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HomeMy WebLinkAboutPermit D17-0179 - COMPLETE OFFICE - MEZZANINECOMPLETE OFFICE MEZZANINE 11521 E MARGINAL WAY S 100 DI 7-01 79 Parcel No: Address: O City of Tukwila O Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Inspection Request Line: 206-438-9350 Web site: http://www.TukwilaWA.gov DEVELOPMENT PERMIT 1023049076 Permit Number: 11521 E MARGINAL WAY S 100 Project Name: COMPLETE OFFICE MEZZANINE Issue Date: Permit Expires On: D17-0179 8/14/2017 2/10/2018 Owner: Name: Address: Contact Person: Name: Address: Contractor: Name: Address: License No: Lender: Name: Address: WOODRIDGE PARTNERS LLC 11521 E MARGINAL WAY #100 , SEATTLE, WA, 98168 DAN MARTIN 8825 S 184 ST, KENT, WA, 98031 DACO CORPORATION 8825 S 184 ST, KENT, WA, 98031 DACOC**012NC COMPLETE OFFICE 11521 E MARGINAL WAYS , TUKWILA, WA, 98168 Phone: (206) 714-9316 Phone: (425) 264-4823 Expiration Date: 4/20/2018 DESCRIPTION OF WORK: INSTALL STORAGE PLATFORM (MEZZANINE) INSIDE EXISTING WAREHOUSE. Project Valuation: $87,882.30 Type of Fire Protection: Sprinklers: YES Fire Alarm: Type of Construction: IIIB Electrical Service Provided by: TUKWILA Fees Collected: $2,480.04 Occupancy per IBC: S-2 Water District: TUKWILA Sewer District: VALLEY VIEW 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: 2014 2014 2014 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: 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 toe conditions attached to this permit. Signature: J Y Print Name:i(1v) —P170 Date: 8Y11—/Z-1Z) -7,-1Z) This permit shall become null and void if the work is not commenced within 180 days for the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. PERMIT CONDITIONS: 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. 13: 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). 10: 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) 9: 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. (City Ordinances #2436 and #2437) 11: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 12: 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 for steel elements of buildings and structures shall be required. All welding shall be done by a Washington Association of Building Official Certified welder. 18: 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. 19: 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. 20: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. 21: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 22: 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). 23: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center. 24: 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. 25: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (206/431-3670). PERMIT INSPECTIONS REQUIRED Permit Inspection Line: (206) 438-9350 1700 BUILDING FINAL** 1400 FIRE FINAL 4046 SI-EPDXY/EXP CONC 4025 SI -STEEL CONST CITY OF TUKLA Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http://www.TukwilaWA.gov Building Permit No. P - D Project No. Date Application Accepted: 1 - q' 11 Date Application Expires: I ` 6. It (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 I I Z _ )� P2 � N1) wpol (�.-�, - ujc4 L King Co Assessor's Tax No.: S4-7&;,31 7 cD ,, Floor: Tenant Name: COY ? &..,6 11,e) New Tenant: ❑ Yes No Site Address: 1,6i ) % '• "1)/20 L. -WY -1-060C4u e Number: PROPERTY OWNER Name: DANtylA 1 ` ) Address: 6,6. 6.-' C� , 1 -.1,14 Name: Address:, ) 0+-14-1 C �� (CO Addres%:%t1 mi„,: ciritt, ",. )/ ,, City: f -1 -\.)f -1-\.)f /1-A Phone:a/6_'714,.q3i(0 Fax: State: p Zip:ga CONTACT PERSON - person receiving all project communication Name: DANtylA 1 ` ) Address: 6,6. 6.-' C� , 1 -.1,14 City:yk1 Stater , Zip: Address:, ) 0+-14-1 C Contr Reg No.:Cy\cs'ol 214cExp Date:02-11 Tukwila Business License No.: City: State: 1,4A NI 1 Zip: (402,51 Phone:a/6_'714,.q3i(0 Fax: 0 0,�,.i'�A Email: 44 \ State: up& m(53 0 GENERAL CONTRACTOR INFORMATION Company Name: DA (. Address: 6,6. 