW STAIR STRINGER — SEE /7„,.....„ --- ARCHITECTURAL DRAWINGS FOR ADDITIONAL INFORMATION. STAR AT SASE DETAIL O♦ 3 SCALE: N.T.S. A453 TWRS501 3/8" STEEL STIFFENER PLATE CENTERED OVER BEAM BELOW, EACH SIDE STEEL JOIST PER PLAN (4) 3/4" DIA. ASTM A325 THRU—BOLTS — INSTALL AT INTERSECTION OF WIDE FLANGE BEAM STANDARD GAGES S TYPICAL STIFFENER TO WEB > 3/16 /2"-6" STEEL JOIST TO 3 EAN 3/16 V TYPICAL STIFFENER TO FLANGE 3/8" STEEL STIFFENER PLATE CENTERED BELOW BEAM, EACH SIDE STEEL BEAM PER PLAN SECTIO\ B SCALE: N.T.S. 3/16 (4) 3/4" DIAMETER BOLTS, INSTALL AT INTERSECTION ON STANDARD GAGES TWRS110 TWRS501 W12x65 WIDE FLANGE STEEL BEAM PER PLAN 3/16" STEEL STIFFENER PLATES 33TTOM FLA\GE L3x3x1/4 STEEL BRACE AT CHEVRON BRACE POINT 3ACE SECTIO\ 3/16 E SCALE 1" = 1'-0" 1 1/4" DIAMETER ROD BRACING WITH HILLSIDE WASHERS —. LI 0 TWRS500 I TWRS501 HSS6x6x1/2 STEEL COLUMN PER PLAN — PROVIDE LONG SLOTTED HOLES FOR ROD 1 1/2" 3/16 3/16" STEEL STIFFENER PLATE, EACH SIDE OF BEAM — CENTER BELOW POST ABOVE 3ACE AT SS DETAIL WIDE FLANGE STEEL BEAM PER PLAN SCALE: 1" = 1'-0" �4 T4VRA10 TWRS501 3'-2" 2'—l" 4'-0" A\TE\ \A 2" THICK FRP GRATING PER PLAN AND GSN 3/16 TYP. HSS TO HSS AT END D LAT F 0 v EXTE\SIO\ GRATING ATTACHMENT CLIPS PER GSN 3/16 SECTICN TYP. HSS TO HSS AT INTERIOR HSS 8x4x1/4 TUBE STEEL BEAM PER PLAN — PROVIDE 1/4" THICK STEEL END PLATES — SEAL WELD END PLATE TO HSS ,1, HSS 12x6x1/4 TUBE STEEL BEAMS PER PLAN c SCALE: 1 1/2" =1'-0" NOMINAL BEAM DEPTH "D" NUMBER OF 3/4" DIA ASTM A325N BOLTS UPTO7" 2 00 8" — 11" 2 0 12" — 14" 3 15" — 17" 4 18" — 20" 5 21 " — 23" 6 24" — 27" 7 28" — 32" 8 33" — 35" 9 36" 10 3OLT SCH =DOLE DETAIL NOTES: A. THE TYPICAL STEEL BEAM TO STEEL COLUMN OR STEEL BEAM CONNECTION CONSISTS OF SINGLE SHEAR PLATES WITH 3/4" DIA. ASTM A325N BOLTS. SHEAR PLATE THICKNESS PER SECTION A/TWRS501. B. ALL BOLTS SHALL BE INSTALLED USING STANDARD HOLES PER LATEST AISC SPECIFICATIONS. SCALE: N.T.S. FRP STAIR CHANNEL PER PLAN FIBERGLASS GRATING TREAD PER GSN - BRACING PER PLAN — ATTACH TO FLANGE OF CHANNEL WITH (1) 5/8" DIAMETER FRP THREADED FASTENERS FIBERGLASS GRATING TREAD PER GSN I ' 1 TWRS501 L4x4x1/4"x6" FRP ANGLE BEARING PAD WITH (2) 5/8" FRP THREADED FASTENERS, NOTCH AS REQUIRED FRP GRATING PER GSN L2x2x3/16 FRP LEDGER ANGLE WITH (2) 5/8" DIAMETER FRP THREADED FASTENERS TO STRINGER STAR AT W12x65 WIDE FLANGE STEEL BEAM PER PLAN GATI\G DETAIL 2" THICK CONTINOUS UHMW SHIM PER PLANS AND DETAILS (2) 5/8" FRP THREADED FASTENERS THRU UHMW SHIM AND BEAM FLANGE BELOW — INSTALL IN LONG SLOTTED HOLES AT FRP ANGLE 5 SCALE: N.T.S. TWRA60, TWRS 110 TWRS501 STAI FRP STAIR STRINGER CHANNEL PER PLAN FRP STAIR TREAD PER PLAN S451 TWRS501 FRP GRATING PER PLAN ST I \GES TO FRP BRACING PER PLAN — ATTACH TO FLANGE OF CHANNEL WITH (1) 5/8" DIAMETER FRP THREADED FASTENERS 3EA v DETAIL STEEL BEAM PER PLAN — PROVIDE FRP BEAM PER PLAN AT SIM. FRP CHANNEL TO STEEL BEAM CONNECTION SIM TO A/TWRS501 L2x2x3/16 FRP LEDGER ANGLE WITH (2) 5/8" DIA. FRP THREADED FASTENERS TO STRINGER 2 SCALE: N.T.S. DI A453, TWRA110, TWRA60, TWRA62, TWRA63 TWRS501 REVI ION REVIEWED FOR CODE COMPLIANCE APPROVED AUG 2 3 2018 City of Tukwila BUILDING DIVISION CITY F TUKWILA AUG 0 9 2018 PERMIT CENTER DESIGN CHANGE NOTICE #03 AUGUST 07, 2018 0 6" 1 2 SCALE: 1 1/2"=1'-0" 0 6" 1 2 3 SCALE: 1"=1'-0" SITTS & HILL ENGINEERS, INC. CIVIL • STRUCTURAL • SURVEYING 4815 CENTER STREET PHONE: (253) 474-9449 1 TACOMA, WA. 98409 1 FAX: (253) 474-9449 http://www.sitts-hill-engineers.corni Project No.: 18000 Project Mgr.: BKL Proj. Engineer: BRL Proj. Drafter: SLM SYM REVISION BY APPROVED DATE SYM REVISION BY APPROVED DATE RELOCATE DOGHOUSE TO BUILDING 9-53 33447-05 SITTS BRL 03.09.18 ACCEPTABILITY THIS DESIGN AND/OR SPECIFICATION IS APPROVED APPROVED BY DEPT. DATE DRAWN S. McCarthy CHECKED B. Labrecque ENCINEER B. Labrecque DATE 08.09.17 08.09.17 SUBTITLE MISC SECTIONS AND DETAILS CURRENT REVISION 33447-05 SYMBOL DATE 03.09.18 CHECKED B. Leslie 08.09.17 08.09.17 APPROVED APPROVED TITLE STRUCTURAL RELOCATE DOGHOUSE TO BUILDING 9-53 BUILDING 09-53 DEV. CENTER, WA SHEET TWRS501 JOB NO. 33447-05 COMP NO. DWG NO. 09-053-TWRS501 EXI§TING LADDER v FACE OF PARAPET OR EDGE OF ROOF kieb EXISTING LADDER ODIFI CLAMPS BY GARLOCK TO ATTACH TO EXISTING LADDER GARLOCK 5FT GUARD RAIL GARLOCK 7.5FT RAIL KIT 0 OSHA—COMPLIANT SWING GATE UPRIGHT POST GARLOCK LADDER MOUNT BASE—FRONT (PART #407244) 13'-0" MIN. FLAT BAR SIMILAR TO GARLOCK LADDER MOUNT BASE (PART #407244) EXCEPT WITH A MODIFIED LENGTH OF 5'-2" CLAMPS BY GARLOCK TO ATTACH TO EXISTING LADDER O PROVIDE CAULKING AT GARLOCK BASES PER DETAIL 2/TWRS502 GARLOCK 5 FT RAIL KIT MODIFIED GARLOCK LADDERGUARD SAFETY RAIL SYSTEM WITH SELF—CLOSING SAFETY GATE EXISTING ROOF D GALOC < LADDHGUA�D DETAIL SCALE N.T.S. �1 RFA160 TWRS502 1 /4"x24"x24" NEOPRENE MAT (50 DUROMETER SHORE A) PROVIDE SIKAFLEX 1A CAULKING AROUND GARLOCK BASE AND NEOPRENE MAT— CLEAN ROOF SURFACE PRIOR TO CAULK APPLICATION GAa_CC< AILGUAU 200 SASE DETAIL n SCALE: 1 1/2" = 1'-0" TWRSS502 REViiONSION J' O. REVIEWED FOR CODE COMPLIANCE APPROVED AUG 2 3 2018 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA AUG 0 9 2018 PERMIT CENTER DESIGN CHANGE NOTICE#03 AUGUST 07, 2018 VEV'OEWE �—aUz2zo3�D REID MIDDLETON, INC. SITTS & HILL ENGINEERS, INC. CIVIL • STRUCTURAL • SURVEYING 4815 CENTER STREET 1 TACOMA, WA. 98409 PHONE: (253) 474-9449 1 FAX: (253) 474-9449 http://www.sitts-hill-engineers.com/ Project No.: 18000 Project Mgr.: BKL Proj. Engineer: BRL Proj. Drafter: SLM REVISION BY APPROVED DATE SYM REVISION BY APPROVED DATE RELOCATE DOGHOUSE TO BUILDING 9-53 33447-05 SITTS BRL 03.09.18 ACCEPTABILITY THIS DESIGN AND/OR SPECIFICATION IS APPROVED APPROVED BY DEPT. DATE DRAWN S. McCarthy CHECKED B. Labrecque DATE 08.09.17 08.09.17 SUBTITLE MISC SECTIONS AND DETAILS CURRENT REVISION 33447-05 SYMBOL DATE 03.09.18 ENGINEER B. Labrecque CHECKED B. Leslie APPROVED APPROVED 08.09.17 08.09.17 TITLE STRUCTURAL RELOCATE DOGHOUSE TO BUILDING 9-53 BUILDING 09-53 DEV. CENTER, WA SHEET TWRS502 JOB NO. 33447-05 COMP NO. DWG NO. 09-053-TWRS502 FREIGHT LIFT BY PFLOW INDUSTRIES OR APPROVED EQUIVALENT — SEE SHEET TWRS3 FOR ADDITIONAL INFORMATION 6'-0" x 8'-0" x 1'-6" DEEP CONCRETE MAT FOUNDATION TO SUPPORT PROPOSED VRC CURB AT FACE OF EXISTING BUILDING PER DETAIL 1/TWRS503 — INTERRUPT CURB AT VRC FOUNDATION CUT OUT EXISTING SIDEWALK 12'-6" ON EITHER SIDE OF THE PROPOSED CONCRETE FOUNDATION — REPLACE WITH 5'-0" DEPRESSED INTEGRAL CURB AND SIDEWALK AND 7'-6" RAMP TO EXISTING SIDEWALK — SEE DETAIL 1/TWRS503 FOR ADDITIONAL INFORMATION #5 AT 12" O.C. EACH WAY TOP AND BOTTOM HEIGHT LIFT FOU SCALE: 1" = 1'-0" \DATION SECTIO TWRS3 TWRS503 6"x12" DEEP CONC. CURB AT FACE OF EXISTING BUILDING. MATCH TOP OF CURB TO TOP OF RAMP. END CURB AT TOP OF RAMP 3/8" EXPANSION JOINT (TYP.) (SEE DETAIL 2/TWRS503) 3/8" TO 1/2" R. NOTES: 1. PRE—MOLDED JOINT FILLER SHALL BE PER WSDOT SPECIFICATION SECTION 9-04.1(2). 2. JOINT SEALANT SHALL BE DOW CORNING "890 -SL", (JET FUEL RESISTANT), OR APPROVED EQUAL. SEE DETAIL 2/TWRS503 FOR CONTRACTION AND EXPANSION JOINTS 4" THICK LIGHT DUTY CONCRETE (3000 PSI MIN.) AND BRUSHED FINISH 4" CRUSHED SURFACING TOP COURSE PER WSDOT 9-03.9(3), COMPACTED TO 95% MAX. DENSITY—� 1.7% SLOPE TOWARD CURB OR PAVEMENT XISTING ASPHALT CONTRACTION JOINT DETAIL JOINT SEALANT, SEE NOTE 2 DEPRESSED INTEGRAL CURB & SIDEWALK AT LANDING 5.5' MIN. FLUSH W/ A.C. PAVEMENT EXISTING ASPHALT PAVEMENT TROWEL PERIMETER TO 4" WIDE SMOOTH SURFACE, TYP. 3/8" PREMOLDED JOINT FILLER, SEE NOTE 1 EXPANSION JOINT DETAIL SUITABLE PREPARED SUBGRADE, COMPACT UPPER 1 FOOT TO 90% MAXIMUM DENSITY PER ASTM D1557 REVISIO SECTION A—A MONOLITHIC CURB AND SIDEWALK LIGHT DUTY CONCRETE PAVEMENT PER DETAIL 3/TWRS503 RECEIVED CITY OF TUKWILA AUG 0 9 2018 PERMIT CENTER PARALLEL CU.3 . Av P DETAIL SCALE: N.T.S. LIGHT (71- CO\ TWRS503 DUTY . ETE PAVI \ G J O I \T DETAIL SCALE: N.T.S. � 1 TWRS503 LIGHT CO\C DUTY BETE DAVEVE\T DETAIL SCALE: N.T.S. 3 TWRS50 DESIGN CHANGE NOTICE #03 AUGUST 07, 2018 SITTS & HILL ENGINEERS, INC. CIVIL • STRUCTURAL • SURVEYING 4815 CENTER STREET 1 TACOMA, WA. 98409 PHONE: (253) 474-9449 1 FAX: (253) 474-9449 http://www.sitts-hill-engineers.com/ Project No.: 18000 Project Mgr.: BKL Proj. Engineer: BRL Proj. Drafter: SLM SYM REVISION BY APPROVED DATE SYM REVISION BY APPROVED DATE RELOCATE DOGHOUSE TO BUILDING 9-53 DOGHOUSE DCN #01 33447-05 33447-05 03.09.18 06.08.18 ACCEPTABILITY THIS DESIGN AND/OR SPECIFICATION IS APPROVED APPROVED BY DEPT. DATE DRAWN S. McCarthy CHECKED B. Labrecque ENGINEER B. Labrecque CHECKED B. Leslie APPROVED DATE 08.09.17 08.09.17 SUBTITLE 08.09.17 08.09.17 TITLE MISC SECTIONS AND DETAILS CURRENT REVISION SYMBOL 33447-05 A DATE 06.08.18 RELOCATE DOGHOUSE TO BUILDING 9-53 APPROVED BUILDING 09-53 TWRS503 JOB NO. 33447-05 COMP NO. STRUCTURAL DEV. CENTER, WA DWG NO. S 09-053-TWRS503 ROTATABLE ANTENNA ARRAY TO BE RELOCATED FROM THE ROOF OF THE 18-61 BUILDING — FIELD VERIFY SIZE OF ARRAY BASE PLATE 2' -3"x2' -3"x1/4" THICK STEEL ROTATABLE ANTENNA SUPPORT PLATE — COORDINATE SIZE AND LOCATION OF FASTENER HOLES WITH EXISTING ANTENNA ARRAY MOUNTING PLATE W8x31 WIDE FLANGE STEEL BEAMS PER PLANS 3/16 I/ 3/16 // 3" DIAMETER (NOMINAL) - STANDARD WEIGHT STEEL PIPE SUPPORT POST W12x26 WIDE FLANGE STEEL ROOF BEAM PER PLANS 'OTATABLE A\TE\\ SCALE 1 1/2" = 1'-0" W8x31 SUPPORT - BEAMS PER PLAN LC) CV TTS//Z//////// / /////AA 6" MIN. // 3/16 1/ 4'-0" 3/16 // 3/16" THICK STEEL — STIFFENER PLATE — CENTER BELOW STEEL PIPE ABOVE A AAY SUPPCT SECTIC\ —3/16" THICK STEEL STIFFENER PLATE TOP OF ROOFING AS OCCURS 2'-3 1/2" I I I I I I I I FIELD VERIFY FIELD VERIFY o O o R\ o O ROTATABLE A\TE\ MOU\TI\G DETAIL SCALE: 1 1/2" = 1'-0" \A AWAY 2' 3"x2' -3"x1/4" THICK STEEL ROTATABLE ANTENNA SUPPORT PLATE CONTRACTOR NOTE THAT ORIENTATION OF RELOCATED ANTENNA TO BE COORDINATED IN THE FIELD WITH BOEING — NOTIFY ENGINEER IF REQUIRED ORIENTATION OF ANTENNA NECESSITATES RECONFIGURATION OF SUPPORT PLATE AND/OR FASTENERS IV-- 3/16 "- " COORDINATE SIZE AND LOCATION OF BOLTS WITH EXISTING ANTENNA BASE—ALIGN WITH STANDARD GAGE OF BEAM BELOW 3/16 TYPICAL 4" \(4) PLACES TWRS160 TWRS504 Al PNRS160 TWRS504 'OTATABLE A\ ROTATABLE ANTENNA ARRAY TO BE RELOCATED FROM THE ROOF OF THE 18-61 BUILDING — FIELD VERIFY SIZE OF ARRAY BASE PLATE 2' -3"x2' -3"x1/4" THICK STEEL ROTATABLE ANTENNA SUPPORT PLATE — COORDINATE SIZE AND LOCATION OF FASTENER HOLES WITH EXISTING ANTENNA ARRAY MOUNTING PLATE TE\ W8x31 WIDE FLANGE STEEL BEAMS PER PLANS O O // ///Z //iTT/// 3/16 V 3" DIAMETER (NOMINAL)' STANDARD WEIGHT STEEL PIPE SUPPORT POST 3/16" THICK STEEL STIFFENER PLATE — CENTER BELOW STEEL PIPE ABOVE W8x31 WIDE FLANGE STEEL BEAM PER PLANS — ATTACH PER SECTION A/TWRS501 0 L- 3/16" THICK STEEL STIFFENER PLATE 3/ 16 V CV TOP OF ROOFING AS OCCURS LTi 0 W12x26 WIDE FLANGE STEEL — ROOF BEAM PER PLANS >7703/16/ 2'-3 1/2" \A AAY S..,PPNT SECTIO\ FIELD VERIFY 3/16(/ B SCALE 1 1/2" = 1'-0" REVISIO REVIEWED FOR CODE COMPLIANCE APPROVED AUG 2 3 2018 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA AUG 0 9 2018 PERMIT CENTER DESIGN CHANGE NOTICE #03 AUGUST 07, 2018 TWRS160 TWRS504 LVlI AUti 2 2 2018 REID MIDDLETON, INC. SITTS & HILL ENGINEERS, INC. CIVIL • STRUCTURAL • SURVEYING 4815 CENTER STREET 1 TACOMA, WA. 98409 PHONE: (253) 474-9449 1 FAX: (253) 474-9449 http:/hvtAncsitts-hill-engineers.com/ Project No.: 18000 Project Mgr.: BKL Proj. Engineer: BRL Proj. Drafter: SLM SYM REVISION BY APPROVED DATE SYM REVISION BY APPROVED DATE RELOCATE DOGHOUSE TO BUILDING 9-53 33447-05 SITTS BRL 03.09.18 ACCEPTABILITY THIS DESIGN AND/OR SPECIFICATION IS APPROVED APPROVED BY DEPT. DATE DRAWN S. McCarthy CHECKED B. Labrecque ENGINEER B. Labrecque CHECKED B. Leslie DATE 08.09.17 08.09.17 SUBTITLE MISC SECTIONS AND DETAILS CURRENT REVISION 33447-05 SYMBOL DATE 03.09.18 08.09.17 08.09.17 APPROVED APPROVED TITLE STRUCTURAL RELOCATE DOGHOUSE TO BUILDING 9-53 BUILDING 09-53 DEV. CENTER, WA SHEET TWRS504 JOB NO. 33447-05 COMP NO. DWG NO. 09-053-TWRS504 TYP. HSS TO STEEL CHANNEL HSS10x10x3/8 TUBE STEEL SLEEVE TO ACCOMMODATE ROOFTOP LEVEL MATERIAL HANDLING SYSTEM — COORDINATE WITH REQUIREMENTS OF MATERIAL HANDLING DRAWINGS HSS SLEEVE AT SCALE: N.T.S. GOOF SECTIO\ 1'-6" MINIMUM — COORDINATE WITH FLASHING REQUIREMENTS AND MATERIAL HANDLING DRAWINGS 1 1/2" METAL DECK PER PLANS AND GSN — ROOFING AND INSULATION NOT SHOWN C12x20.7 STEEL CHANNEL PER PLAN, EACH SIDE OF HSS — ATTACH TO ADJACENT STEEL FRAMING PER SECTION A/TWRS501 1/2" DIA. (NOMINAL) STANDARD WEIGHT STEEL PIPE SPACER AT ARFP PLATE FASTENER LOCATIONS—PIPE SPACER SHALL BE 5 3/8" LONG (TO ACCOUNT FOR 5/8" NEOPRENE GASKET COMPRESSING DOWN TO 1/2" THICK TO CREATE SEAL) A TWRS160 TWRS505 HSS3 1/2x3 1/2x1/4 TUBE STEEL FRAMING MEMBERS AT ARFP MOUNTING PLATE LOCATIONS PER FRAMING ELEVATIONS AND SECTIONS FIELD DRILL 5/8" DIA. HOLES IN HSS TO ACCOMMODATE 1/2" DIA. ARFP PLATE FASTENERS—COORDINATE NUMBER AND LOCATION OF HOLES WITH ACTUAL PLATE TO BE PROVIDED 7/8" HORIZONTAL HAT CHANNELS AT 4'-0" O.C. MAXIMUM 4" THICK INSULATED METAL PANEL WALL SYSTEM (R-30) SS TYP. HSS TO STEEL CHANNEL SLE HSS10x10x3/8 TUBE STEEL SLEEVE TO ACCOMMODATE ROOFTOP LEVEL MATERIAL HANDLING SYSTEM — COORDINATE WITH REQUIREMENTS OF MATERIAL HANDLING DRAWINGS EVE AT FLOO SECTIO\ 4" (TOTAL DEPTH) CONCRETE TOPPED METAL DECK PER PLANS AND GSN C12x20.7 STEEL CHANNEL PER PLAN, EACH SIDE OF HSS — ATTACH TO ADJACENT STEEL FRAMING PER SECTION A/TWRS501 COORDINATE WITH MATERIAL HANDLING DRAWINGS B SCALE: N.T.S. FIELD CUT/DRILL HOLES IN 4" THICK INSULATED METAL WALL PANELS TO ACCOMMODATE 1/2" DIA. (NOMINAL) STANDARD WEIGHT STEEL PIPE SPACER—SPACERS TO BE CENTERED ON ARFP PLATE FASTENER LOCATIONS—COORDINATE NUMBER AND LOCATION OF HOLES WITH ACTUAL PLATE TO BE PROVIDED CAULKING FROM NEOPRENE GASKET TO METAL WALL PANEL—BEVEL TOP 5/8" THICK COMPRESSIBLE NEOPRENE GASKET AT ARFP PLATE TO WALL PANEL LOCATIONS—WIDTH SHALL BE 3" TO OVERLAP METAL PANEL FLASHING PAINT/COAT END OF STEEL PIPE SPACER TO PREVENT DISSIMILAR METAL CONTACT WITH ALUMINUM ARFP PLATE 2" THICK FRP GRATING PER GSN TWRS505 2'-3" TWRS110 TWRS505 HP 3EAV STEEL ROOF DECKING ABOVE — TO BE CONNECTED TO STEEL BEAMS BEYOND \''----12"x6"x1/2" "I" SHAPED FRP BEAM PER PLAN (4) 3/4" DIAMETER THRU—BOLTS — INSTALL AT INTERSECTION OF STANDARD BEAM GAGES W12x26 WIDE FLANGE STEEL BEAM PER PLAN TO STEEL 3EAV SECTIO\ SCALE: 1 1/2" = 1'-0" ATTACH FRP ANLGE TO TUBE WITH (1) 5/8" DIAMETER FRP THREADED FASTENER AT STANDARD GAGE OF ANGLE L3x3x1/4 FRP ANGLE 2 1/2"x2 1/2"x1/4" SQUARE FRP TUBE — PROVIDE CAP AT TOP TO PREVENT WATER INFILTRATING 2" THICK FRP GRATING PER GSN L3x3x1/4 FRP ANGLE TWRS160 TWRS505 12"x5"x1/2" STEEL CAP PLATE --- 3/16 (2) 5/8" DIAMETER FRP THREADED FASTENERS AT STANDARD GAGE OF CHANNEL FRP STAIR STRINGER PER PLANS _ I _ EXISTING METAL ROOF DECK 4" DIAMETER STANDARD WEIGHT STEEL PIPE — LOCATE AS CLOSE TO BOTTOM OF STAIR STRINGER AS POSSIBLE TO ACCOMMODATE ROOF FLASHING AT PIPE (NOT SHOWN FOR CLARITY) 2'-0" VERIFY TYP 3/16 / 0 L6x6x1/2 STEEL ANGLE EXISTING STEEL ROOF — COPE AS REQUIRED BEAM AS OCCURS AT WELDED ENDS 7'-0" FIELD VERIFY EXISTING LH ROOF JOIST AS OCCURS STEEL POST AT STAR SCALE: 1' = 1'-0" L3x3x1/4 FRP ANGLE AT 4'-0" O.C. ST I\GES SECTIO\ � TWRA450 TWRS505 2" THICK FRP GRATING PER GSN 2'-0" - FLASHING BOOT PER ROOF MANUFACTURER FLASHING BOOT PER ROOF MANUFACTURER lo z TOP OF ROOFING AS OCCURS 1/2" DIAMETER ARFP PLATE FASTENERS— VERIFY STYLE OF FASTENERS TO BE USED WITH BOEING—FASTENERS SHALL BE INSTALLED 'SNUG TIGHT'. �"."--- -TOP OF ROOFING AS OCCURS 2" VERTICAL LEG TWO—PIECE FLASHING AND SEALANT PER MANUFACTURER'S RECOMMENDATIONS—NO 'DRIP EDGE' SHALL BE USED AT TOP EDGE TO MINIMIZE POTENTIAL INTERFERENCE WITH ARFP PLATE AND FUTURE ANTENNA EQUIPMENT 1/2" DIA. (NOMINAL) STANDARD WEIGHT STEEL PIPE SPACER AT ARFP PLATE FASTENER LOCATIONS—PIPE SPACER SHALL BE 5 3/8" LONG (TO ACCOUNT FOR 5/8" NEOPRENE GASKET COMPRESSING DOWN TO 1/2" THICK TO CREATE SEAL) / 3/16 6"x9"x1/2" STEEL BASE PLATE WITH (4) 3/4" DIAMETER BOLTS AT STANDARD GAGE OF BEAM — SEE DETAIL 1/TWRS505 FOR DDITIONAL INFORMATION HSS3 1/2x3 1/2x1/4 STEEL SLEEVE 6" TALL — ATTACH FRP TUBE WITH (2) 5/8" DIAMETER THRU BOLT, (1) IN EACH DIRECTION—PROVIDE SPACERS AS REQUIRED TO ACCOMMODATE DIFFERENCES IN TUBE DIMENSIONS 2 1/2"x2 1/2"x1/4" SQUARE FRP TUBE — PROVIDE CAP AT TOP TO PREVENT WATER INFILTRATING CV CV HSS3 1/2x3 1/2x1/4 STEEL SLEEVE 6" TALL — ATTACH FRP TUBE WITH (2) 5/8" DIAMETER THR BOLT, (1) IN EACH DIRECTION—PROVIDE SPACERS AS REQUIRED TO ACCOMMODATE DIFFERENCES IN TUBE DIM NSIONS SEE SECTION F/TWRS505 FOR ELEMENTS SHOWN BUT NOT NOTED �---TOP OF ROOFING AS OCCURS 3 6"x9"x1/2" STEEL BASE PLATE WITH (4) 3/4" DIAMETER BOLTS AT STANDARD GAGE OF BEAM — SEE DETAIL 1/TWRS505 FOR ADDITIONAL INFORMATION 1/2" THICK ALUMINUM ARFP MOUNTING PLATE (TO BE PROVIDED BY BOEING AND INSTALLED BY THE CONTRACTOR) VERIFY FASTENER LAYOUT WITH ACTUAL PLATE TO BE PROVIDED WIDE FLANGE STEEL BEAM PER PLAN -WIDE FLANGE STEEL BEAM PER PLAN BEAM PER PLAN A\ TE AFP PLATE CO \ \ ECTI C \ SECTIO\ SCALE: N.T.S. A EA \A G S'JPP . OWTH OST S -CTI O \ A\T \\ A AREA SL TWRS210, TWRS211 TWRS505 SCALE: 1 = 1'-0" TWRA160 TWRS505 GROWTH PDOM SECTIO c_ GROWTH AREA SUPPORT SCALE: 1 " = 1'-0" SCALE: N.T.S. TWRA160 TWRS505 W12x65 STEEL BEAM PER PLAN HSS4x4x1/4 STEEL GRATING SUPPORT ANGLE -HSS12x2x1/4 STEEL BLOCKING PER SECTION A/TWRS500 CAP PLATE TO STEEL ANGLE REVISION 0:1: -6"x9"x1/2" STEEL BASE PLATE WITH (4) 13/16" DIAMETER HOLES FOR 3/4" DIAMETER BOLTS HSS4x4x1/4 STEEL GRATING SUPPORT ANGLE PER PLAN — COPE VERTICAL LAT AT STEEL BEAM W12x65 STEEL BEAM PER PLAN REVIEWED FOR CODE COMPLIANCE APPROVED AUG 2 3 2018 1/4" THICK STEEL CAP PLATE AT STEEL ANGLE HSS4x4x1/4 STEEL GRATING SUPPORT ANGLE 1/4" THICK STEEL CAP PLATE AT STEEL ANGLE HSS3 1/2x3 1/2 x1/4 STEEL SLEEVE 6" TALL — FRP TUBE AND FASTENERS NOT SHOWN FOR CLARITY TOP OF HSS W12x65 STEEL BEAM PER PLAN HSS4x4x1/4 STEEL GRATING SUPPORT ANGLE PER PLAN — COPE VERTICAL LAT AT STEEL BEAM ANGLE END CAP TO HSS A\TE\\A GOWT— AHA SASE PLATE =TAI L (11 TWRS505 G�ATI \G SUPPCT A\GLE DETAIL SCALE: N.T.S. TWRS 110 TWRS505 GATI\G SUDPO SCALE: N.T.S. HSS12x2x1/4 STEEL BLOCKING PER SECTION A/TWRS500 DETAIL TWRS 110 TWRS505 City of Tukwila BUILDING DIVISION -0)CMOEMn9L AUS 2 2 2018 RECEIVED TY OF TUKWILA AUG 0 9 2018 PERMIT CENTER REID MIDDLETON, INC. DESIGN CHANGE NOTICE #03 AUGUST 07, 2018 REVISION APPROVED SYM REVISION BY APPROVED DATE -- RELOCATE DOGHOUSE TO BUILDING 9-53 DOGHOUSE DCN 1101 33447-05 SITTS 03.09.18 ACCEPTABILITY THIS DESIGN AND/OR SPECIFICATION IS APPROVED 33447-05 06.08.18 AtEsAfi ® APPROVED BY DEPT. DATE DRAWN S. McCarthy CHECKED B. Labrecque ENGINEER B. Labrecque CHECKED B. Leslie APPROVED APPROVED DATE 08.09.17 08.09.17 08.09.17 08.09.17 SUBTITLE 0 3" 6" 9" 1 SCALE: 3"=1'-0" 0 6" 1 2 SCALE: 1 1/2"=1'-0" 0 6" 1 2 3 of SCALE: 1"=1'-0" SITTS & HILL ENGINEERS, INC. CIVIL • STRUCTURAL • SURVEYING 4815 CENTER STREET 1 TACOMA, WA. 98409 PHONE: (253) 474-9449 1 FAX: (253) 474-9449 http://www.sitts-hill-engineers.com/ Project No.: 18000 Project Mgr.: BKL Proj. Engineer: BRL Proj. Drafter: SLM CURRENT REVISION TITLE MISC SECTIONS AND DETAILS RELOCATE DOGHOUSE TO BUILDING 9-53 BUILDING 09-53 STRUCTURAL DEV. CENTER, WA 33447-05 SYMBOL A DATE SHEET TWRS505 06.08.18 JOB NO. 33447-05 COMP NO. DWG NO. 09-053-TWRS505 10:59:12 PM SMCCARTHY: 8/16/2017 1 3/4"x1 3/4"x1/8" FRP PLUG AT LOWER PORTION OF THE FRP GUARDRAIL POSTS RIGID INSULATION AND WOOD NAILERS PER ARCHITECTURAL SECTIONS AND DETAILS — ROOF MEMBRANE AND FLASHING NOT SHOWN FOR CLARITY cV LO a CV 0 -2 1/8"x2 1/8"x3/16" FRP GUARDRAIL POST PER PLAN—TOP OF GUARDRAIL SHALL BE 3'-6" ABOVE TOP SURFACE OF THE ROOF STEEL ROOF DECK PER STRUCTURAL DRAWINGS (2) 3/4" DIA. FIBREBOLTS BY STRONGWELL OR PRE—APPROVED EQUIVALENT WIDE FLANGE STEEL ROOF - BEAM PER STRUCTURAL DRAWINGS A EXTEND FRP PLUG 6" MIN. ABOVE TOP SURFACE OF THE ROOF 2" DIA.x1/4" WALL THICKNESS FRP PIPE SPACERS AT BOLTED GUARDRAIL CONNECTION 1" CLR. HP GUADAIL POST TO STEEL SEAN AT OI0E SECTIO\ SCALE: N.T.S. FLANGE OF NEW COLUMN TYPICAL AT EACH COLUMN FLANGE 1/2 FLANGE OF EXISTING COLUMN INSULATED METAL WALL PANEL PER ARCHITECTURAL DRAWINGS A� TWRA160, TWRS160, TWRS210I TWRS506 MINIMUM ROOT OPENING "S" = 1/2" FLA\GE AT EXISTI\3 STEEL COLUN\ CD\\ COLUMN WEB NOTE: A. WELD AT WEB NOT SHOWN FOR CLARITY -CTIO SCALE: N.T.S. (2 TWRS506 1 3/4"x1 3/4"x1/8" FRP PLUG AT LOWER PORTION OF THE FRP GUARDRAIL POSTS RIGID INSULATION AND WOOD NAILERS PER ARCHITECTURAL SECTIONS AND DETAILS — ROOF MEMBRANE AND FLASHING NOT SHOWN FOR CLARITY 2 1/8"x2 1/8"x3/16" FRP GUARDRAIL POST PER PLAN—TOP OF GUARDRAIL SHALL BE 3'-6" ABOVE TOP SURFACE OF THE ROOF EXTEND FRP PLUG 6" MIN. ABOVE TOP SURFACE OF THE ROOF STEEL ROOF DECK PER STRUCTURAL DRAWINGS TYPICAL, STEEL EDGE ANGLE TO WIDE FLANGE STEEL BEAM (2) 3/4" DIA. FIBREBOLTS BY STRONGWELL OR PRE—APPROVED EQUIVALENT WIDE FLANGE STEEL ROOF BEAM PER STRUCTURAL DRAWINGS F� 3 3LOC GUAM <1 4"x8"x1/4" STEEL BENT PLATE AT NORTH AND SOUTH SIDES OF ROOF FRAMING — SPLICE OVER WIDE FLANGE STEEL BEAMS AS REQUIRED 2" DIA.x1/4" WALL THICKNESS FRP PIPE SPACERS AT BOLTED GUARDRAIL CONNECTION INSULATED METAL WALL PANEL PER ARCHITECTURAL DRAWINGS SAIL POST TO STEEL A\GLE G AT GOOF SECTIO\ SCALE: N.T.S. HSS 3 1/2x3 1/2x1/4 TUBE STEEL FRAMING MEMBER PER PLANS AND ELEVATIONS ---- 3/16 3/16 HSS TO HSS C0\ \ ECTIO\ D ETA IL �B� TWRA160, TWRS2111NJRS506 HSS 3 1/2x3 1/2x1/4 TUBE STEEL FRAMING MEMBER PER PLANS AND ELEVATIONS 3 SCALE: N.T.S. TWRS210, TWRS211I TWRS506 1" DEEPx3/4"x4" RECTANGULAR MESH FRP MOLDED GRATING BY FIBERGRATE OR APPROVED EQUIVALENT — ATTACH TO SUPPORT CHANNELS AND BRACING CHANNELS WITH NON—METALLIC GRATING ATTACHMENT CLIPS. z 00 CLDP10 LOAD DISTRIBUTION PLATES BY COOPER B—LINE OR APPROVED EQUIVALENT / \ TYPE B22H17/8 STEEL CHANNEL BY COOPER B—LINE OR APPROVED EQUIVALENT — ATTACH TO DURA—BLOK TOP CHANNEL WITH TYPICAL CHANNEL NUT FRAMING CONNECTIONS DBE10-16 DURA—BLOK ADJUSTABLE HEIGHT ROOFTOP SUPPORTS BY COOPER B—LINE OR APPROVED EQUIVALENT TOP OF EXISTING ROOFING AS OCCURS STEL AT ELEVATE D CAT PATH DETAIL SCALE: N.T.S. RFA160 TWRS506 WIDE FLANGE STEEL BEAM PER PLAN 1/2" 1 1/2" N 3/8" THICK STEEL SHEAR PLATE, EACH SIDE OF WIDE FLANGE ov' D OO (3) 3/4" DIAMETER ASTM A325 THRU BOLTS—SEE SECTION A/TWRS501 AND DETAIL 01/TWRS501 FOR ADDITIONAL INFORMATION STEEL CHA\\EL TO 3EA v SECTIO\ STEEL CHANNEL PER PLAN SCALE: N.T.S. SYM REVISION BY APPROVED DATE SYM REVISION BY APPROVED DATE DOGHOUSE DCN #01 33447-05 SITTS BRL 06.08.18 A DOGHOUSE DCN #02 33447-05 SITTS BRL 07.03.18 B DOGHOUSE DCN #03 33447-05 SITTS BRL 08.07.18 ACCEPTABILITY THIS DESIGN AND/OR SPECIFICATION IS APPROVED DRAWN S. McCarthy CHECKED B. Labrecque 13"x13"x3/4" STEEL CAP PLATE PER DETAIL 8/TWRS500 TWRS506 EXISTING W12x65 WIDE FLANGE STEEL COLUMN BELOW AS OCCURS TYPICAL AT EACH END OF WEB 1- STEEL COLUN 2" 2" CO\\ rc AT W12x65N.SCOLU TWRS 110, TWRS 160 TWRS506 DATE 08.09.17 08.09.17 R V1\ ECTIO\ DETAIL NEW W10x54 WIDE FLANGE STEEL COLUMN AND BASE PLATE ABOVE — SIM TO DETAIL 7/TWRS500 W12x65 WIDE FLANGE STEEL STUB COLUMN 1/2 2 1/2 TYPICAL AT EACH FLANGE TYPICAL AT EACH END OF WEB TYPICAL AT EACH FLANGE NOTE: A. EXISTING ROOF BEAMS NOT SHOWN FOR CLARITY REVIEWED FOR CODE COMPLIANCE APPROVED AUG 2 3 2018 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA AUG 0 9 2018 PERMIT CENTER DESIGN CHANGE NOTICE#03 AUGUST 07, 2018 SUBTITLE MISC SECTIONS AND DETAILS TWRS50A3RS506 SITTS & HILL ENGINEERS, INC. CIVIL • STRUCTURAL • SURVEYING 4815 CENTER STREET I TACOMA, WA. 98409 PHONE: (253) 474-9449 I FAX: (253) 474-9449 http://www.sitts-hill-engineers.com/ Project No.: 18000 Project Mgr.: BKL Proj. Engineer: BRL Proj. Drafter. SLM CURRENT REVISION 33447-05 SYMBOL 3 DATE 08.07.18 10:59:12 PM APPROVED BY DEPT. DATE ENGINEER B. Labrecque CHECKED B. Leslie 08.09.17 08.09.17 APPROVED APPROVED TITLE STRUCTURAL RELOCATE DOGHOUSE TO BUILDING 9-53 BUILDING 09-53 DEV. CENTER, WA SHEET TWRS506 JOB NO. 33447-05 COMP NO. DWG NO. 09-053 -TWRS506 00 1 U U NOTE: A. ROOF SURFACE NOT SHOWN FOR CLARITY. 1" DEEP x 3/4" x 4" RECTANGULAR MESH FRP MOUNDED GRATING BY FIBER GRATE OR PRE—APPROVED EQUIVALENT, ATTACH TO SUPPORT BLOCKS WITH STAINLESS STEEL M CLIPS BY GRATING SUPPLIER, USE 1/4" DIA. STAINLESS STEEL WOOD SCREW, EMBED 1/2" IN BLOCK 1"x5 1/2" (NOMINAL) x FULL WIDTH OF GRATING SECTION SOLID COMPOSITE LUMBER DECKING BOARD SUCH AS MOISTURE SHIELD OR PRE—APPROVED EQUIVALENT, SLOPE CUT BOTTOM FACE OF DECKING BOARD TO MATCH EXISTING ROOF PROFILE SUPDNT AT ELEVATED CA PATH DETAIL SCALE: N.T.S. AT GRATING ENDS, LOCATE CENTER OF PANEL TO PANEL JOINT ON CENTERLINE OF SUPPORT BLOCKS PROVIDE BUILT—UP COMPOSITE LUMBER DECKING BOARDS TO ACHIEVE REQUIRED TOP OF GRATING ELEVATION — BOARDS MAY BE COMBINATION OF 1"x5 1/2" (NOMINAL), 5/4"x6" (NOMINAL) OR 2"x6" (NOMINAL) RFA16o 1 TWRS507 NOTE: A. ROOF SURFACE NOT SHOWN FOR CLARITY. 1" DEEP x 3/4"x4" RECTANGULAR MESH FRP MOLDED GRATING BY FIBERGRATE OR PRE—APPROVED EQUIVALENT — ATTACH TO SUPPORT BLOCKS WITH STAINLESS STEEL M CLIPS BY GRATING SUPPLIER — USE 1/4" DIAMETER STAINLESS STEEL WOOD SCREWS, EMBED 1/2" IN BLOCK SUPPORT AT ELEVATED SCALE: N.T.S. a r ATTACH COMPOSITE LUMBER BOARDS WITH #10 STAINLESS STEEL WOOD SCREWS AT 12" O.C., STAGGERED AND COUNTERSUNK — APPLY CONSTRUCTION ADHESIVE BETWEEN BOARDS 1"x5 1/2" (NOMINAL) x FULL WIDTH OF GRATING SECTION SOLID COMPOSITE LUMBER DECKING BOARD SUCK AS MOISTURESHIELD OR PRE—APPROVED EQUIVALENT — SLOPE CUT BOTTOM FACE OF DECKING BOARD TO MATCH EXISTING ROOF PROFILE CAST PATH DETAIL (2 RFA160INJRS507 1" DEEP x 3/4"x4" RECTANGULAR MESH FRP MOLDED GRATING BY FIBERGRATE OR PRE—APPROVED EQUIVALENT — ATTACH TO SUPPORT BLOCKS WITH STAINLESS STEEL M CLIPS BY GRATING SUPPLIER — USE 1/4" DIAMETER STAINLESS STEEL WOOD SCREWS, EMBED 1/2" IN BLOCK 6"x6"x3/8" FRP ANGLE AT EDGE OF FRP GRATING — NOTCH BOTTOM FLANGE AS REQUIRED AT COMPOSITE LUMBER SUPPORT BLOCKS — ATTACH TO FRP GRATING WITH STAINLESS STEEL M CLIPS I 1"x5 1/2" (NOMINAL) SOLID COMPOSITE LUMBER BASE — ATTACH TO BUILT—UP SECTION WITH #10 STAINLESS STEEL WOOD SCREWS AT 12" O.C., STAGGERED AND COUNTERSUNK — APPLY CONSTRUCTION ADHESIVE TO JOINT SUPPORT AT ELEVATED CAST PATH DETAIL 1" DEEP x 3/4"x4" RECTANGULAR MESH FRP MOLDED GRATING BY FIBERGRATE OR PRE—APPROVED EQUIVALENT — ATTACH TO SUPPORT BLOCKS WITH STAINLESS STEEL M CLIPS BY GRATING SUPPLIER — USE 1/4" DIAMETER STAINLESS STEEL WOOD SCREWS, EMBED 1/2" IN BLOCK (3) 2"x8" (NOMINAL) S DECKING BOARDS SUCH PRE—APPROVED EQUIVALENT SLOPE CUT BOTTOM TO MATCH EXISTING ROOF PROFILE — ATTACH BOARDS SIM TO 2/TWRS507 If II OLID I II COMPOSITE LUMBER AS MOISTURESHIELD OR — NOTE: A. ROOF SURFACE NOT SHOWN FOR CLARITY. (3) 2"x8" (NOMINAL) SOLID COMPOSITE LUMBER DECKING BOARDS SUCH AS MOISTURESHIELD OR PRE—APPROVED EQUIVALENT — SLOPE CUT BOTTOM TO MATCH EXISTING ROOF PROFILE — ATTACH BOARDS SIM TO 2/TWRS507 1"x5 1/2" (NOMINAL) SOLID COMPOSITE LUMBER BASE — ATTACH TO BUILT—UP SECTION WITH #10 STAINLESS STEEL WOOD SCREWS AT 12" 0.C., STAGGERED AND COUNTERSUNK — APPLY CONSTRUCTION ADHESIVE TO JOINT 3 SCALE: N.T.S. RFA16o 1 TWRS507 l REVIEWED FOR CODE COMPLIANCE APPROVED AUG 2 3 2018 City of Tukwila BUILDING DIVISION CITY OF TUKWILA AUG 0 9 2018 PERMIT CENTER DESIGN CHANGE NOTICE#03 AUGUST 07, 2018 SITTS & HILL ENGINEERS, INC. CIVIL • STRUCTURAL • SURVEYING 4815 CENTER STREET I TACOMA, WA. 98409 PHONE: (253) 474.9449 I FAX: (253) 474-9449 http://www.sitts-hill-engineers.com/ Project No.: 18000 Project Mgr.: BKL Proj. Engineer: BRL Proj. Drafter. SLM SYM REVISION BY APPROVED DATE SYM REVISION BY APPROVED DATE DOGHOUSE DCN #02 DOGHOUSE DCN #03 33447-05 33447-05 SITTS SITTS BRL BRL 07.03.18 08.07.18 ACCEPTABILITY THIS DESIGN AND/OR SPECIFICATION IS APPROVED DRAWN S. McCarthy APPROVED BY DEPT. DATE CHECKED B. Labrecque ENGINEER B. Labrecque CHECKED B. Leslie DATE 08.09.17 08.09.17 SUBTITLE MISC SECTIONS AND DETAILS CURRENT REVISION 33447-05 SYMBOL A DATE 08.07.18 08.09.17 TITLE 08.09.17 APPROVED APPROVED STRUCTURAL RELOCATE DOGHOUSE TO BUILDING 9-53 BUILDING 09-53 SHEET TWRS507 JOB NO. 33447-05 COMP NO. DEV. CENTER, WA DWG NO. 09-053—TWRS507 BO \C) D 9ORTO\S W B AS A, 0� SECTIO LLAV v C TY DLA\ 7-127 KING COUNTY AIRPORT OFFICE CENTER (FM) PROJECT SITE FROM DOWNTOWN SEATTLE ❑ n 14-01 900 AIR MUSEUM BOEING FIELD 99 EXIT 158 EXIT 157 EXIT 157 599 TUKWILA EAST MARGINAL WAY 99 CORPORATE PARK FROM SEATTLE—TACOMA AIRPORT VELOPN E\TAL CE\TES FROM KENT & AUBURN 900 NO SCALE U FTTF VF PARCF U RID L 0 D\ AR AS PV A fl OW\S 9 ID 9 A 23 \G CO., A 5J IIIA 0\ C vS 98' \OKI \ Y, WASI ABI -R 562420 0990 AREA VA ID 3UILDI\G A»ESS: 9725 EAST vA. GI \AL WAY SOFT TU'(WILA, WASHI\GTO\ PROJECT SITE 3UILDI\G 9-53 LOCATIO\ NO SCALE PA\C 0� 08 \GTO\ FAST, REVIS1ONlS No char ^s sh:;ti h^rr^rin to th+' ;coo of work withc. 'i nricr r ';prov..I of Tu'P{=laEu cflrig Divis'oi NOTE: I^Lvision3 will r quire a r ,;,v p'an cubmittat and may inclu e add tional plan reg/se+;v fecs. FILE COPY Permit No. t?\IT Plan review approval is subject to errors and or„icsions. Approval of construction documents dcos not authorize the violation of any cdcp►cd cods or crdinnco. f;eccipt cf approved Field Copy and conditions is ccl:now:edg d: Bre Dat©: 3/5120 /v City of Tukwila BUILDING DIVISION Ofcctricat �Ciiumbing iff Cas Piping Oily of Tukwila R1 4W"'L? DIVISION COD S V v ARV 9-53 SUMMARY LAND USE CODE BUILDING CODES OCCUPANCY GROUP CONSTRUCTION TYPE FLOOR AREAS: BUILDING FOOTPRINT BUILDING GROSS FIRST FLOOR SECOND FLOOR THIRD FLOOR PENTHOUSE BUILDING HEIGHT STORIES OCCUPANT LOAD: HANDICAPPED REQUIREMENTS FIRE PROTECTION TUKWILA MUNICIPAL CODE CHAPTER 18, MIC/H ZONE MAXIMUM HEIGHT 125 F. 2015 IEBC, R0151 FC, 2015 IBC AS AMENDED, 2015 WASHINGTON STATE ENERGY CODE AND CITY OF TUKWILLA TITLE 16; WAC 51-11 BARRIER FREE CODE AS ADOPTED OR AMENDED, AND COMPLIANCE WITH THE CITY OF TUKWILLA ZONING CODES GROUP B TYPE II—B (ORIGINAL PERMIT AS TYPE II, UBC) SEE ALLOWABLE AREA ANALYSIS, SHEET Al B 54,821 (EXISTING) 97,901 (EXISTING) 54,821 (EXISTING) 43,080 (EXISTING) 880 (PROPOSED) 44 ft (EXISTING); 71'-9"± (PROPOSED — PER IBC 1510.2, HEIGHT GREATER THAN 18 FEET ABOVE ROOF DECK CONSIDERED AN ADDITIONAL STORY); ALLOWABLE = 75 FT. TABLE 504.3 2 (EXISTING); 3 (PROPOSED — PER IBC 1510.2, HEIGHT GREATER THAN 18 FEET ABOVE ROOF DECK CONSIDERED AN ADDITIONAL STORY) NO CHANGES NON APPLICABLE: IBC1104.4, EXCEPTION 1 FULLY AUTOMATIC, F/S CLASS 1 SPRINKLERS THROUGHOUT SEISMIC DESIGN CATEGORY D SCOPE OF WORK: THIS PROJECT WILL CONSTRUCT A NEW 1 STORY DOGHOUSE STRUCTURE (APPROXIMATELY 880 SQUARE FEET) TO BE LOCATED ON THE ROOF OF BUILDING 9-53. RELOCATE NUMEROUS SYSTEM COMPONENTS FROM BUILDING 18-43 AND 18-61 TO THE NEW DOGHOUSE. PROVIDE CONNECTION OF RELOCATED SYSTEM COMPONENTS TO THE VARIOUS LABS IN BUILDING 9-53 ESTIMATED CONSTRUCTION COST: $1,000,000.00 SEE SHEET 9-53—TWRS2 FOR SPECIAL INSPECTION. SEE SHEET 9-53—TWRA1B FOR CODE ANALYSIS. SEE SHEET 9-53—TWRA1 FOR EXITING ANALYSIS. DEFERRED SUBMITTALS: REVIEWED FOR CODE COMPLIANCE APPROVED FEB 2 0 2018 City of Tukwila BUILDING DIVISION REVIEWED This plan was reviewed for general conformance with the following, as a needed by the jurisdiction: Structural Provisions of the International Building Code fl Non -Structural Provisions of the International Building Code ❑ Others: Thr project applicant is responsible for lconformance with permit requiraments ap) Iicable codes, conditions of app sulject to the requirements and interpretations of the governing au4lority. This review does not relieve the Architect and Engineers of Record of the responsibility for a complete design in accordance wilt the taws of the governing jurisdiction and the State of Washington. !u isdiction G i U C' t o Date 2 ' .I B, . _ RAID MIDDLETON, INC. Code Review Consultant RE -ISSUE FOR PERMIT JANUARY 19, 2018 SITTS & HILL ENGINEERS, INC. CIVIL • STRUCTURAL • SURVEYING 4815 CENTER STREET PHONE: (253) 474-9449 1 TACOMA, WA. 98409 1 FAX: (253) 474-9449 http://www.sitts-hill-engineers.com/ Project No.: 18000 Project Mgr.: BKL Proj. Engineer: BRL Proj. Drafter: SLM REVISION BY APPROVED DATE SYM REVISION BY APPROVED DATE RELOCATE DOGHOUSE TO BUILDING 9-53 33447-05 SITTS BRL 01.19.18 ACCEPTABILITY THIS DESIGN AND/OR SPECIFICATION IS APPROVED DRAWN S. McCarthy CHECKED B. Labrecque DATE 08.09.17' 08.09.17 SUBTITLE COVER SHEET CURRENT REVISION 33447-05 SYMBOL DATE 01.19.18 APPROVED BY DEPT. DATE ENGINEER B. Labrecque CHECKED B. Leslie APPROVED 08.09.17 08.09.17 APPROVED TITLE ARCHITECTURAL RELOCATE DOGHOUSE TO BUILDING 9-53 BUILDING 09-53 DEV. CENTER, WA SHEET TWRAO JOB NO. 33447-05 COMP NO. DWG NO. 09-053—TWRAO 10:59:12 PM SMCCARTHY: 8/16/2017 DRI\G SCALE: N.T.S. \ TWRAOA REVIEWED FOR CODE COMPLIANCE APPROVED FEB 2 0 2b111 City of Tukwila BUILDING DIVISION SITTS & HILL ENGINEERS, INC. CIVIL • STRUCTURAL • SURVEYING 4815 CENTER STREET PHONE: (253) 474.9449 RE -ISSUE FOR PERMIT JANUARY 19, 2018 TACOMA, WA. 98409 FAX: (253) 474-9449 http://www.sitts-hill-engineers.com/ Project No.: 18000 Proj. Engineer: BRL Project Mgr.: BKL Proj. Drafter: SLM REVISION APPROVED SYM REVISION APPROVED DATE RELOCATE DOGHOUSE TO BUILDING 9-53 33447-05 01.19.18 ACCEPTABILITY THIS DESIGN AND/OR SPECIFICATION IS APPROVED APPROVED BY DEPT. DATE DRAWN S. McCarthy CHECKED B. Labrecque ENGINEER B. Labrecque CHECKED B. Leslie DATE 08.09.17 08.09.17 SUBTITLE CURRENT REVISION 33447-05 RENDERINGS SYMBOL DATE 01.19.18 08.09.17 TITLE RELOCATE DOGHOUSE TO BUILDING 9-53 08.09.17 APPROVED BUILDING 09-53 SHEET TWRAOA JOB NO. 33447-05 COMP NO. APPROVED ARCHITECTURAL DEV. CENTER, WA DWG NO. 09-053—TWRAOA • SCALE: N.T.S. I � 1 TWRAOB REVIEWED FOR CODE COMPLIANCE APPROVED FEB 2 0 2018 City of Tukwila BUILDING DIVISION SITTS & HILL ENGINEERS, INC. CIVIL • STRUCTURAL • SURVEYING 4815 CENTER STREET 1 PHONE: (253) 474-9449 1 RE -ISSUE FOR PERMIT JANUARY 19, 2018 TACOMA, WA. 98409 FAX: (253) 474-9449 http://www.sitts-hill-engineers.com/ Project No.: 18000 Project Mgr.: Proj. Engineer: Proj. Drafter: REVISION APPROVED REVISION APPROVED RELOCATE DOGHOUSE TO BUILDING 9-53 33447-05 01.19.18 ACCEPTABILITY THIS DESIGN AND/OR SPECIFICATION IS APPROVED APPROVED BY DRAWN S. McCarthy CHECKED B. Labrecque ENGINEER B. Labrecque CHECKED B. Leslie APPROVED DATE 08.09.17 08.09.17 08.09.17 08.09.17 SUBTITLE RENDERINGS CURRENT REVISION 33447-05 SYMBOL 01.19.18 TITLE RELOCATE DOGHOUSE TO BUILDING 9-53 BUILDING 09-53 TWRAOB JOB NO. 33447-05 COMP NO. APPROVED ARCHITECTURAL DEV. CENTER, WA DWG NO. 09-053-TWRAOB SCALE: N.T.S. SYM REVISION BY APPROVED DATE SYM REVISION BY APPROVED DATE RELOCATE DOGHOUSE TO BUILDING 9-53 33447-05 SITTS BRL 01.19.18 ACCEPTABILITY THIS DESIGN AND/OR SPECIFICATION IS APPROVED APPROVED BY DEPT. DATE DRAWN S. McCarthy CHECKED B. Labrecque ENGINEER B. Labrecque CHECKED B. Leslie APPROVED APPROVED DATE 08.09.17 08.09.17 08.09.17 08.09.17 SUBTITLE TITLE ARCHITECTURAL REVIEWED FOR CODE COMPLIANCE APPROVED FEB 2 0 2018 City of Tukwila BUILDING DIVISION RE -ISSUE FOR PERMIT JANUARY 19, 2018 RENDERINGS RELOCATE DOGHOUSE TO BUILDING 9-53 BUILDING 09-53 DEV. CENTER, WA A JTWRAOC SITTS & HILL ENGINEERS, INC. CIVIL • STRUCTURAL • SURVEYING 4815 CENTER STREET 1 TACOMA, WA. 98409 PHONE: (253) 474-9449 1 FAX: (253) 474-9449 http:/Jwww.sitts-hill-engineers.com/ Project No.: 18000 Project Mgr.: BKL Proj. Engineer: BRL Proj. Drafter: SLM 10:59:12 PM 09-053—TWRAOC SYM �E\ SCALE: N.T.S. .I\G REVISION BY APPROVED DATE SYM REVISION BY APPROVED DATE RELOCATE DOGHOUSE TO BUILDING 9-53 33447-05 SITTS BRL 01.19.18 ACCEPTABILITY THIS DESIGN AND/OR SPECIFICATION IS APPROVED APPROVED BY DEPT. DRAWN S. McCarthy CHECKED B. Labrecque ENGINEER DATE B. Labrecque CHECKED B. Leslie APPROVED APPROVED DATE 08.09.17 08.09.17 08.09.17 08.09.17 SUBTITLE REVIEWED FOR CODE COMPLIANCE APPROVED FEB 2 0 2018 City of Tukwila BUILDING DIVISION RE -ISSUE FOR PERMIT JANUARY 19, 2018 RENDERINGS TITLE RELOCATE DOGHOUSE TO BUILDING 9-53 BUILDING 09-53 ARCHITECTURAL DEV. CENTER, WA \ TWRAOD SITTS & HILL ENGINEERS, INC. CIVIL • STRUCTURAL • SURVEYING 4815 CENTER STREET 1 TACOMA, WA. 98409 PHONE: (253) 474-9449 1 FAX: (253) 474-9449 http://www.sitts-hill-engineers.com/ Project No.: 18000 Project Mgr.: BKL Proj. Engineer: BRL Proj. Drafter: SLM CURRENT REVISION 33447-05 SHEET SYMBOL TWRAOD DATE 01.19.18 JOB NO. 33447-05 COMP NO. DWG NO. 09-053-TWRAOD 10:59:12 PM SMCCARTHY: 8/16/2017 ........44:',.......:: .+ifin • E\DE SCALE: N.T.S. �I\G 17. REVIEVVED FOR CODE COMPLIANCE APPROVED FEB 2 0 201E City of Tukwila BUILDING DIVISION RE -ISSUE FOR PERMIT JANUARY 19, 2018 I „ 1 TWRAOE SITTS & HILL ENGINEERS, INC. CIVIL • STRUCTURAL ■ SURVEYING 4815 CENTER STREET PHONE: (253) 474-9449 1 TACOMA, WA. 98409 1 FAX: (253) 474-9449 http://www.sitts-hill-engineers.com/ Project No.: 18000 Project Mgr.: BKL Proj. Engineer: BRL Proj. Drafter: SLM SYM REVISION BY APPROVED DATE SYM REVISION BY APPROVED DATE RELOCATE DOGHOUSE TO BUILDING 9-53 33447-05 SITTS BRL 01.19.18 ACCEPTABILITY THIS DESIGN AND/OR SPECIFICATION IS APPROVED APPROVED BY DEPT. DATE DRAWN S. McCarthy CHECKED B. Labrecque ENGINEER B. Labrecque DATE 08.09.17 08.09.17 SUBTITLE RENDERINGS CURRENT REVISION 33447-05 SYMBOL DATE 01.19.18 08.09.17 CHECKED B. Leslie 08.09.17 APPROVED APPROVED TITLE ARCHITECTURAL RELOCATE DOGHOUSE TO BUILDING 9-53 BUILDING 09-53 DEV. CENTER, WA SHEET TWRAOE JOB NO. 33447-05 COMP NO. DWG NO. 09-053—TWRAOE 10:59:12 PM 0 CV coU PE\THOUSE EXITI\G PLA SCALE: 1/16" = 1'-0" 10.3 :uzzsc�a-�s.���;=. e`er tis.'c��ccCn�:- EXISTING EXTERIOR EXIT STAIRWAY TO GRADE i EXISTING EGRESS WALKWAY TO EXISTING EXTERIOR EXIT I STAI RWAY ti • DISTANCE FROM PENTHOUSt MOST REMOTE POINT TO EXISTING EXTERIOR EXIT STAIRWAY = 278'±. SEE DRAWING 1/TWRA1A FOR CONTINUATION AT PENTHOUSE (ALLOWABLE = 300' TABLE 1017.2 IBC) ti ti REVISION BY APPROVED DATE SYM REVISION BY APPROVED DATE RELOCATE DOGHOUSE TO BUILDING 9-53 33447-05 SITTS BRL 01.19.18 ACCEPTABILITY THIS DESIGN AND/OR SPECIFICATION IS APPROVED APPROVED BY DEPT. DATE ctzti��ccti�cti�xtss:�u DRAWN S. McCarthy CHECKED B. Labrecque ENGINEER B. Labrecque CHECKED B. Leslie APPROVED APPROVED 3B.5 AA DATE 08.09.17 08.09.17 08.09.17 08.09.17 SUBTITLE LEGE\ D/SCHEDULE: EXIT AREA IN SF NUMBER OF OCCUPANTS TO EXIT OCCUPANCY FACTOR PER IBC TABLE 1004.1.2 EXIT (3'-0" WIDE (MIN.) DOOR WITH EXIT DEVICE) NUMBER OF OCCUPANTS TO EXIT EXIT SIGN WITH DIRECTIONAL ARROW (PER 2012 IBC SECTION 1011). CONTRACTOR TO PROVIDE EXIT SIGN PLACEMENT SO THAT NO POINT IN AN EXIT ACCESS CORRIDOR OR EXIT PASSAGEWAY IS MORE THAN 100 FEET OR THE LISTED VIEWING DISTANCE FOR THE SIGN, WHICHEVER IS LESS, FROM THE NEAREST VISIBLE EXIT SIGN. FX PROVIDE FIRE EXTINGUISHERS THROUGHOUT IN ACCORDANCE WITH 2015 IFC SECTION 906 AND 2010 NFPA 10. MOUNT FIRE EXTINGUISHERS ALONG EGRESS PATHS WHENEVER POSSIBLE WITH TOPS NO MORE THAN 60 INCHES AND BOTTOMS NO LESS THAN 4 INCHES ABOVE THE FLOOR. MINIMUM FIRE EXTINGUISHER RATING IS 3A4OBC. MAXIMUM TRAVEL DISTANCE TO AN EXTINGUISHER IS 75—FEET. EACH UNIT OF "A" MAY COVER UP TO 1500 SQUARE FEET. ADDITIONAL EXTINGUISHERS MAY BE REQUIRED DUE TO SPECIFIC HAZARDS AS OUTLINED IN SECTION 906 OF THE 2015 IFC. O O O GE\ EXIT ACCESS TRAVEL EAL \OTES: 1. THE CONTRACTOR SHALL ENSURE COMPLIANCE WITH CHAPTER 33 OF THE 2015 IFC FOR ALL CONSTRUCTION ACTIVITIES. ADEQUATE FIRE APPARATUS ACCESS SHALL BE PROVIDED TO THE BUILDING AND SITE AT ALL TIMES DURING CONSTRUCTION. THE CONTRACTOR SHALL BE RESPONSIBLE TO ENSURE THE ACCESS IS KEPT CLEAR AT ALL TIMES. CO\STRUCTIO\ \OTES: REFRE\CE NAWINGS: (7' REVIEWED FOR CODE COMPLIANCE APPROVED FEB 2 0 2018 City of Tukwila BUILDING DIVISION RE -ISSUE FOR PERMIT JANUARY 19, 2018 PENTHOUSE EXITING PLAN SITTS & HILL ENGINEERS, INC. CIVIL • STRUCTURAL • SURVEYING 4815 CENTER STREET PHONE: (253) 474-9449 1 TACOMA, WA. 98409 1 FAX: (253) 474-9449 http://i.vww.sitts-hill-engineers.com/ Project No.: 18000 Project Mgr.: BKL Proj. Engineer: BRL Proj. Drafter: SLM CURRENT REVISION 33447-05 SYMBOL DATE 01.19.18 TITLE STRUCTURAL RELOCATE DOGHOUSE TO BUILDING 9-53 BUILDING 09-53 DD—G/-2-11 DEV. CENTER, WA SHEET TWRA1 JOB NO. 33447-05 COMP NO. DWG NO. 09-053—TWRA1 10:59:12 PM SMCCARTHY: 8/16/2017 EXISTING EGRESS WALKWAY TO EXISTING EXTERIOR EXIT I STAI RWAY ti • DISTANCE FROM PENTHOUSt MOST REMOTE POINT TO EXISTING EXTERIOR EXIT STAIRWAY = 278'±. SEE DRAWING 1/TWRA1A FOR CONTINUATION AT PENTHOUSE (ALLOWABLE = 300' TABLE 1017.2 IBC) ti ti REVISION BY APPROVED DATE SYM REVISION BY APPROVED DATE RELOCATE DOGHOUSE TO BUILDING 9-53 33447-05 SITTS BRL 01.19.18 ACCEPTABILITY THIS DESIGN AND/OR SPECIFICATION IS APPROVED APPROVED BY DEPT. DATE ctzti��ccti�cti�xtss:�u DRAWN S. McCarthy CHECKED B. Labrecque ENGINEER B. Labrecque CHECKED B. Leslie APPROVED APPROVED 3B.5 AA DATE 08.09.17 08.09.17 08.09.17 08.09.17 SUBTITLE LEGE\ D/SCHEDULE: EXIT AREA IN SF NUMBER OF OCCUPANTS TO EXIT OCCUPANCY FACTOR PER IBC TABLE 1004.1.2 EXIT (3'-0" WIDE (MIN.) DOOR WITH EXIT DEVICE) NUMBER OF OCCUPANTS TO EXIT EXIT SIGN WITH DIRECTIONAL ARROW (PER 2012 IBC SECTION 1011). CONTRACTOR TO PROVIDE EXIT SIGN PLACEMENT SO THAT NO POINT IN AN EXIT ACCESS CORRIDOR OR EXIT PASSAGEWAY IS MORE THAN 100 FEET OR THE LISTED VIEWING DISTANCE FOR THE SIGN, WHICHEVER IS LESS, FROM THE NEAREST VISIBLE EXIT SIGN. FX PROVIDE FIRE EXTINGUISHERS THROUGHOUT IN ACCORDANCE WITH 2015 IFC SECTION 906 AND 2010 NFPA 10. MOUNT FIRE EXTINGUISHERS ALONG EGRESS PATHS WHENEVER POSSIBLE WITH TOPS NO MORE THAN 60 INCHES AND BOTTOMS NO LESS THAN 4 INCHES ABOVE THE FLOOR. MINIMUM FIRE EXTINGUISHER RATING IS 3A4OBC. MAXIMUM TRAVEL DISTANCE TO AN EXTINGUISHER IS 75—FEET. EACH UNIT OF "A" MAY COVER UP TO 1500 SQUARE FEET. ADDITIONAL EXTINGUISHERS MAY BE REQUIRED DUE TO SPECIFIC HAZARDS AS OUTLINED IN SECTION 906 OF THE 2015 IFC. O O O GE\ EXIT ACCESS TRAVEL EAL \OTES: 1. THE CONTRACTOR SHALL ENSURE COMPLIANCE WITH CHAPTER 33 OF THE 2015 IFC FOR ALL CONSTRUCTION ACTIVITIES. ADEQUATE FIRE APPARATUS ACCESS SHALL BE PROVIDED TO THE BUILDING AND SITE AT ALL TIMES DURING CONSTRUCTION. THE CONTRACTOR SHALL BE RESPONSIBLE TO ENSURE THE ACCESS IS KEPT CLEAR AT ALL TIMES. CO\STRUCTIO\ \OTES: REFRE\CE NAWINGS: (7' REVIEWED FOR CODE COMPLIANCE APPROVED FEB 2 0 2018 City of Tukwila BUILDING DIVISION RE -ISSUE FOR PERMIT JANUARY 19, 2018 PENTHOUSE EXITING PLAN SITTS & HILL ENGINEERS, INC. CIVIL • STRUCTURAL • SURVEYING 4815 CENTER STREET PHONE: (253) 474-9449 1 TACOMA, WA. 98409 1 FAX: (253) 474-9449 http://i.vww.sitts-hill-engineers.com/ Project No.: 18000 Project Mgr.: BKL Proj. Engineer: BRL Proj. Drafter: SLM CURRENT REVISION 33447-05 SYMBOL DATE 01.19.18 TITLE STRUCTURAL RELOCATE DOGHOUSE TO BUILDING 9-53 BUILDING 09-53 DD—G/-2-11 DEV. CENTER, WA SHEET TWRA1 JOB NO. 33447-05 COMP NO. DWG NO. 09-053—TWRA1 10:59:12 PM SMCCARTHY: 8/16/2017 7: :1: -_Y H III DOGHOUSE 35C1 \ EQUIPMENT CHAMBER 35C2 EQUIPMEN I CHAMBER 35C3 Ift a EXIT 9 819 100 9 A r.n ;;\T / , Y,C;\nnn/ Y/,/\nnn.x. ;�nn�c/F n m \ 1\ as LINE OF MAXIMUM EXIT TRAVEL DISTANCE FROM MOST REMOTE POINT TO EXTERIOR EXIT STAIRWAY = 278'± (ALLOWABLE = 300', TABLE 1017.2) E\LANCED 3E\THOJSE EXITI\G DLAIN SCALE: 1/4" = 1'-0" REVISION BY APPROVED DATE SYM REVISION BY SEE DRAWING 1/TWRA1 FOR CONTINUATION APPROVED DATE RELOCATE DOGHOUSE TO BUILDING 9-53 33447-05 SITTS BRL 01.19.18 Atc" ® TWRA1 TWRA1A ALLOWA3LE AEA A\ALYSIS V .3I\G FIXTUE A\ALYSIS TABULAR AREA INCREASE (PROPOSED EQUATION ALLOWABLE Aa = = ALLOWABLE Aa = ALLOWABLE AREA FACTOR 'At' (TABLE 506.2—FOOTNOTE FACTOR DUE TO FRONTAGE 'If' (SECTION 506.3): 30 FT. FRONTAGE ON 4 SIDES — 5-5: If = [F/P-0.25]W/30): AREA (SECTION 506.2.3) At+(Ns x If)] x Sa 69,000 + (23,000 X 0.75)]3 AREA PER STORY [69,000 + (23,000 X 0.75)]1 TYPE IIB CONSTRUCTION GROUP B OCCUPANCY "SM"): 69,000 SF [1-0.25130/30 = 0.75 = 258,750 SF = 86,250 SF ACTUAL BUILDING AREA AT FIRST STORY = 54,821 SF ACTUAL BUILDING AREA AT SECOND STORY = 43,080 SF PROPOSED BUILDING AREA AT THIRD STORY = 880 SF 1+989-30 25 50 10.89 FEMALE 10.89 MALE ACTUAL BUILDING AREA TOTAL (IBC 202) = 98,781 SF 500 = 3 * TOTAL REQUIRED PLUMBING FIXTURES: OCCUPA\T LOAD A\ALYSIS USE PER TABLE 1004.1.2 EXISTING OFFICE BUSINESS): PROPOSED PENTHOUSE (BUSINESS): TOTAL SF 97,901 880 98,781 FACTOR(S) 100 (GROSS) 100 (GROSS) OCCUPANT LOAD 980 9 989 ACCEPTABILITY THIS DESIGN AND/OR SPECIFICATION IS APPROVED APPROVED BY DEPT. DATE DRAWN S. McCarthy CHECKED B. Labrecque ENGINEER B. Labrecque CHECKED B. Leslie APPROVED APPROVED DATE 08.09.17 08.09.17 SUBTITLE LEGE\D/SCHEDUL-: 1 EXIT FX 0 0 0 GE\ AREA IN SF NUMBER OF OCCUPANTS TO EXIT OCCUPANCY FACTOR PER IBC TABLE 1004.1.2 EXIT (3'-0" WIDE (MIN.) DOOR WITH EXIT DEVICE) NUMBER OF OCCUPANTS TO EXIT EXIT SIGN WITH DIRECTIONAL ARROW (PER 2012 IBC SECTION 1011). CONTRACTOR TO PROVIDE EXIT SIGN PLACEMENT SO THAT NO POINT IN AN EXIT ACCESS CORRIDOR OR EXIT PASSAGEWAY IS MORE THAN 100 FEET OR THE LISTED VIEWING DISTANCE FOR THE SIGN, WHICHEVER IS LESS, FROM THE NEAREST VISIBLE EXIT SIGN. PROVIDE FIRE EXTINGUISHERS THROUGHOUT IN ACCORDANCE WITH 2015 IFC SECTION 906 AND 2010 NFPA 10. MOUNT FIRE EXTINGUISHERS ALONG EGRESS PATHS WHENEVER POSSIBLE WITH TOPS NO MORE THAN 60 INCHES AND BOTTOMS NO LESS THAN 4 INCHES ABOVE THE FLOOR. MINIMUM FIRE EXTINGUISHER RATING IS 3A4OBC. MAXIMUM TRAVEL DISTANCE TO AN EXTINGUISHER IS 75—FEET. EACH UNIT OF "A" MAY COVER UP TO 1500 SQUARE FEET. ADDITIONAL EXTINGUISHERS MAY BE REQUIRED DUE TO SPECIFIC HAZARDS AS OUTLINED IN SECTION 906 OF THE 2015 IFC. EXIT ACCESS TRAVEL HAL OTES: 1. THE CONTRACTOR SHALL ENSURE COMPLIANCE WITH CHAPTER 33 OF THE 2015 IFC FOR ALL CONSTRUCTION ACTIVITIES. ADEQUATE FIRE APPARATUS ACCESS SHALL BE PROVIDED TO THE BUILDING AND SITE AT ALL TIMES DURING CONSTRUCTION. THE CONTRACTOR SHALL BE RESPONSIBLE TO ENSURE THE ACCESS IS KEPT CLEAR AT ALL TIMES. CO\ ST.}CTIO\ \OTES: EFHE\CE DAWI\GS: REVIEWED FOR CODE COMPLIANCE APPROVED FEB 2 0 2018 City of Tukwila BUILDING DIVISION RE -ISSUE FOR PERMIT JANUARY 19, 2018 ENLARGED PENTHOUSE EXITING PLAN AND CODE SUMMARY 0 2 4 8 12 SCALE: 1/4"=1'-0" SITTS & HILL ENGINEERS, INC. CIVIL • STRUCTURAL • SURVEYING 4815 CENTER STREET PHONE: (253) 474-9449 http://www.sitts-hill-engineers.com/ TACOMA, WA. 98409 FAX: (253) 474.9449 Project No.: 18000 Project Mgr.: BKL Proj. Engineer: BRL Proj. Drafter: SLM CURRENT REVISION 33447-05 SYMBOL DATE 01.19.18 08.09.17 08.09.17 TITLE ARCHITECTURAL RELOCATE DOGHOUSE TO BUILDING 9-53 BUILDING 09-53 DEV. CENTER, WA SHEET TWRA1A JOB NO. 33447-05 COMP NO. DWG NO. 09-053-TWRA1 A 10:59:12 PM PLU V .3I\G FIXTUE A\ALYSIS REQUIRED PLUMBING FIXTURES: (PER 2012 IBC AND TABLE 2902.1) CLASSIFICATION OCCUPANTS WATER CLOSETS LAVATORIES DRINKING SERVICE FOUNTAINS SINKS BUSINESS (B): TOTAL=989 494.5 FEMALE 494.5 MALE 50+(494.5-50) 80+(494.5-80) 1+989-30 25 50 10.89 FEMALE 10.89 MALE 40 80 7.18 FEMALE 7.18 MALE 500 = 3 * TOTAL REQUIRED PLUMBING FIXTURES: 11 FEMALE 11 MALE 8 FEMALE 8 MALE 3 ACTUAL PLUMBING FIXTURES PROVIDED: 26 FEMALE 22 MALE 20 URINAL 33 FEMALE 36 MALE * 4 * AS APPROVED BY ORIGINAL BUILDING PERMIT ACCEPTABILITY THIS DESIGN AND/OR SPECIFICATION IS APPROVED APPROVED BY DEPT. DATE DRAWN S. McCarthy CHECKED B. Labrecque ENGINEER B. Labrecque CHECKED B. Leslie APPROVED APPROVED DATE 08.09.17 08.09.17 SUBTITLE LEGE\D/SCHEDUL-: 1 EXIT FX 0 0 0 GE\ AREA IN SF NUMBER OF OCCUPANTS TO EXIT OCCUPANCY FACTOR PER IBC TABLE 1004.1.2 EXIT (3'-0" WIDE (MIN.) DOOR WITH EXIT DEVICE) NUMBER OF OCCUPANTS TO EXIT EXIT SIGN WITH DIRECTIONAL ARROW (PER 2012 IBC SECTION 1011). CONTRACTOR TO PROVIDE EXIT SIGN PLACEMENT SO THAT NO POINT IN AN EXIT ACCESS CORRIDOR OR EXIT PASSAGEWAY IS MORE THAN 100 FEET OR THE LISTED VIEWING DISTANCE FOR THE SIGN, WHICHEVER IS LESS, FROM THE NEAREST VISIBLE EXIT SIGN. PROVIDE FIRE EXTINGUISHERS THROUGHOUT IN ACCORDANCE WITH 2015 IFC SECTION 906 AND 2010 NFPA 10. MOUNT FIRE EXTINGUISHERS ALONG EGRESS PATHS WHENEVER POSSIBLE WITH TOPS NO MORE THAN 60 INCHES AND BOTTOMS NO LESS THAN 4 INCHES ABOVE THE FLOOR. MINIMUM FIRE EXTINGUISHER RATING IS 3A4OBC. MAXIMUM TRAVEL DISTANCE TO AN EXTINGUISHER IS 75—FEET. EACH UNIT OF "A" MAY COVER UP TO 1500 SQUARE FEET. ADDITIONAL EXTINGUISHERS MAY BE REQUIRED DUE TO SPECIFIC HAZARDS AS OUTLINED IN SECTION 906 OF THE 2015 IFC. EXIT ACCESS TRAVEL HAL OTES: 1. THE CONTRACTOR SHALL ENSURE COMPLIANCE WITH CHAPTER 33 OF THE 2015 IFC FOR ALL CONSTRUCTION ACTIVITIES. ADEQUATE FIRE APPARATUS ACCESS SHALL BE PROVIDED TO THE BUILDING AND SITE AT ALL TIMES DURING CONSTRUCTION. THE CONTRACTOR SHALL BE RESPONSIBLE TO ENSURE THE ACCESS IS KEPT CLEAR AT ALL TIMES. CO\ ST.}CTIO\ \OTES: EFHE\CE DAWI\GS: REVIEWED FOR CODE COMPLIANCE APPROVED FEB 2 0 2018 City of Tukwila BUILDING DIVISION RE -ISSUE FOR PERMIT JANUARY 19, 2018 ENLARGED PENTHOUSE EXITING PLAN AND CODE SUMMARY 0 2 4 8 12 SCALE: 1/4"=1'-0" SITTS & HILL ENGINEERS, INC. CIVIL • STRUCTURAL • SURVEYING 4815 CENTER STREET PHONE: (253) 474-9449 http://www.sitts-hill-engineers.com/ TACOMA, WA. 98409 FAX: (253) 474.9449 Project No.: 18000 Project Mgr.: BKL Proj. Engineer: BRL Proj. Drafter: SLM CURRENT REVISION 33447-05 SYMBOL DATE 01.19.18 08.09.17 08.09.17 TITLE ARCHITECTURAL RELOCATE DOGHOUSE TO BUILDING 9-53 BUILDING 09-53 DEV. CENTER, WA SHEET TWRA1A JOB NO. 33447-05 COMP NO. DWG NO. 09-053-TWRA1 A 10:59:12 PM GENERAL ARCHITECTURAL NOTES (GAN) BUILDING CODE REFERENCES: ALL CODE REFERENCES HEREAFTER SHALL CORRESPOND TO THE FOLLOWING EDITIONS WITH STATE OF WASHINGTON AND CITY OF TUKWILA AMENDMENTS TO BE USED, U.N.O.: EDITION 2015 ICC/ANSI A117.1-03 2015 2015 2015 2015 2011 2015 ASCE 41-13 ASCE/SEI 7-10 MATERIAL STEEL WELDING COLD FORMED STEEL CODE INTERNATIONAL BUILDING CODE ACCESSIBLE AND USABLE BUILDINGS AND FACILITIES INTERNATIONAL MECHANICAL CODE INTERNATIONAL FIRE CODE INTERNATIONAL PLUMBING CODE INTERNATIONAL ENERGY CONSERVATION CODE NATIONAL ELECTRICAL CODE INTERNATIONAL FUEL GAS CODE SEISMIC EVALUATION AND RETROFIT OF EXISTING BUILDINGS MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES CODE EDITION 14TH EDITION OF (AISC) STEEL CONSTRUCTION MANUAL. STRUCTURAL WELDING CODE — STEEL, (AWS) D1.1-15. 