6.-' C� , 1 -.1,14 City:yk1 Stater , Zip: Phone: Z 7)¢ G 3) (o Fax: Contr Reg No.:Cy\cs'ol 214cExp Date:02-11 Tukwila Business License No.: H:Wpplications\Forms-Applications On Line \2012 ApplicationsU'ermit Application Revised - 2-7-12.docx Revised: February 2012 bh ARCHITECT OF RECORD Name: W4cAddress: Company Name: c. rjj& Architect Name: IQ NI 1 Address: 2.,,, 14.2.. Address: 0 0,�,.i'�A City: 1 t;;.A City: State: State: Zip: Phone: x: Fax: Email: ikApi L gSu J 1b3(, . ' V Email: ENGINEER OF RECORD Name: W4cAddress: Company Name:sye c. rjj& Engineer Name: AL f u... NI 1 Address: 2.,,, 14.2.. 0 0,�,.i'�A City: 1 t;;.A es State: Zip: q a (ek J Phone: ‘9.1..g � Q x: Email: ikApi L gSu J 1b3(, . ' V LENDER/BOND ISSUED (required for projects $5,000 or greater per RCW 19.27.095) Name: W4cAddress: City: State: Zip: Page 1 of 4 BUILDING PERMIT INFORMATI+ — 206-431-3670 n CM Valuation of Project (contractor's bid price): $ ZCOO Existing Building Valuation: $ Describe the1scdpe of work (please provide detailed information): I Q5:79_1_, d 4 - o-� y Will there be new rack storage? ❑ .... Yes .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: Will there be a change in use? Compact: Handicap: 0 Yes ❑ No If "yes", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: YIN 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? ❑ Yes 0 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:Wpplications\Forms-Applications On Line\2012 ApplicationsWermit Application Revised - 2-7-12.docx Revised: February 2012 bh Page 2 of 4 Existing Interior Remodel Addition to Existing Structure New Type of Construction per IBC Type of Occupancy per IBC Ist Floor ►, I V 0 , ^. `J66. �ws'r 2nd Floor O� 3rd Floor I Floors thru Basement Accessory Structure* Attached Garage Detached Garage Carport )Attached Detached Carport Covered Deck Deck )Uncovered 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: Will there be a change in use? Compact: Handicap: 0 Yes ❑ No If "yes", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: YIN 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? ❑ Yes 0 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:Wpplications\Forms-Applications On Line\2012 ApplicationsWermit Application Revised - 2-7-12.docx Revised: February 2012 bh Page 2 of 4 PUBLIC WORKS PERMIT INF _ - TION — 206-433-0179 Scope of Work (please provide detailed information): Call before you Dig: 811 Please refer to Public Works Bulletin #1 for fees and estimate sheet. Water District ❑ .. Tukwila ❑ ...Water District #125 ❑ .. Water Availability Provided Sewer District ❑ .. Tukwila ❑ .. Sewer Use Certificate ❑... Highline ❑ ...Valley View ❑ ... Renton ❑ ...Sewer Availability Provided ❑... Renton 0... Seattle Septic System: ❑ On-site Septic System — For on-site septic system, provide 2 copies of a current septic design approved by King County Health Department. Submitted with Application (mark boxes which apply): ❑ .. Civil Plans (Maximum Paper Size — 22" x 34") ". ❑ .. Technical Information Report (Storm Drainage) ❑... Geotechnical Report ❑ .. Traffic Impact Analysis ❑ .. Bond ❑... Insurance ❑... Easement(s) ❑...Maintenance Agreement(s) ❑ .. Hold Harmless — (SAO) 0 .. Hold Harmless — (ROW) Proposed Activities (mark boxes that apply): ❑ Right-of-way Use - Nonprofit for less than 72 hours ❑ .. Right-of-way Use - No Disturbance ❑ .. Construction/Excavation/Fill - Right-of-way ❑ Non Right-of-way ❑ ❑ .. Total Cut ❑ .. Total Fill cubic yards cubic yards ❑ .. Sanitary Side Sewer ❑ .. Cap or Remove Utilities ❑ .. Frontage Improvements ❑ .. Traffic Control ❑ .. Backflow Prevention - Fire Protection Irrigation ❑... Right-of-way Use - Profit for less than 72 hours O ...Right-of-way Use — Potential Disturbance ❑ ... Work in Flood Zone ❑... Storm Drainage ❑... Abandon Septic Tank ❑... Curb Cut 0...Pavement Cut 0...Looped Fire Line Domestic Water 0...Grease