2012 (AISI) NORTH AMERICAN SPECIFICATION FOR THE DESIGN OF COLD—FORMED STEEL STRUCTURAL MEMBERS LOADS: OCCUPANCY CATEGORY = II. SEE "GENERAL STRUCTURAL LOADS" ON SHEET S2 STRUCTURAL STEEL: FOR ADDITIONAL DESING LOAD INFORMATION ALL CONSTRUCTION SHALL BE PER AISC STEEL CONSTRUCTION MANUAL ALL STRUCTURAL STEEL WIDE FLANGES SHALL BE ASTM A992 MATERIAL AND OTHER STRUCTURAL STEEL SHAPES SHALL BE ASTM A36 MATERIAL. ANCHOR RODS: ALL ANCHOR RODS SHALL CONFORM TO ASTM F1554, GRADE 36, U.N.O. COLD -FORMED STRUCTURAL STEEL FRAMING: ALL COLD—FORMED STEEL FRAMING SHALL BE FABRICATED AND ERECTED IN ACCORDANCE WITH MANUFACTURER'S RECOMMENDATIONS AND IN ACCORDANCE WITH AISI. INSULATED METAL WALL PANELS: METAL SIDING SHALL BE KINGSPAN "OPTIMO" OR APPROVED 22 GA. SMOOTH G-90 GALVANIZED PRE—PAINTED STEEL (EXTERIOR), 26 GA. NON—EMBOSSED STEEL AZ50 GALVALUME (INTERIOR) FACE. 4" THICKx24" WIDE PANELS, POLYISOCYANURATE CORE 7.2 R—VALUE PER INCH AT 75" F. (VERTICAL ORIENTATION). PANELS SHALL BE ERECTED IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS. METAL PANELS SHALL HAVE DURATECH 5000 COATING; COOL REGAL WHITE COLOR. INCLUDE ALL NECESSARY COMPONENTS, INCLUDING BUT NOT LIMITED TO FLASHING, CLOSURES, SEALANTS, CLIPS, AND FASTENERS. SIDING SHALL BE ATTACHED TO SUPPORT MEMBERS USING FASTENERS AS DETAILED. FLASHING SHALL BE COOL OLD TOWN GRAY. CAPS, STRIPS, AND PLATE FORM, EAVE AND EDGE STRIPS, FASCIA STRIPS, MISCELLANEOUS FLASHINGS, AND MISCELLANEOUS SHEET METAL ACCESSORIES FROM THE SAME MATERIAL AND GAGE AS THE WALL PANELS. WALL PLATES, BASE ANGLES OR BASE CHANNELS, AND OTHER MISCELLANEOUS FRAMING MEMBERS MAY BE STANDARD STRUCTURAL STEEL SHAPES, OR MAY BE FORMED FROM STEEL NOT LIGHTER THAN 18 GAGE. SEALANT: PROVIDE ELASTOMERIC TYPE SEALANT CONTAINING NO OIL OR ASPHALT. EXPOSED SEALANT SHALL CURE TO A RUBBER LIKE CONSISTENCY. CONCEALED SEALANT MAY BE THE NON—HARDENING TYPE. GASKETS AND INSULATING COMPOUNDS: PROVIDE NON—ABSORPTIVE GASKETS AND INSULATING COMPOUNDS SUITABLE FOR INSULATING CONTACT POINTS OF INCOMPATIBLE MATERIALS. INSULATING COMPOUNDS SHALL BE NON—RUNNING AFTER DRYING. STUDS AND JOISTS: STEEL FOR 14 AND 16 GAGE STUDS, JOISTS AND STRAPS SHALL HAVE A MINIMUM YIELD STRENGTH OF 50 KSI. STEEL FOR ALL 18 AND 20 GAGE STUDS, JOISTS, TRACKS, STRAPS, ACCESSORIES AND BRIDGING SHALL HAVE A MINIMUM YIELD STRENGTH OF 33 KSI. STEEL SHALL BE GALVANIZED AT LOCATIONS EXPOSED TO WEATHER AND WHEREVER NOTED. ALL STUDS SHALL BE SECURELY SEATED FOR FULL END BEARING ON TOP AND BOTTOM TRACK. U.N.O., PROVIDE DOUBLE STUDS AT ALL JAMBS, CORNERS, INTERSECTIONS, BEAM BEARINGS AND JOIST BEARINGS. BRIDGING SHALL BE INSTALLED PER MANUFACTURER'S RECOMMENDATION AT 4'-0" 0.C. IN ADDITION, BRIDGING SHALL BE PROVIDED AT ROOF LINES AND ELSEWHERE AS NOTED ON THE DRAWINGS. SOLID BLOCKING SHALL BE INSTALLED IN LIEU OF BRIDGING WHERE NOTED ON THE DRAWINGS. COLD—FORMED STUDS, JOISTS AND TRACK SHALL MEET THE MINIMUM SECTION PROPERTIES OF THE STEEL STUD MANUFACTURER'S ASSOCIATION PRODUCT TECHNICAL MANUAL. MEMBERS SHALL HAVE THE FOLLOWING MINIMUM PROPERTIES: USE TYPE DEPTH (IN) FLANGE (IN) GAGE FY (KSI) SECTION 6" STUDS S 6 1 5/8 18 33 600S162-43 6" TRACKS T 6 1 1/4 18 33 600T125-43 6" JOISTS S 6 2 12 50 600S200-97 8" JOISTS S 8 2 12 50 800S200-97 8" TRACKS T 8 1 1/2 14 50 1000T150-68 GENERAL WELDERS EXPERIENCED IN LIGHT GAGE STRUCTURAL STEEL FRAMING WORK SHALL PERFORM ALL WELDING. DO NOT NOTCH FLANGES OF JOISTS OR STUDS. PROVIDE BLOCKING AT SUPPORTS OF ALL JOISTS. DOUBLE UP STUDS AT JAMBS AND AS REQUIRED UNDER BEAMS IN BEARING WALLS. SPACE STUDS AT 16" 0.C. TYPICAL U.N.O. ATTACHMENT PER TYPICAL DETAILS. SHEAR WALLS: STEEL SHEETS ATTACHED TO COLD FORMED STEEL FRAMING SHALL HAVE A MINIMUM BASE STEEL THICKNESS OF 0.027 INCHES AND BE OF THE FOLLOWING GRADE STEEL: ASTM A1003 STRUCTURAL GRADE 33 TYPE H. BLOCKING OF STUDS IS REQUIRED. SCREWS USED TO ATTACH STEEL SHEETS SHALL BE A MINIMUM OF #8 SCREWS INSTALLED AT 4" O.C. ALONG THE EDGES AND AT 12" O.C. IN THE FIELD OF THE PANEL. PROTECTIVE COATINGS FOR STEEL: BOLTS: ALL BOLTS SHALL BE GALVANIZED BY THE HOT—DIP GALVANIZING PROCESS IN ACCORDANCE WITH ASTM A153 OR BY COATINGS OF ZINC MECHANICALLY DEPOSITED ON IRON AND STEEL IN ACCORDANCE WITH ASTM B695. AFTER HOT—DIP GALVANIZING, ALL NUTS SHALL BE OVER TAPPED BY 0.021" TO ALLOW INSTALLATION OF GALVANIZED BOLTS. BOLT HOLES SHALL BE CLEARED EXCESS ZINC TO ALLOW THE SPECIFIED BOLT CLEARANCES. ALL STRUCTURAL AND MISCELLANEOUS STEEL SHALL BE GALVANIZED. GALVANIZING SHALL BE PERFORMED IN ACCORDANCE WITH ASTM A123 TO DEPOSIT ZINC (HOT GALVANIZED) COATING ON PRODUCTS FABRICATED FROM ROLLED, PRESSED AND FORGED STEEL SHAPES, PLATES, BARS AND STRIPS. ALL EXTERIOR STEEL SPECIFIED TO BE GALVANIZED SHALL BE PAINTED. NO UNPAINTED GALVANIZED STEEL EXPOSED TO WEATHER SHALL BE PERMITTED. SEE THE "STEEL COATING" SECTION OF THE GENERAL STRUCTURAL NOTES ON SHEET TWRS2 FOR ADDITIONAL INFORMATION. GENERAL: FIRESTOPPING FIRESTOPPING SHALL CONFORM TO BOTH FLAME AND TEMPERATURE RATINGS PER ASTM E-814, SUCH AS NATIONAL GYPSUM PRO FORM BRAND FS -90 FIRE—SHIELD FIRE AND SMOKE STOP OR 3M BRAND FIRE BARRIER CP 25 N/S NO—SAG CAULK, OR APPROVED EQUIVALENT. INSTALL PER MANUFACTURER'S OF INSTRUCTIONS TO PROVIDE A FLAME AND TEMPERATURE RATING OF AT LEAST ONE HOURS BUT NOT LESS THAN THE FIRE RESISTANCE RATING OF THE ASSEMBLY BEING PENETRATED. THE CONSTRUCTION DOCUMENTS REPRESENT THE FINISHED STRUCTURE. THEY DO NOT INDICATE THE METHOD OF CONSTRUCTION. THE CONTRACTOR SHALL PROVIDE ALL MEASURES NECESSARY TO PROTECT THE STRUCTURE DURING CONSTRUCTION. SUCH MEASURES SHALL INCLUDE, BUT ARE NOT LIMITED TO BRACING AND SHORING FOR LOADS DUE TO CONSTRUCTION EQUIPMENT, ETC. THE ARCHITECT/ENGINEER SHALL NOT BE RESPONSIBLE FOR THE CONTRACTOR'S MEANS, METHODS, TECHNIQUES, SEQUENCES OR PROCEDURE OF CONSTRUCTION, OR THE SAFETY PRECAUTIONS AND THE PROGRAMS INCIDENT THERETO NOR SHALL OBSERVATION VISITS TO THE SITE INCLUDE INSPECTION OF THESE ITEMS. ALL NEW CONSTRUCTION SHALL COMPLY WITH THE 2015 IBC (WITH STATE OF WASHINGTON AMENDMENTS) CONSTRUCTION MATERIALS SHALL BE SPREAD OUT IF PLACED ON FRAMED CONSTRUCTION. LOAD SHALL NOT EXCEED THE DESIGN LIVE LOAD PER SQUARE FOOT. WHERE REFERENCE IS MADE TO VARIOUS TEST STANDARDS OR MATERIALS, SUCH STANDARDS SHALL BE THE LATEST EDITION AND/OR ADDENDA, U.N.O. ESTABLISH AND VERIFY ALL OPENINGS AND INSERTS FOR ARCHITECTURAL, MECHANICAL, PLUMBING AND ELECTRICAL WITH APPROPRIATE TRADES, DRAWINGS AND SUBCONTRACTORS PRIOR TO CONSTRUCTION. OPTIONS ARE FOR CONTRACTOR'S CONVENIENCE. IF AN OPTION IS CHOSEN, CONTRACTOR SHALL BE RESPONSIBLE FOR ALL NECESSARY CHANGES AND SHALL COORDINATE ALL DETAILS. NOTES AND DETAILS ON DRAWINGS SHALL TAKE PRECEDENCE OVER GENERAL ARCHITECTURAL NOTES AND TYPICAL DETAILS. WHERE NO DETAILS ARE SHOWN, CONSTRUCTION SHALL CONFORM TO SIMILAR WORK ON THE PROJECT. CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFICATION OF ALL DIMENSIONS WITH ARCHITECTURAL DRAWINGS PRIOR TO START OF CONSTRUCTION. RESOLVE ANY DISCREPANCY WITH THE OWNER. TYPICAL DETAILS MAY NOT NECESSARILY BE CUT ON PLANS, BUT APPLY, U.N.O. WHERE DISCREPANCIES OCCUR BETWEEN PLANS, DETAILS, GENERAL ARCHITECTURAL NOTES AND/OR SPECIFICATIONS, THE GREATER REQUIREMENTS SHALL GOVERN. ANY ENGINEERING DESIGN, PROVIDED BY OTHERS AND SUBMITTED FOR REVIEW, SHALL BEAR THE SEAL OF A REGISTERED ENGINEER RECOGNIZED BY THE BUILDING CODE JURISDICTION OF THIS PROJECT. PLAN DIMENSIONS SHOWN ARE TAKEN TO FACE OF STUD OR FACE OF CONCRETE U.N.O. HEIGHTS SHOWN OR NOTED AFF (ABOVE FINISH FLOOR) ARE TO BE MEASURED FROM TOP OF FINISH FLOORING MATERIAL. DO NOT SCALE DRAWINGS. IF UNABLE TO LOCATE DIMENSIONS FOR ANY ITEM OF WORK, CONSULT OWNER FOR DIRECTION BEFORE PROCEEDING. IF DRAWINGS MEASURE LESS THAN 24" x 36", PRINTS ARE REDUCED FROM ORIGINALS. DETAILS SHOWN ON CONSTRUCTION DOCUMENTS SHALL BE INCORPORATED INTO THE PROJECT AT ALL APPROPRIATE LOCATIONS WHETHER SPECIFICALLY REFERENCED AT EACH LOCATION OR NOT. ADJUNCT CONSTRUCTION — THE EMBEDMENT OR PASSAGE OF PIPING, ELECTRICAL CONDUIT, DUCTWORK AND OTHER MATERIALS THAT WOULD REDUCE THE STRENGTH OF ROOFS AND/OR FRAMING IS NOT PERMITTED UNLESS THE WORK IS DONE IN ACCORDANCE WITH THE STANDARD DETAILS SHOWN ON THE CONSTRUCTION DOCUMENTS. THIS WORK MUST BE REVIEWED BY THE OWNER PRIOR TO CLOSING IN AND /OR CASTING. SEE STANDARD DETAILS AND PROJECT MANUAL FOR THE RELATIONSHIP OF UNDERGROUND CONDUIT AND PIPING TO FOUNDATIONS, FOR OPENINGS, FOR PIPING IN WALLS AND OTHER SPECIAL CONDITIONS REQUIRED FOR THIS PROJECT. WHERE PLAN NOTES CALL FOR THE CONTRACTOR TO INSTALL SPECIAL ITEMS, IT IS TO BE EXPLICITLY UNDERSTOOD THAT THE CONTRACTOR IS TO ALSO PROVIDE THAT ITEM AND ALL ACCESSORY EQUIPMENT REQUIRED TO INSTALL THAT ITEM(S). IF ITEM IS TO BE PROVIDED BY OWNER, IT WILL BE SO INDICATED. CONTRACTOR SHALL REPAIR ALL CONSTRUCTION DAMAGE NOT LIMITED TO GRASS, PAVED AREAS AND OTHER ITEMS TO PRE—CONSTRUCTION CONDITION FROM DAMAGE DURING CONSTRUCTION. PROVIDE PHOTOGRAPHS PRIOR TO STARTING WORK AND DELIVER TO OWNER. CHANGES TO THE APPROVED DRAWINGS AND PROJECT MANUAL SHALL BE MADE BY AN ADDENDA OR CHANGE ORDER SIGNED BY THE OWNER. THE ELECTRICAL, PLUMBING, AND MECHANICAL DRAWINGS ARE DIAGRAMMATIC ONLY. DO NOT SCALE THE DRAWINGS TO DETERMINE THE LOCATION OF PROPOSED EQUIPMENT, OUTLETS, OR OTHER ITEMS. SEE SCHEDULES, DETAILS, AND CONSTRUCTION DOCUMENTS FOR MOUNTING HEIGHTS OF ACCESSORIES. SEE DETAIL 9/A410 -4G FOR PIPE PENETRATIONS AT FLOORS. MAINTAIN FIRE RESISTANCE RATING OF RATED ASSEMBLIES BEHIND RECESSED WALL ACCESSORIES, INCLUDING FIRE EXTINGUISHER CABINETS, TOILET ACCESSORIES, MISCELLANEOUS ACCESSORIES, ELECTRICAL JUNCTION BOXES, AND OTHER ITEMS WHERE OCCURRING. THE INTENT OF THESE DRAWINGS AND SPECIFICATIONS IS THAT THE WORK OF THE CONSTRUCTION IS TO BE IN ACCORDANCE WITH THE APPLICABLE CODES. SHOULD ANY EXISTING CONDITIONS SUCH AS DETERIORATION OR NONCOMPLYING CONSTRUCTION BE DISCOVERED WHICH IS NOT COVERED BY THE CONTRACT DOCUMENTS WHEREIN THE FINISH WORK WILL NOT COMPLY WITH THE APPLICABLE CODES, A CHANGE ORDER OR SEPARATE SET OF PLANS AND SPECIFICATIONS, DETAILING AND SPECIFYING THE REQUIRED WORK, SHALL BE SUBMITTED TO AND APPROVED BY THE AGENCY HAVING JURISDICTION. MAINTAIN FIRE SAFETY DURING CONSTRUCTION AND DEMOLITION IN ACCORDANCE WITH THE 2015 EDITION OF THE INTERNATIONAL FIRE CODE. DEFERRED SUBMITTALS: SHOP DRAWING SUBMITTALS REQUIRED BY THESE GENERAL ARCHITECTURAL NOTES WHICH CONTAIN DESIGN CALCULATIONS SEALED BY A REGISTERED ENGINEER OTHER THAN THE ENGINEER OF RECORD SHALL BE SUBMITTED PRIOR TO CONSTRUCTION TO THE BUILDING OFFICIAL FOR REVIEW. THE DOCUMENTS WILL FIRST BE REVIEWED BY THE OWNER AND ENGINEER OF RECORD AND DETERMINED TO BE IN GENERAL CONFORMANCE WITH THE BUILDING DESIGN. THESE DEFERRED SUBMITTAL ITEMS SHALL NOT BE INSTALLED UNTIL THE BUILDING OFFICIAL HAS APPROVED THEIR DESIGN AND SUBMITTAL DOCUMENTS. THE FOLLOWING ITEMS SHALL BE SUBMITTED PER THIS SECTION: AUTOMATIC SPRINKLER SYSTEM INSULATION: WALL BATT INSULATION: SHALL BE R-13 WITH FSK VAPOR RETARDER FACING PER ASTM C665, TYPE III, CLASS A, CAT.1 SUCH AS OWEN CORNING ECO—TOUCH FLAME SPREAD 25 OR APPROVED. WALL BATT INSULATION AT EQUIPMENT CHAMBER: SHALL BE MINERAL WOOL FIBER ACOUSTICAL FIRE BATT INSULATION SUCH AS ROXUL AFB OR PRE—APPROVED EQUIVALENT. ROOF DECK INSULATION: SHALL BE FM APPROVED POLYISOCYANURATE WITH LONG TERM THERMAL RESISTANCE VALUE PER INCH = 5.7 SUCH AS JM FLAT ENERGY 3 AND TAPERED ENERGY 3 OR APPROVED. COVER BOARD: SHALL BE 1/4" JM "DENSDECK" GYPSUM SHEATHING OR APPROVED. SPRAY FOAM INSULATION (SPF): SHALL BE CLOSED CELL POLYURETHANE FOAM INSULATION WITH LONG TERM THERMAL RESISTANCE VALUE PER INCH = 7.1 SUCH AS ICYNENE PRO SEAL LE OR APPROVED. EXPOSED FLOOR BOARD INSULATION: SHALL BE MINERAL FIBER BLOCK ASTM IVA COMPLIANT, R—VALUE 4 HR. FT.SQ./BTU PER INCH SUCH AS ROXUL ROCK BOARD 80. PROVIDE EXPOSED LAYER WITH ALUMINUM FOIL FACER. SEAL ALL EDGES FOR AIR BARRIER. TOTAL R—VALUE 38 MINIMUM. ATTACH TO METAL DECK IN ACCORDANCE WITH MANUFACTURER'S RECOMMENDATIONS. POLYVINYL — CHLORIDE (PVC) ROOFING: SHALL BE SARNALFIL S327 OR APPROVED 60 MIL MECHANICALLY FASTENER WITH RHINO BOND PLATES. COLOR: WHITE. PROVIDE FM GLOBAL APPROVAL PER ROOF NAV NUMBER 392006-0. ROOFING ASSEMBLY TO CONSIST OF A LOOSE—LAID VAPOR/AIR BARRIER, (2) LAYERS (MIN.) POLYISOCYANURATE INSULATION, 1/4" COVER BOARD COVERED BY A MECHANICALLY FASTENED 60 MIL FELTBACK PVC MEMBRANE, ATTACHED WITH RHINOPLATES. ENERGY CODE REQUIREMENTS: THE BUILDING THERMAL ENVELOPE SHALL MEET THE REQUIREMENTS OF THE 2015 WASHINGTON STATE ENERGY CODE, SECTION C402.1.5, COMPONENT PERFORMANCE ALTERNATIVE, BASED ON CLIMATE MARINE 4 AS SPECIFIED IN CHAPTER 4. TAPERED INSULATION ENTIRELY ABOVE DECK U-0.022, AVERAGE METAL FRAME WALLS ABOVE GRADE MASS WALLS ABOVE GRADE BELOW GRADE WALLS FLOORS OPAQUE SWINGING DOOR OPAQUE ROLL—UP OR SLIDING DOOR STOREFRONT SYSTEM WINDOWS STOREFRONT SYSTEM DOORS U-0.030 NOT APPLICABLE NOT APPLICABLE U-0.080 U-0.37 NOT APPLICABLE NOT APPLICABLE NOT APPLICABLE ABOVE GRADE WALLS ARE THOSE WALLS ON THE EXTERIOR OF THE BUILDING AND COMPLETELY ABOVE GRADE, OR WALLS THAT ARE MORE THAN 15 PERCENT ABOVE GRADE. BELOW GRADE WALLS ARE BASEMENT OR FIRST STORY WALLS ASSOCIATED WITH THE EXTERIOR OF THE BUILDING THAT ARE AT LEAST 85 PERCENT BELOW GRADE. ENVELOPE PROVISIONS PER 2015 WASHINGTON STATE ENERGY CODE: C303.1.1, C303.1.2 — IDENTIFICATION OBSERVABLE DURING INSPECTION. C303.1.3, C402.4.3 — FENESTRATION AND LEAKAGE RATING. (N.A.) MARK SHALL BE APPLIED TO ALL INSULATION MATERIALS, READILY PRODUCTS SHALL BE LABELED WITH RATED U—FACTOR, SHGC, VT, C402.2.1 — MULTIPLE LAYERS OF CONTINUOUS INSULATION SHALL HAVE EDGE JOINTS BETWEEN LAYERS STAGGERED. C402.4.1, C502.2.1. C503.3.2 — VERTICAL FENESTRATION MAXIMUM AREA: (N.A.) FENESTRATION ELEMENTS DRAWING GROSS ABOVE—GRADE WALL AREA VERTICAL FENESTRATION AREAS NERC VALUES U—FACTOR MAX. SHGC MAX. VT MAX. WINDOW — — 0 — — — ENTRY — — 0 — — — TOTALS GLIDDEN PROFESSIONAL WHIRLWIND PPG1013-3 OR COMMERCIALppG1WHITE 0% C402.5.5. C403.2.4.3 — ALL RELIEF, OUTSIDE AIR INTAKE AND EXHAUST OPENINGS SHALL BE PROVIDED WITH DAMPERS IN ACCORDANCE WITH MECHANICAL SECTION 403.2.4.3 C402.5.8 — ALL RECESSED LIGHTING FIXTURES SHALL BE IC RATED AND HAVE AN AIR LEAKAGE RATING NOT GREATER THAN 2 CFM PER ASTM E283 TEST (REFER TO LIGHTING FIXTURE SCHEDULE) C103.2, C402.5.1.2 — REFER TO DRAWINGS A TWRA110 AND A/TWRA111 FOR AIR BARRIER NOTES. BUILDING TEST: C402.5.1.2 BUILDING TEST — THE COMPLETED BUILDING SHALL BE TESTED AND THE AIR LEAKAGE RATE OF THE BUILDING ENVELOPE SHALL NOT EXCEED 0.40 CFM/FT2 AT A PRESSURE DIFFERENTIAL OF 0.3 INCHES WATER GAUGE (2.0 L/S X M2 AT 75 PA) AT THE UPPER 95 PERCENT CONFIDENCE INTERVAL IN ACCORDANCE WITH ASTME E 779 OR AN EQUIVALENT METHOD APPROVED BY THE CODE OFFICIAL. A REPORT THAT INCLUDES THE TESTED SURFACE AREA, FLOOR AREA, AIR BY VOLUME, STORIES ABOVE GRADE, AND LEAKAGE RATES SHALL BE SUBMITTED TO THE BUILDING OWNER AND THE CODE OFFICIAL. IF THE TESTED RATE EXCEEDS THAT DEFINED HERE, A VISUAL INSPECTION OF THE AIR BARRIER SHALL BE CONDUCTED AND ANY LEAKS NOTED SHALL BE SEALED TO THE EXTENT PRACTICABLE. AN ADDITIONAL REPORT IDENTIFYING THE CORRECTIVE ACTIONS TAKEN TO SEAL AIR LEAKS SHALL BE SUBMITTED TO THE BUILDING OWNER AND THE CODE OFFICIAL AND ANY FURTHER REQUIREMENT TO MEET THE LEAKAGE AIR RATE WILL BE WAIVED. (1) SUBMIT AIR BARRIER TEST REPORT TO JURISDICTION ONCE TEST IS COMPLETED. (2) IF TEST RESULTS EXCEED 0.4 CFM/FT2 AT 0.3 IN. WG, THEN VISUALLY INSPECT AIR BARRIER AND SEAL NOTED SOURCES OF LEAKAGE. (3) SUBMIT A FOLLOW—UP REPORT TO JURISDICTION NOTING CORRECTIVE MEASURES TAKEN. (4) INCLUDE AIR BARRIER TEST REPORT IN COMPLIANCE DOCUMENTATION PROVIDED TO OWNER. HAZARDOUS MATERIAL STORAGE 1. INCOMPATIBLE MATERIALS SHALL BE STORED SEPARATELY IN ACCORDANCE WITH IFC 5003.9.8. 2. HAZARDOUS MATERIALS SHALL BE STORED IN ACCORDANCE WITH IFC 5001 AND 5003. FIRE SPRINKLER RISER LOCATION THE FIRE SPRINKLER RISERS ARE LOCATED IN MECHANICAL ROOM -11D5 LOCATED AT THE EAST SIDE OF THE BUILDING AND BETWEEN GRIDS 4 AND 5 AT THE WEST SIDE. PAINT AND COATING: INCLUDES SURFACE PREPARATION AND FIELD APPLICATION OF PAINTS. ALL PAINT TO SUPPLIED BY: GLIDDEN PROFESSIONAL 22643 83RD AVENUE SOUTH SUITE E&F KENT, WASHINGTON 98032 SURFACES: CORRECT DEFECTS AND CLEAN SURFACES CAPABLE OF AFFECTING WORK OF THIS SECTION. REMOVE OR REPAIR EXISTING COATINGS EXHIBITING SURFACE DEFECTS. SOUND DOORS: KRIEGER SPECIALTY PRODUCTS NO SUBSTITUTIONS, NO OR EQUAL. MODEL # NC3-17C-8951. 1. ACOUSTICAL DOOR ASSEMBLIES TO INCLUDE DOORS, FRAMES, AND DOOR HARDWARE TO INCLUDE GASKETING SYSTEMS, RETAINERS AND RETAINER COVERS, AUTOMATIC DOOR—BOTTOMS, CAM—LIFT HINGES, THRESHOLDS, REQUIRED TO ACHIEVE SPECIFIED PERFORMANCE REQUIREMENTS. 2. SOUND TRANSMISSION COEFFICIENT RATING OF STC 45 FOR INSTALLED ASSEMBLY, WHEN TESTED AS OPERABLE DOOR ASSEMBLY IN ACCORDANCE WITH ASTM E90 AND ASTM E413. 3. PROVIDE PRODUCT DATA AND SHOP DRAWINGS FOR APPROVAL. 4. PROVIDE WARRANTY DOCUMENTS, EXECUTED BY MANUFACTURER IN OWNER'S NAME. DOOR HARDWARE: GROUP #1 2 HINGE 1 HINGE 1 LOCK SET 1 CLOSER 1 PERIMETER SEAL SET 1 ACOUSTICAL SEAL SET 1 CAM LIFT DOOR BOTTOM KRIEGER VONDUPRIN SARGENT AND GREENLEAF YALE KRIEGER KRIEGER KRIEGER 1 THRESHOLD KRIEGER GROUP #2 2 HINGE 1 HINGE 1 LOCK SET 1 CLOSER 1 PERIMETER SEAL SET 1 ACOUSTICAL SEAL SET 1 CAM LIFT DOOR BOTTOM KRIEGER VONDUPRIN SARGENT AND GREENLEAF YALE KRIEGER KRIEGER KRIEGER 1 THRESHOLD KRIEGER CAM—LIFT TYPE X HEAVY DUTY (0.250"), TOP AND BOTTOM MIDDLE HINGE FOR TRANSFER HINGE EPT-10 X SP28, MUST BE INSTALLED BACKWARDS 2890B X 500 SERIES X TYPE II (PDPL) X 2890-523 WITH #3 STRIKE WITH SLIM ESCUTCHEON — # 2890-632 (ALL SUPPLIED AND INSTALLED BY BOEING — TIES TO BADGE READER) 4400 X 689 (SURFACE MOUNTED, INSIDE) NC -3 (JAMB, HEAD) NC3-17C-8951 KRIEGERSONIC NC2 ADJUSTIBLE AUTOMATIC DOOR BOTTOM 2A (SMOOTH SIDE OF THRESHOLD TOWARD SWING OF DOOR — SET IN SEALANT) CAM—LIFT TYPE X HEAVY DUTY (0.250"), TOP AND BOTTOM MIDDLE HINGE FOR TRANSFER HINGE EPT-10 X SP28, MUST BE INSTALLED BACKWARDS 2890B X 500 SERIES X TYPE II (PDPL) X 2890-543 WITH #2 STRIKE (ALL SUPPLIED AND INSTALLED BY BOEING — TIES TO BADGE READER) 4400 X 689 (SURFACE MOUNTED, INSIDE) NC -3 (JAMB, HEAD) NC3-17C-8951 KRIEGERSONIC NC2 ADJUSTIBLE AUTOMATIC DOOR BOTTOM 2A (SMOOTH SIDE OF THRESHOLD TOWARD SWING OF DOOR — SET IN SEALANT) REVIEWED FOR CODE COMPLIANCE APPROVED FEB 2 0 2018 City of Tukwila BUILDING DIVISION RE -ISSUE FOR PERMIT JANUARY 19, 2018 SITTS & HILL ENGINEERS, INC. CIVIL • STRUCTURAL • SURVEYING 4815 CENTER STREET 1 PHONE: (253) 474-9449 1 http://www.sitts-hill-engineers.com/ TACOMA, WA. 98409 FAX: (253) 474-9449 Project No.: 18000 Project Mgr.: BKL Proj. Engineer: BRL Proj. Drafter: SLM REVISION BY APPROVED DATE SYM REVISION BY APPROVED DATE RELOCATE DOGHOUSE TO BUILDING 9-53 33447-05 SITTS BRL 01.19.18 ACCEPTABILITY THIS DESIGN AND/OR SPECIFICATION IS APPROVED DRAWN S. McCarthy APPROVED BY DEPT. DATE CHECKED B. Labrecque ENGINEER B. Labrecque CHECKED B. Leslie DATE 08.09.17 08.09.17 08.09.17 08.09.17 SUBTITLE GENERAL ARCHITECTURAL NOTES CURRENT REVISION 33447-05 SYMBOL DATE 01.19.18 APPROVED APPROVED TITLE ARCHITECTURAL RELOCATE DOGHOUSE TO BUILDING 9-53 BUILDING 09-53 DEV. CENTER, WA SHEET TWRA1 B JOB NO. 33447-05 COMP NO. DWG NO. 09-053-TWRA1 B MARK MANUFACTURER COLOR (SIZE) LOCATION INTERIOR PAINT PT -1 GLIDDEN PROFESSIONAL COMMERCIAL PPG WHITS 1 METAL SIDING PANELS TO MATCH NEAREST TO PPG COLOR INDICATED PT -2 GLIDDEN PROFESSIONAL COMMERCIAL WHITE PPG1025-1 GYPSUM BOARD WALLS PT -3 GLIDDEN PROFESSIONAL COMMERCIAL WHITE PPG1025-1 VERTICAL STEEL PT -4 GLIDDEN PROFESSIONAL WHIRLWIND PPG1013-3 OR COMMERCIALppG1WHITE HORIZONTAL STEEL PT -5 GLIDDEN PROFESSIONAL Mid PPG1013-3 OR COMMERCIAL WHITE PPG1025-1 METAL DECK PT -6 GLIDDEN PROFESSIONAL WHIRLWIND PPG1013-3 OIL—BASED PAINT DOOR EXTERIOR PAINT PT -7 GLIDDEN PROFESSIONAL THIN ICE PPG1001-3 METAL SIDING PANELS TO MATCH NEAREST TO PPG COLOR INDICATED PT -8 GLIDDEN PROFESSIONAL THIN ICE PPG1001-3 ROOF METAL TRIM TO MATCH NEAREST TO PPG COLOR INDICATED PT -9 GLIDDEN PROFESSIONAL WHIRLWIND PPG1013-3 GRATING TO MATCH NEAREST TO PPG COLOR INDICATED PT -10 GLIDDEN PROFESSIONAL WHIRLWIND PPG1013-3 FRP STRINGERS TO MATCH NEAREST TO PPG COLOR INDICATED PT -11 GLIDDEN PROFESSIONAL WHIRLWIND PPG1013-3 HANDRAILS TO MATCH NEAREST TO PPG COLOR INDICATED PT -12 GLIDDEN PROFESSIONAL WHIRLWIND PPG1013-3 OIL—BASED PAINT DOOR PT -13 GLIDDEN PROFESSIONAL WHIRLWIND PPG1013-3 DOOR FRAME PT -14 GLIDDEN PROFESSIONAL THIN ICE PPG1001-3 STRUCTURAL STEEL PT -15 GLIDDEN PROFESSIONAL THIN ICE PPG1001-3 METAL SOFFIT PANELS TO MATCH NEAREST TO PPG COLOR INDICATED SOUND DOORS: KRIEGER SPECIALTY PRODUCTS NO SUBSTITUTIONS, NO OR EQUAL. MODEL # NC3-17C-8951. 1. ACOUSTICAL DOOR ASSEMBLIES TO INCLUDE DOORS, FRAMES, AND DOOR HARDWARE TO INCLUDE GASKETING SYSTEMS, RETAINERS AND RETAINER COVERS, AUTOMATIC DOOR—BOTTOMS, CAM—LIFT HINGES, THRESHOLDS, REQUIRED TO ACHIEVE SPECIFIED PERFORMANCE REQUIREMENTS. 2. SOUND TRANSMISSION COEFFICIENT RATING OF STC 45 FOR INSTALLED ASSEMBLY, WHEN TESTED AS OPERABLE DOOR ASSEMBLY IN ACCORDANCE WITH ASTM E90 AND ASTM E413. 3. PROVIDE PRODUCT DATA AND SHOP DRAWINGS FOR APPROVAL. 4. PROVIDE WARRANTY DOCUMENTS, EXECUTED BY MANUFACTURER IN OWNER'S NAME. DOOR HARDWARE: GROUP #1 2 HINGE 1 HINGE 1 LOCK SET 1 CLOSER 1 PERIMETER SEAL SET 1 ACOUSTICAL SEAL SET 1 CAM LIFT DOOR BOTTOM KRIEGER VONDUPRIN SARGENT AND GREENLEAF YALE KRIEGER KRIEGER KRIEGER 1 THRESHOLD KRIEGER GROUP #2 2 HINGE 1 HINGE 1 LOCK SET 1 CLOSER 1 PERIMETER SEAL SET 1 ACOUSTICAL SEAL SET 1 CAM LIFT DOOR BOTTOM KRIEGER VONDUPRIN SARGENT AND GREENLEAF YALE KRIEGER KRIEGER KRIEGER 1 THRESHOLD KRIEGER CAM—LIFT TYPE X HEAVY DUTY (0.250"), TOP AND BOTTOM MIDDLE HINGE FOR TRANSFER HINGE EPT-10 X SP28, MUST BE INSTALLED BACKWARDS 2890B X 500 SERIES X TYPE II (PDPL) X 2890-523 WITH #3 STRIKE WITH SLIM ESCUTCHEON — # 2890-632 (ALL SUPPLIED AND INSTALLED BY BOEING — TIES TO BADGE READER) 4400 X 689 (SURFACE MOUNTED, INSIDE) NC -3 (JAMB, HEAD) NC3-17C-8951 KRIEGERSONIC NC2 ADJUSTIBLE AUTOMATIC DOOR BOTTOM 2A (SMOOTH SIDE OF THRESHOLD TOWARD SWING OF DOOR — SET IN SEALANT) CAM—LIFT TYPE X HEAVY DUTY (0.250"), TOP AND BOTTOM MIDDLE HINGE FOR TRANSFER HINGE EPT-10 X SP28, MUST BE INSTALLED BACKWARDS 2890B X 500 SERIES X TYPE II (PDPL) X 2890-543 WITH #2 STRIKE (ALL SUPPLIED AND INSTALLED BY BOEING — TIES TO BADGE READER) 4400 X 689 (SURFACE MOUNTED, INSIDE) NC -3 (JAMB, HEAD) NC3-17C-8951 KRIEGERSONIC NC2 ADJUSTIBLE AUTOMATIC DOOR BOTTOM 2A (SMOOTH SIDE OF THRESHOLD TOWARD SWING OF DOOR — SET IN SEALANT) REVIEWED FOR CODE COMPLIANCE APPROVED FEB 2 0 2018 City of Tukwila BUILDING DIVISION RE -ISSUE FOR PERMIT JANUARY 19, 2018 SITTS & HILL ENGINEERS, INC. CIVIL • STRUCTURAL • SURVEYING 4815 CENTER STREET 1 PHONE: (253) 474-9449 1 http://www.sitts-hill-engineers.com/ TACOMA, WA. 98409 FAX: (253) 474-9449 Project No.: 18000 Project Mgr.: BKL Proj. Engineer: BRL Proj. Drafter: SLM REVISION BY APPROVED DATE SYM REVISION BY APPROVED DATE RELOCATE DOGHOUSE TO BUILDING 9-53 33447-05 SITTS BRL 01.19.18 ACCEPTABILITY THIS DESIGN AND/OR SPECIFICATION IS APPROVED DRAWN S. McCarthy APPROVED BY DEPT. DATE CHECKED B. Labrecque ENGINEER B. Labrecque CHECKED B. Leslie DATE 08.09.17 08.09.17 08.09.17 08.09.17 SUBTITLE GENERAL ARCHITECTURAL NOTES CURRENT REVISION 33447-05 SYMBOL DATE 01.19.18 APPROVED APPROVED TITLE ARCHITECTURAL RELOCATE DOGHOUSE TO BUILDING 9-53 BUILDING 09-53 DEV. CENTER, WA SHEET TWRA1 B JOB NO. 33447-05 COMP NO. DWG NO. 09-053-TWRA1 B bi REVIEWED FOR CODE COMPLIANCE APPROVED FEB 2 0 2016 City of Tukwila BUILQ!NG.DIVISION RE -ISSUE FOR PERMIT JANUARY 19, 2018 SITTS & HILL ENGINEERS, INC. CIVIL • STRUCTURAL • SURVEYING 4815 CENTER STREET PHONE: (253) 474-9449 TACOMA, WA. 98409 FAX: (253) 474-9449 http://www.sitts-hill-eng ineers.com/ Project No.: 18000 Project Mgr.: BKL Proj. Engineer: BRL Proj. Drafter: SLM SYM REVISION BY APPROVED DATE SYM REVISION BY APPROVED DATE RELOCATE DOGHOUSE TO BUILDING 9-53 33447-05 SITTS BRL 01.19.18 ACCEPTABILITY THIS DESIGN AND/OR SPECIFICATION IS APPROVED DRAWN S. McCarthy CHECKED B. Labrecque DATE 08.09.17 08.09.17 SUBTITLE SHEET INDEX CURRENT REVISION 33447-05 SYMBOL DATE 01.19.18 APPROVED BY DEPT. DATE ENGINEER B. Labrecque 08.09.17 CHECKED B. Leslie 08.09.17 APPROVED APPROVED TITLE RELOCATE DOGHOUSE TO BUILDING 9-53 BUILDING 09-53 ARCHITECTURAL DEV. CENTER, WA SHEET TWRA2 JOB NO. 33447-05 COMP NO. DWG NO. 09-053-TWRA2 10:59:12 PM SMCCARTHY: 8/16/2017 \PX \DFX OF DRAW \GS INCLUDED IN SET SHEET NO. DRAWING TITLE REV DATE DRAWING NO. ARCH i TECTAAL I CAL O 09-053-TWRAO TWRAO COVER SHEET -- 01.19.18 O 09-053-TWRAOA TWRAOA RENDERINGS -- 01.19.18 • 09-053-TWRAOB TWRAOB RENDERINGS — 01.19.18 O 09-053-TWRAOC TWRAOC RENDERINGS -- 01.19.18 O 09-053-TWRAOD TWRAOD RENDERINGS -- 01.19.18 O 09-053-TWRAOE TWRAOE RENDERINGS -- 01.19.18 0 09-053-TWRAI TWRAI PENTHOUSE EXITING PLAN -- 01,19,18 • 09-053-TWRAIA TWRAIA ENLARGED PENTHOUSE EXITING PLAN AND CODE SUMMARY -- 01.19.18 O 09-053-TWRAIB TWRAIB GENERAL ARCHITECTURAL NOTES -- 01,19.18 A 09-053-TWRA2 TWRA2 SHEET INDEX -- 01.19.18 • 09-053-RFAI60 RFA160 COMPOSITE ROOF PLAN F 01.19.18 O 09-053-A453 A453 ENLARGED ROOF PLAN -- 01.19.18 O 09-053-TWRAIO TWRAIO FLOOR PLAN -- 01,19.18 O 09-053-TWRA280 TWRA280 REFLECTED CEILING PLAN -- 01,19.18 9 09-053-TWRAI60 TWRAI60 ROOF PLAN -- 01.19.18 O 09-053-TWRA450 TWf2A450 ENLARGED STAIR PLANS -- 01.19.18 0 09-053-TWRA60 TWRA60 EXTERIOR ELEVATIONS -- 01.19.18 • 09-053-TWRA6I TWRA6I EXTERIOR ELEVATIONS — 01.19.18 O 09-053-TWRA62 TWRA62 EXTERIOR ELEVATIONS -- 01.19.18 • 09-053-TWRA63 TWRA63 EXTERIOR ELEVATIONS -- 01.19.18 O 09-053-TWRAIlO TWRAIlO BUILDING SECTIONS -- 01.19.18 O 09-053-TWf2AIll TNRAIII BUILDING SECTIONS -- 01.19.18 O 09-053-TWRA200 TWRA200 WALL SECTIONS -- 01.19.18 O 09-053-TWRA500 TWRA500 MISC SECTIONS AND DETAILS -- 01,19.18 O 09-053-TWRA501 TWRA501 MISC SECTIONS AND DETAILS -- 01.19.18 O 09-053-TWRA350 TWRA350 SCHEDULES -- 01.19.18 01.19.18 O 09-53-RFE6I RFE6I 208Y/120V POWER PLAN - ROOF A 01.19.18 O 09-53-RFEIII STUCTU�AL 480Y/277V POWER PLAN - ROOF F 0 09-053-RFSI61 RFSI61 FRAMING PLAN - ROOF B 01.19.18 0 09-053-TWRS2 TWRS2 GENERAL STRUCTURAL NOTES -- 01.19.18 O 09-053-TWRS3 TWRS3 COMPOSITE ROOF FRAMING PLAN -- 01.19.18 O 09-053-5451 S451 ENLARGED ROOF FRAMING PLAN -- 01,19,18 0 09-053-TWRSII0 TWRSIIO FLOOR FRAMING PLAN -- 01.19.18 • 09-053-TWRS160 TWRSI60 ROOF FRAMING PLAN -- 01.19.18 • 09-053-TWRS210 TWRS210 FRAMING ELEVATIONS -- 01.19.18 O 09-053-TWRS211 TWRS211 FRAMING ELEVATIONS -- 01.19.18 0 09-053-TWRS2I2 TWRS2I2 FRAMING ELEVATIONS -- 01.19.18 0 09-053-TWRS2I3 TWRS2I3 FRAMING ELEVATIONS -- 01.19.18 O 09-053-TWRS500 TWRS500 MISC SECTIONS AND DETAILS -- 01.19.18 O 09-053-TWRS501 TWRS501 MISC SECTIONS AND DETAILS -- 01.19.18 O 09-053-TWRS502 TWRS502 MISC SECTIONS AND DETAILS -- 01,19.18 • 09-053-TNRS503 TWRS503 MISC SECTIONS AND DETAILS -- 01,19,18 • 09-053-TWf2S504 TWRS504 MISC SECTIONS AND DETAILS -- 01.19.18 0 09-053-TWRS505 TWRS505 MISC SECTIONS AND DETAILS -- 01.19.18 01,19,18 O 09-053-TWRE503 TNRE503 CABLE TRAY MOUNTING AND SECTIONS -- bi REVIEWED FOR CODE COMPLIANCE APPROVED FEB 2 0 2016 City of Tukwila BUILQ!NG.DIVISION RE -ISSUE FOR PERMIT JANUARY 19, 2018 SITTS & HILL ENGINEERS, INC. CIVIL • STRUCTURAL • SURVEYING 4815 CENTER STREET PHONE: (253) 474-9449 TACOMA, WA. 98409 FAX: (253) 474-9449 http://www.sitts-hill-eng ineers.com/ Project No.: 18000 Project Mgr.: BKL Proj. Engineer: BRL Proj. Drafter: SLM SYM REVISION BY APPROVED DATE SYM REVISION BY APPROVED DATE RELOCATE DOGHOUSE TO BUILDING 9-53 33447-05 SITTS BRL 01.19.18 ACCEPTABILITY THIS DESIGN AND/OR SPECIFICATION IS APPROVED DRAWN S. McCarthy CHECKED B. Labrecque DATE 08.09.17 08.09.17 SUBTITLE SHEET INDEX CURRENT REVISION 33447-05 SYMBOL DATE 01.19.18 APPROVED BY DEPT. DATE ENGINEER B. Labrecque 08.09.17 CHECKED B. Leslie 08.09.17 APPROVED APPROVED TITLE RELOCATE DOGHOUSE TO BUILDING 9-53 BUILDING 09-53 ARCHITECTURAL DEV. CENTER, WA SHEET TWRA2 JOB NO. 33447-05 COMP NO. DWG NO. 09-053-TWRA2 10:59:12 PM SMCCARTHY: 8/16/2017 \PX 0 1- DRAW \CS INCLUDED IN SET SHEET NO. DRAWING TITLE REV DATE DRAWING NO. v1ECHA\ I CAL O 9-53-2M111 2M111 SECOND FLOOR PLUMBING PLAN D 01.19.18 O 09-053-RFM6I RFM6I HVAC PIPING PLAN ORIG 01.19.18 O 09-053-RFMI10 RFMI10 ROOF PLUMBING PLAN ORIG 01.19.18 0 09-053-RFM261 RFM26I FIRE PROTECTION PLAN ORIG 01.19.18 0 09-053-TWRMII TWRMII HVAC DUCTWORK PLAN ORIG 01.19.18 O 09-053-TWRM61 TWRM6I HVAC PIPING PLAN ORIG 01.19.18 0 09-053-TWRMIII TWRMIII PLUMBING PLAN ORIG 01.19.18 • 09-053-TWRM26I TWRM26I FIRE PROTECTION PLAN ORIG 01.19.18 O 09-053-TWRM300 TWRM300 WIRING DIAGRAM ORIG 01.19.18 O 09-053-TWRMIA TWRMIA EQUIPMENT SCHEDULE ORIG 01.19.18 ELECTRICAL O 9-047-3E10 3E10 PLATFORM LEVEL LIGHTING PLAN J 01.19,18 O 09-047-E506 E506 EXTERIOR STAIRWAY LIGHTING DETAIL A 01.19.18 O 09 -053 -EO EO LEGEND AND KEY SHEET A 01.19.18 O 9-053-E4S81_82 E4S81_82 ONE -LINE DIAGRAM SUBSTATION 81 / 82 A 01.19.18 O 09-053-IE6 1E6 PLANT PAGING, ADT, TELEPHONE -- 01.19.18 O 9-53-IEI10 1E110 480Y/277 VOLT POWER PLAN D 01.19.18 O 9-53-IE113 1E113 PARTIAL IST FLOOR 480Y/277V POWER PLAN J 01.19.18 0 9-53.2-2E110 2E110 480Y/277 VOLT POWER F 01.19.18 O 9.53-2E111 2E111 480Y/277 VOLT POWER E 01.19.18 O 09-053-2E361 2E361 PARTIAL SECOND FLOOR NETWOEK PLAN A 01.19.18 O 09-053-E500 E500 ELECTRICAL DETAILS GROUNDING C 01.19.18 O 9-53-E508 E508 LIGHTING FIXTURE SCHEDULE AND DETAILS D 01.19.18 O 9-53-RFE8 RFE8 COMPOSITE ROOF LIGHTING PLAN -- 01.19.18 O 9-53-RFE9 RFE9 COMPOSITE ROOF GROUNDING PLAN -- 01.19.18 O 09-53-RFE6I RFE6I 208Y/120V POWER PLAN - ROOF A 01.19.18 O 09-53-RFEIII RFEIII 480Y/277V POWER PLAN - ROOF F 01.19.18 O 9-53-RFE360 RFE360 COMPOSITE ROOF NETWORK PLAN -- 01.19.18 CO 09-53-TWf2E450 TWRE450 ENLARGED 9-53 ROOF LIGHTING PLAN -- 01.19.18 O 09-53-TWRE45I TWRE45I ENLARGED DOGHOUSE LIGHTING PLAN -- 01.19.18 0 09-053-TWRE452 TWRE452 ENLARGED DOGHOUSE ROOF LIGHTING PLAN -- 01.19.18 O 09-053-TWRE453 TNRE453 ENLARGED 9-53 ROOF POWER PLAN -- 01,19.18 O 09-053-TWRE454 TWRE454 ENLARGED DOGHOUSE POWER PLAN -- 01.19.18 O 09-053-TWRE455 TWRE455 ENLARGED DOGHOUSE ROOF POWER PLAN -- 01.19,18 O 09-53-TWRE456 TWRE456 ENLARGED 9-53 ROOF NETWORK PLAN -- 01.19.18 0 09-53-TWRE457 TWRE457 ENLARGED DOGHOUSE NETWORK PLAN -- 01.19.18 • 09-053-TWRE458 TWRE458 ENLARGED DOGHOUSE ROOF NETWORK PLAN -- 01.19.18 O 09-053-TWRE459 TWRE459 ENLARGED 9-53 ROOF GROUNDING PLAN -- 01.19.18 O 09-053-TNRE460 TWRE460 ENLARGED DOGHOUSE GROUNDING PLAN -- 01.19.18 O 09-053-TWRE46I TWRE46I ENLARGED DOGHOUSE ROOF GROUNDING PLAN -- 01.19.18 O 09-053-TWRE500 TWRE500 LIGHTING FIXTURE MOUNTING AND WIRING DIAGRAMS -- 01.19.18 6 09-053-TWRE501 TWf2E501 SHIELDING AND TEMPEST ROOM REQUIREMENTS -- 01.19.18 O 09-053-TWRE502 TWRE502 DUMBWAITER AND DAVIT WIRING DIAGRAMS -- 01,19,18 O 09-053-TWRE503 TNRE503 CABLE TRAY MOUNTING AND SECTIONS -- 01.19.18 O 09-053-LCALC LCALC DOGHOUSE EXIT PATH LIGHTING LEVELS -- 01.19,18 bi REVIEWED FOR CODE COMPLIANCE APPROVED FEB 2 0 2016 City of Tukwila BUILQ!NG.DIVISION RE -ISSUE FOR PERMIT JANUARY 19, 2018 SITTS & HILL ENGINEERS, INC. CIVIL • STRUCTURAL • SURVEYING 4815 CENTER STREET PHONE: (253) 474-9449 TACOMA, WA. 98409 FAX: (253) 474-9449 http://www.sitts-hill-eng ineers.com/ Project No.: 18000 Project Mgr.: BKL Proj. Engineer: BRL Proj. Drafter: SLM SYM REVISION BY APPROVED DATE SYM REVISION BY APPROVED DATE RELOCATE DOGHOUSE TO BUILDING 9-53 33447-05 SITTS BRL 01.19.18 ACCEPTABILITY THIS DESIGN AND/OR SPECIFICATION IS APPROVED DRAWN S. McCarthy CHECKED B. Labrecque DATE 08.09.17 08.09.17 SUBTITLE SHEET INDEX CURRENT REVISION 33447-05 SYMBOL DATE 01.19.18 APPROVED BY DEPT. DATE ENGINEER B. Labrecque 08.09.17 CHECKED B. Leslie 08.09.17 APPROVED APPROVED TITLE RELOCATE DOGHOUSE TO BUILDING 9-53 BUILDING 09-53 ARCHITECTURAL DEV. CENTER, WA SHEET TWRA2 JOB NO. 33447-05 COMP NO. DWG NO. 09-053-TWRA2 10:59:12 PM SMCCARTHY: 8/16/2017 / ) 1 I— RFA I 6 RFA I6 RFA I6•A204 RFAI6 RFAI6I A203 TYPICAL AT CORNERS RFA I6•A201 ROOF EXHAUST . 