Interceptor ❑... Channelization ❑ ... Trench Excavation ❑... Utility Undergrounding ❑ .. Permanent Water Meter Size (1) " WO # (2) " WO # (3) ❑ .. Temporary Water Meter Size (1) " WO # (2) " WO # (3) ❑ .. Water Only Meter Size " WO # ❑ .. Deduct Water Meter Size ❑ .. Sewer Main Extension Public ❑ Private 0 ❑ .. Water Main Extension Public 0 Private ❑ " WO# " WO# 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: City State Zip Water Meter Refund/Billing: Name: Mailing Address: Day Telephone: City State Zip H:\Applications\Forms-Applications On Line\2012 Applications\Permit Application Revised - 2-7-12.docx Revised: February 2012 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 OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. BUILDING OWNER OR tUTH �ZEEDD AGENT: w c k N --7J l C 7471 7 Signature:e70 t 1 Z72 DSU Date: / 1 4 Print Name: 10 I� � (�" � Day Telephone: 7�� --g1--i13g Mailingef— Address: City State Zip H:\Applications\Forms-Applications On Line\2012 Applications \Permit Application Revised - 2-7-12.docx Revised: February 2012 bh Page 4 of 4 Cash Register Receipt City of Tukwila DESCRIPTIONS PermitTRAK ACCOUNT QUANTITY PAID $1,533.56 D17-0179 Address: 11521 E MARGINAL WAY S 100 Apn: 1023049076 $1,533.56 Credit Card Fee $44.67 Credit Card Fee R000.369.908.00.00 0.00 $44.67 DEVELOPMENT $1,418.20 PERMIT FEE R000.322.100.00.00 0.00 $1,413.70 WASHINGTON STATE SURCHARGE B640.237.114 0.00 $4.50 TECHNOLOGY FEE $70.69 TECHNOLOGY FEE TOTAL FEES PAID BY RECEIPT: R12123 R000.322.900.04.00 0.00 $70.69 $1,533.56 Date Paid: Monday, August 14, 2017 Paid By: TOM GASTON Pay Method: CREDIT CARD 04663G Printed: Monday, August 14, 2017 11:12 AM 1 of 1 C( SYSTEMS Cash Register Receipt City of Tukwila DESCRIPTIONS PermitTRAK I ACCOUNT ( QUANTITY ,y` PAID $946.48 D17-0179. Address: 11521E MARGINAL WAY S 100 Apn: 1023049076 .$946.48, Credit Card Fee $27.57 ' Credit Card Fee R000.369.908.00.00 0.00 $27.57 DEVELOPMENT $918.91 PLAN CHECK FEE TOTAL FEES PAID BY RECEIPT: R11854 R000.345.830.00.00 0.00 $918.91 $946.48 Date Paid: Wednesday, July 05, 2017 Paid By: DACO CORPORATAION Pay Method: CREDIT CARD 04040G Printed: Wednesday, July 05, 2017 12:42 PM 1 of 1 ?SYSTEMS INSPECTION NO. INSPECTION RECORD Retain a copy with permit Di -7-01'7c/ 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:/�/� (1504,04,6-.7-E: ®F/eiMIk-z2//whe Type of Inspection: po-i LOIN s- fi14L Address:, N/62/ A 4Y kills; ea" kill Called: Special Instructions: fF SII MIA- r «0 Date Wanted: 1a-lc/i7 a.m. P.m. Requester: DM Phone No: *o4_ 7i y-93/0 Approved per applicable codes. 11 Corrections required prior to approval. COMMENTS: c› — /3 in I-0) 6.601 n Grth17-- v PDQ f"� �� ANCA Inspector: Date: . (2[997 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 Pi 7-0)71 6300 Southcenter Blvd., #100, Tukwila: WA 98188 Permit Inspection Request Line (206) 438-9350 (206) 431-3670 Pro' ct: L. ' 7 Or-leyer Type of Inspection: X3111 LONG- Fl Nil L Address: // /be; /0416/0-c. A)/it'f '5' Date Called: Special Instructions: /6g ,e22/MNE Date Wanted: t -i1-17 Requester: Phone No: LjApproved per applicable codes. Corrections required prior to approval. COMMENTS: Inspector: Date: 12 l/—/7 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 (206) 431-3670 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 Pr 'ect: COM/lab-TV Ore cif Type of Inspection: $ I •- S 1, 6701JST- Address: /152.1 C tvoirziAAL to, -1 Date Called: Special Instructions: Date Wanted: m. Request r: Phone No: 7' q 93/6. ti Approved per applicable codes. 0 Corrections required prior to approval. COMMENTS: Inspector: 4 Date: 920_7 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 pit ooti l PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 1 Project:// 6 6h ice Type of Inspection: - /i.--/4—� Address: I Suite #: //QQ/ I911Gtif Contact Person: Special Instructions: Phone No.: FTApproved per applicable codes. Corrections required prior to approval. COMMENTS: r Needs Shift Inspection:. Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: r Inspector:- 7-"MC3 Date: /// j/,i Hrs.: / . G $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 206-575-4407 Project: �� ((4, ar% e . on: Type of Inspect*-0/2-1,4k 0t,4k t( --- Address:Contact Address:, Suite #: / / tijk j 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: 5 PistAJic.lt--i2- //,--m-z- /9wa-vc--NA OA z ' ` ` t"-0 pt\ r2-- ,Htid`i i i1' 6ev /s IL -"7 5 / e_ " ' d " y2—(A/LM6 k 2 --- ii Needs Shift Inspection: Sprinklers: Fire Alarm: Hood,& Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector: i--7),/ 5 4- , Date: 7/210/ __ 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 Client: Applied Handling NW 8825 S. 184th St. Kent, WA, 98031 Contact: Dan Martin Field Report �T126,�80�'h Ave N 425:881.5812:F Report #: 72331 Project Number: 17.425 Permit #: -t 4ZQ1Z' ,. b17- 0 t 7 q Project Name: Complete Office Address: 11521 E. Marginal Way S. Inspection Performed: Proprietary Anchors Date: 9/14/2017 Time: Temperature: Anchor bolts for mezzanine columns per drawing S1. Verified installation of Hilti KBTZ anchors, 5/8" x 6" with 4" embedment, torqued to 60 ft. lbs. All installed per ESR 1917 and per plan. RECEIVED CITY OF TUKWILA OCT 06 2017 PERMIT CENTER Distribution: iyj Distribute Client fl Distribute Contractor LI D• istribute Engineer Li D• istribute Owner i] Distribute Municipality ❑ D• istribute Other pi D• istribute Architect `l Distribute Other Inspector: Trow, Michael Reviewed by: Michele Guerrini All reports are considered confidential and are the property of the client and A.A.R. Testing Laboratory, Inc. Reproduction except in full without the written consent of A.A.R. Testing is strictly forbidden structural Concepts Engineering 23142 Arroyo Vista Rancho Santa Margarita, GA 92088 Tel: 949-888-8850 Fax: 949-888-8851 e-mail: mail@sceinc.net Project Name : COMPLETE OFFI Project Number : R-012617-1 Date : 06/28/17 Street Address : 11521 E MARGINAL WAY City/State : SEATTLE, WA 98168 Scope of Work : AMFI PLATFORM £ STAIRS REVIEWED FOR CODE COMPLIANCE APPROVED AUG 0 9 2017 E City of Tukwila BUILDING DIVISION 11.017q V 6' I L YPT-- - - ..-1` i,, ,_,,j JUN 292017 CITY OF TUKWILA JUL 0 5 2017 PERMIT CENTER II II I I I I I -!'I1III C3 Z1' SCl yn y' �W Cl Rs d N g zz �- D 9 0 0 030 030303 11f1Q3H%5 HS N 3 O O O O O O F O M1121,.3 1 1 I I I I I I II I I I III O O o 0 1 8 :J 0 a N Id 467,/43. 1 C,c 0 0' O 22'-0“ 0 IA2 WAY COLUMN TO BEAM CONN, ®, n P \ \ �� ® O v x •� a- i \, _ ......„. ,i__°,.___,,,.01 \,4_,■_, 1.i , r N \ a N Iis �� P 0 Z ®O ® 269 u _- �� 1 •� , o 4 {5 v Z co 9 g %o O/ \O/ \ _- ' V 2' 5 77 i,,B sn Jllull� Q = cm I `6 KNEE 3 P / nAM TO COLUMN KLVAIL v,w yy D_y_ NO V o0 o0 SG O o-, ■:Ii. lu �iliu ��■■■■■■■■L I p = ®O r a a e _\ 00 IY . v ;i a n 3 >m : o o mu o 1 � =Sly o n vZ I!! P, �,rn 4P3*_: _z hoz = = z_- rn D p 0 z Z z y a _ _ oma. s6osy F i4 �Ni 5. ; vk. a„ o o ,T' "g3 \vV mx pf1 m88 4�vm�� �q3'; gip'. u `� "8 0 i€ € 5 E �. g' -° S z "o H z w ;J 'N 1 O O z y> a b- wi Nh c , cc'.Q DAO5�r� mr \ \ \ � > �a ( } ads g 4a1oN .ai r3 'IIvJ ld`DOd 11ddGINNN Structural Concepts Engineering 23142 Arroyo Vista Rancho Santa Margarita, CA 92688 Tel: 949.888.8850 Fax: 949.888.8851 By. AA. Project COMPLETE OFFICE Protect #: R-012617-1 Design Specifications Configuration: AMFI PLATFORM 22' x 49' 1) The analysis presented herein conforms to the requirements of the 2015 IBC and the ASCE 7-10 2) Column steel minimum yield Fy= 46000 psi Beam steel minimum yield Fy= 50000 psi Brace steel minimum yield Fy= 36000 psi Other steel minimum yield Fy= 36000 psi 3) Bolts shall conform to Grade 5 unless noted otherwise on the plans or calculations. 4) Anchor bolts shall be provided by installer per ICC reference on plans and calculations herein. Installer must provide any special inspection as called out on plans or calculations, or as required by the ICC report indicated hereon. 