22/18 2 I/2"VTR 3"VTR 2 I/2"VTR A201 BALLASTED PROT'CTED MEMBRANE ROOFING 3 ROWS OF 8"x16"xl 1/2" CONCRETE PATIO BLOCKS RD OVERFLOW ROOF -EXHAUST 16/14 4'-4" TYP. RFAI6•A200 VALLEY RFA I60 AI10 SLOPE p 11 RFAI60 AI10 RFA I6•A5I9 EXISTING EXTERIOR EXIT STAIRWAY c �� FA 16 • A204 RFAI60 A200 RFA I6• A5I9 RFA160 A50 RFA I60 A201 Nwe RFA 16•A200 RFAI6I A2I3 tS ` LINE O RFA 16 I A200 CONC. EXISTING ATIO BLOCKS RFA160 A2I4 9-47 BLDG 7 7 N 7 EXISTING WALKWAY ROOF ACCESS LADDER 7 7 SLOPE 4" ROOF DRAI ROOF,- EN • EXISTING WALKWAY i COOLING TOWER 7 COOLING TOWER RFA160 A508 SLOPE SLOPE FA160 A50 ENLARGED ROOF PLAN RFA160) A453 FLOOR PLAN RFA160 TWRA10 REFLECTED CEILING PLAN RFA160 TWRA280 CO V POSITE SCALE: 1/16" = 1 -0" GOOF � LA\ LEGE\ SCHEDULE: DETAIL OR SECTION NUMBER GO TO THIS SHEET FOR DETAIL OR SECTION SHEET WHERE CUT FROM OAS SHOWN ON PLAN INDICATES NEW DOOR. SEE TYPICAL DOOR SCHEDULE ON DRAWING TWRA350 3A451X O AS SHOWN ON PLAN INDICATES NEW WALL. SEE TYPICAL WALL SCHEDULE ON DRAWING TWRA350 AS SHOWN ON PLAN INDICATES NEW ROOM. SEE TYPICAL ROOM FINISH SCHEDULE ON DRAWING TWRA350 AS SHOWN ON PLAN INDICATES WINDOW. SEE TYPICAL WINDOW SCHEDULE ON DRAWING TWRA350 GE\HAL \OTES: 1. NOT USED. EXISTING 42" HIGH RAILING AT MECHANICAL PLATFORM PERIMETER. SEE STRUCTURAL DRAWING S400 FOR ADDITIONAL INFORMATION. 3. SEE GENERAL ARCHITECTURAL NOTES "GAN" ON DRAWING TWRAIA FOR ADDITIONAL INFORMATION. 4. SEE GENERAL STRUCTURAL NOTES "GSN" ON DRAWING TWRS2 FOR ADDITIONAL INFORMATION. 5. SEE STRUCTURAL, MECHANICAL AND ELECTRICAL DRAWINGS FOR ADDITIONAL INFORMATION. 6 > 50'-0" CLEAR ACCESS IN A 360 DEGREE CIRCLE TO PLACE POINT SOURCES FOR ANTENNAS. ROOF TO BE MODIFIED VIA ADDITION OF A SECOND/TOPPING LAYER OF TPO ROOFING TO SUPPORT BEING FREQUENTLY WALKED ON AND ABLE TO TOLERATE FOOT TRAFFIC AND PLACEMENT OF TRIPODS FOR A FEW HOURS EACH DAY. BOEING TO VERIFY IF A DIFFERENT COLOR OF ROOFING IS REQUIRED TO DELINEATE THIS AREA. WHERE 50'-0" CLEAR ACCESS IS CLOSER THAN 50'-0" FROM THE EDGE OF BUILDING PROVIDE AND INSTALL GARLOCK RAILGUARD 200 REMOVABLE GUARDRAIL SYSTEM. SEE DETAILS ON SHEET TWRS502 FOR ADDITIONAL INFORMATION. 5'-0" WIDE WALKING SURFACE CONSTRUCTED WITH CROSSGRIP TPO ROOF WALKWAY MATTING BY SIKA OR PRE—APPROVED EQUIVALENT. INSTALL IN ACCORDANCE WITH MANUFACTURERS RECOMMENDATIONS. 8 > VERTICAL RECIPROCATING CONVEYOR (VRC) OR OTHER LIFTING DEVICE TO GET HEAVY EQUIPMENT FROM GROUND LEVEL TO THE ROOF. SEE STRUCTURAL DRAWINGS FOR ADDITIONAL INFORMATION. CO\STUCTIO\ \OTES: 1. CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND ELEVATIONS OF EXISTING CONSTRUCTION WHICH AFFECT NEW CONSTRUCTION PRIOR TO SUBMITTAL OF SHOP DRAWINGS. SHOP DRAWINGS WITHOUT FIELD VERIFICATION OF DIMENSIONS SHALL BE REJECTED. INSTALL GARLOCK RAILGUARD 200 REMOVABLE GUARDRAIL SYSTEM AT ROOF PERIMETER AS REQUIRED BY GENERAL NOTE 6 ON THIS SHEET. -FELE\CE �AWINCS: 09-53—RFA160 FOR PARTIAL ROOF PLAN 09-53—RFS161 FOR PARTIAL ROOF FRAMING PLAN REVIEWED FOR CODE COMPLIANCE APPROVED FEB 2 0 2019 City of Tukwila BUILDING DIVISION RE -ISSUE FOR PERMIT JANUARY 19, 2018 0 8 16 32 48 SCALE: 1/16"= 1 —0" SITTS & HILL ENGINEERS, INC. CIVIL • STRUCTURAL • SURVEYING 4815 CENTER STREET PHONE: (253) 474-9449 TACOMA, WA. 98409 FAX: (253) 474-9449 http://www.sitts-hill-engineers.com/ Project No.: 18000 Project Mgr.: BKL Proj. Engineer: BRL Proj. Drafter: SLM SYM A B REVISION C D E 9-53 ANTENNA PLATFORM & ACCESS 9-53 ANTENNA PLATFORM, REVISE LOCATION AS—BUILT, ANTENNA PLATFORM 9-53 ANTENNA INSTALLATION ACAL/ASIC LAB RELOCATION 793970-11 793970-11 793970-11 556378-00 12787 BY TWH TWH TWH TWH C/ROLLUDA APPROVED DATE SYM REVISION BY APPROVED DATE RECORD DRAWING 6.5.00 F RELOCATE DOGHOUSE TO BUILDING 9-53 12787 33447-05 =C/ROLLUDA SITTS BRL 08.13.13 01.19.18 9.29.00 01.26.06 07.12.12 ACCEPTABILITY THIS DESIGN AND/OR SPECIFICATION IS APPROVED DRAWN M. DITTMAR DATE 4—FEB-00 CHECKED SUBTITLE COMPOSITE ROOF PLAN CURRENT REVISION SYMBOL 33447-05 F DATE 01.19.18 APPROVED BY DEPT. DATE ENGINEER T. HANSON 04.26.00 CHECKED APPROVED APPROVED TITLE RELOCATE DOGHOUSE TO BUILDING 9-53 BUILDING 9-53.ROOF ARCHITECTURAL MASTER COL. ALL DEV. CENTER, WA SHEET RFA160 JOB NO. 12787 COMP NO. DWG NO. 9-53-RFA160 AGEHRKE: 7/19/2013 4:07:09 PM 0 CV /. 0 20'-0" 16 > 4- 1 4 14 10 8 > A A453ITWRA111 A A453 TWRA63 4- 1- F EXISTING ANTENNA 141 1 i 11: T 10> EXISTING RACK fi WITH POWER 0 20 > ! EXISTING I HVAC I- 20'-0" A453 TWRA110 0 EXISTING VENT TO ROOF BOTTOM OF CABLE TRAY 8'-6" ABOVE EXISTING ROOF, TYPICAL i= m xN Lu J EXISTING EQUIPMENT EXISTING EQUIPMENT EXISTING EQUIPMENT EXISTING HSS BEAM..: II 111111111111MIN 1 EXISTING HSS BEAM_.; 12 EthIPM€N `— . FTtNG r L E\LAKED GOOF PLA\ 19 EXIST NG HSS BEAM EXISTING ANTENNA ANTENNA r._ ... ! .._l.... BOTTOM OF CABLE TRAY 8'-6" ABOVE EXISTING ROOF, TYPICAL EXISTING EQUIPMENT EXISTING HSS BEAM 11 EXISTING EQUIPMENT EXISTING EQUIPMENT L EXISTING HSS BEAM EXISTING GUARDRAIL EXISTING GRATING, TOP OF GRATING VARIES 40" TO 54" ABOVE EXISTING ROOF 1'-8" 1 9 > J 1 19> 7 J 19 11> 17 > 8 > A A453IiWRA62 32'-8" 5'-8" 18 > 7 EXISTING PLATFORM 18 > 18 > 18 > 18 > 118 2'-0" — —, 3'-0" 4 > 18 > 30'-0" o .QH* A453 TWRA61 18 > 6'—O" 7' -0" Op - 20'—O" 20'—O" Cc) SCALE: 3/8" = 1'-0" 1 RFA160IA453 J 19 > CO\ST c CV (5) JCTIO\ \OTES: LEJE\D/SCHEDULE: OAS SHOWN ON PLAN INDICATES NEW DOOR. SEE TYPICAL DOOR SCHEDULE ON DRAWING TWRA350 3A451 0 AS SHOWN ON PLAN INDICATES NEW WALL. SEE TYPICAL WALL SCHEDULE ON DRAWING TWRA350 AS SHOWN ON PLAN INDICATES NEW ROOM. SEE TYPICAL ROOM FINISH SCHEDULE ON DRAWING TWRA350 AS SHOWN ON PLAN INDICATES WINDOW. SEE TYPICAL WINDOW SCHEDULE ON DRAWING TWRA350 GE\PAL \OTES: 1. SEE GENERAL ARCHITECTURAL NOTES "GAN" ON DRAWING TWRA1A FOR ADDITIONAL INFORMATION. 2. SEE GENERAL STRUCTURAL NOTES "GSN" ON DRAWINGS TWRS2 FOR ADDITIONAL INFORMATION. 3. SEE STRUCTURAL, MECHANICAL AND ELECTRICAL DRAWINGS FOR ADDITIONAL INFORMATION. MOUNT VARIOUS SOUTH FACING ANTENNAS ON NEW HSS BEAMS AND FIBERGLASS GRATING. MATCH FINISH FLOOR ELEVATION OF EXISTING PLATFORM. VERIFY LAYOUT WITH BOEING REPRESENTATIVE. HSS12x6x1/4 TUBE STEEL BEAM. 6 > 2'-6" WIDE x 30'-0" LONG FIBERGLASS GRATING PLATFORM. HSS8x8x3/8 TUBE STEEL CROSS BRACES. SEE ELEVATIONS FOR ADDITIONAL INFORMATION. 8 > EDGE OF PLATFORM ABOVE. SEE TWRA10 FOR ADDITIONAL INFORMATION. 9 > SUSPENDED CABLE TRAY. SEE BUILDING SECTIONS FOR ADDITIONAL INFORMATION. SEE DETAIL 10/TWRS500 FOR TYPICAL CABLE TRAY SUPPORT. COORDINATE WITH ELECTRICAL AND MECHANICAL DRAWINGS. 110 > EXISTING CONDUIT TO REMAIN. EDGE OF DOGHOUSE ABOVE. 36"x42" CLEAR AREA FOR LIFTING UP TO 400 LB EQUIPMENT WITH ROOF MOUNTED CRANE. CRANE SHALL PROVIDE ACCESS TO THE PLATFORM AND THE ROOF. CRANE MUST BE RATED FOR AT LEAST 1000 LB. (2) NEW 3" CONDUITS IN 3R BOX WITH 6" OPENING IN BOTTOM WITH LIGHTNING ARRESTOR PLATE CONDUIT FROM BELOW (TERMINATES AT NORTHWEST CORNER OF THE DOG HOUSE). 3R BOX WITH 6" OPENING IN BOTTOM WITH LIGHTNING ARRESTOR PLATE. 16 > FRP STAIR STRINGERS WITH FIBERGLASS TREADS AND GUARDRAILS. SEE STAIR PLAN 1/TWRA450 FOR ADDITIONAL INFORMATION. EXISTING 4" ROOF DRAIN. 18 > HSS8x4x1/4 TUBE STEEL BEAM. 19 > W10x54 STEEL COLUMN TO SUPPORT PLATFORM AND DOGHOUSE ABOVE. 20 > C11 1/2"x2 3/4"x1/2" FRP STAIR STRINGERS WITH FIBERGLASS TREADS AND GUARDRAILS. ATTACH SIM TO DETAIL 2/TWRS501 AND 3/TWRS501. 1. CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND ELEVATIONS OF EXISTING CONSTRUCTION WHICH AFFECT NEW CONSTRUCTION PRIOR TO SUBMITTAL OF SHOP DRAWINGS. SHOP DRAWINGS WIT VERIFICATION OF DIMENSIONS SHALL BE REJECTED. EFHE\CE DAWI\GS: 09-53—RFA160 FOR PARTIAL ROOF PLAN. 09-53—RFS161 FOR PARTIAL ROOF FRAMING PLAN. 09-53—S550 FOR MECHANICAL PLATFORM. 09-53—S551 FOR MECHANICAL PLATFORM. M LVIEWED FOR CCCE COMPLIANCE APPROVED FEB 2 0 2G18 City of Tukwila BUILDINa DIVISION RE -ISSUE FOR PERMIT JANUARY 19, 2018 0 2 4 6 8 SCALE: 3/8"=1'-0" SITTS & HILL ENGINEERS, INC. CML • STRUCTURAL • SURVEYING 4815 CENTER STREET PHONE: (253) 474-9449 1 TACOMA, WA. 98409 1 FAX: (253) 474-9449 http://www.sitts-hill-engineers.com/ Project No.: 18000 Project Mgr.: BKL Proj. Engineer: BRL Proj. Drafter: SLM REVISION BY APPROVED DATE SYM REVISION BY APPROVED DATE RELOCATE DOGHOUSE TO BUILDING 9-53 33447-05 SITTS BRL 01.19.18 ACCEPTABILITY THIS DESIGN AND/OR SPECIFICATION IS APPROVED DRAWN S. McCarthy CHECKED B. Labrecque DATE 08.09.17 08.0917 SUBTITLE ENLARGED ROOF PLAN CURRENT REVISION 33447-05 SYMBOL DATE 01.19.18 APPROVED BY DEPT. DATE ENGINEER B. Labrecque CHECKED B. Leslie APPROVED 08.09.17 08.09.17 APPROVED TITLE RELOCATE DOGHOUSE TO BUILDING 9-53 BUILDING 09-53 ARCHITECTURAL C -D/5-6 DEV. CENTER, WA SHEET A453 JOB NO. 33447-05 COMP NO. DWG NO. 09-053-A453 3'-6" 20'-0" 20'-0" 3'-6" 10'-7" cn 0 (19) TREADS AT 11" = 17'-5" (20) RISERS AT 8.36"= 13'-11 1/8" TWRA10 TWRA60 TWRA10 TWRA110 T.O.G. = 15'-10" 8 > LOCKER �..__..._._........._.._.................._I.._._.............._.__......T._._...........=��......._._.....I..._...._............._......«_........._... ................;. _. WM liEllneal Mmiii EMI. 4 1, ismr19 BADGE READER 1111111 MPIABO [)u 111111Leill 0 in 0 F.O.S. H/W RACK 24x38 SHELVING H/W H/W H/W H/W RACK RACK RACK RACK 24x36 24x36 24x36 24x36 DOGHOUSE CONTROL DESK SHELVING 26x36 TWRA10 TWRA111 T.O.C. = 15'-10" BADGE READER 24x36 SHELVING BADGE READER 30x48 0 N T.O.G. = 15'-10" SERVER CONSOLES 24x36 SHELVING 0 N N 0 DD N A iWRAi_OTWRA63 30x48 24x36 EQUIPMENT CHAMBER EQUIPMENT CHAMBER SERVERS SHELVING T.O.G. = 15'-10" 24x38 TECH BENCH 24x36 T.O.C. = 15'-10" CLEAR LIFTING AREA TWRA10 TWRA200 30x72 TWRA10 TWRA200 TWRA10 ' GENERAL GENERAL I'\©� IR IR " SHELVING SHELVING _ X 18 36 18x36 // ei, /// \ I ! , \\\\\\ \\ _� . _• �sw `\\\\\\\\ .0 ith f�/i// \\\\\\\�` �. IR..__ ��� 15 _ _ '® i0111111MMEillarlEii'-iiiIrs�i�I _ _ _._.. �� "i�nal i EEM N N 10 1/2" A TWRA13I TWRA61 F.O.S. a. 7'-0 3/4" 8'-0" 3'-9" 10'-8 1/2" 2'-1" 8'-0" 3'-5 1/2" J FLOO PLA\ SCALE: 3/8" = 1'-0" 3'-6" 40'-0" 16'-0 3/4" 3'-6" CO\STRUCTIO\ \OTES: 1. CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND ELEVATIfNS EXISTING CONSTRUCTION WHICH AFFECT NEW CONSTRUCTIQ 4 SUBMITTAL OF SHOP DRAWINGS. SHOP DRAWINGS WITHO VERIFICATION OF DIMENSIONS SHALL BE REJECTED. EF . E\CE NAWI\GS: 09-53-RFA160 FOR PARTIAL ROOF PLAN. 09-53-RFS161 FOR PARTIAL ROOF FRAMING PLAN. 1 RFA160 TWRA10 LEGE\D/SCHEDULE: O AS SHOWN ON PLAN INDICATES NEW DOOR. SEE TYPICAL DOOR SCHEDULE ON DRAWING TWRA350 AS SHOWN ON PLAN INDICATES NEW WALL. SEE TYPICAL WALL SCHEDULE ON DRAWING TWRA350 3A451 0 AS SHOWN ON PLAN INDICATES NEW ROOM. SEE TYPICAL ROOM FINISH SCHEDULE ON DRAWING TWRA350 AS SHOWN ON PLAN INDICATES WINDOW. SEE TYPICAL WINDOW SCHEDULE ON DRAWING TWRA350 AS SHOWN ON PLAN INDICATE 1 1/4" DIAMETER ROD CROSS % < BRACING. SEE STRUCTURAL DRAWINGS FOR ADDITIONAL INFORMATION. GE\ SAL \OT S: 1. SEE GENERAL ARCHITECTURAL NOTES "GAN" ON DRAWING T1NRA1A FOR ADDITIONAL INFORMATION. 2. SEE GENERAL STRUCTURAL NOTES "GSN" ON DRAWING TWRS2 FOR ADDITIONAL INFORMATION. 3. SEE STRUCTURAL, MECHANICAL AND ELECTRICAL DRAWINGS FOR ADDITIONAL INFORMATION. 4. PIPE PENETRATIONS THROUGH WALL. 36" x 42" CLEAR AREA FOR LIFT. PROVIDE LIFT CAPACITY UP TO 1000 LB EQUIPMENT. LIFT SHALL PROVIDE ACCESS TO THE PLATFORM AND THE ROOF. 6 > FRP STAIR STRINGERS WITH FIBERGLASS TREADS AND GUARDRAILS. SEE STAIR PLAN 1/TWRA450 FOR ADDITIONAL INFORMATION. 8 > (2) 4" CONDUITS FROM ROTATING PLATFORM ABOVE TO 16"x20"x6" BOX CONTINUING TO UNDER FLOOR. ONE 3" NIPPLE FROM EACH SIDE OF ENCLOSURE TO TRAY. 42" TALL FIBERGLASS GUARDRAIL WITH 4" KICK PLATE. SIDE MOUNT GUARDRAIL TO FLOOR FRAMING STRUCTURE. 9 > 12" DIAMETER (NOMINAL) STEEL PIPE SLEEVE FOR MATERIAL HANDLING SYSTEM. 10> 2" THICK FIBERGLASS GRATING AROUND THE PENTHOUSE STRUCTURE TO ALLOW FOR INSTALLATION AND REMOVAL OF EQUIPMENT FROM THE OUTSIDE, WHILE MAINTAINING CLOSED AREA INTEGRITY AFTER INSTALL. PROVIDE 2" THICK UHMW SHIMS BELOW GRATING AT BEAM LOCATIONS TO CREATE LEVEL SURFACE WITH CONCRETE TOPPED METAL DECK AT DOGHOUSE PER DETAIL 9/TWRS500. 2 1/2" SEALED CONCRETE TOPPING OVER 1 1/2" METAL DECK, TYPICAL UNDER DOGHOUSE (4" TOTAL DEPTH). STC 45 SOUND RATED ROOMS - DOOR FRAMES, DOORS AND HARDWARE (SPIN DIAL AND CAMS BADGE READER). EQUIPMENT CHAMBER TO BE PROVIDED AND INSTALLED BY OTHERS WITH STC 45 RATED WALLS, FLOOR AND ROOF. NON-METALLIC WATERPROOF BOX OR LOCKER TO STORE CELL PHONES OUTSIDE OF THE CLOSED AREA. HSS 6x6x1/2 COLUMN. COORDINATE WITH STRUCTURAL DRAWINGS. 16 > CONDUITS FROM BELOW. COORDINATE WITH ELECTRICAL DRAWINGS. SEE FINISH SCHEDULE 1/TWRA350 FOR INTERIOR FINISHES. 18 > FRP STAIR STRINGERS WITH FIBERGLASS TREADS AND GUARDRAILS. SEE STAIR PLAN 2/TWRA450 FOR ADDITIONAL INFORMATION. 19 > CONNECT ROD BRACE TO HSS AT BASE PER DETAIL 4/TWRS501 (SIM AT TOP). <EY V F 'WED FOR TIafrqMPLIANCE APPROVED FEB 2 0 2018 City of Tukwila BUILDING DIVISION RE -ISSUE FOR PERMIT JANUARY 19, 2018 0 PLA\ 0 2 4 6 8 SCALE: 3/8"=1'-0" SITTS & HILL ENGINEERS, INC. CIVIL • STRUCTURAL • SURVEYING 4815 CENTER STREET 1 TACOMA, WA. 98409 PHONE: (253) 474-9449 1 FAX: (253) 474-9449 http://www.sitts-hill-engineers.com/ Project No.: 18000 Project Mgr.: BKL Proj. Engineer: BRL Proj. Drafter: SLM REVISION BY APPROVED DATE SYM REVISION BY APPROVED DATE RELOCATE DOGHOUSE TO BUILDING 9-53 33447-05 SITTS BRL 01.19.17 ACCEPTABILITY THIS DESIGN AND/OR SPECIFICATION IS APPROVED DRAWN S. McCarthy CHECKED B. Labrecque DATE 08.09.17 08.09.17 SUBTITLE FLOOR PLAN CURRENT REVISION 33447-05 SYMBOL DATE 01.19.17 APPROVED BY DEPT. DATE ENGINEER B. Labrecque CHECKED B. Leslie APPROVED 08.09.17 08.09.17 APPROVED TITLE ARCHITECTURAL RELOCATE DOGHOUSE TO BUILDING 9-53 BUILDING 09-53 C -D/5-6 DEV. CENTER, WA SHEETTWRA10 JOB NO. 33447-05 COMP NO. DWG NO. 09-053-TWRA10 a0 N (9 20'-0" C5 20'-0" /7////f//// I I II ..... TWRA280 TWRA60 BOTTOM OF CABLE TRAY 7'-6" A.F.F., TYPICAL TWRA280 TWRA110 TWRA280 TWRA111 A TWRA284PNRA63 BOTTOM OF CABLE TRAY 7'-6" A.F.F., TYPICAL TWRA280 TWRA62 BOTTOM OF CABLE TRAY 7-6" A.F.F., TYPICAL 'EFLECTET, CEILI\G PLA\ SCALE: 3/8" = 1'-0" • 114. r40197,40"- 77:017Zegrar Na: :r4r AOT 20'-O" A(A\ TWRA280INJRA61 20'-0" BOTTOM OF CABLE TRAY 7'-6" A.F.F., TYPICAL RFA160 TWRA280 s 0 N L cEv/scHEDuLE: AS SHOWN ON PLAN INDICATES NEW SUSPENDED LIGHT FIXTURE — COORDINATE WITH ELECTRICAL AND MECHANICAL DRAWINGS. AS SHOWN ON PLAN INDICATES NEW SUPPLY AIR DIFFUSER, ® RETURN AIR AND EXHAUST FAN CEILING GRILLES. COORDINATE WITH ELECTRICAL AND MECHANICAL DRAWINGS. GE\E SAL \OTES: 1. SEE GENERAL ARCHITECTURAL NOTES "GAN" ON DRAWING TWRA1A FOR ADDITIONAL INFORMATION. 2. SEE GENERAL STRUCTURAL NOTES "GSN" ON DRAWING TWRS2 FOR ADDITIONAL INFORMATION. 3. SEE STRUCTURAL, MECHANICAL AND ELECTRICAL DRAWINGS FOR ADDITIONAL INFORMATION. 4. CENTER LIGHT FIXTURES IN ALL AREAS AS INDICATED UNLESS NOTED AND DRAWN OTHERWISE. 5. REFER TO ELECTRICAL FOR WALL MOUNTED FIXTURE LOCATIONS. 6 > EXPOSED STRUCTURAL ROOF BEAMS AND METAL DECK. ALL ITEMS TO BE PAINTED. SEE STRUCTURAL DRAWINGS FOR ADDITIONAL INFORMATION. SUSPENDED CABLE TRAY. SEE BUILDING SECTIONS FOR ADDITIONAL INFORMATION. SEE DETAIL 10/TWRS500 FOR TYPICAL CABLE TRAY SUPPORT. COORDINATE WITH ELECTRICAL AND MECHANICAL DRAWINGS. 8 > (2) 4" CONDUITS FROM ROTATING PLATFORM ABOVE TO 16"x20"x6" BOX CONTINUING TO UNDER FLOOR. ONE 3" NIPPLE FROM EACH SIDE OF ENCLOSURE TO TRAY. 9 > 12" DIAMETER (NOMINAL) STEEL PIPE SLEEVE FOR MATERIAL HANDLING SYSTEM. CO\S-Rl,CT10\ OTES: 1. CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND ELEVATIONS OF EXISTING CONSTRUCTION WHICH AFFECT NEW CONSTRUCTION PRIOR TO SUBMITTAL OF SHOP DRAWINGS. SHOP DRAWINGS WITHOUT FIELD VERIFICATION OF DIMENSIONS SHALL BE REJECTED. EFRE \CE D AWI\GS: 09-53—RFA160 FOR PARTIAL ROOF PLAN 09-53—RFS161 FOR PARTIAL ROOF FRAMING PLAN BEY REVIEWED FOR CODE COMPLIANCE APPROVED FEB 2 0 2018 City of Tukwila BUILDING DIVISION RE -ISSUE FOR PERMIT JANUARY 19, 2018 0 O PLA\ 0 2 4 6 8 SCALE: 3/8"=1'-0" SITTS & HILL ENGINEERS, INC. CIVIL • STRUCTURAL • SURVEYING 4815 CENTER STREET 1 PHONE: (253) 474-9449 1 http:llwww.sitts-hi II-engineers.com! TACOMA, WA. 98409 FAX: (253) 474-9449 Project No.: 18000 Project Mgr.: BKL Proj. Engineer: BRL Proj. Drafter: SLM REVISION RELOCATE DOGHOUSE TO BUILDING 9-53 33447-05 BY SITTS APPROVED DATE SYM REVISION BY APPROVED DATE BRL 01.19.18 ACCEPTABILITY THS DESIGN AND/OR SPECIFICATION IS APPROVED DRAWN S. McCarthy APPROVED BY DEPT. DATE CHECKED B. Labrecque ENGINEER B. Labrecque CHECKED B. Leslie APPROVED DATE 08.09.17 08.09.17 SUBTITLE REFLECTED CEILING PLAN CURRENT REVISION 33447-05 SYMBOL DATE 01.19.18 08.09.17 08.09.17 APPROVED TITLE ARCHITECTURAL RELOCATE DOGHOUSE TO BUILDING 9-53 BUILDING 09-53 C—D/5-6 DEV. CENTER, WA SHEET TWRA280 JOB NO. 33447-05 COMP NO. DWG NO. 09-053—TWRA280 20'-0" TWRA160 TWRA60 20'-0" (19) TREADS AT 11" = 17-5" 4'-6" TWRA160 TWRA110 3,-9" -.1110 (20) RISERS AT 8.36" = 13'-11 1/8" T.O.R. +14'-9 1/2" 8 > ABOVE TOP OF GRATING T.O.R. +14'-9 1/2" ABOVE TOP OF GRATING —ANTENNA - ANTENNA GROWTH (KEEP LOW) TWRA160 TWRA111 TWRA160 TWRA63 CLEAR LIFTING AREA COF PLAN SCALE: 3/8" = 1'-0" SYM REVISION T.O.R. +14'-4" ABOVE TOP OF GRATING BY APPROVED DATE ttitA\ TWRA160 TWRA61 20'-0" 20'-0" SYM REVISION BY APPROVED DATE -- RELOCATE DOGHOUSE TO BUILDING 9-53 33447-05 SITTS BRL 01.19.18 C5 ACCEPTABILITY THIS DESIGN AND/OR SPECIFICATION IS APPROVED APPROVED BY DEPT. DATE DRAWN S. McCarthy T.O.R. +14'-4" ABOVE TOP OF GRATING CHECKED B. Labrecque DATE 08.09.17 08.09.17 SUBTITLE A TNlRA16OITWRA62 =FELE \CE N N D AWI NGS: 09-53—RFA160 FOR PARTIAL ROOF PLAN. 09-53—RFS161 FOR PARTIAL ROOF FRAMING PLAN. LECE\ D/SCHEDULE: OAS SHOWN ON PLAN INDICATES NEW DOOR. SEE TYPICAL DOOR SCHEDULE ON DRAWING TWRA350 AS SHOWN ON PLAN INDICATES NEW WALL. SEE TYPICAL WALL SCHEDULE ON DRAWING TWRA350 3A451X AS SHOWN ON PLAN INDICATES NEW ROOM. SEE TYPICAL ROOM FINISH SCHEDULE ON DRAWING TWRA350 AS SHOWN ON PLAN INDICATES ELEVATION AT TOP OF ROOF T.O.R. +X'—X" NAILER AT CORNER. SEE DETAIL 1/TWRA500. GE\RAL OTES: SEE GENERAL ARCHITECTURAL NOTES "GAN" ON DRAWING TWRA1A FOR ADDITIONAL INFORMATION. 2. SEE GENERAL STRUCTURAL NOTES "GSN" ON DRAWING TWRS2 FOR ADDITIONAL INFORMATION. 3. SEE STRUCTURAL, MECHANICAL AND ELECTRICAL DRAWINGS FOR ADDITIONAL INFORMATION. 4. PIPE PENETRATIONS THROUGH WALL. 36" x 42" CLEAR AREA FOR LIFTING UP TO 400 LB EQUIPMENT WITH ROOF MOUNTED CRANE. CRANE SHALL PROVIDE ACCESS TO THE PLATFORM AND THE ROOF. CRANE MUST BE RATED FOR AT LEAST 1000 LB. 6 > FRP STAIR STRINGERS WITH FIBERGLASS TREADS AND GUARDRAILS. SEE STAIR PLAN 2/TWRA450 FOR ADDITIONAL INFORMATION. (2) 4" CONDUITS FROM ROTATING PLATFORM ABOVE TO 16"x20"x6" BOX CONTINUING TO UNDER FLOOR. ONE 3" NIPPLE FROM EACH SIDE OF ENCLOSURE TO TRAY. 8 > 42" TALL FIBERGLASS GUARDRAIL WITH 4" KICK PLATE. SIDE MOUNT GUARDRAIL TO FRAMING STRUCTURE. 9 > SINGLE PLY ROOFING OVER TAPERED (MIN. 5 1/4", MAX. 10 3/4") INSULATION OVER 1 1/2" METAL DECK. 1 0 > EQUIPMENT DOME (36" DIAMETER x 28" HIGH). ROTATABLE ANTENNA ARRAY MOUNTED ON THE ROOF (APPROX. 8'x10'). RELOCATE FROM 18-61 ROOF. ANTENNA NEEDS TO BE MOUNTED LEVEL AND HIGH ENOUGH ABOVE THE ROOF THAT THE TURNING AND LOCKING MECHANISM BELOW CAN BE ASSESSED, BUT LOW ENOUGH SO THAT ANTENNAS CAN BE REACHED FOR REMOVAL AND REPLACEMENT. VERIFY CRANE IN PARKED POSITION DOES NOT INTERFERE WITH ROTATING PLATFORM GROUND PLANE. 12" DIAMETER (NOMINAL) STEEL PIPE SLEEVE FOR MATERIAL HANDLING SYSTEM. SUPPORT FRAME FOR ROTATING ANTENNA ARRAY. SEE SHEET TWRS160 FOR ADDITIONAL INFORMATION. 2'-6" WIDE WALKING SURFACE CONSTRUCTED WITH CROSSGRIP TPO ROOF WALKWAY MATTING BY SIKA OR PRE—APPROVED EQUIVALENT. INSTALL IN ACCORDANCE WITH MANUFACTURER'S RECOMMENDATIONS. CG\S-RUCTIO\ \OT S: 1. CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND ELEVATIONS OF EXISTING CONSTRUCTION WHICH AFFECT NEW CONSTRUCTION PRIOR TO SUBMITTAL OF SHOP DRAWINGS. SHOP DRAWINGS WITHOUT FIELD VERIFICATION OF DIMENSIONS SHALL BE REJECTED. D 0 o O REVIEWED FOR CODE COMPLIANCE APPROVED FEB 2 0 2018 City of Tukwila BUILDING DIVISION RE -ISSUE FOR PERMIT JANUARY 19, 2018 ROOF PLAN 0 2 4 6 8 SCALE: 3/8"=1' —0" SITTS & HILL ENGINEERS, INC. CIVIL • STRUCTURAL • SURVEYING 4815 CENTER STREET PHONE: (253) 474-9449 1 TACOMA, WA. 98409 1 FAX: (253) 474-9449 http://www.sitts-hill-engineers.com/ Project No.: 18000 Project Mgr.: BKL Proj. Engineer: BRL Proj. Drafter: SLM CURRENT REVISION 33447-05 SYMBOL DATE 01.19.18 ENGINEER B. Labrecque CHECKED B. Leslie APPROVED APPROVED 08.09.17 08.09.17 TITLE ARCHITECTURAL RELOCATE DOGHOUSE TO BUILDING 9-53 BUILDING 09-53 C -D/5-6 DEV. CENTER, WA SHEET TWRA1 60 JOB NO. 33447-05 COMP NO. DWG NO. 09-053-TWRA160 • 1 �. - --..... ANTENNA GROWTH (KEEP t LOW)_ - - - - _.. r - .... ANTENNA COF PLAN SCALE: 3/8" = 1'-0" SYM REVISION T.O.R. +14'-4" ABOVE TOP OF GRATING BY APPROVED DATE ttitA\ TWRA160 TWRA61 20'-0" 20'-0" SYM REVISION BY APPROVED DATE -- RELOCATE DOGHOUSE TO BUILDING 9-53 33447-05 SITTS BRL 01.19.18 C5 ACCEPTABILITY THIS DESIGN AND/OR SPECIFICATION IS APPROVED APPROVED BY DEPT. DATE DRAWN S. McCarthy T.O.R. +14'-4" ABOVE TOP OF GRATING CHECKED B. Labrecque DATE 08.09.17 08.09.17 SUBTITLE A TNlRA16OITWRA62 =FELE \CE N N D AWI NGS: 09-53—RFA160 FOR PARTIAL ROOF PLAN. 09-53—RFS161 FOR PARTIAL ROOF FRAMING PLAN. LECE\ D/SCHEDULE: OAS SHOWN ON PLAN INDICATES NEW DOOR. SEE TYPICAL DOOR SCHEDULE ON DRAWING TWRA350 AS SHOWN ON PLAN INDICATES NEW WALL. SEE TYPICAL WALL SCHEDULE ON DRAWING TWRA350 3A451X AS SHOWN ON PLAN INDICATES NEW ROOM. SEE TYPICAL ROOM FINISH SCHEDULE ON DRAWING TWRA350 AS SHOWN ON PLAN INDICATES ELEVATION AT TOP OF ROOF T.O.R. +X'—X" NAILER AT CORNER. SEE DETAIL 1/TWRA500. GE\RAL OTES: SEE GENERAL ARCHITECTURAL NOTES "GAN" ON DRAWING TWRA1A FOR ADDITIONAL INFORMATION. 2. SEE GENERAL STRUCTURAL NOTES "GSN" ON DRAWING TWRS2 FOR ADDITIONAL INFORMATION. 3. SEE STRUCTURAL, MECHANICAL AND ELECTRICAL DRAWINGS FOR ADDITIONAL INFORMATION. 4. PIPE PENETRATIONS THROUGH WALL. 36" x 42" CLEAR AREA FOR LIFTING UP TO 400 LB EQUIPMENT WITH ROOF MOUNTED CRANE. CRANE SHALL PROVIDE ACCESS TO THE PLATFORM AND THE ROOF. CRANE MUST BE RATED FOR AT LEAST 1000 LB. 6 > FRP STAIR STRINGERS WITH FIBERGLASS TREADS AND GUARDRAILS. SEE STAIR PLAN 2/TWRA450 FOR ADDITIONAL INFORMATION. (2) 4" CONDUITS FROM ROTATING PLATFORM ABOVE TO 16"x20"x6" BOX CONTINUING TO UNDER FLOOR. ONE 3" NIPPLE FROM EACH SIDE OF ENCLOSURE TO TRAY. 8 > 42" TALL FIBERGLASS GUARDRAIL WITH 4" KICK PLATE. SIDE MOUNT GUARDRAIL TO FRAMING STRUCTURE. 9 > SINGLE PLY ROOFING OVER TAPERED (MIN. 5 1/4", MAX. 10 3/4") INSULATION OVER 1 1/2" METAL DECK. 1 0 > EQUIPMENT DOME (36" DIAMETER x 28" HIGH). ROTATABLE ANTENNA ARRAY MOUNTED ON THE ROOF (APPROX. 