5) All welds shall conform to AWS procedures, utilizing E70>oc electrodes or similar. All such welds shall be performed in shop, with no field welding allowed other than those supervised by a licensed deputy inspector. 6) The slab is 6" thick with minimum 2500 psi compressive strength. Soil bearing capacity is 1000 psf. Design Loads Occupancy Load LL= 125.0 psf Framing Dead Load Flooring= 6.0 psf Joist= 3.0 psf Beam= 3.0 psf Misc= 3.0 psf DL= 15.0 psf `) 14JJr..n r•as_rr,.x —z, - II 11IIIIIII i f A Seismic Design Criteria Ss= 1.516 S1= 0.570 Fa= 1.000 Fv= 1.500 5D5= 1.011 SDi= 0.570 R= 3.500 Importance factor, Ip= 1.000 Seismic Coeff, Cs= 0.2889 Seismic Design Category= D Seismic Design Method= ASD Frame Type= STEEL OMRF (Th„ s Page 5 of Structural Concepts Engineering 23142 Arroyo Vista Rancho Santa Margarita, GA 92688 Tel: 949.888.8850 Fax: 949.888.8851 By. AA. Project COMPLETE OFFICE Project #: R-012617-1 Summary of Components Configuration: AMFI PLATFORM 22' x 49' Specifications Joist to Beam Connection Joist Beam rd T.l-�� Beam to Column Connection I Knee Brace 24.0 in 45 deg. KB Column Base Plate 144.0 in Conceptual Elevation Live Load= 125 psf Dead Load= 15 psf Top of Deck= 144.0 in Column Fy= 46,000 psi Beam Fy= 50,000 psi Brace Fy= 36,000 psi Base Plate Fy= 36,000 psi Seismic Design Criteria Ss= 1.516 S1= 0.570 Fa= 1.000 Fv= 1.500 SIDS= 1.011 Soi= 0.570 R= 3.500 Importance factor, Ip= 1.000 Seismic Coeff, Cs= 0.289 Seismic Design Category= D Seismic Design Method= ASD Frame Type= STEEL OMRF Page (cof 2J Summary of Components Item Component Column HSS6x6x1/4 Slab & Soil 6 in x 2500 psi Slab with 1000 psf soil at grade or better Perimeter Base Plate 12 in x 12 in x 0.5 in thick (Centered Column). (4) anchors per baseplate Corner Base Plate 12 in x 12 in x 0.5 in thick Centered Column). (4) anchors per baseplate Anchor 0.625 in diam x 4 in embedment Hilti Kwikbolt TZ Wedge wedge anchors per base with inspection Knee Brace L3x3x1/4 (Rise/Run=24 in min) Knee Brace Conn (1) 1 in diam Grade 5 Bolts per end Joist to Beam Conn PL6x7x3/8 with (2) 0.75 in diam Grade 5 bolts Beam to Column Conn WT7x11 (4) 0.75 in diam Grade 5 bolt (bolt spacing 3"c.c. & 1.5" edge to center Typ or better) Joist W8x10 @ 48" O.C. Beam W12x35, W12x22 & W12x14 Floor Deck 1-1/2" x 20 ga B deck w/ 3/4" Plywood attach w/#12 Tek @ 6" & 12" o.c. Page (cof 2J Syuctural'" Concepts Engineering 23142 Arroyo Vista Rancho Santa Margarita, GA 92688 Tel: 949.888.8850 Fax: 949.888.8851 By. AA. Loads Protect: COMPLETE OFFICE Project #: R-012617-1 Configuration: AMFI PLATFORM 22' x 49' Dead Loads Live Loads Flooring 6.0 psf LL 125.0 psf Joist 3.0 psf Beam 3.0 psf Misc/HVAC 3.00 psf 15.00 psf Seismic Load Lateral analysis is performed with regard to the 2015 IBC & ASCE 7-10 section 12.8.1, using Equivilant Lateral Force procedure ** For storage live loads, 25% of live load is considered in the determination of the effective seismic weight (W) per ASCE 7-10 section 12.7.2, item 2 V= Cs*W/R eqtn 12.8-1 Cs -mint= Sds*Ie/R = 0.2889 eqtn 12.8-5 Cs -mint= 0.044*Sds*I eqtn 12.8-5 = 0.0445 Framing weight, DL=D= 15 psf Deck Live Load, LL=L= 125 psf ** Leff=LL/4= 31.25 psf ** Effective Seismic Weight, W= (DL+LLeff) = 46.25 psf H (TOD)= 144.00 in Frame Depth= 264.00 in Seismic Design Coeff Cs-min3= 0.55*S1/(R/Ie) = 0.0090 Cs-eff= 0.2889 eqtn 12.8-6 if51>=0.6 Cs-min3 does not apply vcol Vtransv=E= 0.2889 * 46.25 psf = 13.4 psf Column Shear= 13.4 psf * Trib Area per Column See table below H (TOD)= 144.0 in hl= 101.8 in M= Vcol*h1/2 M Elevation (Pinned Basel Ss= 1.516 S1= 0.570 Fa= 1.000 Fv= 1.500 Sds= 1.011 Sdl= 0.570 ** R= 3.50 I=Ie= 1.00 Site Class= D Seismic Des. Catag= D rho= 1.00 Omega= 3.00 1.0 + 0.10*Sds= 1.101 1.0 + 0.20*Sds= 1.202 Table 1. ASD Format Loads for Platform Columns 2) LC2: D + 0.75L+0.75*0.7E ASCE Sec 2.4.1 eqtn 6b D + 0.75*L + 0.525*E Column Trib Area Base Shear, V Axial DL (Static) Axial LL (Static) Pseismic M Perimeter, A2 133 ft^2 1,784 lb 1,997 lb 16,638 lb 1,946 lb 181,522 in -lb Corner, Al 67 ft^2 892 lb 998 lb 8,319 lb 973 lb 90,761 in -lb The following load combinations shall be checked herein for ASD loading on the steel components: 1) LC1: D + L ASCE Sec 2.4.1 eqtn 2 2) LC2: D + 0.75L+0.75*0.7E ASCE Sec 2.4.1 eqtn 6b D + 0.75*L + 0.525*E 3) LC3: (1.0 + 0.10*Sds)D + 0.525*rho*E + 0.75L ASCE Sec 12.4.2.3, eqtn 6b 1.1011*D + 0.525*E + 0.75*L «__= by inspection, this governs over LC2 4) LC4: (1.0 + 0.20*Sds)D + Omega*E + Leff ASCE Sec 12.4.3.2, eqtn 5 1.202*D + Omega*E + Leff Only for OMRF components •Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 ry ,KW-06008597 Description : BEAM JOIST J1 E-14 FEPERC serslAi\ ioglj 1) , ERCR -1\COM tNC 9983-2017 B i Licerisee ALI;ABOLHASSANI- Calculations per AISC 360-10, IBC 2015, ASCE 7-10 Load Combination Set : IBC 2015 aterial Properties�� Analysis Method : Allowable Strength Design Beam Bracing : Beam bracing is defined as a set spacing over all spans Bending Axis : Major Axis Bending U'nbraced47- Lengths, , �, X4,0 First Brace starts at 4.0 ft from Left -Most support Regular spacing of lateral supports on length of beam = 4.0 ft Fy : Steel Yield : E: Modulus : 50.0 ksi 29,000.0 ksi D(0.06) L(0.5) Span= 12.10 ft pliedLoads W8x10 Service loads entered. Load Factors will be applied for calculations. Beam self -weight -NOT -internally -calculated and added Uniform Load : D = 0.0150, L = 0.1250 ksf, Tributary Width = 4.0 ft DESIGV,SUMM 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 yip 0.492: 1 W8x10 10.249 k -ft 20.818 k -ft +D+L+H 6.050ft 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 0.271 in Ratio = 0.000 in Ratio = 0.304 in Ratio = 0.000 in Ratio 535 >=360 0 <360 478 >=240. 0 <240.0 Design OK 0.126 1 W8x10 3.388 k 26.826 k +D+L+H 0.000 ft Span # 1 aximum Force Messes mF. ations', Load Combination Segment Length Max Stress Ratios 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 +0+H Dsgn. L = 3.98 ft Dsgn. L = 4.01 ft Dsgn. L = 4.01 ft Dsgn. L = 0.10 ft +D+L+H Dsgn. L = 3.98 ft Dsgn. L = 4.01 ft Dsgn. L = 4.01 ft Dsgn. L = 0.10 ft +D+Lr+H Dsgn. L = 3.98 ft Dsgn. L = 4.01 ft Dsgn. L = 4.01 ft Dsgn. L = 0.10 ft +D+S+H Dsgn. L = 3.98 ft Dsgn. L = 4.01 ft Dsgn. L = 4.01 ft Dsgn. L = 0.10 ft +D+0.750Lr+0.750L+H Dsgn. L = 3.98 ft 0.044 0.053 0.045 0.002 0.414 0.492 0.421 0.016 0.044 0.053 0.045 0.002 1 0.044 1 0.053 1 0.045 1 0.002 1 0.321 0.014 0.005 0.013 0.014 0.126 0.043 0.124 0.126 0.014 0.005 0.013 0.014 0.014 0.005 0.013 0.014 0.97 1.10 0.99 0.04 9.04 10.25 9.20 0.35 0.97 1.10 0.99 0.04 0.97 1.10 0.99 0.04 0.098 7.03 0.97 0.04 9.04 0.35 0.97 0.04 0.97 1.10 0.99 0.04 9.04 10.25 9.20 0.35 0.97 1.10 0.99 0.04 0.97 0.97 1.10 0.04 0.99 e 004 7)03 36.52 34.77 36.52 36.52 36.52 34.77 36.52 36.52 36.52 34.77 36.52 36.52 36.52 34.77 36.52 36.52 21.87 20.82 21.87 21.87 21.87 20.82 21.87 21.87 21.87 20.82 21.87 21.87 21.87 20.82 21.87 21.87 1.47 1.01 1.43 1.36 1.47 1.01 1.43 1.36 1.47 1.01 1.43 1.36 1.47 1.01 1.43 1.36 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 0.36 0.12 0.36 0.36 3.39 1.16 3.33 3.39 0.36 0.12 0.36 0.36 0.36 0.12 0.36 0.36 40.24 40.24 40.24 40.24 40.24 40.24 40.24 40.24 40.24 40.24 40.24 40.24 40.24 40.24 40.24 40.24 26.83 26.83 26.83 26.83 26.83 26.83 26.83 26.83 26.83 26.83 26.83 26.83 26.83 26.83 26.83 26.83 36.52 21.87 1.47 1.00 2.63 40.24 26.83 Title Block Line 1 Ydu can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Fri :n�►r� i � i(e4:'',6lUserS NDOCUME IIENERCA t1COMPLE I EC Dyer <rs n k.; 4/(z; r � 7 ��� t a � i �r/ v� i �/ ENERCAL'C 1NCr1983201�iButld6,17329 Ver 6,17329 Lic,# .KW -06008597 Licensee . AL"I ABOLHASSANI� Description : BEAM JOIST J1 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 VnxlOmega Dsgn. L = 4.01 ft 1 0.382 0.034 7.96 7.03 7.96 34.77 20.82 1.01 1.00 0.90 40.24 