8'x10'). RELOCATE FROM 18-61 ROOF. ANTENNA NEEDS TO BE MOUNTED LEVEL AND HIGH ENOUGH ABOVE THE ROOF THAT THE TURNING AND LOCKING MECHANISM BELOW CAN BE ASSESSED, BUT LOW ENOUGH SO THAT ANTENNAS CAN BE REACHED FOR REMOVAL AND REPLACEMENT. VERIFY CRANE IN PARKED POSITION DOES NOT INTERFERE WITH ROTATING PLATFORM GROUND PLANE. 12" DIAMETER (NOMINAL) STEEL PIPE SLEEVE FOR MATERIAL HANDLING SYSTEM. SUPPORT FRAME FOR ROTATING ANTENNA ARRAY. SEE SHEET TWRS160 FOR ADDITIONAL INFORMATION. 2'-6" WIDE WALKING SURFACE CONSTRUCTED WITH CROSSGRIP TPO ROOF WALKWAY MATTING BY SIKA OR PRE—APPROVED EQUIVALENT. INSTALL IN ACCORDANCE WITH MANUFACTURER'S RECOMMENDATIONS. CG\S-RUCTIO\ \OT S: 1. CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND ELEVATIONS OF EXISTING CONSTRUCTION WHICH AFFECT NEW CONSTRUCTION PRIOR TO SUBMITTAL OF SHOP DRAWINGS. SHOP DRAWINGS WITHOUT FIELD VERIFICATION OF DIMENSIONS SHALL BE REJECTED. D 0 o O REVIEWED FOR CODE COMPLIANCE APPROVED FEB 2 0 2018 City of Tukwila BUILDING DIVISION RE -ISSUE FOR PERMIT JANUARY 19, 2018 ROOF PLAN 0 2 4 6 8 SCALE: 3/8"=1' —0" SITTS & HILL ENGINEERS, INC. CIVIL • STRUCTURAL • SURVEYING 4815 CENTER STREET PHONE: (253) 474-9449 1 TACOMA, WA. 98409 1 FAX: (253) 474-9449 http://www.sitts-hill-engineers.com/ Project No.: 18000 Project Mgr.: BKL Proj. Engineer: BRL Proj. Drafter: SLM CURRENT REVISION 33447-05 SYMBOL DATE 01.19.18 ENGINEER B. Labrecque CHECKED B. Leslie APPROVED APPROVED 08.09.17 08.09.17 TITLE ARCHITECTURAL RELOCATE DOGHOUSE TO BUILDING 9-53 BUILDING 09-53 C -D/5-6 DEV. CENTER, WA SHEET TWRA1 60 JOB NO. 33447-05 COMP NO. DWG NO. 09-053-TWRA160 (25) TREADS AT 9.6 = 20'-0" 3'-0" 5 P. 1 ti 1 1 { 1 { t 1 / / 1 1 1 1 1 1 1 1 6 1 1 /1 / 1 / 7 / I\ 1 1 1 1 1 / D 1 1 1 1 TWRA450 TWRS505 U t0 E\LARGE STAR PLA\ D TWRA450 TWRS505 1 SCALE: 3/4" = 1'-0" E\LAGGED STAI PLA\ C.5 (19) TREADS AT 11" = 17'-5" A453, TWRA10, TWRA60, TWRA62, TWRA63, TWRA110, S451, TWRS110 TWRA450 5- TYP. N / 1 / i / / • 1. 1 1 L /I T 1 1 1 1 1 1 1 1 1 1 1 /\ N M J U CO SCALE: 3/4" = 1'-0" iz1 TWRA10, TWRA160, TWRA60, TWRA62, TWRA63, TWRA110, TWRS110, TWRS160 TWRA450 LEGE\ D/SCH-�UL=: GE\HAL \OTES: 1. SEE GENERAL ARCHITECTURAL NOTES "GAN" ON DRAWING TWRA1A FOR ADDITIONAL INFORMATION. 2. SEE GENERAL STRUCTURAL NOTES "GSN" ON DRAWING TWRS2 FOR ADDITIONAL INFORMATION. 3. SEE STRUCTURAL, MECHANICAL AND ELECTRICAL DRAWINGS FOR ADDITIONAL INFORMATION. C11 1/2"x2 3/4"x1/2" FIBERGLASS REINFORCED PLASTIC (FRP) STAIR STRINGER BY FIBERGRATE OR PRE—APPROVED EQUIVALENT. ALL FASTENERS IN FRP STAIR STRINGERS SHALL BE 5/8" DIAMETER FRP THREADED ROD UNLESS NOTED OTHERWISE. 1 1/2" DEEP 16015 SAFE—T—SPAN PULTRUDED INDUSTRIAL FRP STAIR TREADS BY FIBERGRATE OR PRE—APPROVED EQUIVALENT. 6 >' L3x3x1/4 FRP ANGLE BRACES AT BOTTOM FLANGE OF STAIR STRINGERS. CO\STRUCTIO\ \OTES: 1. CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND ELEVATIONS OF EXISTING CONSTRUCTION WHICH AFFECT NEW CONSTRUCTION PRIOR TO SUBMITTAL OF SHOP DRAWINGS. SHOP DRAWINGS WITHOUT FIELD VERIFICATION OF DIMENSIONS SHALL BE REJECTED. . EFRE\CE HAWI\ GS: 09-53—RFA160 FOR PARTIAL ROOF PLAN 09-53—RFS161 FOR PARTIAL ROOF FRAMING PLAN REVIEWED FOR 1 CODE COMPLIANCE APPROVED FEB 202018 City of Tukwila BUILDING DIVISION RE -ISSUE FOR PERMIT JANUARY 19, 2018 SITTS & HILL ENGINEERS, INC. CIVIL • STRUCTURAL • SURVEYING 4815 CENTER STREET I TACOMA, WA. 98409 PHONE: (253) 474-9449 I FAX: (253) 474-9449 http://www.sitts-hill-engineers.com/ Project No.: 18000 Project Mgr.: BKL Proj. Engineer: BRL Proj. Drafter: SLM REVISION BY APPROVED DATE SYM REVISION BY APPROVED DATE RELOCATE DOGHOUSE TO BUILDING 9-53 33447-05 SITTS BRL 01.19.18 Arlf JEF ® ACCEPTABILITY THIS DESIGN AND/OR SPECIFICATION IS APPROVED APPROVED BY DEPT. DATE DRAWN S. McCarthy CHECKED B. Labrecque ENGINEER B. Labrecque CHECKED B. Leslie DATE 08.09.17 08.09.17 08.09.17 08.09.17 SUBTITLE ENLARGED STAIR PLANS CURRENT REVISION 33447-05 SYMBOL DATE 01.19.18 APPROVED APPROVED TITLE ARCHITECTURAL RELOCATE DOGHOUSE TO BUILDING 9-53 BUILDING 09-53 DEV. CENTER, WA SHEET TWRA450 JOB NO. 33447-05 COMP NO. DWG NO. 09-053—TWRA450 TOP OF ROOF AT HIGH SIDE TOP OF LANDING (20) RISERS AT 8.26" _ TOP OF GRATING LJ W J W LL •♦ TOP OF EXISTING GRATING 20'-0" 20'-0" 8'-3" (19) TREADS AT 11" = 17-5" 13 1 L r- r 10 (5 TWRA60 TWRS501 6 13 :............ til 10 16 1-4 r—\ \ L I I \\ I LJ 16 > NORTH ELEVATIO SCALE: 3/8" = 1 -0" ;! A TWRA10, TWRA280, TWRA160I TWRA60 LEGE\ SCHE ULE: GE\PAL \OTIS: 1. SEE GENERAL ARCHITECTURAL NOTES "GAN" ON DRAWING TWRA1A FOR ADDITIONAL INFORMATION. 2. SEE GENERAL STRUCTURAL NOTES "GSN" ON DRAWING TWRS2 FOR ADDITIONAL INFORMATION. 3. SEE STRUCTURAL, MECHANICAL AND ELECTRICAL DRAWINGS FOR ADDITIONAL INFORMATION. 4 BADGE READER. SEE ELECTRICAL DRAWINGS FOR ADDITIONAL INFORMATION. (3) EXISTING CONDUITS TO REMAIN. 6 > ROTATING/TELESCOPIC ROOFTOP MATERIAL HANDLING SYSTEM (1,000LB RATED CAPACITY). SEE MATERIAL HANDLING DRAWINGS FOR ADDITIONAL INFORMATION. CONDUIT FROM BELOW (TERMINATES AT NORTHWEST CORNER OF THE DOGHOUSE). 8 > 3R BOX WITH 6" OPENING IN BOTTOM WITH LIGHTNING ARRESTOR PLATE. 9 > HSS8x8x3/8 TUBE STEEL CROSS BRACE. 10 > 42" TALL FIBERGLASS GUARDRAIL WITH 4" KICK PLATE. SIDE MOUNT GUARDRAIL TO FLOOR FRAMING STRUCTURE. ROTATABLE ANTENNA ARRAY MOUNTED ON THE ROOF (APPROX. 8'x10'). RELOCATE FROM 18-61 ROOF. ANTENNA NEEDS TO BE MOUNTED LEVEL AND HIGH ENOUGH ABOVE THE ROOF THAT THE TURNING AND LOCKING MECHANISM BELOW CAN BE ASSESSED, BUT LOW ENOUGH SO THAT ANTENNAS CAN BE REACHED FOR REMOVAL AND REPLACEMENT. VERIFY CRANE IN PARKED POSITION DOES NOT INTERFERE WITH ROTATING PLATFORM GROUND PLANE. NON—METALLIC WATERPROOF BOX OR LOCKER TO STORE CELL PHONES OUTSIDE OF THE CLOSED AREA. EQUIPMENT DOME (36" DIAMETER x 28" HIGH). FRP STAIR STRINGER WITH FIBERGLASS TREADS AND GUARDRAIL. SEE STAIR PLAN 2/TWRA450 FOR ADDITIONAL INFORMATION. FRP STAIR STRINGERS WITH FIBERGLASS TREADS AND GUARDRAILS. SEE STAIR PLAN 1/TWRA450 FOR ADDITIONAL INFORMATION. 16 > W10x54 STEEL COLUMN TO SUPPORT PLATFORM AND DOGHOUSE ABOVE. SUSPENDED CABLE TRAY. SEE BUILDING SECTIONS FOR ADDITIONAL INFORMATION. SEE DETAIL 10/TWRS500 FOR TYPICAL CABLE TRAY SUPPORT. COORDINATE WITH ELECTRICAL AND MECHANICAL DRAWINGS. CO \STUCTIO\ \ OTES : 1. CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND ELEVATIONS OF EXISTING CONSTRUCTION WHICH AFFECT NEW CONSTRUCTION PRIOR TO SUBMITTAL OF SHOP DRAWINGS. SHOP DRAWINGS WITHOUT FIELD VERIFICATION OF DIMENSIONS SHALL BE REJECTED. EFRE\CE D AWI\GS: 09-53—RFA160 FOR PARTIAL ROOF PLAN 09-53—RFS161 FOR PARTIAL ROOF FRAMING PLAN REVIEWED FOR CODE COMPLIANCE APPROVED FEB 2 0 2018 City of Tukwila BUILDING DIVISION RE -ISSUE FOR PERMIT JANUARY 19, 2018 0 2 4 6 8 SCALE: 3/8"=1' —0" SITTS & HILL ENGINEERS, S INC. CIVIL • STRUCTURAL • SURVEYING 4815 CENTER STREET 1 TACOMA, WA. 98409 PHONE: (253) 474-9449 1 FAX: (253) 474-9449 http://www.sitts-hill-engineers.com/ Project No.: 18000 Project Mgr.: BKL Proj. Engineer: BRL Proj. Drafter: SLM REVISION BY APPROVED DATE SYM REVISION BY APPROVED DATE RELOCATE DOGHOUSE TO BUILDING 9-53 33447-05 SITTS BRL 01.19.18 co ACCEPTABILITY THIS DESIGN AND/OR SPECIFICATION IS APPROVED APPROVED BY DEPT. DATE DRAWN S. McCarthy CHECKED B. Labrecque ENGINEER B. Labrecque CHECKED B. Leslie APPROVED DATE 08.09.17 08.09.17 08.09.17 08.09.17 SUBTITLE EXTERIOR ELEVATIONS CURRENT REVISION 33447-05 SYMBOL DATE 01.19.18 APPROVED TITLE ARCHITECTURAL RELOCATE DOGHOUSE TO BUILDING 9-53 BUILDING 09-53 DEV. CENTER, WA SHEET TWRA60 JOB NO. 33447-05 COMP NO. DWG NO. 09-053-TWRA60 10:59:12 PM SMCCARTHY: 8/16/2017 TOP OF ROOF AT LOW SIDE C 20'-O" C5 20'-0" 5 7 8 nr 6 7 "c I TOP ()F GRATING L I 4 6 l J TWRA61 TWRS500 4 / I If 416, SOUTH ELEVATIO\ A SCALE: 3/8" = 1'-0" TWRA10, TWRA280, TWRA160 TWRA61 LEGE GE\ \J/SCHE DUL HAL \OTES: 1. SEE GENERAL ARCHITECTURAL NOTES "GAN" ON DRAWING TWRA1A FOR ADDITIONAL INFORMATION. 2. SEE GENERAL STRUCTURAL NOTES "GSN" ON DRAWING TWRS2 FOR ADDITIONAL INFORMATION. 3. SEE STRUCTURAL, MECHANICAL AND ELECTRICAL DRAWINGS FOR ADDITIONAL INFORMATION. W10x54 STEEL COLUMN TO SUPPORT PLATFORM AND DOGHOUSE ABOVE. ROTATING/TELESCOPIC ROOFTOP MATERIAL HANDLING SYSTEM (1,000LB RATED CAPACITY). SEE MATERIAL HANDLING DRAWINGS FOR ADDITIONAL INFORMATION. 6 > 42" TALL FIBERGLASS GUARDRAIL WITH 4" KICK PLATE. SIDE MOUNT GUARDRAIL TO FLOOR FRAMING STRUCTURE. EQUIPMENT DOME (36" DIAMETER x 28" HIGH). 8 > ROTATABLE ANTENNA ARRAY MOUNTED ON THE ROOF (APPROX. 8'x10'). RELOCATE FROM 18-61 ROOF. ANTENNA NEEDS TO BE MOUNTED LEVEL AND HIGH ENOUGH ABOVE THE ROOF THAT THE TURNING AND LOCKING MECHANISM BELOW CAN BE ASSESSED, BUT LOW ENOUGH SO THAT ANTENNAS CAN BE REACHED FOR REMOVAL AND REPLACEMENT. VERIFY CRANE IN PARKED POSITION DOES NOT INTERFERE WITH ROTATING PLATFORM GROUND PLANE. 1 9 > MOUNT VARIOUS SOUTH FACING ANTENNAS ON NEW HSS BEAMS AND FIBERGLASS GRATING. MATCH FINISH FLOOR ELEVATION OF EXISTING PLATFORM. VERIFY LAYOUT WITH BOEING REPRESENTATIVE. 10 > HSS8x8x3/8 TUBE STEEL CROSS BRACE. SUSPENDED CABLE TRAY. SEE BUILDING SECTIONS FOR ADDITIONAL INFORMATION. SEE DETAIL 10/TWRS500 FOR TYPICAL CABLE TRAY SUPPORT. COORDINATE WITH ELECTRICAL AND MECHANICAL DRAWINGS. CO\STKCTIC\ \OYES: 1. CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND ELEVATIONS OF EXISTING CONSTRUCTION WHICH AFFECT NEW CONSTRUCTION PRIOR TO SUBMITTAL OF SHOP DRAWINGS. SHOP DRAWINGS WITHOUT FIELD VERIFICATION OF DIMENSIONS SHALL BE REJECTED. 'EFHE\CE D AWI \GS: 09-53-RFA160 FOR PARTIAL ROOF PLAN 09-53-RFS161 FOR PARTIAL ROOF FRAMING PLAN REVIEWED FOR CODE COMPLIANCE APPROVED FEB 2 0 2018 City of Tukwila BUILDING DIVISION RE -ISSUE FOR PERMIT JANUARY 19, 2018 0 2 4 SCALE: 3/8"=1'-0" 6 8 SITTS & HILL ENGINEERS, INC. CIVIL • STRUCTURAL • SURVEYING 4815 CENTER STREET PHONE: (253) 474-9449 I http://www.sitts-hill-engineers.com/ TACOMA, WA. 98409 FAX: (253) 474-9449 Project No.: 18000 Project Mgr.: BKL Proj. Engineer: BRL Proj. Drafter: SLM SYM REVISION BY APPROVED DATE SYM REVISION BY APPROVED DATE RELOCATE DOGHOUSE TO BUILDING 9-53 33447-05 SITTS BRL 01.19.18 Ai Fr ACCEPTABILITY THIS DESIGN AND/OR SPECIFICATION IS APPROVED DRAWN S. McCarthy APPROVED BY DEPT. DATE CHECKED B. Labrecque ENGINEER B. Labrecque DATE 08.09.17 08.09.17 08.09.17 SUBTITLE EXTERIOR ELEVATIONS CURRENT REVISION 33447-05 SYMBOL DATE 01.19.18 CHECKED B. Leslie APPROVED 08.09.17 APPROVED TITLE ARCHITECTURAL RELOCATE DOGHOUSE TO BUILDING 9-53 BUILDING 09-53 DEV. CENTER, WA SHEET TWRA61 JOB NO. 33447-05 COMP NO. DWG NO. 09-053-TWRA61 10:59:12 PM SMCCARTHY: 8 > TWRA62 TWRS501 TOP OF ROOF AT HIGH SIDE TOP OF LANDING (20) RI TOP OF GRATING 1 0 II t_ • //f -\\\x'1/77 -\ EAST ELEVATIO\ (25) TREADS AT 9.6" = 20'-0" A SCALE: 3/8" = 1'-0" TWRA10, TWRA280, TWRA160 TWRA62 LEGE\]/SCHEDULE: GE\HAL \OTES: 1. SEE GENERAL ARCHITECTURAL NOTES "GAN" ON DRAWING TWRA1A FOR ADDITIONAL INFORMATION. 2. SEE GENERAL STRUCTURAL NOTES "GSN" ON DRAWING TWRS2 FOR ADDITIONAL INFORMATION. 3. SEE STRUCTURAL, MECHANICAL AND ELECTRICAL DRAWINGS FOR ADDITIONAL INFORMATION. W10x54 STEEL COLUMN TO SUPPORT PLATFORM AND DOGHOUSE ABOVE. ROTATING/TELESCOPIC ROOFTOP MATERIAL HANDLING SYSTEM (1,000LB RATED CAPACITY). SEE MATERIAL HANDLING DRAWINGS FOR ADDITIONAL INFORMATION. 6 > FRP STAIR STRINGER WITH FIBERGLASS TREADS AND GUARDRAILS. SEE STAIR PLAN 2/TWRA450 FOR ADDITIONAL INFORMATION. 42" TALL FIBERGLASS GUARDRAIL WITH 4" KICK PLATE. SIDE MOUNT GUARDRAIL TO FLOOR FRAMING STRUCTURE. 1 8 > EQUIPMENT DOME (36" DIAMETER x 28" HIGH). 1 9 > ROTATABLE ANTENNA ARRAY MOUNTED ON THE ROOF (APPROX. 8'x10'). RELOCATE FROM 18-61 ROOF. ANTENNA NEEDS TO BE MOUNTED LEVEL AND HIGH ENOUGH ABOVE THE ROOF THAT THE TURNING AND LOCKING MECHANISM BELOW CAN BE ASSESSED, BUT LOW ENOUGH SO THAT ANTENNAS CAN BE REACHED FOR REMOVAL AND REPLACEMENT. VERIFY CRANE IN PARKED POSITION DOES NOT INTERFERE WITH ROTATING PLATFORM GROUND PLANE. 10 > MOUNT VARIOUS SOUTH FACING ANTENNAS ON NEW HSS BEAMS AND FIBERGLASS GRATING. MATCH FINISH FLOOR ELEVATION OF EXISTING PLATFORM. VERIFY LAYOUT WITH BOEING REPRESENTATIVE. HSS8x8x3/8 TUBE STEEL CROSS BRACE. FRP STAIR STRINGERS WITH FIBERGLASS TREADS AND GUARDRAILS. SEE STAIR PLAN 1/TWRA450 FOR ADDITIONAL INFORMATION. SUSPENDED CABLE TRAY. SEE BUILDING SECTIONS FOR ADDITIONAL INFORMATION. SEE DETAIL 10/TWRS500 FOR TYPICAL CABLE TRAY SUPPORT. COORDINATE WITH ELECTRICAL AND MECHANICAL DRAWINGS. CO\ STUCTIO\ \OT S: 1. CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND ELEVATIONS OF EXISTING CONSTRUCTION WHICH AFFECT NEW CONSTRUCTION PRIOR TO SUBMITTAL OF SHOP DRAWINGS. SHOP DRAWINGS WITHOUT FIELD VERIFICATION OF DIMENSIONS SHALL BE REJECTED. �EFHE CE D AWI \GS: 09-53—RFA160 FOR PARTIAL ROOF PLAN 09-53—RFS161 FOR PARTIAL ROOF FRAMING PLAN L REVIEWED FRODE COMPLIANCE .APPROVED FEB 2 0 2018 City of Tukwila BUILDING DIVISION RE -ISSUE FOR PERMIT JANUARY 19, 2018 0 2 4 6 8 SCALE: 3/8"=1'-0" SITTS & HILL ENGINEERS, INC. CIVIL • STRUCTURAL • SURVEYING 4815 CENTER STREET 1 TACOMA, WA. 98409 PHONE: (253) 474-9449 1 FAX: (253) 474-9449 http://www.sitts-hill-engineers.com/ Project No.: 18000 Project Mgr.: BKL Proj. Engineer: BRL Proj. Drafter: SLM REVISION BY APPROVED DATE SYM REVISION BY APPROVED DATE RELOCATE DOGHOUSE TO BUILDING 9-53 33447-05 SITTS BRL 01.19.18 Ar AA ACCEPTABILITY THIS DESIGN AND/OR SPECIFICATION IS APPROVED APPROVED BY DEPT. DATE DRAWN S. McCarthy CHECKED B. Labrecque ENGINEER B. Labrecque CHECKED B. Leslie DATE 08.09.17 08.09.17 SUBTITLE EXTERIOR ELEVATIONS CURRENT REVISION 33447-05 SYMBOL DATE 01.19.18 08.09.17 08.09.17 APPROVED APPROVED TITLE ARCHITECTURAL RELOCATE DOGHOUSE TO BUILDING 9-53 BUILDING 09-53 DEV. CENTER, WA SHEET TWRA62 JOB NO. 33447-05 COMP NO. DWG NO. 09-053—TWRA62 10:59:12 PM SMCCARTHY: 8/16/2017 TOP OF ROOF AT HIGH SIDE TOP OF LANDING (20) RISERS AT 8.26" _ c I /// TOP OF GRATING (2 TWRA63 TWRS501 28'-0" 11> II II Illi 10> 10 1///1\\ ////` 16 \` 12/222 /\\ 5/. .o \.\./// \5 15> \ // T L. 5 TWRA63 TWRS500 / NSI IN II D 14> (25) TREADS AT 9.6" = 20'-0" WEST ELEVATIO\ A SCALE: 3/8" = 1'-0" TWRA10, TWRA280, TWRA160 TWRA63 LEGE\J/SC GE\EAE \ EDULE: OTES: 1. SEE GENERAL ARCHITECTURAL NOTES "GAN" ON DRAWING TWRA1A FOR ADDITIONAL INFORMATION. 2. SEE GENERAL STRUCTURAL NOTES "GSN" ON DRAWING TWRS2 FOR ADDITIONAL INFORMATION. 3. SEE STRUCTURAL, MECHANICAL AND ELECTRICAL DRAWINGS FOR ADDITIONAL INFORMATION. W10x54 STEEL COLUMN TO SUPPORT PLATFORM AND DOGHOUSE ABOVE. (2) NEW 3" CONDUITS IN 3R BOX WITH 6" OPENING IN BOTTOM WITH LIGHTNING ARRESTOR PLATE. 6 > ROTATING/TELESCOPIC ROOFTOP MATERIAL HANDLING SYSTEM (1,000LB RATED CAPACITY). SEE MATERIAL HANDLING DRAWINGS FOR ADDITIONAL INFORMATION. CONDUIT FROM BELOW (TERMINATES AT NORTHWEST CORNER OF THE DOG HOUSE). 8 > 3R BOX WITH 6" OPENING IN BOTTOM WITH LIGHTNING ARRESTOR PLATE. 9 > FRP STAIR STRINGER WITH FIBERGLASS TREADS AND GUARDRAILS. SEE STAIR PLAN 2/TWRA450 FOR ADDITIONAL INFORMATION. 10 > 42" TALL FIBERGLASS GUARDRAIL WITH 4" KICK PLATE. SIDE MOUNT GUARDRAIL TO FLOOR FRAMING STRUCTURE. WATERPROOF BOX OR LOCKER TO STORE CELL PHONES OUTSIDE OF THE CLOSED AREA. EQUIPMENT DOME (36" DIAMETER x 28" HIGH). ROTATABLE ANTENNA ARRAY MOUNTED ON THE ROOF (APPROX. 8'x10'). RELOCATE FROM 18-61 ROOF. ANTENNA NEEDS TO BE MOUNTED LEVEL AND HIGH ENOUGH ABOVE THE ROOF THAT THE TURNING AND LOCKING MECHANISM BELOW CAN BE ASSESSED, BUT LOW ENOUGH SO THAT ANTENNAS CAN BE REACHED FOR REMOVAL AND REPLACEMENT. VERIFY CRANE IN PARKED POSITION DOES NOT INTERFERE WITH ROTATING PLATFORM GROUND PLANE. MOUNT VARIOUS SOUTH FACING ANTENNAS ON NEW HSS BEAMS AND FIBERGLASS GRATING. MATCH FINISH FLOOR ELEVATION OF EXISTING PLATFORM. VERIFY LAYOUT WITH BOEING REPRESENTATIVE. HSS8x8x3/8 TUBE STEEL CROSS BRACE. 16 > FRP STAIR STRINGERS WITH FIBERGLASS TREADS AND GUARDRAILS. SEE STAIR PLAN 1/TWRA450 FOR ADDITIONAL INFORMATION. SUSPENDED CABLE TRAY. SEE BUILDING SECTIONS FOR ADDITIONAL INFORMATION. SEE DETAIL 10/TWRS500 FOR TYPICAL CABLE TRAY SUPPORT. COORDINATE WITH ELECTRICAL AND MECHANICAL DRAWINGS CC\STUCTIO\ \OT =S: 1. CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND ELEVATIONS OF EXISTING CONSTRUCTION WHICH AFFECT NEW CONSTRUCTION PRIOR TO SUBMITTAL OF SHOP DRAWINGS. SHOP DRAWINGS WITHOUT FIELD VERIFICATION OF DIMENSIONS SHALL BE REJECTED. 'EFRE\CE DAWINGS: 09-53—RFA160 FOR PARTIAL ROOF PLAN 09-53—RFS161 FOR PARTIAL ROOF FRAMING PLAN REVIEWED FOR CODE COMPLIANCE APPROVED FEB 2 0 2018 City of Tukwila BUILDING DIVISION RE -ISSUE FOR PERMIT JANUARY 19, 2018 0 2 4 6 8 SCALE: 3/8"=1'-0" SITTS & HILL ENGINEERS, INC. CIVIL • STRUCTURAL • SURVEYING 4815 CENTER STREET 1 TACOMA, WA. 98409 PHONE: (253) 474-9449 1 FAX: (253) 474-9449 http://www.sitts-hill-engineers.com/ Project No.: 18000 Project Mgr.: BKL Proj. Engineer: BRL Proj. Drafter: SLM REVISION BY APPROVED DATE SYM REVISION BY APPROVED DATE RELOCATE DOGHOUSE TO BUILDING 9-53 33447-05 SITTS BRL 01.19.18 gr-' ACCEPTABILITY THIS DESIGN AND/OR SPECIFICATION IS APPROVED DRAWN S. McCarthy CHECKED B. Labrecque DATE 08.09.17 08.09.17 SUBTITLE EXTERIOR ELEVATIONS CURRENT REVISION 33447-05 SYMBOL DATE 01.19.18 APPROVED BY DEPT. DATE ENGINEER B. Labrecque CHECKED B. Leslie 08.09.17 08.09.17 APPROVED APPROVED TITLE RELOCATE DOGHOUSE TO BUILDING 9-53 BUILDING 09-53 ARCHITECTURAL DEV. CENTER, WA SHEET TWRA63 JOB NO. 33447-05 COMP NO. DWG NO. 09-053—TWRA63 N I OPP. TWRA110 TWRA500 TOP OF ROOF AT LOW SIDE BOTTOM OF STEEL TWRA110 TWRA500 witatarearAmWerAKWIL441\ At*. A, Aitba. BOTTOM CABLE TRAY i n n n 10 TOP OF CONCRETE / GRATING 11 12 > 15 O 113 > OOC) MUM 16 • • • TOP OF ROOF AT HIGH SIDE TOP OF LANDING / 17 > 0 10 11 000 oPP. 2 TWRA110TWRA500 3UILDI\G SECTIO\ SCALE: 3/8" 1'-0" x'/7-7, \\ F --A 14 1 � \\ /lf \ _ 2 TWRA110 TWRA500 11 > 1 I4> ..._ .....: L 7/7 /,r/T.7--\\\//f/...:\\\27/7/. = 17 2 TWRA110 WRA501 TOP OF CONCRETE / GRATING gco N r I 18 > BOTTOM CABLE TRAY (25) TREADS AT 9.6" = 20'-0" A SYM REVISION BY APPROVED DATE SYM REVISION BY APPROVED DATE RELOCATE DOGHOUSE TO BUILDING 9-53 33447-05 SITTS BRL 01.19.18 ACCEPTABILITY THIS DESIGN AND/OR SPECIFICATION IS APPROVED APPROVED BY DEPT. DATE TWRA10, TWRA280, TWRA160 TWRA110 DRAWN S. McCarth CHECKED B. Labrecque ENGINEER B. Labrecque CHECKED B. Leslie APPROVED APPROVED DATE SUBTITLE 08.09.17 08.09.17 LEGE\ D/sc AIR BARRIER AREAS ROOF: 880 SF FLOOR: 880 SF EDJLE: NORTH/SOUTH WALLS: 1100 SF EACH EAST/WEST WALLS 605 SF EACH GE\RAL NOTES: 1. SEE GENERAL ARCHITECTURAL NOTES "GAN" ON DRAWING TWRA1A FOR ADDITIONAL INFORMATION. 2. SEE GENERAL STRUCTURAL NOTES "GSN" ON DRAWING TWRS2 FOR ADDITIONAL INFORMATION. 3. SEE STRUCTURAL, MECHANICAL AND ELECTRICAL DRAWINGS FOR ADDITIONAL INFORMATION. W10x54 STEEL COLUMN TO SUPPORT PLATFORM AND DOGHOUSE ABOVE. ROTATING/TELESCOPIC ROOFTOP MATERIAL HANDLING SYSTEM (1,000LB RATED CAPACITY). SEE MATERIAL HANDLING DRAWINGS FOR ADDITIONAL INFORMATION. 6 > FRP STAIR STRINGER WITH FIBERGLASS TREADS AND GUARDRAILS. SEE STAIR PLAN 2/TWRA450 FOR ADDITIONAL INFORMATION. 42" TALL FIBERGLASS GUARDRAIL WITH 4" KICK PLATE. SIDE MOUNT GUARDRAIL TO FLOOR FRAMING STRUCTURE. 8 > EQUIPMENT DOME (36" DIAMETER x 28" HIGH). 19> ROTATABLE ANTENNA ARRAY MOUNTED ON THE ROOF (APPROX. 8'x10'). RELOCATE FROM 18-61 ROOF. ANTENNA NEEDS TO BE MOUNTED LEVEL AND HIGH ENOUGH ABOVE THE ROOF THAT THE TURNING AND LOCKING MECHANISM BELOW CAN BE ASSESSED, BUT LOW ENOUGH SO THAT ANTENNAS CAN BE REACHED FOR REMOVAL AND REPLACEMENT. VERIFY CRANE IN PARKED POSITION DOES NOT INTERFERE WITH ROTATING PLATFORM GROUND PLANE. 110> MOUNT VARIOUS SOUTH FACING ANTENNAS ON NEW HSS BEAMS AND FIBERGLASS GRATING. MATCH FINISH FLOOR ELEVATION OF EXISTING PLATFORM. VERIFY LAYOUT WITH BOEING REPRESENTATIVE. SUSPENDED CABLE TRAY. SEE BUILDING SECTIONS FOR ADDITIONAL INFORMATION. SEE DETAIL 10/TWRS500 FOR TYPICAL CABLE TRAY SUPPORT. COORDINATE WITH ELECTRICAL AND MECHANICAL DRAWINGS. SUSPENDED LIGHT FIXTURE. COORDINATE WITH ELECTRICAL AND MECHANICAL DRAWINGS. TYPICAL EXTERIOR WALL CONSTRUCTION: 4" INSULATED METAL PANEL SYSTEM (R-30) OVER HORIZONTAL HAT CHANNELS AT 4'-0" O.C. OVER 6" METAL STUDS AT 16" O.C. TYPICAL EXPOSED FLOOR INSULATION: R-38 BOARD INSULATION WITH FOIL FACER — SEAL ALL EDGES. TYPICAL ROOF CONSTRUCTION: PVC MEMBRANE OVER 1/4" COVER BOARD OVER TAPERED CONTINUOUS RIGID INSULATION (AVERAGE R-46.5) OVER VAPOR BARRIER OVER 1 1/2" METAL DECK. 16 > TYPICAL FLOOR CONSTRUCTION: 2 1/2" SEALED CONCRETE OVER 1 1/2" METAL DECK. HSS8x8x3/8 TUBE STEEL CROSS BRACE. 18 > FRP STAIR STRINGERS WITH FIBERGLASS TREADS AND GUARDRAILS. SEE STAIR PLAN 1/TWRA450 FOR ADDITIONAL INFORMATION. 19 > EQUIPMENT CHAMBER TO BE PROVIDED AND INSTALLED BY OTHERS WITH STC 45 RATED WALLS, FLOORS AND ROOF. CO\STUCTIO\ \OTES: 1. CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND ELEVATIONS OF EXISTING CONSTRUCTION WHICH AFFECT NEW CONSTRUCTION PRIOR TO SUBMITTAL OF SHOP DRAWINGS. SHOP DRAWINGS WITHOUT FIELD VERIFICATION OF DIMENSIONS SHALL BE REJECTED. HFRE\C D AWI\GS: 09-53—RFA160 FOR PARTIAL ROOF PLAN 09-53—RFS161 FOR PARTIAL ROOF FRAMING PLAN REVIEWED FOR CODE COMPLIANCE APPROVED FEB 2 0 2018 City of Tukwila BUILDING DIVISION RE -ISSUE FOR PERMIT JANUARY 19, 2018 BUILDING SECTIONS 0 2 4 6 8 SCALE: 3/8"=1 '-0" SITTS & HILL ENGINEERS, INC. CIVIL • STRUCTURAL • SURVEYING 4815 CENTER STREET 1 TACOMA, WA. 98409 PHONE: (253) 474-9449 1 FAX: (253) 474-9449 http://www.sitts-hill-engineers.com/ Project No.: 18000 Project Mgr.: BKL Proj. Engineer: BRL Proj. Drafter: SLM CURRENT REVISION 33447-05 SYMBOL DATE 01.19.18 08.09.17 08.09.17 TITLE ARCHITECTURAL RELOCATE DOGHOUSE TO BUILDING 9-53 BUILDING 09-53 DEV. CENTER, WA SHEET TWRA110 JOB NO. 33447-05 COMP NO. DWG NO. 09-053—TWRA110 10:59:12 PM SMCCARTHY: 8/16/20 OPP. TWRA111 TWRA500 TOP OF ROOF W c BOTTOM OF STEEL BOTTOM OF CABLE TRAY 'co TOP OFB CONCRETE / GRATING 20'-0" 20'-0" Ec L_ 7/4\\\\\ \\\\\\ 12 > 5 • • 110> 0 0 TWRA111 TWRA500 OPP. BOTTOM OF CABLE TRAY 13 TWRA111 TWRA500 14 > UU 3UILDI\G SECTIO\ 14 > 15 l \\ tzz \\\ //27 hi it. 33\. \\>i K777 .®.:... // r A SCALE: 3/8' 1'-0" SYM REVISION BY APPROVED DATE SYM REVISION BY APPROVED DATE -- RELOCATE DOGHOUSE TO BUILDING 9-53 33447-05 SITTS BRL 01.19.18 ACCEPTABILITY THIS DESIGN AND/OR SPECIFICATION IS APPROVED BY DEPT. APPROVED TWRA10, TWRA280, TWRA160 TWRA111 DRAWN S. McCarthy DATE CHECKED B. Labrecque ENGINEER B. Labrecque CHECKED B. Leslie APPROVED DATE 08.09.17 08.09.17 08.09.17 08.09.17 LEGE\D/SCHEN LE 1. AIR BARRIER AREAS ROOF: 880 SF FLOOR: 880 SF NORTH/SOUTH WALLS: 1100 SF EACH EAST/WEST WALLS 605 SF EACH GE\RAL \OTES: 1. SEE GENERAL ARCHITECTURAL NOTES "GAN" ON DRAWING TWRA1A FOR ADDITIONAL INFORMATION. 2. SEE GENERAL STRUCTURAL NOTES "GSN" ON DRAWING TWRS2 FOR ADDITIONAL INFORMATION. 3. SEE STRUCTURAL, MECHANICAL AND ELECTRICAL DRAWINGS FOR ADDITIONAL INFORMATION. ROTATING/TELESCOPIC ROOFTOP MATERIAL HANDLING SYSTEM (1,000LB RATED CAPACITY). SEE MATERIAL HANDLING DRAWINGS FOR ADDITIONAL INFORMATION. 42" TALL FIBERGLASS GUARDRAIL WITH 4" KICK PLATE. SIDE MOUNT GUARDRAIL TO FLOOR FRAMING STRUCTURE. 6 > EQUIPMENT DOME (36" DIAMETER x 28" HIGH). ROTATABLE ANTENNA ARRAY MOUNTED ON THE ROOF (APPROX. 8'x10'). RELOCATE FROM 18-61 ROOF. ANTENNA NEEDS TO BE MOUNTED LEVEL AND HIGH ENOUGH ABOVE THE ROOF THAT THE TURNING AND LOCKING MECHANISM BELOW CAN BE ASSESSED, BUT LOW ENOUGH SO THAT ANTENNAS CAN BE REACHED FOR REMOVAL AND REPLACEMENT. VERIFY CRANE IN PARKED POSITION DOES NOT INTERFERE WITH ROTATING PLATFORM GROUND PLANE. 8 > SUSPENDED CABLE TRAY. SEE BUILDING SECTIONS FOR ADDITIONAL INFORMATION. SEE DETAIL 10/TWRS500 FOR TYPICAL CABLE TRAY SUPPORT. COORDINATE WITH ELECTRICAL AND MECHANICAL DRAWINGS. 9 > (2) 4" CONDUITS FROM ROTATING PLATFORM ABOVE TO 16"x20"x6" BOX CONTINUING TO UNDER FLOOR. ONE 3" NIPPLE FROM EACH SIDE OF ENCLOSURE TO TRAY. 10 > TYPICAL EXTERIOR WALL CONSTRUCTION: 4" INSULATED METAL PANEL SYSTEM (R-30) OVER HORIZONTAL HAT CHANNELS AT 4'-0" O.C. OVER 6" METAL STUDS AT 16" 0.C. TYPICAL EXPOSED FLOOR INSULATION: R-38 BOARD INSULATION WITH FOIL FACER — SEAL ALL EDGES. TYPICAL ROOF CONSTRUCTION: PVC MEMBRANE OVER 1/4" COVER BOARD OVER TAPERED CONTINUOUS RIGID INSULATION (AVERAGE R-46.5) OVER VAPOR BARRIER OVER 1 1/2" METAL DECK. TYPICAL FLOOR CONSTRUCTION: 2 1/2" SEALED CONCRETE OVER 1 1/2" METAL DECK. HSS8x8x3/8 TUBE STEEL CROSS BRACE. W10x54 STEEL COLUMN TO SUPPORT PLATFORM AND DOGHOUSE ABOVE. 16 > EQUIPMENT CHAMBER TO BE PROVIDED AND INSTALLED BY OTHERS WITH STC 45 RATED WALLS, FLOORS AND ROOF. CO\STRUCTIC\ \OTES: 1. CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND ELEVATIONS OF EXISTING CONSTRUCTION WHICH AFFECT NEW CONSTRUCTION PRIOR TO SUBMITTAL OF SHOP DRAWINGS. SHOP DRAWINGS WITHOUT FIELD VERIFICATION OF DIMENSIONS SHALL BE REJECTED. EFRE\CE D;AWI\GS: 09-53—RFA160 FOR PARTIAL ROOF PLAN 09-53—RFS161 FOR PARTIAL ROOF FRAMING PLAN REVIEWED FOR CODE COMPLIANCE APPROVED FEB 2 0 2018 City of Tukwila BUILDING DI. N G DIVISION VISIC) N RE -ISSUE FOR PERMIT JANUARY 19, 2018 SUBTITLE BUILDING SECTIONS 0 2 4 6 8 SCALE: 3/8"=1'-0" SITTS & HILL ENGINEERS, INC. CIVIL • STRUCTURAL • SURVEYING 4815 CENTER STREET 1 PHONE: (253) 474-9449 1 http://www.sitts-hill-engineers.com/ TACOMA, WA. 98409 FAX: (253) 474-9449 Project No.: 18000 Project Mgr.: BKL Proj. Engineer: BRL Proj. Drafter: SLM CURRENT REVISION 33447-05 SYMBOL DATE 01.19.18 APPROVED TITLE ARCHITECTURAL RELOCATE DOGHOUSE TO BUILDING 9-53 BUILDING 09-53 DEV. CENTER, WA SHEET TWRA111 JOB NO. 33447-05 COMP NO. DWG NO. 09-053—TWRA111 NOTES: A. SOUND WALL RATING STC 45 (MIN.). TWRA200 TWRA500 EQUIPMENT CHAMBER EL. +14'-4" / 3'—O" ABOVE TOP OF GRATING INSULATED METAL WALL PANEL SYSTEM (R-30) OVER 7/8" HORIZ. HAT CHANNELS AT 4'-0" O.C. MAX. OVER 6" 16 GA. METAL STUDS AT 16" O.C. 6" SOUND BATT INSULATION FASTENED TO PREVENT SAGGING TWRA200 TWRA500 EXT1--_1(H WALL AT EQUI9vE\T C -AVE 15C2 A\ D TOP OF GRATING 15C3 SCALE: 3/4" = 1'-0" TRWA10 TWRA200 EL +14'-4" ABOVE TOP OF GRATING AT GRID 6 EL. VARIES AT GRID C EXTE 10 Y WALL SECTIO\ INSULATED METAL WALL PANEL SYSTEM (R-30) OVER 7/8" HORIZ. HAT CHANNELS AT 4'-0" O.C. MAX. OVER 6" 16 GA. METAL STUDS AT 16" O.C. TOP OF GRATING B SCALE: 3/4" = 1'-0" TRWA10 TWRA200 LECE\ Vs'- EULE: GE\HAL \OTES: 1. SEE GENERAL ARCHITECTURAL NOTES "GAN" ON DRAWING TWRA1A FOR ADDITIONAL INFORMATION. 2. SEE GENERAL STRUCTURAL NOTES "GSN" ON DRAWING TWRS2 FOR ADDITIONAL INFORMATION. 