26.83 Dsgn. L = 4.01 ft 1 0.327 0.096 7.15 0.27 7.15 36.52 21.87 1.43 1.00 2.59 40.24 26.83 Dsgn. L = 0.10 ft 1 0.012 0.098 0.27 0.27 36.52 21.87 1.36 1.00 2.63 40.24 26.83 +D+0.750L+0.750S+H Dsgn. L = 3.98 ft 1 0.321 0.098 7.03 7.03 36.52 21.87 Dsgn. L = 4.01 ft 1 0.382 0.034 7.96 7.03 7.96 34.77 20.82 Dsgn. L = 4.01 ft 1 0.327 0.096 7.15 0.27 7.15 36.52 21.87 Dsgn. L = 0.10 ft 1 0.012 0.098 0.27 0.27 36.52 21.87 +D+0.60W+H Dsgn. L = 3.98 ft 1 0.044 0.014 0.97 0.97 36.52 21.87 1.47 1.00 Dsgn. L = 4.01 ft 1 0.053 0.005 1.10 0.97 1.10 34.77 20.82 1.01 1.00 Dsgn. L = 4.01 ft 1 0.045 0.013 0.99 0.04 0.99 36.52 21.87 1.43 1.00 Dsgn. L = 0.10 ft 1 0.002 0.014 0.04 0.04 36.52 21.87 1.36 1.00 +D+0.70E+H Dsgn. L = 3.98 ft 1 0.044 0.014 0.97 0.97 36.52 21.87 1.47 1.00 0.36 40.24 26.83 Dsgn. L = 4.01 ft 1 0.053 0.005 1.10 0.97 1.10 34.77 20.82 1.01 1.00 0.12 40.24 26.83 Dsgn. L = 4.01 ft 1 0.045 0.013 0.99 0.04 0.99 36.52 21.87 1.43 1.00 0.36 40.24 26.83 Dsgn. L = 0.10 ft 1 0.002 0.014 0.04 0.04 36.52 21.87 1.36 1.00 0.36 40.24 26.83 +D+0.750Lr+0.750 L+0.450W+H Dsgn. L = 3.98 ft 1 0.321 0.098 7.03 7.03 36.52 21.87 1.47 1.00 2.63 40.24 26.83 Dsgn. L = 4.01 ft 1 0.382 0.034 7.96 7.03 7.96 34.77 20,82 1.01 1.00 0.90 40.24 26.83 Dsgn. L = 4.01 ft 1 0.327 0.096 7.15 0.27 7.15 36.52 21.87 1.43 1.00 2.59 40.24 26.83 Dsgn. L = 0.10 ft 1 0.012 0.098 0.27 0.27 36.52 21.87 1.36 1.00 2.63 40.24 26.83 +D+ 0.750L+0.750S+0.450W+H Dsgn. L = 3.98 ft 1 0.321 0.098 7.03 7.03 36.52 21.87 1.47 1.00 2.63 40.24 26.83 Dsgn. L = 4.01 ft 1 0.382 0.034 7:96 7.03 7.96 34.77 20:82-1:01-1.00 -0:90 40.24 26.83 Dsgn. L = 4.01 ft 1 0.327 0.096 7.15 0.27 7.15 36.52 21.87 1.43 1.00 2.59 40.24 26.83 Dsgn. L = 0.10 ft 1 0.012 0.098 0.27 0.27 36.52 21.87 1.36 1.00 2.63 40.24 26.83 +D+0.750L+0.750S+0.5250E+H Dsgn. L = 3.98 ft 1 0.321 0.098 7.03 7.03 36.52 21.87 1.47 1.00 2.63 40.24 26.83 Dsgn. L = 4.01 ft 1 0.382 0.034 7.96 7.03 7.96 34.77 20.82 1.01 1.00 0.90 40.24 26.83 Dsgn. L = 4.01 ft 1 0.327 0.096 7.15 0.27 7.15 36.52 21.87 1.43 1.00 2.59 40.24 26.83 Dsgn. L = 0.10 ft 1 0.012 0.098 0.27 0.27 36.52 21.87 1.36 1.00 2.63 40.24 26.83 +0.60D+0.60W+0.60H Dsgn. L = 3.98 ft 1 0.027 0.008 0.58 0.58 36.52 21.87 1.47 1.00 0.22 40.24 26.83 Dsgn. L = 4.01 ft 1 0.032 0.003 0.66 0.58 0.66 34.77 20.82 1.01 1.00 0.07 40.24 26.83 Dsgn. L = 4.01 ft 1 0.027 0.008 0.59 0.02 0.59 36.52 21.87 1.43 1.00 0.21 40.24 26.83 Dsgn. L = 0.10 ft 1 0.001 0.008 0.02 0.02 36.52 21.87 1.36 1.00 0.22 40.24 26.83 +0.60D+0.70E+0.60H Dsgn. L = 3.98 ft 1 0.027 0.008 0.58 0.58 36.52 21.87 1.47 1.00 0.22 40.24 26.83 Dsgn. L = 4.01 ft 1 0.032 0.003 0.66 0.58 0.66 34.77 20.82 1.01 1.00 0.07 40.24 26.83 Dsgn. L = 4.01 ft 1 0.027 0.008 0.59 0.02 0.59 36.52 21.87 1.43 1.00 0.21 40.24 26.83 Dsgn. L = 0.10 ft 1 0.001 0.008 0.02 0.02 36.52 21.87 1.36 1.00 0.22 40.24 26.83 1.47 1.00 1.01 1.00 1.43 1.00 1.36 1.00 2.63 40.24 26.83 0.90 40.24 26.83 2.59 40.24 26.83 2.63 40.24 26.83 0.36 40.24 26.83 0.12 40.24 26.83 0.36 40.24 26.83 0.36 40.24 26.83 verall Maximum Defl ectlony; Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+L+H IcalKeactto 1 0.3038 6.085 Support notation : Far left is #1 0.0000 Values in KIPS 0.000 Load Combination Support 1 Support 2 Overall MAXimum 3.388 3.388 Overall MINimum 0.218 0.218 +0+H 0.363 0.363 +D+L+H 3.388 3.388 +D+Lr+H 0.363 0.363 +D+S+H 0.363 0.363 +D+0.750Lr+0.750L+H 2.632 2.632 +D+0.750L+0.750S+H 2.632 2.632 +D+0.60W+H 0.363 0.363 +D+0.70E+H 0.363 0.363 +D+0.750Lr+0.750L+0.450W4j 2.632 2.632 +D+0.750L+0.7505+0.450W+H 2.632 2.632 +D+0.750L+0.750S+0.5250E+H 2.632 2.632 +0.60D+0.60W+0.60H 0.218 0.218 +0.60D+0.70E+0.60H 0.218 0.218 D Only 0.363 0.363 Lr Only 9 of- •Title Block Line 1 Yob can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 KW=06008597' Description : BEAM JOIST J1 Load Combination Support 2 4944 Support notation : Far left is #1 51UsersW pOCUMEy 1ENERC91pilAPLE 1yEC6 IERCALC lNG,19832O17 Build 