3. SEE STRUCTURAL, MECHANICAL AND ELECTRICAL DRAWINGS FOR ADDITIONAL INFORMATION, CO\S-RUCTI \ \OTES: 1. CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND ELEVATIONS OF EXISTING CONSTRUCTION WHICH AFFECT NEW CONSTRUCTION PRIOR TO SUBMITTAL OF SHOP DRAWINGS. SHOP DRAWINGS WITHOUT FIELD VERIFICATION OF DIMENSIONS SHALL BE REJECTED. 'EFRE\CE HAWI\GS: 09-53—RFA160 FOR PARTIAL ROOF PLAN 09-53—RFS161 FOR PARTIAL ROOF FRAMING PLAN REVIEWED FOR CODE COMPLIANCE APPROVED FEB 20 2018 City of Tukwila BUILDING DIVISION RE -ISSUE FOR PERMIT JANUARY 19, 2018 0 1 2 3 4 SCALE: 3/4"=1' —0" SITTS & HILL ENGINEERS, INC. CIVIL • STRUCTURAL • SURVEYING 4815 CENTER STREET 1 TACOMA, WA. 98409 PHONE: (253) 474-9449 1 FAX: (253) 474-9449 http://vAvw.sitts-hill-engineers.com/ Project No.: 18000 Project Mgr.: BKL Proj. Engineer: BRL Proj. Drafter: SLM SYM REVISION BY APPROVED DATE SYM REVISION BY APPROVED DATE RELOCATE DOGHOUSE TO BUILDING 9-53 33447-05 SITTS BRL 01.19.18 ACCEPTABILITY THIS DESIGN AND/OR SPECIFICATION IS APPROVED APPROVED BY DEPT. DATE DRAWN S. McCarthy CHECKED B. Labrecque ENGINEER B. Labrecque CHECKED B. Leslie APPROVED DATE 08.09.17 08.09.17 SUBTITLE WALL SECTIONS CURRENT REVISION 33447-05 SYMBOL DATE 01.19.18 08.09.17 08.09.17 APPROVED TITLE ARCHITECTURAL RELOCATE DOGHOUSE TO BUILDING 9-53 BUILDING 09-53 DEV. CENTER, WA SHEET TWRA200 JOB NO. 33447-05 COMP NO. DWG NO. 09-053—TWRA200 PVC ROOFING MEMBRANE — WRAP TO EXTERIOR OF PANEL FACE COVER BOARD RIGID INSULATION, SECURELY FASTENED (R-46.5 AVERAGE) (5 1/2" MIN. 10 1/2" MAX. THICKNESS) METAL DECK PER STR. DWGS. VAPOR BARRIER (SEAL EDGES) - SPRAY APPLIED VAPOR BARRIER - W12 BEAM PER STR. DWGS. 6" METAL STUDS AT 16" O.C. GOOF EDGE DETAIL PVC FLASHING STRIP, HOT AIR WELDED TREATED WOOD NAILERS AS REQUIRED, TO MATCH HEIGHT OF INSULATION AND COVER BOARD PRE -FINISHED METAL FASTENED 4" 0.C. PER MANUFACTURER'S RECOMMENDATIONS CONTINUOUS METAL CLEAT (22 GA. MIN.) — SECURED AS REQUIRED MULTI—PURPOSE TAPE 12 GA. STAINLESS STEEL HIDDEN FASTENER CLIP/PANEL/SUPPORT SET IN BUYTL SEALANT 1/4" 14 HEX HEAD FASTENERS WITHOUT WASHERS -INSULATED METAL WALL PANEL SYSTEM (R-30) 7/8" HORIZ. HAT CHANNELS AT 4'-0" 0.C. MAX. 1 SCALE: 3"=1'-0" FILL STUD WALL CAVITIES WITH ACOUSTIC FILL / INSULATION TO ACHIEVE STC -51 RATING 3 5/8" STEEL STUDS (1) LAYER OF 5/8" TYPE "X" GYPSUM WALL BOARD AT BACK SIDE OF STUD WALL FOIL SHALL BE LAPPED/CONTINUOUS AT WALL/FLOOR TRANSITION - WALL 3ETAIL 1 1 lJ J -(2) LAYERS OF 5/8" TYPE "X" GYPSUM WALL BOARD—STAGGER JOINTS, TYPICAL AT INTERIOR OF ROOMS EMI—SHIELD AL5 5 MIL ALUMINUM FOIL — INSTALL PER MANUFACTURER'S RECOMMENDATIONS VCT FLOORING /OVER PLYWOOD S 4" TOTAL THICKNESS CONCRETE TOPPED METAL DECK 2" GAP SCALE: 3"=1'-0" REVISION BY APPROVED DATE SYM REVISION (3� \1iWRA500 BY TWRA160, TWRA110, TWRA111, TWRA200 TWRA500 APPROVED EXTEND ALL WALL SHEATHING AT INTERIOR ROOMS UP TO THE UNDERSIDE OF THE STEEL ROOF DECKING CUT GYPSUM WALL BOARD TO MATCH DECK PROFILE AROUND FLUTES PRE—FORMED FOAM RUBBER METAL DECK CLOSURE PIECE — MATCH PROFILE OF STEEL ROOF DECK ABOVE CONCRETE AND METAL DECK PER STR. DWGS. SPRAY—APPLIED INSULATION AT EDGE OF DECK EXPOSED FLOOR BOARD INSULATION (R-38) - FLON EDG SCALE: 3"=1'-0" 6" METAL STUDS AT 16" O.C: -INSULATED METAL WALL PANEL SYSTEM (R-30) L PROVIDE SHEET METAL SOFFIT BELOW INSULATION. DETAIL 7/8" HORIZ. HAT CHANNELS AT 4'-0" O.C. MAX. BASE ANGLE WITH MIN. 4 1/2" VERTICAL LEG FOR PANEL ATTACHMENT 1/4"x14 HEX HEAD FASTENERS WITHOUT WASHERS 12 GA. STAINLESS STEEL HIDDEN FASTENER CLIP/PANEL/SUPPORT SET IN BUYTL SEALANT PRE—FINISHED BASE TRIM POP RIVETS AT 12" 0.C. f-- FRP GRATING BEAM PER STR. DWGS. 'C' CHANNEL BETWEEN BEAMS FOR INSULATION SUPPORT 2 1 1/2" STEEL ROOF DECK PER GSN — ROOFING AND INSULATION NOT SHOWN FOR CLARITY (1) LAYER OF 5/8" TYPE "X" GYPSUM WALL BOARD AT BACK SIDE OF STUD WALL/CEILING - 3 5/8" STEEL STUD WALL FRAMING PER PLANS AND SECTIONS • WALL DETAIL I/ I/ // { W12x26 WIDE FLANGE STEEL ROOF BEAM PER PLAN (1) LAYER OF 5/8" TYPE "X" GYPSUM WALL BOARD AT BACK SIDE OF STUD WALL/CEILING \,7 r EMI—SHIELD AL5 5 MIL ALUMINUM FOIL — INSTALL PER MANUFACTURER'S / RECOMMENDATIONS ./ (2) LAYERS OF 5/8" TYPE "X" GYPSUM WALL BOARD—STAGGER JOINTS, TYPICAL AT INTERIOR OF ROOMS 3 5/8" STEEL STUD CEILING FRAMING PER PLANS AND SECTIONS (2) LAYERS OF 5/8" TYPE "X" GYPSUM WALL BOARD—STAGGER JOINTS, TYPICAL AT INTERIOR OF ROOMS SCALE: 3"=1'-0" DATE RELOCATE DOGHOUSE TO BUILDING 9-53 33447-05 SITTS BRL 01.19.18 ACCEPTABILITY THIS DESIGN AND/OR SPECIFICATION IS APPROVED DRAWN S. McCarthy APPROVED BY DEPT. DATE CHECKED B. Labrecque ENGINEER B. Labrecque (4 DATE 08.09.17 08.09.17 08.09.17 TWRA500 SUBTITLE REVIEWED FOR CODE COMPLIANCE APPROVED FEB 2 0 2818 City of Tukwila BUILDING DIVISION TWRA110, TWRA111, TWRA200 RE -ISSUE FOR PERMIT JANUARY 19, 2018 MISC. SECTIONS AND DETAILS TWRA500 SITTS & HILL ENGINEERS, INC. CIVIL • STRUCTURAL • SURVEYING 4815 CENTER STREET PHONE: (253) 474-9449 http://www.sitts-hill-engineers.com/ TACOMA, WA. 98409 FAX: (253) 474-9449 Project No.: 18000 Project Mgr.: BKL Proj. Engineer: BRL Proj. Drafter: SLM CURRENT REVISION 33447-05 SYMBOL DATE 01.19.18 CHECKED B. Leslie 08.09.17 APPROVED APPROVED TITLE ARCHITECTURAL RELOCATE DOGHOUSE TO BUILDING 9-53 BUILDING 09-53 DEV. CENTER, WA. SHEET TWRA500 JOB NO. 33447-05 COMP NO. DWG NO. 09-053—TWRA500 MASTIC SEALAN SPLICING CEMENT ROOF PLATE FASTENER INTO DECK (BOTH SIDES) T.P.O. SINGLE PLY ROOF MEMBRANE ON RIGID INSULATION BOARD. INSTALL PER ROOFING MANUFACTURER REQUIREMENTS METAL DECKING - VAPOR BARRIER j • VE\T PIPE/CO SCALE: 1 1/2" = 1'-0" VENT PIPE/CONDUIT AS OCCURS — SEE ROOF PLAN FOR LOCATIONS S.S. CLAMPING RING BONDING ADHESIVE DUIT FLASHI\G QUICKSEAM STRIP (BOTH SIDES) SHEET METAL PLATE AT THRU PENETRATIONS ETAIL \ TWRA501 1'-6" METAL DECKING VAPOR BARRIER ROUND DUCT/PIPE PER MECHANICAL 'OU\ D DJCT/PIDE FLASHI\G DETAIL SCALE: 1 1/2" = 1'-0" MASTIC SEALANT 1"x1/8" FLAT BAR RING CLAM P MIN. 24 GA. GALV. FLASHING 22 GA. SHT. METAL COLLAR TPO SINGLE PLY ROOF MEMBRANE ON RIGID INSULATION BOARD. INSTALL PER MANUFACTURERS REQUIREMENTS. \ TWRS500 REVIEV ED FOR CODE COMPLIANCE APPROVED FEB 2 0 2018 City of Tukwila BUILDING DIVISION RE -ISSUE FOR PERMIT JANUARY 19, 2018 0 6" 1 2 SCALE: 1 1/2"=1'-0" SITTS & HILL ENGINEERS, INC. CIVIL • STRUCTURAL • SURVEYING 4815 CENTER STREET 1 TACOMA, WA. 98409 PHONE: (253) 474-9449 1 FAX: (253) 474-9449 http://www.sitts-hill-engineers.com/ Project No.: 18000 Project Mgr.: BKL Proj. Engineer: BRL Proj. Drafter: SLM REVISION BY APPROVED DATE SYM REVISION BY APPROVED DATE RELOCATE DOGHOUSE TO BUILDING 9-53 33447-05 SITTS BRL 01.19.18 ACCEPTABILITY THIS DESIGN AND/OR SPECIFICATION IS APPROVED DRAWN S. McCarthy CHECKED B. Labrecque DATE 08.09.17 08.09.17 SUBTITLE MISC SECTIONS AND DETAILS CURRENT REVISION 33447-05 SYMBOL DATE 01.19.18 APPROVED BY DEPT. DATE ENCINEER B. Labrecque 08.09.17 CHECKED B. Leslie 08.09.17 APPROVED APPROVED TITLE ARCHITECTURAL RELOCATE DOGHOUSE TO BUILDING 9-53 BUILDING 09-53 DEV. CENTER, WA SHEET WRA501 JOB NO. 33447-05 COMP NO. DWG NO. 09-053-TWRA501 ROOM FINISH SCHEDULE MATERIAL OM RNoM ROOM NAME FLOOR NORTH EAST SOUTH WEST CEILING NOTES BASE WALL BASE WALL BASE WALL BASE WALL MAT'L HEIGHT 35C1 DOG HOUSE F-1 B-1 W-1 B-1 W-1 B-1 W-1 B-1 W-1 C-1 PER SECTIONS 1 35C2 EQUIPMENT CHAMBER F-1 B-1 W-1 B-1 W-1 B-1 W-1 B-1 W-1 C-2 9'-0" 1 35C3 EQUIPMENT CHAMBER F-1 B-1 W-1 B-1 W-1 B-1 W-1 B-1 W-1 C-2 9'-0" 1 — 00004 50000 STC 51 SOUND DOOR ROOM FINISH SCHEDULE NOTES: 1. FOR MATERIAL FINISH SCHEDULE SEE 3/TWRA350. ooN FI\ISH SC E ULE SCALE: NOT TO SCALE 1 TWRA10I TWRA350 MATERIAL FINISH SCHEDULE KEY MATERIAL FINISH NOTES NOTES ---BASE--- B-1 RESILIENT WALL BASE FACTORY FINISH (FF) FINISH HEAD JAMB THRESHOLD NUMBER SIZE ---FLOOR--- THICKNESS F-1 CONCRETE SEALER 35C1 3'-6" x 7-0" EF 1 3/4" HM P ---WALL--- W-1 GYPSUM WALLBOARD (GWB) PAINT 1 — OOOOOOOOO STC 51 SOUND DOOR 35C2 ---CEILING--- C-1 EXPOSED CONSTRUCTION PAINT SEE SHEET, TWRA1B FOR PAINT SPECIFICATIONS C-2 GYPSUM WALLBOARD (GWB) PAINT SEE SHEET, TWRA1B FOR PAINT SPECIFICATIONS 2 V1ATE IAL FI \ I S SCHEIUL SCALE N.T.S. NJRA350 ABBREVIATIONS: HM = HOLLOW METAL (COORDINATE WITH BOEING AND MATCH EXISTING) P = PAINT PER BOEING SPECIFICATIONS (SEE SHEET TWRA1B) ]00SCHEDLL SCALE: NOT TO SCALE PER SCHEDULE PER SCHEDULE j EMPTY CONDUIT PATHWAY FROM MIDDLE DOOR HINGE TO LOCKSET—SEE ELECTRICAL DWGS. CV 2" EF (FLUSH DOOR) REVISION BY APPROVED DATE SYM REVISION BY APPROVED DATE RELOCATE DOGHOUSE TO BUILDING 9-53 33447-05 SITTS BRL 01.19.18 ACCEPTABILITY THIS DESIGN AND/OR SPECIFICATION IS APPROVED DRAWN S. McCarthy APPROVED BY DEPT. DATE CHECKED B. Labrecque ENGINEER B. Labrecque CHECKED B. Leslie APPROVED DATE 08.09.17 08.09.17 08.09.17 08.09.17 FRAME TYPE 1 SUBTITLE NOTES: 1. MAXIMUM EFFORT TO OPERATE DOORS SHALL NOT EXCEED 15.0 LBS. (PER IBC). 2. ALL METAL SOUND DOORS SHALL BE 14/16 GAUGE DOORS WITH 14 GAUGE WELDED FRAMES AND FULL GROUTED FRAMES WITH USG—STRUCTO—LITE BASECOAT PLASTER. 3. DOOR SIZES INDICATED ARE NOMINAL DIMENSIONS. 4. MOUNTING HEIGHTS OF DOOR OPERATION HARDWARE SHALL COMPLY WITH IBC. 5. DOOR OPERATIONS AND DOOR HARDWARE SHALL COMPLY WITH IBC SECTION 1010. 6. DOOR EDGES TO MATCH FINISHES OF DOOR SURFACE. 7. MOUNT CLOSER ON INSIDE OF SECURED SPACE. 8. SEE DOOR HARDWARE SCHEDULE, SHEET TWRA1B. 9. U—VALUE = 0.37 MAXIMUM. 10. PROVIDE (2) 14 GA JAMB STUDS AND A (4) PIECE 14 GA HEADER AT EACH SOUND DOOR. l REVIEWED FOR CODE COMPLIANCE APPROVED FEB 20 2018 City of Tukwila BUILDING DIVISION RE -ISSUE FOR PERMIT JANUARY 19, 2018 SCHEDULES SITTS & HILL ENGINEERS, INC. CIVIL • STRUCTURAL • SURVEYING 4815 CENTER STREET 1 PHONE: (253) 474-9449 1 TACOMA, WA. 98409 FAX: (253) 474-9449 http://ww.v.sitts-hill-engineers.com/ Project No.: 18000 Project Mgr.: BKL Proj. Engineer: BRL Proj. Drafter: SLM CURRENT REVISION 33447-05 SYMBOL DATE 01.19.18 APPROVED TITLE ARCHITECTURAL RELOCATE DOGHOUSE TO BUILDING 9-53 BUILDING 09-53 DEV. CENTER, WA. SHEET TWRA350 JOB NO. 33447-05 COMP NO. DWG NO. 09-053—TWRA350 FRAME HARDWARE GROUP DETAILS NOTES DOOR TYPE MATERIAL FINISH HEAD JAMB THRESHOLD NUMBER SIZE TYPE THICKNESS MATERIAL FINISH �A NG 35C1 3'-6" x 7-0" EF 1 3/4" HM P — 1 HM P 1 — OOOOOOOOO STC 51 SOUND DOOR 35C2 3'-0" x T-0" EF 1 3/4" HM P — 1 HM P 2 — 00000000 STC 51 SOUND DOOR 35C3 3'-0" x 7'-0" EF 1 3/4" HM P — 1 HM P 2 — 00004 50000 STC 51 SOUND DOOR ABBREVIATIONS: HM = HOLLOW METAL (COORDINATE WITH BOEING AND MATCH EXISTING) P = PAINT PER BOEING SPECIFICATIONS (SEE SHEET TWRA1B) ]00SCHEDLL SCALE: NOT TO SCALE PER SCHEDULE PER SCHEDULE j EMPTY CONDUIT PATHWAY FROM MIDDLE DOOR HINGE TO LOCKSET—SEE ELECTRICAL DWGS. CV 2" EF (FLUSH DOOR) REVISION BY APPROVED DATE SYM REVISION BY APPROVED DATE RELOCATE DOGHOUSE TO BUILDING 9-53 33447-05 SITTS BRL 01.19.18 ACCEPTABILITY THIS DESIGN AND/OR SPECIFICATION IS APPROVED DRAWN S. McCarthy APPROVED BY DEPT. DATE CHECKED B. Labrecque ENGINEER B. Labrecque CHECKED B. Leslie APPROVED DATE 08.09.17 08.09.17 08.09.17 08.09.17 FRAME TYPE 1 SUBTITLE NOTES: 1. MAXIMUM EFFORT TO OPERATE DOORS SHALL NOT EXCEED 15.0 LBS. (PER IBC). 2. ALL METAL SOUND DOORS SHALL BE 14/16 GAUGE DOORS WITH 14 GAUGE WELDED FRAMES AND FULL GROUTED FRAMES WITH USG—STRUCTO—LITE BASECOAT PLASTER. 3. DOOR SIZES INDICATED ARE NOMINAL DIMENSIONS. 4. MOUNTING HEIGHTS OF DOOR OPERATION HARDWARE SHALL COMPLY WITH IBC. 5. DOOR OPERATIONS AND DOOR HARDWARE SHALL COMPLY WITH IBC SECTION 1010. 6. DOOR EDGES TO MATCH FINISHES OF DOOR SURFACE. 7. MOUNT CLOSER ON INSIDE OF SECURED SPACE. 8. SEE DOOR HARDWARE SCHEDULE, SHEET TWRA1B. 9. U—VALUE = 0.37 MAXIMUM. 10. PROVIDE (2) 14 GA JAMB STUDS AND A (4) PIECE 14 GA HEADER AT EACH SOUND DOOR. l REVIEWED FOR CODE COMPLIANCE APPROVED FEB 20 2018 City of Tukwila BUILDING DIVISION RE -ISSUE FOR PERMIT JANUARY 19, 2018 SCHEDULES SITTS & HILL ENGINEERS, INC. CIVIL • STRUCTURAL • SURVEYING 4815 CENTER STREET 1 PHONE: (253) 474-9449 1 TACOMA, WA. 98409 FAX: (253) 474-9449 http://ww.v.sitts-hill-engineers.com/ Project No.: 18000 Project Mgr.: BKL Proj. Engineer: BRL Proj. Drafter: SLM CURRENT REVISION 33447-05 SYMBOL DATE 01.19.18 APPROVED TITLE ARCHITECTURAL RELOCATE DOGHOUSE TO BUILDING 9-53 BUILDING 09-53 DEV. CENTER, WA. SHEET TWRA350 JOB NO. 33447-05 COMP NO. DWG NO. 09-053—TWRA350 RFS161 S400 121' DIA OPENING (E) W6, TYP 3x1 /4 LLV C4x5.4 RFS161 r.I HI I ill III i H I 111 H_[ ih 11 1111111111 1 1111i.IllliTT iifli 11111111111'III1111 1TA ! ill f ; 11_ _11L_. IIIc, III.1I II II I illi i 11111 1`11111 1 1[Il 11:1111 : it ii 111::111::111::11111 111111 111: i1! .i11TH 1:111111111;111;:1111111 RFS161 S400 ENLARGED ROOF FRAMING PLAN RFS161 S451 QFLOOR FRAMING PLAN RFS161 11NRS110 QROOF FRAMING PLAN RFS161 iWRS160 PARTIAL PLA\ VIEW SCALE: 1/8" = 1'-0" LEGE DETAIL OR SECTION NUMBER GO TO THIS SHEET FOR DETAIL OR SECTION SHEET WHERE CUT FROM GE\PAL \OTES THE FOLLOWING NOTES APPLY UNLESS INDICATED OTHERWISE: CODE: INTERNATIONAL BUILDING CODE, 2009 EDITION. STRUCTURAL STEEL: ALL STEEL ASTM A992, Fy = 50 KSI, EXCEPT HOLLOW STRUCTURAL SECTIONS TO BE ASTM A500, Fy = 46 KSI, AND PLATES, ANGLES, CHANNELS AND BARS TO BE ASTM A36, Fy = 36 KSI. SPECIAL INSPECTION REQUIRED. FABRICATION AND ERECTION PER AISC SPECIFICATIONS. SUBMIT SHOP DRAWINGS. WELDING PER AWS D1.1. MINIMUM SIZE WELDS 3/16" CONTINUOUS FILLET. WELDERS CERTIFIED PER WABO FOR ROD AND POSITION. MISCELLANEOUS: CONTRACTOR SHALL BE RESPONSIBLE FOR ALL REQUIRED SAFETY PRECAUTIONS AND THE METHODS, TECHNIQUES, AND SEQUENCES OR PROCEDURES REQUIRED TO PERFORM THE WORK. IF ANY ERROR OR OMISSION APPEARS IN THESE DRAWINGS, SPECIFICATIONS, OR OTHER DOCUMENTS, THE CONTRACTOR SHALL NOTIFY THE ARCHITECT IN WRITING OF SUCH OMISSION OR ERROR BEFORE PROCEEDING WITH THE WORK, OR ACCEPT FULL RESPONSIBILITY FOR THE COST TO RECTIFY SAME. THE ENGINEER HAS NOT BEEN RETAINED TO PROVIDE DESIGN AND/OR CONSTRUCTION REVIEW SERVICES RELATED TO THE CONTRACTOR'S SAFETY PRECAUTIONS OR THE MEANS, METHODS, TECHNIQUES, SEQUENCES OR PROCEDURES FOR THE CONTRACTOR TO PERFORM THEIR WORK. VERIFY AND COORDINATE OPENINGS IN FLOORS, WALLS AND ROOF WITH THE ARCHITECTURAL DRAWINGS. REFER TO ARCHITECTUAL DRAWINGS FOR OTHER WALLS, FINISHES, AND DIMENSIONS. REFER TO MECHANICAL AND ELECTRICAL DRAWINGS FOR SIZE AND LOCATION OF DUCT OPENINGS, PIPING, CONDUITS, ETC, NOT SHOWN. SHOP DRAWINGS SHALL BE SUBMITTED AND REVIEWED PRIOR TO FABRICATION. REFER TO SPECIFICATIONS FOR INFORMATION NOT CONTAINED IN THESE GENERAL NOTES. EFE CE IIHAWI\GS CO\STUCTIO\ \OTES DD OA 16 24 — MUM 1151111111111 SCALE: 1/8"= CODE COMPLIANCE APPROVED FEB 2 0 2018 City of Tukwila BUILDING DIVISION RFS 63 RFS160 RFS164 RE -ISSUE FOR PERMIT JANUARY 19, 2018 RFS161 RFS162 BUILDING 09-053.2 SECOND LEVEL KEY PLAN SCALE N.T.S. ASBESTOS NOTIFICATION: A good faith survey of the bugding has been conducted and no asbestos containing material was discovered within this budding. SITTS & HILL ENGINEERS, INC. CIVIL • STRUCTURAL • SURVEYING 4815 CENTER STREET 1 TACOMA, WA. 98409 PHONE: (253) 474-9449 1 FAX: (253) 474-9449 http://wrww.sitts-h ilI-engineers.coml Project No.: 18000 Project Mgr.: BKL Proj. Engineer: BRL Proj. Drafter: SLM SYM REVISION BY APPROVED DATE SYM REVISION BY APPROVED DATE A B ACAL/ASIC LAB RELOCATION RECORD DRAWING RELOCATE DOGHOUSE TO BUILDING 9-53 12787 12787 33447-05 ABKJ ABKJ SITTS BRL 07.12.12 08.13.13 01.19.18 ACCEPTABILITY THIS DESIGN AND/OR SPECIFICATION IS APPROVED DRAWN JK DATE 07.12.12 CHECKED SUBTITLE FRAMING PLAN - ROOF CURRENT REVISION 33447-05 SYMBOL 3 DATE 01.19.18 APPROVED BY DEPT. DATE ENGINEER NT 07.12.12 CHECKED APPROVED APPROVED TITLE RELOCATE DOGHOUSE TO BUILDING 9-53 STRUCTURAL MASTER BUILDING 09-53 COL. DEV. CENTER, WA SHEET RFS161 JOB NO. 12787 COMP NO. DWG NO. 09-053—RFS161 AGEHRKE: 7/19/2013 4:23:12 PM GENERAL STRUCTURAL NOTES (GSN) BUILDING CODE AND SPECIFICATIONS: 2015 EDITION OF THE INTERNATIONAL BUILDING CODE (IBC), WITH CITY OF TUKWILA AMENDMENTS SHALL BE USED AND SUPPLEMENTED WITH ASCE 7-10. (AISC) MANUAL OF STEEL CONSTRUCTION - 14TH EDITION. (AWS) STRUCTURAL WELDING CODE / STEEL - AWS D1.1-11. CONCRETE (ACI 318)-11. REINFORCING 2004 ACI DETAILING MANUAL (ACI SP -66). AMERICAN SOCIETY OF TESTING AND MATERIALS (ASTM) STANDARDS. LOADS: PLATFORM LOADING: LIVE LOAD = 100 PSF CONCENTRATED LIVE LOAD = 1,000 LB OVER 2.5 FT BY 2.5 FT. STAIR LIVE LOAD = 60 PSF OR 300 LB AT ANY LOCATION (WHICHEVER IS GREATER) SEISMIC COEFFICIENTS FOR LATITUDE. 47.5163 DEGREES, LONGITUDE -122.2986 DEGREES AND SITE CLASS "D", BUILDING DESIGN CATEGORY "0": Ss = 1.515, S1 = 0.573 Sds = 1.010, Sd1 = 0.573 Cs = 0.311 (STRENGTH LEVEL LOADING) R = 3.25 (ORDINARY STEEL CONCENTRICALLY BRACED FRAME) ROOF LOADING: ROOF LIVE LOAD = 20 PSF ROOF SNOW LOAD = 25 PSF (NON-REDUCIBILE) ROOF COLLATERAL DEAD LOAD = 15 PSF WIND LOAD = 110 MPH, WIND EXPOSURE = C (FOR ROOFTOP STRUCTURES AND EQUIPMENT) RISK CATEGORY = II WIND TOPOGRAPHICAL FACTOR, Kzt = 1.0 CONCRETE: MINIMUM 28 -DAY STRENGTH, f'c SHALL BE 4,000 PSI. ALL CONCRETE CONSTRUCTION SHALL CONFORM TO ACI. MECHANICALLY VIBRATE ALL CONCRETE WHEN PLACED, EXCEPT THAT SLABS ON GRADE NEED BE VIBRATED ONLY AT TRENCHES, FLOOR DUCTS, TURNDOWNS, ETC. MAXIMUM SLUMP IS 4 1/2" FOR CONCRETE WITHOUT PLASTICIZER. IF PLASTICIZER IS USED, A HIGHER FINAL SLUMP MAY BE ALLOWED UPON STRUCTURAL ENGINEER'S APPROVAL. MAXIMUM WATER/CEMENT RATIO (W/C) SHALL BE 0.45. COURSE AGGREGATE MATERIAL SHALL BE 3/4" MINUS, WELL GRADED. UNLESS APPROVED OTHERWISE IN WRITING BY THE STRUCTURAL ENGINEER, ALL CONCRETE SLABS ON GRADE SHALL BE BOUND BY CONTROL JOINTS AS SHOWN ON THE SLAB PLAN. PROVIDE AIR ENTRAINMENT (5% +/- 1%) IN CONCRETE EXPOSED TO FREEZE -THAW ACTION. FLY ASH SHALL BE LIMITED TO 15% OF CEMENTITIOUS MATERIALS AND SHALL HAVE A REPLACEMENT FACTOR OF 1.2 RELATIVE TO CEMENT REPLACED. NO FLY ASH ADDITIVES SHALL BE USED IN FLATWORK. REINFORCING: USE ASTM A615, GRADE 60 (Fy = 60 KSI) FOR ALL DEFORMED REINFORCING, U.N.O. WHERE SHOWN ON DRAWINGS, ALL GRADE 60 REINFORCING TO BE WELDED SHALL BE ASTM A706. NO TACK WELDING OF REINFORCING BARS IS ALLOWED WITHOUT PRIOR REVIEW OF PROCEDURE WITH THE STRUCTURAL ENGINEER. CLEAR CONCRETE COVERAGES SHALL BE AS FOLLOWS: CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH EXPOSED TO EARTH OR WEATHER 16 OR LARGER /5 AND SMALLER - FLAT SLAB ALL OTHER PER A.C.I. 318 3" • 2" • 1 1/2" • 3/4" LAP SPLICES IN CONCRETE: LAP SPLICES, U.N.O., SHALL BE CLASS "8" TENSION LAP SPLICES PER ACI 318. STAGGER SPLICES A MINIMUM OF ONE LAP LENGTH. ALL REINFORCING SHALL BE CHAIRED TO ENSURE PROPER CLEARANCES. SUPPORT OF FOUNDATION REINFORCING MUST PROVIDE ISOLATION FROM MOISTURE/ CORROSION. ALL SPLICE LOCATIONS SUBJECT TO APPROVAL BY THE STRUCTURAL ENGINEER. PROVIDE BENT CORNER BARS TO MATCH AND LAP WITH HORIZONTAL BARS AT ALL CORNERS AND INTERSECTIONS PER TYPICAL DETAILS. REINFORCING BAR SPACING GIVEN ARE MAXIMUM ON CENTERS. ALL BARS PER ACI SP -66. DOWEL ALL VERTICAL REINFORCING TO FOUNDATION WITH STANDARD 90 -DEGREE HOOKS, U.N.O. SECURELY TIE ALL BARS IN LOCATION BEFORE PLACING CONCRETE. CONCRETE/SEALING COMPOUND: CONCRETE CURING AND SEALING COMPOUNDS SHALL BE ASHFORD FORMULA BY CURECRETE DISTRIBUTION. APPLY PER MANUFACTURER'S RECOMMENDATIONS. DRYPACK: DRYPACK SHALL BE 5,000 -PSI NON -SHRINK GROUT, FIVE STAR OR ACCEPTED SUBSTITUTION. INSTALL DRYPACK UNDER BEARING PLATES BEFORE FRAMING MEMBER IS INSTALLED. AT COLUMNS, INSTALL DRYPACK UNDER BASE PLATES AFTER COLUMN HAS BEEN PLUMBED BUT PRIOR TO STRUCTURE INSTALLATION. FLOWABLE GROUT: FLOWABLE GROUT SHALL BE 5,000 -PSI NON SHRINK GROUT, FIVE STAR OR ACCEPTED SUBSTITUTION. GROUT SHALL BE MIXED PER MANUFACTURER'S SPECIFICATIONS FOR "FLOWABLE" CONSISTENCY. CONCRETE SLAB JOINT PROTECTION: JOINT PROTECTION SHALL BE PER SPECIFICATIONS, PLANS AND DETAILS. RECOMMENDATIONS. BONDING AGENT AND CORROSION PROTECTION: A BONDING AGENT SHALL BE APPLIED TO EXISTING CONCRETE SURFACES WHERE NEW CONCRETE IS TO BE PLACED. USE "SIKA" ARMATEC 100 EPOCHEM BONDING AGENT AND REINFORCEMENT PROTECTION, OR ACCEPTED SUBSTITUTION. PREPARE THE EXISTING CONCRETE SURFACES AND APPLY THE BONDING AGENT PER THE MANUFACTURER'S INSTRUCTIONS. CONCRETE REPAIR: AT EXISTING SLAB LOCATIONS WHERE THE SLAB SHOWS SIGNS OF SPALLING, CHIPPING OR DAMAGE, PROVIDE THE FOLLOWING REPAIR: 1. THE DAMAGED AREA SHALL BE CHIPPED AWAY OR SAWCUT AS REQUIRED TO PROVIDE A VERTICAL FACE ON ALL EDGES WITH A MINIMUM DEPTH OF 1/8" THROUGHOUT. 2. CLEAN THE DAMAGED AREA AND PROVIDE A PRIMER/SCRUB COAT OF SIKATOP 122 PLUS OR ACCEPTED SUBSTITUTION. 3. A REPAIR COAT OF SIKATOP 122 PLUS OR ACCEPTED SUBSTITUTION SHALL THEN BE ADDED TO FILL IN THE DAMAGED AREAS OF CONCRETE. 4. INSTALL PER MANUFACTURER'S RECOMMENDATIONS. GRATING: GRATING SHALL BE 2" DEEP MOLDED FIBERGLASS REINFORCED PLASTIC (FRP) AS MANUFACTURED BY FIBERGRATE OR PRE -APPROVED EQUIVALENT. GRATING SHALL HAVE A 2"x2" SQUARE MESH PATTERN. GRATING SHALL BE CAPABLE OF SUPPORTING A 100 PSF DISTRIBUTED LIVE LOAD AT THE CLEAR SPANS (NOT CENTER TO CENTER SPANS) AS INDICATED ON THE DRAWINGS. STAIR TREADS SHALL BE FIBERTREAD PANELS AS MANUFACTURED BY FIBERGRATE OR PRE -APPROVED EQUIVALENT. ATTACHMENT OF GRATING TO SUPPORTING STRUCTURAL MEMBERS SHALL BE WITH TYPE M HOLD DOWN CLIPS AS MANUFACTURED BY FIBERGRATE OR PRE -APPROVED EQUIVALENT. SURFACE OF GRATING SHALL HAVE AN INTEGRATED APPLIED GRIT TOP SURFACE FOR SLIP RESISTANCE. STRUCTURAL STEEL: GENERAL ALL PIPE STEEL SHALL BE ASTM A501 (Fy = 36 KSI) OR ASTM A53, TYPE E OR S, GRADE B (Fy = 35 KSI). ALL HOLLOW SQUARE STEEL SHALL BE ASTM A500 (Fy = 46 KSI). ALL WIDE FLANGE STEEL SHALL BE ASTM A572, GRADE 50, OR A992, GRADE 50 (Fy = 50 KSI). ALL MISCELLANEOUS STEEL AND STRUCTURAL STEEL SHAPES NOT SPECIFIED ABOVE SHALL BE ASTM A36 (Fy = 36 KSI) UNLESS NOTED OTHERWISE. ALL BOLTS SHALL BE ASTM A325N, UNLESS NOTED OTHERWISE AND SHALL BE INSTALLED AS BEARING -TYPE CONNECTIONS WITH THREADS INCLUDED IN SHEAR PLANE (I.E. A TYPE "N" CONNECTION), UNO. BOLTS SHALL BE TIGHTENED TO A SNUG -TIGHT CONDITION USING ANY AISC APPROVED METHOD. ALL HIGH-STRENGTH BOLTING SHALL BE PERIODICALLY INSPECTED BY AN INDEPENDENT TESTING LABORATORY. ALL ANCHOR RODS SHALL BE ASTM F1554 GRADE 55, U.N.O. STANDARD HOLES SHALL BE USED UNLESS OVERSIZE OR SLOTTED HOLES ARE SPECIFICALLY NOTED. HARDENED WASHERS SHALL BE PROVIDED AT ALL OVERSIZE OR SLOTTED HOLES. SHOP DRAWINGS OF ALL STRUCTURAL STEEL SHALL BE SUBMITTED TO THE STRUCTURAL ENGINEER FOR REVIEW PRIOR TO CONSTRUCTION. SEE "SHOP DRAWINGS" SECTION BELOW. ALL STEEL CONSTRUCTION SHALL BE PER AISC. ALL WELDING SHALL BE PERFORMED BY WELDERS HOLDING VALID CERTIFICATES AND HAVING CURRENT EXPERIENCE IN THE TYPE OF WELD SHOWN ON THE DRAWINGS OR NOTES. CERTIFICATES SHALL BE THOSE ISSUED BY AN ACCEPTED TESTING AGENCY. ALL WELDING DONE BY E70 SERIES LOW HYDROGEN RODS, U.N.O. FOR GRADE 60 REINFORCING BARS, USE E90 SERIES. ALL WELDING PER AWS STANDARDS. THESE DRAWINGS DO NOT DISTINGUISH BETWEEN SHOP AND FIELD WELDS; THE CONTRACTOR MAY SHOP WELD OR FIELD WELD AT THEIR DISCRETION. SHOP WELDS AND FIELD WELDS SHALL BE SHOWN ON THE SHOP DRAWINGS SUBMITTED FOR REVIEW. ALL FULL (COMPLETE) PENETRATION WELDS SHALL BE TESTED AND CERTIFIED BY AN INDEPENDENT TESTING LABORATORY. ALL WELDING FOR MEMBERS AND CONNECTIONS OF THE SEISMIC FORCE RESISTING SYSTEM SHALL BE MADE WITH FILLER METAL PRODUCTIVE WELDS WITH A MINIMUM CHARPY V -NOTCH TOUGHNESS OF 20 FT -LBF A 0 DEGREES F AS DETERMINED BY THE APPLICABLE AWS A5 CLASSIFICATION. ATTACHMENT TO BUILDING COLUMNS: ALL ATTACHMENTS TO THE EXISTING AND MODIFIED BUILDING COLUMNS SHALL BE BY WELDING OR CLAMPS. DO NOT DRILL OR PENETRATE THESE COLUMNS. CONTRACTOR SHALL COMPLETE ACCEPTABLE ATTACHMENTS BEFORE COLUMNS ARE PAINTED OR PROVIDE TOUCH-UP PAINT AFTER CONNECTION IS COMPLETE. ADHESIVE ANCHORS IN CONCRETE: ALL ADHESIVE ANCHORS SHALL HAVE CURRENT ICC APPROVAL FOR MATERIAL INTO WHICH INSTALLATION TAKES PLACE, SUCH AS HILTI HY200-R (ICC ESR -3187) OR APPROVED EQUIVALENT. THREADED RODS SHALL BE GALVANIZED OR STAINLESS STEEL. EXPANSION BOLTS IN CONCRETE: ALL EXPANSION BOLTS SHALL HAVE CURRENT ICC APPROVAL FOR MATERIAL INTO WHICH INSTALLATION TAKES PLACE, SUCH AS HILTI KWIK BOLT TZ (ICC ESR -1917) OR APPROVED EQUIVALENT. BOLTS SHALL BE GALVANIZED OR STAINLESS STEEL. SLOTTED CHANNEL FRAMING: SLOTTED CHANNEL FRAMING MEMBERS AND CONNECTORS SHALL BE BY UNISTRUT, COOPER B- LINE, OR ACCEPTED SUBSTITUTION. PART NUMBERS INDICATED ON THE DRAWINGS ARE UNISTRUT NUMBERS. TIGHTEN BOLTS TO 50 FT -LBS OF TORQUE FOR RESISTANCE TO SLIP FOR 1/2"-13 BOLTS. CHANNEL FLOOR PLANKS AND STAIR TREADS: CHANNEL FLOOR PLANKS SHALL BE 2 INCH CHANNEL HEIGHT x 12" WIDE x 13 GAGE "TRACTION TREAD" PLANKS BY "BROWN-CAMPELL COMPANY" (CONTACT 1-800-472-8464) OR ACCEPTED SUBSTITUTION. ATTACH TO STEEL FRAMING WITH A MINIMUM OF (2) 3/8" DIAMETER CARRIAGE BOLTS AT EACH END OF EACH PLANK OR APPROVED EQUIVALENT METHOD. STEEL COATINGS: ALL EXPOSED STEEL SHALL BE COATED AS FOLLOWS: EXPOSED INTERIOR STRUCTURAL STEEL A. SURFACE PREPARATION: IN ACCORDANCE WITH SSPC-SP1 AND SSPC-SP2, MINIMUM. 8. PRIMER: ONE (1) 3.0 MIL DRY FILM THICKNESS (DFT) COAT KEM KROMIC UNIVERSAL METAL PRIMER BY SHERWIN-WILLIAMS OR PRE -APPROVED EQUIVALENT C. PAINT: TWO (2) 3.0 MIL DFT COATS INDUSTRIAL ENAMEL BY SHERWIN-WILLIAMS OR PRE -APPROVED EQUIVALENT. D. COLOR: BLUE TO MATCH EXISTING. VERIFY COLOR WITH BOEING. EXPOSED EXTERIOR STRUCTURAL STEEL: A. SURFACE PREPARATION: IN ACCORDANCE WITH SSPC-SP2, MINIMUM. B. PRIMER: ONE (1) 3.0 MIL DRY FILM THICKNESS (DFT) COAT SEAGUARD UNIVERSAL PRIMER BY SHERWIN-WILLIAMS OR PRE -APPROVED EQUIVALENT. C. PAINT: TWO (2) 3.0 MIL DFT COATS SEAGUARD 1000 MARINE ENAMEL BY SHERWIN-WILLIAMS OR PRE -APPROVED EQUIVALENT. D. COLOR: VERIFY COLOR WITH BOEING. EXPOSED EXTERIOR GALVANIZED STEEL: A. ALL EXTERIOR STEEL SPECIFIED TO BE GALVANIZED SHALL BE PAINTED. NO UNPAINTED GALVANIZED STEEL EXPOSED TO WEATHER SHALL BE PERMITTED. B. SURFACE PREPARATION: IN ACCORDANCE WITH SSPC-SP1, MINIMUM. C. PRIMER: ONE (1) 3.0 MIL DRY FILM THICKNESS (DFT) COAT UNI -BOND DF SERIES 115 BY TNEMEC OR PRE -APPROVED EQUIVALENT. D. PAINT: TWO (2) 3.0 MIL DFT COATS COAT UNI -BOND DF SERIES 115 BY TNEMEC OR PRE -APPROVED EQUIVALENT. E. COLOR: MATCH EXISTING PAINTED STEEL ON THE 9-53 BUILDING. VERIFY COLOR WITH BOEING. HANDLING: AFTER SHOP FABRICATION AND COATING, STRUCTURAL STEEL MEMBERS SHALL BE HANDLED WITH SUFFICIENT CARE TO MINIMIZE DAMAGE DURING SHIPMENT. SUFFICIENT DUNNAGE SHALL BE USED TO PREVENT ANY RUBBING OF STEEL TO STEEL. OTHER EXPOSED METAL: NO GALVANIZED, ZINC, OR COPPER CONTAINING MATERIALS WHICH ARE EXPOSED TO WEATHER (RAIN) SHALL BE PERMITTED. GALVANIZED STRUCTURAL OR NON-STRUCTURAL STEEL MAY BE PAINTED AS DESCRIBED IN THE "EXPOSED EXTERIOR GALVANIZED STEEL" SECTION OF THE GENERAL STRUCTURAL NOTES. ALL OTHER GALVANIZED, ZINC, OR COPPER CONTAINING MATERIALS SHALL BE COATED OR ENCLOSED TO PREVENT EXPOSURE TO WEATHER AND CONTACT WITH WATER. IF EXPOSED GALVANIZED, ZINC, OR COPPER CONTAINING MATERIALS ARE EXPOSED TO WEATHER, CONTACT THE OWNER/ENGINEER AND REQUEST DIRECTION AS TO HOW TO PROCEED. STEEL ROOF DECK: DECK SHALL BE 1 1/2" DEEP, 36" WIDE, 22 GAGE, G60 GALVANIZED STEEL, WITH MINIMUM YIELD STRESS OF 40 KSI, WITH MINIMUM S = 0.185 IN3 AND I = 0.180 IN4 PER FOOT OF WIDTH. DECK SHALL BE ERECTED IN ACCORDANCE WITH MANUFACTURER'S RECOMMENDATIONS AS (3) SPAN MINIMUM AND SHALL BE ATTACHED FOR A MINIMUM DIAPHRAGM SHEAR CAPACITY OF 600 PLF. CONTRACTOR SHALL PROVIDE SUBMITTAL OF PROPOSED DIAPHRAGM ATTACHMENT THAT MEETS OR EXCEEDS THE ABOVE STATED CAPACITY PRIOR TO START OF CONSTRUCTION. SIDE SEAM ATTACHMENT SHALL BE PUNCHLOK CONNECTIONS AT 24" O.C. IN AREAS WHERE 3 -SPAN CONDITIONS ARE NOT POSSIBLE, CONTRACTOR SHALL NOTIFY ENGINEER AND SUBMIT HEAVIER GAGE DECK AS REQUIRED TO PROVIDE THE EQUIVALENT LOADING OF THE DECK UNDER A THREE SPAN CONDITION FOR REVIEW. FABRICATION AND ERECTION OF STEEL DECK SHALL BE PER THE LATEST EDITION OF IAPMO ES -0217 (VERCO DECK) OR ACCEPTED SUBSTITUTION. COMPOSITE FLOOR DECK: DECK SHALL BE 1 1/2" DEEP TYPE 'B' COMPOSITE, 36" WIDE, 20 GAGE PHOSPHATIZED STEEL, WITH MINIMUM YIELD STRESS OF 33 KSI, WITH MINIMUM S = 0.23 IN3 AND I = 0.20 IN4 PER FOOT OF WIDTH. DECK SHALL BE DEFORMED/INDENTED TO PROVIDE A MECHANICAL BOND WITH THE CONCRETE. DECK SHALL BE ERECTED IN ACCORDANCE WITH MANUFACTURER'S RECOMMENDATIONS AS 3 -SPAN MINIMUM USING THE FOLLOWING MINIMUM ATTACHMENTS: ATTACH DECK TO SUPPORTING MEMBERS WITH 4 PINS PER SHEET AT ENDS, END LAPS AND AT INTERMEDIATE SUPPORTS, AND AT 12" 0.C. AT PERIMETER BEAMS AND OPENING EDGES RUNNING PARALLEL TO THE DECK. SIDE SEAM ATTACHMENT SHALL BE BUTTON PUNCHES AT 24" O.C. AT CONTRACTOR'S OPTION, USE 1 1/2" SIDE SEAM WELDS AT 24" 0.C. ALL WELDING SHALL BE PERFORMED BY WELDERS EXPERIENCED IN LIGHT GAGE STEEL DECK WORK. DECK WELDING MAY BE ACHIEVED WITH E60 SERIES LOW HYDROGEN RODS. FABRICATION AND ERECTION OF STEEL DECK PER ICC ER NO. 2078. ALL PINS SHALL BE HILTI ENP -TYPE PINS PER I.C.C. REPORT ER -4373. SHOP DRAWINGS: SHOP DRAWINGS SHALL BE SUBMITTED FOR ALL STRUCTURAL ITEMS. THE CONTRACTOR SHALL REVIEW ALL SHOP DRAWINGS PRIOR TO SUBMITTAL. ITEMS NOT IN ACCORDANCE WITH CONTRACT DOCUMENTS SHALL BE FLAGGED UPON CONTRACTOR'S REVIEW. VERIFY ALL DIMENSIONS WITH OWNER. ANY CHANGES, SUBSTITUTIONS, OR DEVIATIONS FROM CONTRACT DOCUMENTS SHALL BE CLOUDED BY MANUFACTURER OR FABRICATOR. ANY OF THE AFOREMENTIONED WHICH ARE NOT CLOUDED OR FLAGGED BY SUBMITTING PARTIES, SHALL NOT BE CONSIDERED APPROVED AFTER ENGINEER'S REVIEW, UNLESS NOTED ACCORDINGLY. THE ENGINEER HAS THE RIGHT TO APPROVE OR DISAPPROVE ANY CHANGES TO CONTRACT DOCUMENTS AT ANY TIME BEFORE OR AFTER SHOP DRAWING REVIEW. THE SHOP DRAWINGS DO NOT REPLACE THE CONTRACT DOCUMENTS. ITEMS OMITTED OR SHOWN INCORRECTLY AND ARE NOT FLAGGED BY THE STRUCTURAL ENGINEER SHALL NOT BE CONSIDERED CHANGES TO CONTRACT DOCUMENTS. IT IS THE CONTRACTOR'S RESPONSIBILITY TO INSURE ITEMS ARE CONSTRUCTED TO CONTRACT DOCUMENTS. THE ADEQUACY OF ENGINEERING DESIGNS AND LAYOUT PERFORMED BY OTHERS RESTS WITH THE DESIGNING OR SUBMITTING AUTHORITY. REVIEWING IS INTENDED ONLY AS AN AID TO THE CONTRACTOR IN OBTAINING CORRECT SHOP DRAWINGS. RESPONSIBILITY FOR CORRECTNESS SHALL REST WITH THE CONTRACTOR. GENERAL: THE STRUCTURAL CONSTRUCTION DOCUMENTS REPRESENT THE FINISHED STRUCTURE. THEY DO NOT INDICATE THE METHOD OF CONSTRUCTION. THE CONTRACTOR SHALL PROVIDE ALL MEASURES NECESSARY TO PROTECT THE STRUCTURE DURING CONSTRUCTION. SUCH MEASURES SHALL INCLUDE, BUT ARE NOT LIMITED TO BRACING AND SHORING FOR LOADS DUE TO CONSTRUCTION EQUIPMENT, ETC. THE STRUCTURAL ENGINEER SHALL NOT BE RESPONSIBLE FOR THE CONTRACTOR'S MEANS, METHODS, TECHNIQUES, SEQUENCES OR PROCEDURE OF CONSTRUCTION, OR THE SAFETY PRECAUTIONS AND THE PROGRAMS INCIDENT THERETO (NOR SHALL OBSERVATION VISITS TO THE SITE INCLUDE INSPECTION OF THESE ITEMS). CONSTRUCTION MATERIALS SHALL BE SPREAD OUT IF PLACED ON FRAMED CONSTRUCTION. LOAD SHALL NOT EXCEED THE DESIGN LIVE LOAD PER SQUARE FOOT. WHERE REFERENCE IS MADE TO VARIOUS TEST STANDARDS OR MATERIALS, SUCH STANDARDS SHALL BE THE LATEST EDITION AND/OR ADDENDA. ESTABLISH AND VERIFY ALL OPENINGS AND INSERTS FOR MECHANICAL, PLUMBING AND ELECTRICAL WITH APPROPRIATE TRADES, DRAWINGS AND SUBCONTRACTORS PRIOR TO CONSTRUCTION. OPTIONS ARE FOR CONTRACTOR'S CONVENIENCE. IF AN OPTION IS CHOSEN, CONTRACTOR SHALL BE RESPONSIBLE FOR ALL NECESSARY CHANGES AND SHALL COORDINATE ALL DETAILS. NOTES AND DETAILS ON DRAWINGS SHALL TAKE PRECEDENCE OVER GENERAL STRUCTURAL NOTES AND TYPICAL DETAILS. WHERE NO DETAILS ARE SHOWN, CONSTRUCTION SHALL CONFORM TO SIMILAR WORK ON THE PROJECT. CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFICATION OF ALL DIMENSIONS WITH OWNER PRIOR TO START OF CONSTRUCTION. RESOLVE ANY DISCREPANCY WITH THE OWNER. TYPICAL DETAILS MAY NOT NECESSARILY BE CUT ON PLANS, BUT APPLY, U.N.O. WHERE DISCREPANCIES OCCUR BETWEEN PLANS, DETAILS, GENERAL STRUCTURAL NOTES AND/OR SPECIFICATIONS, THE GREATER REQUIREMENTS SHALL GOVERN. ANY ENGINEERING DESIGN, PROVIDED BY OTHERS AND SUBMITTED FOR REVIEW, SHALL BEAR THE SEAL OF A REGISTERED ENGINEER RECOGNIZED BY THE BUILDING CODE JURISDICTION OF THIS PROJECT. SPECIAL INSPECTION - STRUCTURAL ONLY: SPECIAL INSPECTION IS TO BE PROVIDED FOR THE ITEMS LISTED BELOW IN ADDITION TO THE INSPECTIONS CONDUCTED BY THE BUILDING SAFETY DEPARTMENT. "SPECIAL STRUCTURAL INSPECTION" SHALL NOT RELIEVE THE OWNER OR THEIR AGENT FROM REQUESTING THE CITY OR COUNTY INSPECTIONS REQUIRED BY SECTION 110.3 OF THE IBC. SPECIAL INSPECTION IS REQUIRED PER SECTIONS 1704 AND 1705 FOR THE FOLLOWING: 1. EARTHWORK: A) VERIFY FIRM AND UNYIELDING CONDITION OF EXISTING STRUCTURAL FILL PRIOR TO PLACEMENT OF CONCRETE. 2. CONCRETE: A) DURING THE TAKING OF TEST SPECIMENS. B) DURING THE PLACEMENT OF ALL REINFORCED CONCRETE, U.N.O. C) VERIFICATION OF CURING TEMPERATURE AND TECHNIQUE (PERIODIC). 3. BOLTS IN CONCRETE: A) DURING THE PLACEMENT OF CONCRETE AROUND BOLTS. 4. REINFORCING STEEL (PERIODIC): A) DURING THE PLACING OF REINFORCING STEEL FOR ALL CONCRETE REQUIRED TO HAVE SPECIAL INSPECTION NOTED ABOVE. 5. WELDING: A) VISUAL INSPECTION OF ALL FIELD WELDS. B) NON-DESTRUCTIVE TESTING OF ALL COMPLETE PENETRATION WELDS. 6. HIGH-STRENGTH BOLTING: A) VERIFICATION OF BOLT, NUT, AND WASHER MATERIAL (PERIODIC). B) VERIFICATION OF SNUG TIGHT BOLT INSTALLATION FOR A325N BOLTS (PERIODIC). C) VERIFICATION OF ALL SLIP -CRITICAL BOLTS. D) ALL HIGH-STRENGTH BOLTING SHALL BE INSPECTED BY AN INDEPENDENT TESTING LABORATORY. 7. DUTIES AND RESPONSIBILITIES OF THE SPECIAL INSPECTOR: A) THE SPECIAL INSPECTOR SHALL OBSERVE THE WORK ASSIGNED TO BE CERTAIN IT CONFORMS WITH THE APPROVED DESIGN DRAWINGS AND SPECIFICATION. 8) THE SPECIAL INSPECTOR SHALL FURNISH INSPECTION REPORTS TO THE BUILDING OFFICIAL, AND TO THE STRUCTURAL ENGINEER OF RECORD. ALL DISCREPANCIES SHALL BE BROUGHT TO THE IMMEDIATE ATTENTION OF THE CONTRACTOR FOR CORRECTION, THEN, IF UNCORRECTED, TO THE DESIGN AUTHORITY AND THE BUILDING OFFICIAL. C) UPON COMPLETION OF THE ASSIGNED WORK THE STRUCTURAL ENGINEER SHALL COMPLETE AND SIGN THE APPROPRIATE FORMS CERTIFYING THAT TO THE BEST OF THEIR KNOWLEDGE THE WORK IS IN CONFORMANCE WITH THE APPROVED PLANS AND SPECIFICATIONS, AND THE APPLICABLE WORKMANSHIP PROVISIONS OF THE CODE. FOR ADDITIONAL INFORMATION ON SPECIAL STRUCTURAL INSPECTIONS, CONTACT THE STRUCTURAL ENGINEER PRIOR TO START OF CONSTRUCTION. D REVIEWED FOR CODE COMPLIANCE APPROVED FEB 2 0 2018 City of Tukwila BUILDING DIVISION RE -ISSUE FOR PERMIT JANUARY 19, 2018 SITTS & HILL ENGINEERS, INC. CIVIL • STRUCTURAL • SURVEYING 4815 CENTER STREET TACOMA, WA. 98409 PHONE: (253) 474-9449 1 FAX: (253) 474-9449 http://www.sitts-hill-engineers.com/ Project No.: 18000 Project Mgr.: BKL Proj. Engineer: BRL Proj. Drafter: SLM SYM REVISION BY APPROVED DATE SYM REVISION BY APPROVED DATE RELOCATE DOGHOUSE TO BUILDING 9-53 33447-05 SITTS BRL 01.19.18 ACCEPTABILITY THIS DESIGN AND/OR SPECIFICATION IS APPROVED DRAWN S. McCarthy APPROVED BY DEPT. DATE CHECKED B. Labrecque ENGINEER B. Labrecque CHECKED B. Leslie APPROVED DATE 08.09.17 08.09.17 08.09.17 08.09.17 SUBTITLE GENERAL STRUCTURAL NOTES CURRENT REVISION 33447-05 SYMBOL DATE 01.19.18 APPROVED TITLE RELOCATE DOGHOUSE TO BUILDING 9-53 BUILDING 09-53 STRUCTURAL DEV. CENTER, WA SHEET TWRS2 JOB NO. 33447-05 COMP NO. DWG NO. 09-053-TWRS2 10:59:12 PM SMCCARTHY: 8/16/2017 RDA'S O 8"x CONCRETE PATO BLOCKS 33.5 ROOF EXHAUST TO SLOPE ROOF OVERFLOW n F DRAIN ROOF DRAIN 2" VENT TO H_IOE =A.LLA:TED PROTECTED MEMBRANE ROOFING (A.5 7'—O" N`_ OF Lk TI' CONCRETE ET_ ^.T O L ROOF ACCT.'S I_AI. DL r 4- ROOF DRAMS ALL. 1. =D PROTECTED EMBRANE R00HN•G; COOL Na: TOWER C OOLING ICAVr E; co )LING TOWER 1 33.5 AA.5 LEGE G D/SCHEN LE: SAL \CTES: 1. SEE GENERAL ARCHITECTURAL NOTES "GAN" ON DRAWING TWR1A1 FOR ADDITIONAL INFORMATION. 2. SEE GENERAL STRUCTURAL NOTES "GSN" ON DRAWING TWRS2 FOR ADDITIONAL INFORMATION. 3. SEE STRUCTURAL, MECHANICAL AND ELECTRICAL DRAWINGS FOR ADDITIONAL INFORMATION. 50'-0" CLEAR ACCESS IN A 360 DEGREE CIRCLE TO PLACE POINT SOURCES FOR ANTENNAS. SEE ARCHITECTURAL DRAWINGS FOR ADDITIONAL INFORMATION NEW WALKING SURFACE PER ARCHITECTURAL DRAWINGS. 6 ) SERIES M VERTICAL RECIPROCATING CONVEYOR (VRC) LIFT BY PFLOW OR PRE—APPROVED EQUIVALENT. INTERIOR DIMENSIONS OF THE CARRIAGE SHALL BE 48"x60"x84" TALL (MINIMUM). VRC SHALL HAVE A MINIMUM RATED CAPACITY OF 1,000 LBS. PROVIDE RUBBERIZED OR PADDED FLOORS AND SIDE WALLS INSIDE CARRIAGE FOR PROTECTION OF LIFTED ITEMS. PROVIDE A REINFORCED CONCRETE SUPPORT PIT PER SECTIONS A/TWRS503 AND B/TWRS503 AND BRACING TO THE EXISTING 09-53 BUILDING STRUCTURE. VERIFY EXACT REQUIREMENTS AND CONFIGURATION WITH MANUFACTURER. CO \STUCTIO\ OTES: 1. CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND ELEVATIONS OF EXISTING CONSTRUCTION WHICH AFFECT NEW CONSTRUCTION PRIOR TO SUBMITTAL OF SHOP DRAWINGS. SHOP DRAWINGS WITHOUT FIELD VERIFICATION OF DIMENSIONS SHALL BE REJECTED. 'EFRE\CE DAWI\GS: 09-53—RFA160 FOR PARTIAL ROOF PLAN 09-53—RFS161 FOR PARTIAL ROOF FRAMING PLAN / ENLARGED / ROOF FRAMING / PLAN — LOW S3 S451 / (D ENLARGED FLOOR FRAMING PLAN S3 TWRS110 T ENLARGED ROOF FRAMING 1 PLAN — HIGH S3 TWRS 160 MW,NNWS:- BALLASTED PROTECTED MEMBRANE ROOFING NG - -- SLOPE DD OA <CEY REVIEWED FOR CODE COMPLIANCE APPROVED FEB 2 0 2018 CO vPCSITE COF FAVI \G DLA\ SCALE: 1/16" = 1 -0" S3 City of Tukwila BUILDING DIVISION RE -ISSUE FOR PERMIT JANUARY 19, 2018 r 0 0 SITTS & HILL ENGINEERS, INC. CIVIL • STRUCTURAL • SURVEYING 4815 CENTER STREET 1 TACOMA, WA. 98409 PHONE: (253) 474-9449 1 FAX: (253) 474-9449 http://www.sitts-hill-engineers.com/ Project No.: 18000 Project Mgr.: BKL Proj. Engineer: BRL Proj. Drafter: SLM SYM REVISION BY APPROVED DATE SYM REVISION BY APPROVED DATE -- RELOCATE DOGHOUSE TO BUILDING 9-53 33447-05 SITTS BRL 01.19.18 ACCEPTABILITY THIS DESIGN AND/OR SPECIFICATION IS APPROVED DRAWN S. McCarthy APPROVED BY DEPT. DATE CHECKED B. Labrecque ENGINEER B. Labrecque CHECKED B. Leslie APPROVED DATE 08.09.17 08.09.17 08.09.17 08.09.17 SUBTITLE COMPOSITE ROOF FRAMING PLAN CURRENT REVISION 33447-05 SYMBOL DATE 01.19.18 APPROVED TITLE STRUCTURAL RELOCATE DOGHOUSE TO BUILDING 9-53 BUILDING 09-53 DD -G/-2-11 DEV. CENTER, WA SHEET TWRS3 JOB NO. 33447-05 COMP NO. DWG NO. 09-053-TWRS3 a E\LACED .00F FSA SCALE: 3/8" = v L 6 I\G PLA\ L 20'-0" 6 7 C.5 0'-0" S451 TVV RS501 171 10> 9 1 IJ D 2'-4 1/2" S451 TWRS501 1 4> 3'-7 1/2" 8'—O" 8'—O" 8'—O" 3'-7 1/2" CD 6'-4 1/2" Ow - S3 S451 LECEv/scHED„LE: GE\RAL \OTES: 1. SEE GENERAL ARCHITECTURAL NOTES "GAN" ON DRAWING TWRA1A FOR ADDITIONAL INFORMATION. 2. SEE GENERAL STRUCTURAL NOTES "GSN" ON DRAWING TWRS2 FOR ADDITIONAL INFORMATION. 3. SEE STRUCTURAL, MECHANICAL AND ELECTRICAL DRAWINGS FOR ADDITIONAL INFORMATION. W10x54 STEEL COLUMN TO SUPPORT PLATFORM AND DOGHOUSE ABOVE. SPLICE TO EXISTING COLUMNS BELOW PER DETAIL 7/TWRS500. © HSS8x8x3/8 TUBE STEEL CROSS BRACE. SEE ELEVATIONS FOR ADDITIONAL INFORMATION. 6 > EDGE OF DOGHOUSE ABOVE. FRP STAIR STRINGERS WITH FIBERGLASS TREADS AND GUARDRAILS. SEE STAIR PLAN 1/TWRA450 FOR ADDITIONAL INFORMATION. 8 > EXISTING FRAMING AS OCCURS. 9 > HSS8x4x1/4 TUBE STEEL BEAM. 110 ) HSS12x6x1/4 TUBE STEEL BEAM. CO\S-R,CTID\ \OYES: 1. CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND ELEVATIONS OF EXISTING CONSTRUCTION WHICH AFFECT NEW CONSTRUCTION PRIOR TO SUBMITTAL OF SHOP DRAWINGS. SHOP DRAWINGS WITHOUT FIELD VERIFICATION OF DIMENSIONS SHALL BE REJECTED. EFHE \CE DAWI\GS: 09-53—RFA160 FOR PARTIAL ROOF PLAN. 09-53—RFS161 FOR PARTIAL ROOF FRAMING PLAN. 09-53—S550 FOR MECHANICAL PLATFORM. 09-53—S551 FOR MECHANICAL PLATFORM. REVIEWED FOR CODE COMPLIANCE APPROVED FEB 2 0 2018 City of Tukwila BUILDING DIVISION RE -ISSUE FOR PERMIT JANUARY 19, 2018 REVISION BY APPROVED DATE SYM REVISION BY APPROVED DATE RELOCATE DOGHOUSE TO BUILDING 9-53 33447-05 SITTS BRL 01.19.18 ACCEPTABILITY THIS DESIGN AND/OR SPECIFICATION IS APPROVED DRAWN S. McCarthy CHECKED B. Labrecque DATE 08.09.17 08.09.17 SUBTITLE ENLARGED ROOF FRAMING PLAN 0 2 4 6 8 SCALE: 3/8"=1'-0" SITTS & HILL ENGINEERS, INC. CIVIL • STRUCTURAL • SURVEYING 4815 CENTER STREET 1 PHONE: (253) 474-9449 1 http://www.sitts-hill-engineers.com/ TACOMA, WA. 98409 FAX: (253) 474-9449 Project No.: 18000 Project Mgr.: BKL Proj. Engineer: BRL Proj. Drafter: SLM CURRENT REVISION 33447-05 SYMBOL DATE 01.19.18 APPROVED BY DEPT. DATE ENGINEER B. Labrecque 08.09.17 CHECKED B. Leslie APPROVED 08.09.17 APPROVED TITLE STRUCTURAL RELOCATE DOGHOUSE TO BUILDING 9-53 BUILDING 09-53 C -D/5-6 DEV. CENTER, WA SHEET S451 JOB NO. 33447-05 COMP NO. DWG NO. 09-053-S451 8 3'-6" 20'-0" C.5 20'-0" 3'-6" 7'-9" i 7 TWRS110 TWRS501 �TYP. 0 .00 0 0 u) ^l W12x65 (HIGH) W12x65 ,11-1—W24x84 (LOW) iq 8 W12x65 B W12x65 TWRS110 TWRS501 TYP. BEAM TO BEAM 0 0 CD X A W12x65 TWRS110 03 N TWRS500 TYP. HSS BLOCKING 8 CO X N W12x26 B X N W12x26 W12x26 W12x65 03 �t- N W12x65 W12x65 8 >0--- I W12x26 (D X W12x26 8 W12x26 (D N W12x26 W12x26 CO X W12x26 W24x84 (LOW) W12x65 W24x84 W12x26 W12x26 W12x26 (D X W12x26 IF II 1 W12x26 W12x26 CO N 11 17 0 03 x N 0 10 c W12x65 W12x65 W12x26 17> W12x65 10 CO X W12x65 0 lo W12x26 d- 00 X N W12x65 0 03 FLO(H RA V I\G SCALE: 3/8" = 1'-0" REVISION 1'-1 5/8" 3'-6" 4,-0" 4,-0" 4'—O" 4'—O" 4'—O" W12x65 (HIGH) 4,-0" 4'-0" 4'-0" 4'-0" 4'-0" 20'-0" 20'-0" 3'-6" LA\ C.5 1 BY APPROVED DATE SYM REVISION BY APPROVED DATE RELOCATE DOGHOUSE TO BUILDING 9-53 33447-05 SITTS BRL 01.19.18 S3 TWRS110 ACCEPTABILITY THIS DESIGN AND/OR SPECIFICATION IS APPROVED DRAWN S. McCarthy APPROVED BY DEPT. DATE CHECKED B. Labrecque ENGINEER B. Labrecque DATE 08.09.17 08.09.17 08.09.17 SUBTITLE N LEGE\J/SCHEDULE: GE\E SAL \OYES: 1. SEE GENERAL ARCHITECTURAL NOTES "GAN" ON DRAWING TWRA1A FOR ADDITIONAL INFORMATION. 2. SEE GENERAL STRUCTURAL NOTES "GSN" ON DRAWING TWRS2 FOR ADDITIONAL INFORMATION. 3. SEE STRUCTURAL, MECHANICAL AND ELECTRICAL DRAWINGS FOR ADDITIONAL INFORMATION. 4. PIPE PENETRATIONS THROUGH WALL. FRP STAIR STRINGERS WITH FIBERGLASS TREADS AND GUARDRAILS. SEE STAIR PLAN ON 1/TWRA450 FOR ADDITIONAL INFORMATION. 2 1/2" CONCRETE OVER 1 1/2" METAL DECK. 6 >' FRP STAIR STRINGERS WITH FIBERGLASS TREADS AND GUARDRAILS. SEE STAIR PLAN ON 2/TWRA450 FOR ADDITIONAL INFORMATION. HSS12x2x1/4 STEEL BLOCKING OVER BEAMS PER SECTION A/TWRS500. 8 > HSS6x6x1/2 STEEL COLUMN ABOVE. 9 > 12" DIAMETER (NOMINAL) STANDARD WEIGHT STEEL PIPE SLEEVE TO ACCOMMODATE ROOFTOP LEVEL MATERIAL HANDLING SYSTEM. SEE MATERIAL HANDLING DRAWINGS FOR ADDITIONAL INFORMATION. 10 > C12x20.7 STEEL CHANNELS AT EACH SIDE OF STEEL PIPE SLEEVE FOR THE ROOFTOP MATERIAL HANDLING SYSTEM. CO\STRUCTIO\ \OT -S: 1. CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND ELEVATIONS OF EXISTING CONSTRUCTION WHICH AFFECT NEW CONSTRUCTION PRIOR TO SUBMITTAL OF SHOP DRAWINGS. SHOP DRAWINGS WITHOUT HELD VERIFICATION OF DIMENSIONS SHALL BE REJECTED. EFRE\ CE NAWI\GS: 09-53—RFA160 FOR PARTIAL ROOF PLAN. 09-53—RFS161 FOR PARTIAL ROOF FRAMING PLAN. 0 <EY PLA\ 1.--- REVIEWED FOR CODE COMPLIANCE APPROVED FEB 2 0 2016 City of Tukwila BUILDING DIVISION RE -ISSUE FOR PERMIT JANUARY 19, 2018 FLOOR FRAMING PLAN 0 2 4 6 8 SCALE: 3/8"=1'-0" SITTS & HILL ENGINEERS, INC. CIVIL • STRUCTURAL • SURVEYING 4815 CENTER STREET PHONE: (253) 474-9449 1 TACOMA, WA. 98409 1 FAX: (253) 474-9449 http://www.sitts-hill-engineers.com/ Project No.: 18000 Project Mgr.: BKL Proj. Engineer: BRL Proj. Drafter: SLM CURRENT REVISION 33447-05 SYMBOL DATE 01.19.18 CHECKED B. Leslie APPROVED 08.09.17 APPROVED TITLE STRUCTURAL RELOCATE DOGHOUSE TO BUILDING 9-53 BUILDING 09-53 C -D/5-6 DEV. CENTER, WA SHEET TWRS110 JOB NO. 33447-05 COMP NO. DWG NO. 09-053-TWRS110 10:59:12 PM SMCCARTHY: 8/16/2017 1 I I I 1 1 1 I I �\ I I I I . // \I 1 1 1 / \\I I\ 1 1 / 1/ 1 " 1 1 AA 1 W12x65 8 >0--- I W12x26 (D X W12x26 8 W12x26 (D N W12x26 W12x26 CO X W12x26 W24x84 (LOW) W12x65 W24x84 W12x26 W12x26 W12x26 (D X W12x26 IF II 1 W12x26 W12x26 CO N 11 17 0 03 x N 0 10 c W12x65 W12x65 W12x26 17> W12x65 10 CO X W12x65 0 lo W12x26 d- 00 X N W12x65 0 03 FLO(H RA V I\G SCALE: 3/8" = 1'-0" REVISION 1'-1 5/8" 3'-6" 4,-0" 4,-0" 4'—O" 4'—O" 4'—O" W12x65 (HIGH) 4,-0" 4'-0" 4'-0" 4'-0" 4'-0" 20'-0" 20'-0" 3'-6" LA\ C.5 1 BY APPROVED DATE SYM REVISION BY APPROVED DATE RELOCATE DOGHOUSE TO BUILDING 9-53 33447-05 SITTS BRL 01.19.18 S3 TWRS110 ACCEPTABILITY THIS DESIGN AND/OR SPECIFICATION IS APPROVED DRAWN S. McCarthy APPROVED BY DEPT. DATE CHECKED B. Labrecque ENGINEER B. Labrecque DATE 08.09.17 08.09.17 08.09.17 SUBTITLE N LEGE\J/SCHEDULE: GE\E SAL \OYES: 1. SEE GENERAL ARCHITECTURAL NOTES "GAN" ON DRAWING TWRA1A FOR ADDITIONAL INFORMATION. 2. SEE GENERAL STRUCTURAL NOTES "GSN" ON DRAWING TWRS2 FOR ADDITIONAL INFORMATION. 3. SEE STRUCTURAL, MECHANICAL AND ELECTRICAL DRAWINGS FOR ADDITIONAL INFORMATION. 4. PIPE PENETRATIONS THROUGH WALL. FRP STAIR STRINGERS WITH FIBERGLASS TREADS AND GUARDRAILS. SEE STAIR PLAN ON 1/TWRA450 FOR ADDITIONAL INFORMATION. 2 1/2" CONCRETE OVER 1 1/2" METAL DECK. 6 >' FRP STAIR STRINGERS WITH FIBERGLASS TREADS AND GUARDRAILS. SEE STAIR PLAN ON 2/TWRA450 FOR ADDITIONAL INFORMATION. HSS12x2x1/4 STEEL BLOCKING OVER BEAMS PER SECTION A/TWRS500. 8 > HSS6x6x1/2 STEEL COLUMN ABOVE. 9 > 12" DIAMETER (NOMINAL) STANDARD WEIGHT STEEL PIPE SLEEVE TO ACCOMMODATE ROOFTOP LEVEL MATERIAL HANDLING SYSTEM. SEE MATERIAL HANDLING DRAWINGS FOR ADDITIONAL INFORMATION. 10 > C12x20.7 STEEL CHANNELS AT EACH SIDE OF STEEL PIPE SLEEVE FOR THE ROOFTOP MATERIAL HANDLING SYSTEM. CO\STRUCTIO\ \OT -S: 1. CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND ELEVATIONS OF EXISTING CONSTRUCTION WHICH AFFECT NEW CONSTRUCTION PRIOR TO SUBMITTAL OF SHOP DRAWINGS. SHOP DRAWINGS WITHOUT HELD VERIFICATION OF DIMENSIONS SHALL BE REJECTED. EFRE\ CE NAWI\GS: 09-53—RFA160 FOR PARTIAL ROOF PLAN. 09-53—RFS161 FOR PARTIAL ROOF FRAMING PLAN. 0 <EY PLA\ 1.--- REVIEWED FOR CODE COMPLIANCE APPROVED FEB 2 0 2016 City of Tukwila BUILDING DIVISION RE -ISSUE FOR PERMIT JANUARY 19, 2018 FLOOR FRAMING PLAN 0 2 4 6 8 SCALE: 3/8"=1'-0" SITTS & HILL ENGINEERS, INC. CIVIL • STRUCTURAL • SURVEYING 4815 CENTER STREET PHONE: (253) 474-9449 1 TACOMA, WA. 98409 1 FAX: (253) 474-9449 http://www.sitts-hill-engineers.com/ Project No.: 18000 Project Mgr.: BKL Proj. Engineer: BRL Proj. Drafter: SLM CURRENT REVISION 33447-05 SYMBOL DATE 01.19.18 CHECKED B. Leslie APPROVED 08.09.17 APPROVED TITLE STRUCTURAL RELOCATE DOGHOUSE TO BUILDING 9-53 BUILDING 09-53 C -D/5-6 DEV. CENTER, WA SHEET TWRS110 JOB NO. 33447-05 COMP NO. DWG NO. 09-053-TWRS110 10:59:12 PM SMCCARTHY: 8/16/2017 SYM 5 6 0 N GOOF RAMC ALAI\ SCALE: 3/8" = 1'—O" REVISION C.5 20'-0" 20'-0" 4 7\ T I 1 1, I\ I I \ 4'-6" J I I I I I I I I \ E Om - 3, -9" CO N X CNI CO N X TWRS160 TWRS505 II 10 - HIGH BY APPROVED CO X CV 10> 9> 8 TYP. CO (V X W12x26 TWRS160 TWRS504 CO CV X r 7 CO N X N W12x26 4 B fA1 iWRS160 TWRS504 CO CV X RSI64TWRS504 8 TYP. CO CV X CO N X N 6 i CO X CO X GNI 1 N 5 1'-1 5/8" DATE 2'-0" 4'-0" 4'-0" 4'-0" 4'-0" 2'-0" 2'-0" 4'-0" 4'-0" c TWRS16OiWRS505 '-0" 4'-0" 2'-0" 20'-0" 20'-0" SYM REVISION BY APPROVED DATE RELOCATE DOGHOUSE TO BUILDING 9-53 33447-05 SITTS BRL 01.1918 C.5 ACCEPTABILITY THIS DESIGN AND/OR SPECIFICATION IS APPROVED APPROVED BY DEPT. DATE DRAWN S. McCarthy CHECKED B. Labrecque DATE 08.09.17 08.09.17 SUBTITLE 2.0 N LEGE/Sc D GE\E�AL � EDULE: OTES: 1. SEE GENERAL ARCHITECTURAL NOTES "GAN" ON DRAWING TWRA1A FOR ADDITIONAL INFORMATION. 2. SEE GENERAL STRUCTURAL NOTES "GSN" ON DRAWING TWRS2 FOR ADDITIONAL INFORMATION. 3. SEE STRUCTURAL, MECHANICAL AND ELECTRICAL DRAWINGS FOR ADDITIONAL INFORMATION. FRP STAIR STRINGERS WITH FIBERGLASS TREADS AND GUARDRAILS. SEE STAIR PLAN 2/TWRA450 FOR ADDITIONAL INFORMATION. SINGLE PLY ROOFING OVER 7 1/2" INSULATION OVER 1 1/2" METAL DECK. 6 > 12"x6"x1/2" "I" SHAPED FIBERGLASS REINFORCED PLASTIC (FRP) BEAM BY FIBERGRATE OR PRE—APPROVED EQUIVALENT. ALL FASTENERS IN FRP BEAM SHALL BE 5/8" DIA. FRP THREADED ROD UNLESS NOTED OTHERWISE. W8x31 WIDE FLANGE STEEL PLATFORM TO SUPPORT REMOVAVLE ANTENNA ARRAY TO BE RELOCATED FROM THE 18-61 BUILDING (NOT SHOWN FOR CLARITY). 8 > HSS12x2x1/4 STEEL BLOCKING OVER BEAMS. ATTACH TO BEAMS SIMILAR TO SECTION A/TWRS500. 9 > 12" DIAMETER (NOMINAL) STANDARD WEIGHT STEEL PIPE SLEEVE TO ACCOMMODATE ROOFTOP LEVEL MATERIAL HANDLING SYSTEM. SEE MATERIAL HANDLING DRAWINGS FOR ADDITIONAL INFORMATION. 10 ) C12x20.7 STEEL CHANNELS AT EACH SIDE OF STEEL PIPE SLEEVE FOR THE ROOFTOP MATERIAL HANDLING SYSTEM. CC\ STRUCTIO\ \OTES: 1. CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND ELEVATIONS OF EXISTING CONSTRUCTION WHICH AFFECT NEW CONSTRUCTION PRIOR TO SUBMITTAL OF SHOP DRAWINGS. SHOP DRAWINGS WITHOUT FIELD VERIFICATION OF DIMENSIONS SHALL BE REJECTED. EFE�E\C DAWI\GS: 09-53—RFA160 FOR PARTIAL ROOF PLAN. 09-53—RFS161 FOR PARTIAL ROOF FRAMING PLAN. 1 0 -o REVIEWED FOR CODE COMPLIANCE APPROVED FEB 2 0 2018 City of Tukwila BUILDING DIVISION RE -ISSUE FOR PERMIT JANUARY 19, 2018 ROOF FRAMING PLAN 0 2 4 6 8 SCALE: 3/8"=1'-0" SITTS & HILL ENGINEERS, INC. CIVIL • STRUCTURAL • SURVEYING 4815 CENTER STREET 1 TACOMA, WA. 98409 PHONE: (253) 474-9449 1 FAX: (253) 474-9449 http://www.sitts-hill-engineers.coml Project No.: 18000 Project Mgr.: BKL Proj. Engineer: BRL Proj. Drafter: SLM CURRENT REVISION 33447-05 SYMBOL DATE 01.19.18 ENGINEER B. Labrecque CHECKED B. Leslie APPROVED APPROVED 08.09.17 08.09.17 TITLE STRUCTURAL RELOCATE DOGHOUSE TO BUILDING 9-53 BUILDING 09-53 C—D/5-6 DEV. CENTER, WA =HEET TWRS160 JOB NO. 33447-05 COMP NO. DWG NO. 09-053—TWRS160 _T__i CO N X N i B fA1 iWRS160 TWRS504 CO CV X RSI64TWRS504 8 TYP. CO CV X CO N X N 6 i CO X CO X GNI 1 N 5 1'-1 5/8" DATE 2'-0" 4'-0" 4'-0" 4'-0" 4'-0" 2'-0" 2'-0" 4'-0" 4'-0" c TWRS16OiWRS505 '-0" 4'-0" 2'-0" 20'-0" 20'-0" SYM REVISION BY APPROVED DATE RELOCATE DOGHOUSE TO BUILDING 9-53 33447-05 SITTS BRL 01.1918 C.5 ACCEPTABILITY THIS DESIGN AND/OR SPECIFICATION IS APPROVED APPROVED BY DEPT. DATE DRAWN S. McCarthy CHECKED B. Labrecque DATE 08.09.17 08.09.17 SUBTITLE 2.0 N LEGE/Sc D GE\E�AL � EDULE: OTES: 1. SEE GENERAL ARCHITECTURAL NOTES "GAN" ON DRAWING TWRA1A FOR ADDITIONAL INFORMATION. 2. SEE GENERAL STRUCTURAL NOTES "GSN" ON DRAWING TWRS2 FOR ADDITIONAL INFORMATION. 3. SEE STRUCTURAL, MECHANICAL AND ELECTRICAL DRAWINGS FOR ADDITIONAL INFORMATION. FRP STAIR STRINGERS WITH FIBERGLASS TREADS AND GUARDRAILS. SEE STAIR PLAN 2/TWRA450 FOR ADDITIONAL INFORMATION. SINGLE PLY ROOFING OVER 7 1/2" INSULATION OVER 1 1/2" METAL DECK. 6 > 12"x6"x1/2" "I" SHAPED FIBERGLASS REINFORCED PLASTIC (FRP) BEAM BY FIBERGRATE OR PRE—APPROVED EQUIVALENT. ALL FASTENERS IN FRP BEAM SHALL BE 5/8" DIA. FRP THREADED ROD UNLESS NOTED OTHERWISE. W8x31 WIDE FLANGE STEEL PLATFORM TO SUPPORT REMOVAVLE ANTENNA ARRAY TO BE RELOCATED FROM THE 18-61 BUILDING (NOT SHOWN FOR CLARITY). 8 > HSS12x2x1/4 STEEL BLOCKING OVER BEAMS. ATTACH TO BEAMS SIMILAR TO SECTION A/TWRS500. 9 > 12" DIAMETER (NOMINAL) STANDARD WEIGHT STEEL PIPE SLEEVE TO ACCOMMODATE ROOFTOP LEVEL MATERIAL HANDLING SYSTEM. SEE MATERIAL HANDLING DRAWINGS FOR ADDITIONAL INFORMATION. 10 ) C12x20.7 STEEL CHANNELS AT EACH SIDE OF STEEL PIPE SLEEVE FOR THE ROOFTOP MATERIAL HANDLING SYSTEM. CC\ STRUCTIO\ \OTES: 1. CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND ELEVATIONS OF EXISTING CONSTRUCTION WHICH AFFECT NEW CONSTRUCTION PRIOR TO SUBMITTAL OF SHOP DRAWINGS. SHOP DRAWINGS WITHOUT FIELD VERIFICATION OF DIMENSIONS SHALL BE REJECTED. EFE�E\C DAWI\GS: 09-53—RFA160 FOR PARTIAL ROOF PLAN. 09-53—RFS161 FOR PARTIAL ROOF FRAMING PLAN. 1 0 -o REVIEWED FOR CODE COMPLIANCE APPROVED FEB 2 0 2018 City of Tukwila BUILDING DIVISION RE -ISSUE FOR PERMIT JANUARY 19, 2018 ROOF FRAMING PLAN 0 2 4 6 8 SCALE: 3/8"=1'-0" SITTS & HILL ENGINEERS, INC. CIVIL • STRUCTURAL • SURVEYING 4815 CENTER STREET 1 TACOMA, WA. 98409 PHONE: (253) 474-9449 1 FAX: (253) 474-9449 http://www.sitts-hill-engineers.coml Project No.: 18000 Project Mgr.: BKL Proj. Engineer: BRL Proj. Drafter: SLM CURRENT REVISION 33447-05 SYMBOL DATE 01.19.18 ENGINEER B. Labrecque CHECKED B. Leslie APPROVED APPROVED 08.09.17 08.09.17 TITLE STRUCTURAL RELOCATE DOGHOUSE TO BUILDING 9-53 BUILDING 09-53 C—D/5-6 DEV. CENTER, WA =HEET TWRS160 JOB NO. 33447-05 COMP NO. DWG NO. 09-053—TWRS160 \ O STH RA SCALE: 3/8" = 1'-0" SCUTH FSA SCALE: 3/8" = 1'-0" v I\G ELEVATIO\ " 1'-6" 2'-0" 6" 8" 1'-6" '-10" UC)0 2 r - i2 0 N 20'-0" 0,-0" -r t'-6" 8 6" 2'-0" '-6" 11 U U 0 2 c) 2a) 2 c x 2 CO •N 0 0 0 0 0 0 UU 1,-0" 3'-0 5/8" 1'-11 3/8" 2'-7" 2'-2" " VI\G ELEVATIO\ (A \ [TWRS21 0 rEi" \ TWRS210 LEGE\ GE \E D/sc EIULE: AL \OTES: 1. SEE GENERAL ARCHITECTURAL NOTES "GAN" ON DRAWING TWRA1A FOR ADDITIONAL INFORMATION. 2. SEE GENERAL STRUCTURAL NOTES "GSN" ON DRAWING TWRS2 FOR ADDITIONAL INFORMATION. 3. SEE STRUCTURAL, MECHANICAL AND ELECTRICAL DRAWINGS FOR ADDITIONAL INFORMATION. C ANTENNA BLOCKOUT LOCATIONS. COORDINATE SIZE, NUMBER AND LOCATION OF BLOCKOUTS WITH BOEING. \STUCTIO\ \OTES: 1. CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND ELEVATIONS OF EXISTING CONSTRUCTION WHICH AFFECT NEW CONSTRUCTION PRIOR TO SUBMITTAL OF SHOP DRAWINGS. SHOP DRAWINGS WITHOUT FIELD VERIFICATION OF DIMENSIONS SHALL BE REJECTED. EF . E\CE IAWI \GS: 09-53—RFA160 FOR PARTIAL ROOF PLAN 09-53—RFS161 FOR PARTIAL ROOF FRAMING PLAN REVIEWED FOR CODE COMPLIANCE APPROVED FEB 2 0 2018 City of Tukwila BUILDING DIVISION RE -ISSUE FOR PERMIT JANUARY 19, 2018 SYM REVISION BY APPROVED DATE SYM REVISION BY APPROVED DATE -- RELOCATE DOGHOUSE TO BUILDING 9-53 33447-05 SITTS BRL 01.19.18 ACCEPTABI LITY THIS DESIGN AND/OR SPECIFICATION IS APPROVED DRAWN S. McCarthy APPROVED BY DEPT. DATE CHECKED B. Labrecque ENGINEER B. Labrecque CHECKED B. Leslie APPROVED DATE 08.09.17 08.09.17 SUBTITLE FRAMING ELEVATIONS SITTS & HILL ENGINEERS, INC. CIVIL • STRUCTURAL • SURVEYING 4815 CENTER STREET 1 PHONE: (253) 474-9449 1 http://www.sitts-hill-engineers.com/ TACOMA, WA. 98409 FAX: (253) 474-9449 Project No.: 18000 Project Mgr.: BKL Proj. Engineer: BRL Proj. Drafter: SLM CURRENT REVISION 33447-05 SYMBOL DATE 01.19.18 08.09.17 08.09.17 APPROVED TITLE STRUCTURAL RELOCATE DOGHOUSE TO BUILDING 9-53 BUILDING 09-53 DEV. CENTER, WA SHEET TWRS210 JOB NO. 33447-05 COMP NO. DWG NO. 09-053-TWRS210 EAST HA SCALE: 3/8" = v I\ 1,-0" • • .. 3'-11" 2'-4" 1'-2" 6" 6" 6" 6" 7" 6" 7" 1" 4,-4" 2'-4" ELEVATIO\ is WEST RAv I\G ELEVATIO\ SCALE: 3/8" = 1'-0" REVISION (6) 28'-0" N / ,.. -p- V O O O O O O O O O O O O O O O O O p 3'-5" 2'-4" 1'-6" 1'-6" 8" 2'-2" 10" 1'-6" 2'-2"_ 7" 1'-6" OOO 000 000 C)C)C) ono OCM) \ / X / \ \ / / \ a r / X \ / X \ _ 1 X X X a 4 > x X / \ X a Ma \ / x 00 / \ TYP. / \ \ / a oo / / / \ 4 `0 xxx_ / / _1 TYP. — , a \ IN 1 N s...4. 1 i N 3'-11" 2'-4" 1'-2" 6" 6" 6" 6" 7" 6" 7" 1" 4,-4" 2'-4" ELEVATIO\ is WEST RAv I\G ELEVATIO\ SCALE: 3/8" = 1'-0" REVISION (6) 28'-0" N / ,.. 7'-10" 6'1 1 7/8" 3'-4 1/8" 8" 6" 6" / / I " 1 TWRS211 BY APPROVED DATE SYM REVISION BY APPROVED DATE RELOCATE DOGHOUSE TO BUILDING 9-53 33447-05 SITTS BRL 01.19.18 ACCEPTABILITY THIS DESIGN AND/OR SPECIFICATION IS APPROVED APPROVED BY DEPT. DATE DRAWN S. McCarthy CHECKED B. Labrecque ENGINEER B. Labrecque CHECKED B. Leslie DATE 08.09.17 08.09.17 08.09.17 B TWRS211 SUBTITLE LEG =\D/SCHEDULE: GE\HAL \OTES: 1. SEE GENERAL ARCHITECTURAL NOTES "GAN" ON DRAWING TWRA1A FOR ADDITIONAL INFORMATION. 2. SEE GENERAL STRUCTURAL NOTES "GSN" ON DRAWING TWRS2 FOR ADDITIONAL INFORMATION. 3. SEE STRUCTURAL, MECHANICAL AND ELECTRICAL DRAWINGS FOR ADDITIONAL INFORMATION. ANTENNA BLOCKOUT LOCATIONS. COORDINATE SIZE, NUMBER AND LOCATIONS OF BLOCKOUTS WITH BOEING. CO\S-RUCTIO\ \ETES: 1. CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND ELEVATIONS OF EXISTING CONSTRUCTION WHICH AFFECT NEW CONSTRUCTION PRIOR TO SUBMITTAL OF SHOP DRAWINGS. SHOP DRAWINGS WITHOUT FIELD VERIFICATION OF DIMENSIONS SHALL BE REJECTED. EFPE\ CE ID AWII\GS: 09-53—RFA160 FOR PARTIAL ROOF PLAN 09-53—RFS161 FOR PARTIAL ROOF FRAMING PLAN REVIEWED FOR CODE COMPLIANCE APPROVED FEB 20 2018 City of Tukwila BUILDING DIVISION RE -ISSUE FOR PERMIT JANUARY 19, 2018 FRAMING ELEVATIONS SITTS & HILL ENGINEERS, INC. CIVIL • STRUCTURAL • SURVEYING 4815 CENTER STREET 1 TACOMA, WA. 98409 PHONE: (253) 474-9449 1 FAX: (253) 474-9449 http://www.sitts-hill-engineers.com/ Project No.: 18000 Project Mgr.: BKL Proj. Engineer: BRL Proj. Drafter: SLM CURRENT REVISION 33447-05 SYMBOL DATE 01.19.18 08.09.17 APPROVED APPROVED TITLE RELOCATE DOGHOUSE TO BUILDING 9-53 BUILDING 09-53 STRUCTURAL DEV. CENTER, WA SHEET TWRS211 JOB NO. 33447-05 COMP NO. DWG NO. 09-053—TWRS211 10:59:12 PM SMCCARTHY: 8/16/2017 O O O O O O O O p 7'-8" ,_1'-6" , 9" 2'-2"_ 7" 1'-6" 000 C)C)C) OCM) \ / X / \ \ / / \ a r X X X a a 00 too 4 / / TYP. — , IN 1 N 7'-10" 6'1 1 7/8" 3'-4 1/8" 8" 6" 6" / / I " 1 TWRS211 BY APPROVED DATE SYM REVISION BY APPROVED DATE RELOCATE DOGHOUSE TO BUILDING 9-53 33447-05 SITTS BRL 01.19.18 ACCEPTABILITY THIS DESIGN AND/OR SPECIFICATION IS APPROVED APPROVED BY DEPT. DATE DRAWN S. McCarthy CHECKED B. Labrecque ENGINEER B. Labrecque CHECKED B. Leslie DATE 08.09.17 08.09.17 08.09.17 B TWRS211 SUBTITLE LEG =\D/SCHEDULE: GE\HAL \OTES: 1. SEE GENERAL ARCHITECTURAL NOTES "GAN" ON DRAWING TWRA1A FOR ADDITIONAL INFORMATION. 2. SEE GENERAL STRUCTURAL NOTES "GSN" ON DRAWING TWRS2 FOR ADDITIONAL INFORMATION. 3. SEE STRUCTURAL, MECHANICAL AND ELECTRICAL DRAWINGS FOR ADDITIONAL INFORMATION. ANTENNA BLOCKOUT LOCATIONS. COORDINATE SIZE, NUMBER AND LOCATIONS OF BLOCKOUTS WITH BOEING. CO\S-RUCTIO\ \ETES: 1. CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND ELEVATIONS OF EXISTING CONSTRUCTION WHICH AFFECT NEW CONSTRUCTION PRIOR TO SUBMITTAL OF SHOP DRAWINGS. SHOP DRAWINGS WITHOUT FIELD VERIFICATION OF DIMENSIONS SHALL BE REJECTED. EFPE\ CE ID AWII\GS: 09-53—RFA160 FOR PARTIAL ROOF PLAN 09-53—RFS161 FOR PARTIAL ROOF FRAMING PLAN REVIEWED FOR CODE COMPLIANCE APPROVED FEB 20 2018 City of Tukwila BUILDING DIVISION RE -ISSUE FOR PERMIT JANUARY 19, 2018 FRAMING ELEVATIONS SITTS & HILL ENGINEERS, INC. CIVIL • STRUCTURAL • SURVEYING 4815 CENTER STREET 1 TACOMA, WA. 98409 PHONE: (253) 474-9449 1 FAX: (253) 474-9449 http://www.sitts-hill-engineers.com/ Project No.: 18000 Project Mgr.: BKL Proj. Engineer: BRL Proj. Drafter: SLM CURRENT REVISION 33447-05 SYMBOL DATE 01.19.18 08.09.17 APPROVED APPROVED TITLE RELOCATE DOGHOUSE TO BUILDING 9-53 BUILDING 09-53 STRUCTURAL DEV. CENTER, WA SHEET TWRS211 JOB NO. 33447-05 COMP NO. DWG NO. 09-053—TWRS211 10:59:12 PM SMCCARTHY: 8/16/2017 L4x4x1/4 STEEL ANGLE AT PERIMETER OF METAL DECK -SPLICE PER DETAIL 2/TWRS500 HSS TO STEEL BEAM BELOW, (3) 2" WELDS PER SIDE MINIMUM N ETAL HSS 3 DE LC PROVIDE 1/2" DIA. SPOT WELDS TO HSS SECTION BELOW AT 6" O.C. MAX. \ 3/16 2-12 CK TO CCI\G SECTIO STEEL BEAM PER PLAN 4" THICK DEPTH CONCRETE TOPPED METAL DECK AND ATTACHMENT PER GENERAL STRUCTURAL NOTES STEEL JOIST PER PLAN HSS12x2x1/4 STEEL BLOCKING OVER BRACED FRAME BAYS PER PLAN A SCALE: N.T.S. BEAM COLUMN WORK POINT i4VRS 110LTWRS500 STEEL JOIST AND CONNECTION PER PLANS AND DETAILS 1/2" THICK STEEL SHEAR/KNIFE PLATE 1/4 HSS8x8x3/8 STEEL BRACE - SLOT TO ACCOMMODATE KNIFE PLATE EACH SIDE OF HSS, EACH SIDE OF PLATE 3/16 STEEL 3 QAC E AT ST -E COLLV SCALE: N.T.S. STEEL COLUMN PER PLAN \ DETAIL rzi TWRA62, TWRA631TWRS500 // ' //i ✓ // ice/ /// TYPICAL COLUMN \ TO PLATE/ 3/16 SASE PLATE AT \ 5 1/2" EW COLUM\ 13"x13"x3/4" THICK STEEL BASE PLATE (SIM AT CAP PLATE) (4) 1" DIAMETER A325N BOLTS W10x54 WIDE FLANGE STEEL COLUMN PER PLAN DETAIL -8- SCALE: 3" = 1'-0" TWRS500 WELD (3) SIDES 3/161/ STEEL BEAM PER PLAN - 3/8" STEEL STIFFENER EACH SIDE 1/4/ 1'-0" U.N.O. STEEL 3EAvl AT STEEL COLU v 1/2" CAP PLATE (4) 3/4" DIA. BOLTS ON BEAM GAGE STEEL COLUMN PER PLAN \ -ETAIL SCALE: N.T.S. 3 3/16 TWRS500 HSS8x8x3/8 STEEL BRACE - SLOT TO ACCOMMODATE STEEL KNIFE PLATE 1/2" THICK STEEL SHEAR/KNIFE PLATE EACH SIDE OF HSS, EACH 3/16 6" SIDE OF PLATE HSS8x8x3/8 STEEL BRACE - SLOT TO ACCOMMODATE KNIFE PLATE STEEL 3�AC= AT STEEL 3V\CE DETAIL X51 SCALE: N.T.S. GRATING ATTACHMENT CLIPS PER GSN ATTACH UHMW SHIM TO STEEL BEAM BELOW WITH (2) #10 FLATHEAD STAINLESS STEEL SCREWS AT 12" O.C. GATI // TWRA62, TWRA63 TWRS500 2" DEEP MOLDED FRP GRATING PER GSN 6" WIDE 2" THICK CONTINUOUS ///, UHMW SHIM BELOW GRATING G SHIv DETAIL STEEL BEAM PER PLAN 9 SCALE: 3" = 1'-0" TWRA10 TWRS500 TYPICAL EACH SIDE OF PLATE 3/16 STEL A\ GLE SPLICE 1/4" MAX. DETAIL 2"x3/8" THICK x 1'-0" LONG STEEL SPLICE PLATE - CENTER ON ANGLE GAP STEEL ANGLE CHORD PER PLANS AND DETAILS SCALE: N.T.S. HSS TO WIDE FLANGE C 1/2" THICK FULL DEPTH STEEL STIFFENER PLATE, EACH SIDE OF COLUMN - ALIGN WITH WORK POINT OF COLUMN/BRACE 1/4" THICK STEEL END PLATE AT HSS -SEAL WELD - PROVIDE 1/2" DIAMETER WEEP HOLE SS 3 WIDE FLANGE STEEL COLUMN AS OCCURS /i / / I I / / HSS8x8x3/8 STEEL BRACE PER PLAN WORK POINT / / / �2� TWRS500 ACE TO C O L U V c_ COLUMN \ DETAIL TOP OF EXISTING ROOF AS OCCURS 6 SCALE: 1" = 1'-0" 3/8" DIA. THREADED ROD WIDE FLANGE STEEL ROOF BEAM PER PLAN PLATE TO WIDE FLANGE TWRA60, TWRA6II TWRS500 BEAM PROVIDE STIFFENER PLATES AND BRACE BOTTOM FLANGE TO W12x65 BEAM PER SECTION E/TWRS501 i---- WIDE FLANGE STEEL PER PLANS 3/16 / HSS 3 AC HSS8x8x3/8 STEEL BRACE - SLOT TO ACCOMMODATE KNIFE PLATE TO SEAN ;ETAIL — WORK POINT 1/2" THICK STEEL SHEAR/KNIFE PLATE 3/16 EACH SIDE OF HSS, EACH SIDE OF PLATE 3 SCALE: N.T.S. HSS 8x8x3/8 STEEL BRACE PER PLAN 3/16 COLUMN WORK POINT ELEVATION g EXISTING STEEL ROOF DECK AS OCCURS -CUT AS REQUIRED AT o NEW COLUMN -; TOP OF CAP PLATE: 3/16 ATTACH STRUT TO BOTTOM CHORD OF ROOF JOISTS WITH (2) B44L 22A BEAM CLAMPS AT EACH CONNECTION 4 n 12" FLEXTRAY CABLE TRAY - SEE ELECTRICAL DRAWINGS FOR ADDITIONAL INFORMATION TY 1 1, MAX. EXISTING W12x65 (W10x54 AT SIM.) WIDE FLANGE STEEL COLUMN AS OCCURS - FIELD VERIFY EW TC EXISTI\G COLI,N\ TWRA60, TWRA61 TWRS500 NEW WIDE FLANGE STEEL DOGHOUSE SUPPORT COLUMN PER PLAN 1/2" THICK FULL DEPTH STEEL STIFFENER PLATE, EACH SIDE OF COLUMN - ALIGN WITH WORK POINT OF BRACE/COLUMN 13"x13"x3/4" THICK STEEL BASE PLATE AT NEW STEEL COLUMN - SEE DETAIL 8/TWRS500 FOR ADDITIONAL INFORMATION -13"x13"x3/4" THICK STEEL CAP PLATE AT EXISTING STEEL COLUMN (SIM. TO BASE PLATE ABOVE) SPLICE EXISTING WIDE FLANGE STEEL ROOF BEAM AND CONNECTION TO COLUMN AS OCCURS SCALE: 1" = 1'-0" 6'-0" LONG B22A STRUT BY B- LINE OR EQUIVALENT 12 GAGE WIRE LATERAL SUPPORT - PROVIDE (2) WIRES AT 45' FROM PERPENDICULAR (PLAN VIEW) - INSTALL ONE (1) PAIR OF WIRES AT EACH SIDE OF CABLE TRAY AT APPROXIMATE MIDSPAN OF CABLE TRAY 8154 ANGLE CLIP BY B -LINE OR PRE -APPROVED EQUIVALENT FTB12CT CABLE TRAY HANGER BY B -LINE OR PRE -APPROVED EQUIVALENT. PROVIDE SUPPORTS AT 8'-0" O.C. MAXIMUM, WITH A MINIMUM OF (2) SUPPORTS PER CABLE TRAY SEGMENT TICAL CA3LE TRAY SU9PCHT DETAIL io SCALE: 3" = 1'-0" A453, TWRA280, TWRA60, TWRA61, TWRA62, TWRA63, TWRS500 TWRA110, TWRA111 REVIEWED FOR CODE COMPLIANCE APPROVED FEB 2 0 2018 City of Tukwila BUILDING DIVISION RE -ISSUE FOR PERMIT JANUARY 19, 2018 0 DETAIL -M 3" 6" S451 TWRS500 9" 1 SCALE: 3"=1'-0" 0 6" 1 2 3 111111 SCALE: 1"= 1' -0" SITTS & HILL ENGINEERS, INC. CIVIL • STRUCTURAL • SURVEYING 4815 CENTER STREET 1 TACOMA, WA. 98409 PHONE: (253) 474-9449 I FAX: (253) 474-9449 http://www.sitts-hill-engineers.com/ Project No.: 18000 Project Mgr.: BKL Proj. Engineer: BRL Proj. Drafter: SLM SYM REVISION BY APPROVED DATE SYM REVISION BY APPROVED DATE RELOCATE DOGHOUSE TO BUILDING 9-53 33447-05 SITTS BRL 01.19.18 ACCEPTABILITY THIS DESIGN AND/OR SPECIFICATION IS APPROVED APPROVED BY DEPT. DATE DRAWN S. McCarthy CHECKED B. Labrecque ENGINEER B. Labrecque CHECKED B. Leslie DATE 08.09.17 08.09.17 SUBTITLE MISC SECTIONS AND DETAILS CURRENT REVISION 33447-05 SYMBOL DATE 01.19.18 08.09.17 08.09.17 APPROVED APPROVED TITLE STRUCTURAL RELOCATE DOGHOUSE TO BUILDING 9-53 BUILDING 09-53 DEV. CENTER, WA SHEET TWRS500 JOB NO. 33447-05 COMP NO. DWG NO. 09-053-TWRS500 10:59:12 PM SMCCARTHY: 8/16/2017 WELD (3) SIDES TYPICAL — USE SAME CONNECTION AT STIFFENER PLATES WHEN REQUIRED L 0 bJ W UJ —J 01 0I 0°1 TYPICAL STEEL TO STE=L 3 E v 3EAV SECTIO\ STEEL BEAM 3/8" STEEL SHEAR PLATE — USE 5/8" STEEL SHEAR PLATE WHERE "D" = 14" OR GREATER FOR SIZE, TYPE, AND NUMBER OF BOLTS, SEE TYPICAL BOLT SCHEDULE 1/TWRS501 AT ONE SIDED CONNECTIONS, INSTALL 3/8" STIFFENER PLATE OPPOSITE SHEAR PLATE EDGE CLEARANCES PER THE FOLLOWING, TYPICAL U.N.O.: 3/4" DIA. OR LESS -- 1 1/4" 718" DIA. OR LESS -- 1 1/2" 1 DIA. OR LESS --- 1 3/4" A SCALE: N.T.S. TWRS110, TWRS504 TWRS501 EXISTING HSS 16x8x5/16 STEEL MECHANICAL PLATFORM SUPPORT BEAM AS OCCURS — FIELD VERIFY SIZE OF HSS 3/16 HSS 8x4x1/4 TUBE STEEL BEAM PER PLAN \EW TO EXISTI\G HSS 14x8 SS BEAN PROVIDE 1/4" THICK STEEL CAP PLATES AT HSS ENDS, TYP. SEAL WELD PLATE TO HSS SECTIO\ SCALE: 1 1/2" =1'-0" FRP STAIR CHANNEL PER PLAN FIBERGLASS GRATING TREAD PER GSN - BRACING PER PLAN — ATTACH TO FLANGE OF CHANNEL WITH (1) 5/8" DIAMETER FRP THREADED FASTENERS FIBERGLASS GRATING TREAD PER GSN EXISTING ROOFING AS OCCURS S TA R AT SCALE: N.T.S. U MIN. L2x2x3/16 FRP LEDGER ANGLE WITH (2) 5/8" DIAMETER FRP THREADED FASTENERS TO STRINGER c4 A453, S451 [TWRS501 L4x4x1/4"x6" FRP ANGLE BEARING PAD WITH (2) 5/8" FRP THREADED FASTENERS, NOTCH AS REQUIRED BASE DETAIL O 3/8" STEEL STIFFENER PLATE CENTERED OVER BEAM BELOW, EACH SIDE TYPICAL STIFFENER 3/16 TO WEB STEEL JOIST PER PLAN — rrn n STEEL JOIST TO SCALE: N.T.S. BEA (4) 3/4" DIA. ASTM A325 THRU—BOLTS — INSTALL AT INTERSECTION OF WIDE FLANGE BEAM STANDARD GAGES TYPICAL STIFFENER 3/16 V TO FLANGE 3/8" STEEL STIFFENER PLATE CENTERED BELOW BEAM, EACH SIDE STEEL BEAM PER PLAN \A SECTIC\ B (4) 3/4" DIAMETER BOLTS, INSTALL AT INTERSECTION ON STANDARD GAGES NJRS1101PNRS501 W12x65 WIDE FLANGE STEEL BEAM PER PLAN PROVIDE WALK PAD BELOW STAIR STRINGER — SEE ARCHITECTURAL DRAWINGS FOR ADDITIONAL INFORMATION. (3 A453 TWRS501 3/16 301 -TON 3/16" STEEL STIFFENER PLATES FLA\GE BOAC 1 1 L3x3x1/4 STEEL BRACE AT CHEVRON BRACE POINT SECTIO 3/16 SCALE 1" = 1'-0" 1 1/4" DIAMETER ROD BRACING WITH HILLSIDE WASHERS t� i (E iWRS500 PNRS501 HSS6x6x1/2 STEEL COLUMN PER PLAN — PROVIDE LONG SLOTTED HOLES FOR ROD 1 1/2" 3/16 V 3/16" STEEL STIFFENER PLATE, EACH SIDE OF BEAM — CENTER BELOW POST ABOVE 0D BWACE AT HSS DETAIL WIDE FLANGE STEEL BEAM PER PLAN 4 SCALE: 1" = 1'-0" TWRAI OI TWRS501 A\T c. 2'-2" 2'-1" 4'-0" \A 2" THICK FRP GRATING PER PLAN AND GSN 3/16 9 LAT F O TYP. HSS TO HSS AT END v EXT \ SIO \ GRATING ATTACHMENT CLIPS PER GSN 3/16 S ECTI O TYP. HSS TO HSS AT INTERIOR HSS 8x4x1/4 TUBE STEEL BEAM PER PLAN — PROVIDE 1/4" THICK STEEL END PLATES — SEAL WELD END PLATE TO HSS HSS 12x6x1/4 TUBE STEEL BEAMS PER PLAN C SCALE: 1 1/2" =1'-0" NOMINAL BEAM DEPTH "D" NUMBER OF 3/4" DIA ASTM A325N BOLTS UPTO7" 2 00 8" — 11" 2 0 12" — 14" 3 15" — 17" 4 18" — 20" 5 21 " — 23" 6 24" — 27" 7 28" — 32" 8 33" — 35" 9 36" 10 BOLT SCHE SCALE: N.T.S. FIBERGLASS GRATING TREAD PER GSN ULE DETAIL NOTES: A. THE TYPICAL STEEL BEAM TO STEEL COLUMN OR STEEL BEAM CONNECTION CONSISTS OF SINGLE SHEAR PLATES WITH 3/4" DIA. ASTM A325N BOLTS. SHEAR PLATE THICKNESS PER SECTION A/TWRS501. B. ALL BOLTS SHALL BE INSTALLED USING STANDARD HOLES PER LATEST AISC SPECIFICATIONS. FRP STAIR CHANNEL PER PLAN BRACING PER PLAN — ATTACH TO FLANGE OF CHANNEL WITH (1) 5/8" DIAMETER FRP THREADED FASTENERS FIBERGLASS GRATING TREAD PER GSN II 1 11 11 II II is I ' 1 TWRS501 L4x4x1/4"x6" FRP ANGLE BEARING PAD WITH (2) 5/8" FRP THREADED FASTENERS, NOTCH AS REQUIRED ii FRP GRATING PER GSN L2x2x3/16 FRP LEDGER ANGLE WITH (2) 5/8" DIAMETER FRP THREADED FASTENERS TO STRINGER STAR AT SCALE: N.T.S. G W12x65 WIDE FLANGE STEEL BEAM PER PLAN G DETAIL — 2" THICK CONTINOUS UHMW SHIM PER PLANS AND DETAILS (2) 5/8" FRP THREADED FASTENERS THRU UHMW SHIM AND BEAM FLANGE BELOW — INSTALL IN LONG SLOTTED HOLES AT FRP ANGLE (5 TWRA60, TWRS 110 TWRS501 FRP STAIR STRINGER CHANNEL PER PLAN FRP STAIR TREAD PER PLAN STAR ST I \GES TO FRP BRACING PER PLAN — ATTACH TO FLANGE OF CHANNEL WITH (1) 5/8" DIAMETER FRP THREADED FASTENERS BEA V DETAIL S451 TWRS501 FRP GRATING PER PLAN STEEL BEAM PER PLAN — PROVIDE FRP BEAM PER PLAN AT SIM. FRP CHANNEL TO STEEL BEAM CONNECTION SIM TO A/TWRS501 L2x2x3/16 FRP LEDGER ANGLE WITH (2) 5/8" DIA. FRP THREADED FASTENERS TO STRINGER 2 SCALE: N.T.S. A453, TWRA110, TWRA60, TWRA62, TWRA63 I TWRS501 REVIEWED FOR CODE COMPLIANCE APPROVED FEB 2 0 2018 City of Tukwila BUILDING DIVISION RE -ISSUE FOR PERMIT JANUARY 19, 2018 0 x. _,..... 6. 1 2 SCALE: 1 1/2"=1'-0" 0 6" 1 2 3 SCALE: 1"=1' —0" SITTS & HILL ENGINEERS, INC. CIVIL • STRUCTURAL • SURVEYING 4815 CENTER STREET 1 TACOMA, WA. 98409 PHONE: (253) 474-9449 1 FAX: (253) 474-9449 http:/Iwww.sitts-hi II-engineers.com/ Project No.: 18000 Project Mgr.: BKL Proj. Engineer: BRL Proj. Drafter: SLM SYM REVISION BY APPROVED DATE SYM REVISION BY APPROVED DATE RELOCATE DOGHOUSE TO BUILDING 9-53 33447-05 SITTS BRL 01.19.18 ACCEPTABILITY THIS DESIGN AND/OR SPECIFICATION IS APPROVED DRAWN S. McCarthy APPROVED BY DEPT. DATE CHECKED B. Labrecque ENGINEER B. Labrecque CHECKED B. Leslie APPROVED DATE 08.09.17 08.09.17 08.09.17 08.09.17 SUBTITLE MISC SECTIONS AND DETAILS CURRENT REVISION SYMBOL 33447-05 DATE 01.19.18 APPROVED TITLE STRUCTURAL RELOCATE DOGHOUSE TO BUILDING 9-53 BUILDING 09-53 DEV. CENTER, WA SHEET WRS501 JOB NO. 33447-05 COMP NO. DWG NO. 09-053-TWRS501 10:59:12 PM SMCCARTHY: EXISTING LADDER FACE OF PARAPET OR EDGE OF ROOF ----- EXISTING LADDER vODIF1E D GALOC CLAMPS BY GARLOCK TO ATTACH TO EXISTING LADDER OSHA—COMPLIANT SWING GATE UPRIGHT POST GARLOCK LADDER MOUNT BASE—FRONT (PART #407244) GARLOCK 5FT GUARD RAIL GARLOCK 7.5FT RAIL KIT 0 13'-0" MIN. FLAT BAR SIMILAR TO GARLOCK LADDER MOUNT BASE (PART #407244) EXCEPT WITH A MODIFIED LENGTH OF 5'-2" CLAMPS BY GARLOCK TO ATTACH TO EXISTING LADDER 0 PROVIDE CAULKING AT GARLOCK BASES PER DETAIL 2/TWRS502 GARLOCK 5 FT RAIL KIT MODIFIED GARLOCK LADDERGUARD SAFETY RAIL SYSTEM WITH SELF—CLOSING SAFETY GATE EXISTING ROOF n _ � t 77 /7 // 7/ /O /� // 7/ /1 // // i // LAD J GU/6\D DETAIL SCALE N.T.S. REVISION BY APPROVED DATE SYM REVISION BY APPROVED DATE RELOCATE DOGHOUSE TO BUILDING 9-53 33447-05 SITTS BRL 01.19.18 1 RFAt 6011WRS502 1 /4"x24"x24" NEOPRENE MAT (50 DUROMETER SHORE A) GAa0C SCALE: 1 1/2" = 'AI LG UAf D 200 1'-0" PROVIDE SIKAFLEX 1A CAULKING AROUND GARLOCK BASE AND NEOPRENE MAT— CLEAN ROOF SURFACE PRIOR TO CAULK APPLICATION SASE DETAIL (2 TWRS502 ACCEPTABILITY THIS DESIGN AND/OR SPECIFICATION IS APPROVED APPROVED BY DEPT. DATE DRAWN S. McCarthy CHECKED B. Labrecque ENGINEER B. Labrecque CHECKED B. Leslie DATE 08.09.17 08.09.17 SUBTITLE REVIEWED FOR CODE COMPLIANCE APPROVED FEB 2 0 2018 City of Tukwila BUILDING DIVISION RE -ISSUE FOR PERMIT JANUARY 19, 2018 MISC SECTIONS AND DETAILS SITTS & HILL ENGINEERS, INC. CIVIL • STRUCTURAL • SURVEYING 4815 CENTER STREET 1 TACOMA, WA. 98409 PHONE: (253) 474-9449 1 FAX: (253) 474-9449 http://www.sitts-hill-engineers.com/ Project No.: 18000 Project Mgr.: BKL Proj. Engineer: BRL Proj. Drafter: SLM CURRENT REVISION 33447-05 SYMBOL DATE 01.19.18 08.09.17 08.09.17 APPROVED APPROVED TITLE STRUCTURAL RELOCATE DOGHOUSE TO BUILDING 9-53 BUILDING 09-53 DEV. CENTER, WA SHEET TWRS502 JOB NO. 33447-05 COMP NO. DWG NO. 09-053—TWRS502 10:59:12 PM FREIGHT LIFT BY PFLOW INDUSTRIES OR APPROVED EQUIVALENT — SEE SHEET TWRS3 FOR ADDITIONAL INFORMATION ASPHALT OR CONCRETE PAVEMENT AS OCCURS EQ EQ C / \\\\j #4 DOWELS j/ // AT 12 O.C. 2\/\ \ //// 21" 4 • • • • ASPHALT OR CONCRETE PAVEMENT AS OCCURS l \\ / / \\ /\ REIG (1) #4 CONT. TOP AND BOTTOM 8" 4\/ #5 AT 12" O.C. EACH WAY TOP AND BOTTOM 7'-0" PIT 8" 8'-4" T LIFT FO.,\DATIO\ SECTIC\ // \\ �/i /\ /cc \\ SCALE: 1" = 1'-0" (A TWRS3 iWRS503 0 1 REIG ASPHALT OR CONCRETE PAVEMENT AS OCCURS /\\//\ \\y, /\\ \\ \ #4 DOWELS �\ / AT 12" O.C. \//, i (1) #4 CONT. TOP AND BOTTOM T LIFT FO • 4 • U • 8" FREIGHT LIFT BY PFLOW INDUSTRIES OR APPROVED EQUIVALENT — SEE SHEET TWRS3 FOR ADDITIONAL INFORMATION ASPHALT OR CONCRETE PAVEMENT AS OCCURS #5 AT 12" 0.C. EACH WAY TOP AND BOTTOM 4'-6" PIT 8" 4 5'-10" :ATI O \ SECTIO\ \ U 1N B SCALE: 1" = 1'-0" TWRS3 TWRS503 REVIEWED FOR CODE COMPLIANCE APPROVED FEB 2 0 2018 City of Tukwila BUILDING DIVISION RE -ISSUE FOR PERMIT JANUARY 19, 2018 SITTS & HILL ENGINEERS, INC. CIVIL • STRUCTURAL • SURVEYING 4815 CENTER STREET 1 PHONE: (253) 474-9449 1 http://www.sitts-hill-engineers.com/ TACOMA, WA. 98409 FAX: (253) 474-9449 Project No.: 18000 Project Mgr.: BKL Proj. Engineer: BRL Proj. Drafter: SLM REVISION BY APPROVED DATE SYM REVISION BY APPROVED DATE RELOCATE DOGHOUSE TO BUILDING 9-53 33447-05 SITTS BRL 01.19.18 ACCEPTABILITY THIS DESIGN AND/OR SPECIFICATION IS APPROVED DRAWN S. McCarthy APPROVED BY DEPT. DATE CHECKED B. Labrecque ENGINEER B. Labrecque DATE 08.09.17 08.09.17 08.09.17 SUBTITLE MISC SECTIONS AND DETAILS CURRENT REVISION 33447-05 SYMBOL DATE 01.19.18 CHECKED B. Leslie 08.09.17 APPROVED APPROVED TITLE STRUCTURAL RELOCATE DOGHOUSE TO BUILDING 9-53 BUILDING 09-53 DEV. CENTER, WA SHEET � TWRS503 JOB NO. 33447-05 COMP NO. DWG NO. 09-053—TWRS503 ROTATABLE ANTENNA ARRAY TO BE— RELOCATED FROM THE ROOF OF THE 18-61 BUILDING — FIELD VERIFY SIZE OF ARRAY BASE PLATE 2' -3"x2' -3"x3/4" THICK STEEL ROTATABLE ANTENNA SUPPORT PLATE — COORDINATE SIZE AND LOCATION OF FASTENER HOLES WITH EXISTING ANTENNA ARRAY MOUNTING PLATE W8x31 WIDE FLANGE STEEL BEAMS PER PLANS 3/16 V 3/16 V 3" DIAMETER (NOMINAL) STANDARD WEIGHT STEEL PIPE SUPPORT POST W12x26 WIDE FLANGE STEEL ROOF BEAM PER PLANS .OTATA3LE A\TE\ \A /1./1/Z//1,11 / 6" MIN. 3/16/ 4'-0" 3/16 V 3/16" THICK STEEL — STIFFENER PLATE — CENTER BELOW STEEL PIPE ABOVE AAY SUPPORT SECTIO\ —3/16" THICK STEEL STIFFENER PLATE TOP OF ROOFING AS OCCURS W 0 m 1- A SCALE 1 1/2" = W8x31 SUPPORT - BEAMS PER PLAN i in N 2'-3 1/2" FIELD VERIFY 4. FIELD VERIFY o 0 O Q o 0 it it I I OTATA3LE A\TE\\A AR MOU\TING DETAIL AY V 2' -3"x2' -3"x3/4" THICK STEEL ROTATABLE ANTENNA SUPPORT PLATE 3/16 > 2"— " COORDINATE SIZE AND LOCATION OF BOLTS WITH EXISTING ANTENNA BASE—ALIGN WITH STANDARD GAGE OF BEAM BELOW 3/16 SCALE: 1 1/2 = 1'-0" /TYPICAL 4" \(4) PLACES 1 TWRS160LPNRS504 TWRS160 TWRS504 CTATA3LE A\ ROTATABLE ANTENNA ARRAY TO B RELOCATED FROM THE ROOF OF THE 18-61 BUILDING — FIELD VERIFY SIZE OF ARRAY BASE PLATE 2' -3"x2' -3"x3/4" THICK STEEL ROTATABLE ANTENNA SUPPORT PLATE — COORDINATE SIZE AND LOCATION OF FASTENER HOLES WITH EXISTING ANTENNA ARRAY MOUNTING PLATE TEN \A W8x31 WIDE FLANGE STEEL BEAMS PER PLANS 3/16 V 3" DIAMETER (NOMINAL) - STANDARD WEIGHT STEEL PIPE SUPPORT POST 3/16" THICK STEEL STIFFENER PLATE — CENTER BELOW STEEL PIPE ABOVE / / / ////illi/; W8x31 WIDE FLANGE STEEL BEAM PER PLANS — ATTACH PER SECTION A/T1NRS501 ////,/,' //7 / 7,— 3/16" THICK STEEL STIFFENER PLATE 3/16/ c W i N TOP OF ROOFING AS OCCURS 0 w 0 m W12x26 WIDE FLANGE STEEL ROOF BEAM PER PLANS 3/16 V 2'-3 1/2" AAY SUPPORT SECTIC\ FIELD VERIFY 3/16 B SCALE 1 1/2" = 1'-0" REVIEWED FOR CODE COMPLIANCE APPROVED FEB 2 0 2018 City of Tukwila BUILDING DIVISION RE -ISSUE FOR PERMIT JANUARY 19, 2018 TWRS 160TWRS504 SITTS & HILL ENGINEERS, INC. CIVIL • STRUCTURAL • SURVEYING 4815 CENTER STREET 1 TACOMA, WA. 98409 PHONE: (253) 474-9449 1 FAX: (253) 474-9449 http://www.sitts-hill-engineers.comi Project No.: 18000 Project Mgr.: BKL Proj. Engineer: BRL Proj. Drafter: SLM SYM REVISION BY APPROVED DATE SYM REVISION BY APPROVED DATE RELOCATE DOGHOUSE TO BUILDING 9-53 33447-05 SITTS BRL 01.19.18 ACCEPTABI LITY THIS DESIGN AND/OR SPECIFICATION IS APPROVED DRAWN S. McCarthy APPROVED BY DEPT. DATE CHECKED B. Labrecque ENCINEER B. Labrecque DATE 08.09.17 08.09.17 SUBTITLE MISC SECTIONS AND DETAILS CURRENT REVISION 33447-05 SYMBOL DATE 01.19.18 CHECKED B. Leslie 08.09.17 08.09.17 APPROVED APPROVED TITLE STRUCTURAL RELOCATE DOGHOUSE TO BUILDING 9-53 BUILDING 09-53 DEV. CENTER, WA SHEET TWRS504 JOB NO. 33447-05 COMP NO. DWG NO. 09-053-TWRS504 10:59:12 PM SMCCARTHY: 8/16/2017 TYP. STEEL PIPE TO STEEL CHANNEL 12" DIAMETER (NOMINAL) STANDARD - WEIGHT STEEL PIPE SLEEVE TO ACCOMMODATE ROOFTOP LEVEL MATERIAL HANDLING SYSTEM — COORDINATE WITH REQUIREMENTS OF MATERIAL HANDLING DRAWINGS STEEL PIPE SLEEVE AT 1'-6" MINIMUM — COORDINATE WITH FLASHING REQUIREMENTS AND MATERIAL HANDLING DRAWINGS 1 1/2" METAL DECK PER PLANS AND GSN — ROOFING AND INSULATION NOT SHOWN C12x20.7 STEEL CHANNEL PER PLAN, EACH SIDE OF STEEL PIPE — ATTACH TO ADJACENT STEEL FRAMING PER SECTION A/TWRS501 GOOF SECTIO\ A SCALE: N.T.S. nvRs1soL1WRS505 TYP. STEEL PIPE TO STEEL CHANNEL ST 12" DIAMETER (NOMINAL) STANDARD WEIGHT STEEL PIPE SLEEVE TO ACCOMMODATE ROOFTOP LEVEL MATERIAL HANDLING SYSTEM — COORDINATE WITH REQUIREMENTS OF MATERIAL HANDLING DRAWINGS 3/16 =EL PIPE SLE 4" (TOTAL DEPTH) CONCRETE TOPPED METAL DECK PER PLANS AND GSN C12x20.7 STEEL CHANNEL PER PLAN, EACH SIDE OF STEEL PIPE — ATTACH TO ADJACENT STEEL FRAMING PER SECTION A/TWRS501 1'-0" — COORDINATE WITH MATERIAL HANDLING DRAWINGS -VE AT FLO3 SECTIO\ -B- SCALE: SCALE: N.T.S. TWRS 110 TWRS505 STEEL ROOF DECKING ABOVE — TO BE CONNECTED TO STEEL BEAMS BEYOND ---12"x6"x1/2" "I" SHAPED FRP BEAM PER PLAN (4) 3/4" DIAMETER THRU—BOLTS — INSTALL AT INTERSECTION OF STANDARD BEAM GAGES W12x26 WIDE FLANGE STEEL BEAM PER PLAN RP 3EAv TO ST -EL 3 SCALE: 1 1/2" = 1'-0" -A S -CTIO\ REVISION BY APPROVED DATE SYM REVISION BY APPROVED DATE RELOCATE DOGHOUSE TO BUILDING 9-53 33447-05 SITTS BRL 01.19.18 ACCEPTABILITY THIS DESIGN AND/OR SPECIFICATION IS APPROVED APPROVED BY DEPT. DATE DRAWN S. McCarthy CHECKED B. Labrecque ENGINEER B. Labrecque c TWRS 1601TWRS505 DATE 08.09.17 12"x5"x1/2" STEEL CAP PLATE 3/16 (2) 5/8" DIAMETER FRP THREADED FASTENERS AT STANDARD GAGE OF CHANNEL FRP STAIR STRINGER PER PLANS EXISTING METAL ROOF DECK 4" DIAMETER STANDARD WEIGHT STEEL PIPE — LOCATE AS CLOSE TO BOTTOM OF STAIR STRINGER AS POSSIBLE TO ACCOMMODATE ROOF FLASHING AT PIPE (NOT SHOWN FOR CLARITY) 2'—O" VERIFY TYP 3/16 I/ U L6x6x1/2 STEEL ANGLE EXISTING STEEL ROOF — COPE AS REQUIRED BEAM AS OCCURS AT WELDED ENDS 7'—O" EXISTING LH ROOF JOIST AS OCCURS STEEL POST AT STAR FIELD VERIFY STI\GER SECTIO SCALE: 1" = 1'-0" REVIEVVED FOR CODE COMPLIANCE APPROVED FEB 2 0 2018 City of Tukwila BUILDING DIVISION RE -ISSUE FOR PERMIT JANUARY 19, 2018 08.09.17 SUBTITLE MISC SECTIONS AND DETAILS 0 6" 1 (D TWRA450 TWRS505 2 3 AM �■� SCALE: 1"=1'-0" 0 6" 1 2 SCALE: 1 1/2"=1'-0" SITTS & HILL ENGINEERS, INC. CIVIL • STRUCTURAL • SURVEYING 4815 CENTER STREET 1 TACOMA, WA. 98409 PHONE: (253) 474-9449 1 FAX: (253) 474-9449 http://www.sitts-hill-engineers.com/ Project No.: 18000 Project Mgr.: BKL Proj. Engineer: BRL Proj. Drafter: SLM CURRENT REVISION 33447-05 SYMBOL DATE 10:59:12 PM 01.19.18 08.09.17 CHECKED B. Leslie APPROVED 08.09.17 APPROVED TITLE STRUCTURAL RELOCATE DOGHOUSE TO BUILDING 9-53 BUILDING 09-53 DEV. CENTER, WA SHEET TWRS505 JOB NO. 33447-05 COMP NO. DWG NO. 09-053-TWRS505