6x17329 Ver6173,29 ;a Ucensee , ALIkABOLHASSANl ; Values in KIPS L Only S Only W Only E Only H Only 3.025 3.025 Title Block Line 1 YOu can change this area using the "Settings" menu item and then using the' Printing & Title Block" selection. Title Block Line 6 ere.t=»,�y LicenseeALI ABOLHASSANI Description : BEAM B1 REFERENT Calculations per AISC 360-10, IBC 2015, ASCE 7-10 Load Combination Set : IBC 2015 r z Mray. i s ateria.tAS04 ties yr , ; Analysis Method : Allowable Strength Design Beam Bracing : Beam bracing is defined as a set spacing over all spans Bending Axis : Major Axis Bending n.�« .s braced Lengths _ m, ok, ie E x Fy : Steel Yield : E: Modulus : 50.0 ksi 29,000.0 ksi First Brace starts at 4.0 ft from Left -Most support Regular spacing of lateral supports on length of beam = 4.0 ft D(0.1815) L(1.5125) r �aha pled Loads , frx 4, W12x35 Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT -internally -calculated -and -added Uniform Load D =0.0150, L = 0.1250 ksf, Tributary Width = 12.10 ft SIGN:=SUMMARY;rr'%r y, 9-17 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 r(% 0.630: 1 Maximum Shear Stress Ratio = W12x35 Section used for this span 80.518 k -ft Va : Applied 127.745 k -ft Vn/Omega : Allowable +D+L+H. 9.750ft Span # 1 0.597 in Ratio = 0.000 in Ratio = 0.670 in Ratio = 0.000 in Ratio = Load Combination Location of maximum on span Span # where maximum occurs 391 >=360 0 <360 349 >=240. 0 <240.0 Design OK 0.220: 1 W12x35 16.517 k 75.0 k +D+L+H 0.000 ft Span # 1 aximumFor Load Combination Segment Length resses#forst oad Max Stress Ratios xmagraT ombinatlonst 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 = 3.96 ft Dsgn. L = 4.01 ft Dsgn. L = 4.01 ft Dsgn. L = 4.01 ft Dsgn. L = 3.51 ft +D+L+H Dsgn. L = 3.96 ft Dsgn. L = 4.01 ft Dsgn. L = 4.01 ft Dsgn. L = 4.01 ft Dsgn. L = 3.51 ft +D+Lr+H Dsgn. L = 3.96 ft Dsgn. L = 4.01 ft Dsgn. L = 4.01 ft Dsgn. L = 4.01 ft Dsgn. L = 3.51 ft +D+S+H Dsgn. L = 3.96 ft Dsgn. L = 4.01 ft Dsgn. L = 4.01 ft 1 0.044 0.065 0.068 0.064 0.040 0.408 0.609 0.630 0.597 0.372 0.044 0.065 0.068 0.064 0.040 0.044 0.065 0.068 0.024 0.014 0.005 0.015 0.024 0.220 0.131 0.050 0.141 0.220 0.024 0.014 0.005 0.015 0.024 0.024 0.014 0.005 5.58 8.34 8.63 8.18 5.09 52.08 77.83 80.52 76.31 47.54 5.58 8.34 8.63 8.18 5.09 5.58 8.34 8.63 5.58 8.18 5.09 52.08 76.31 47.54 5.58 8.34 8.63 8.18 5.09 52.08 77.83 80.52 76.31 47.54 5.58 5.58 8.34 8.18 8.63 5.09 8.18 erf-sd9 5.58 5.58 8.34 8.18 8.63 213.33 127.74 213.33 127.74 213.33 127.74 213.33 127.74 213.33 127.74 213.33 127.74 213.33 127.74 213.33 127.74 213.33 127.74 213.33 127.74 213.33 127.74 213.33 127.74 213.33 127.74 213.33 127.74 213.33 127.74 213.33 127.74 213.33 . 127.74 213.33 127.74 1.57 1.00 1.77 112.50 75.00 1.11 1.00 1.05 112.50 75.00 1.01 1.00 0.40 112.50 75.00 1.14 1.00 1.13 112.50 75.00 1.55 1.00 1.77 112.50 75.00 1.57 1.00 16.52 112.50 75.00 1.11 1.00 9.82 112.50 75.00 1.01 1.00 3.78 112.50 75.00 1.14 1.00 10.57 112.50 75.00 1.55 1.00 16.52 112.50 75.00 1.57 1.00 1.77 112.50 75.00 1.11 1.00 1.05 112.50 75.00 1.01 1.00 0.40 112.50 75.00 1.14 1.00 1.13 112.50 75.00 1.55 1.00 1.77 112.50 75.00 1.57 1.00 1.77 112.50 75.00 1.11 1.00 1.05 112.50 75.00 1.01 1.00 0.40 112.50 75.00 Title Block Line 1 Ydtu can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 serslAADOCUMEgit ENE RCA 11COt 0.1i Bwld`6, Licensee ALIABOLHASSAN[ r,# KW_06008.597 -< Description : BEAM B1 Load Combination Segment Length Span # Max Stress Ratios Summary of Moment Values Summary of Shear Values M V Mmax + Mmax - Ma Max Mnx MnxlOmega Cb Rm Va Max Vnx Vnx/Omega Dsgn. L = 4.01 ft Dsgn. L = 3.51 ft +D+0.750Lr+0.750L+H Dsgn. L = 3.96 ft Dsgn. L = 4.01 ft Dsgn. L = 4.01 ft Dsgn. L = 4.01 ft Dsgn. L = 3.51 ft +D+0.750L+0.750S+H Dsgn. L = 3.96 ft Dsgn. L = 4.01 ft Dsgn. L = 4.01 ft Dsgn. L = 4.01 ft Dsgn. L= 3.51 ft +D+0.60W+H Dsgn. L = 3.96 ft Dsgn. L = 4.01 ft Dsgn. L= 4.01 ft Dsgn. L = 4.01 ft Dsgn. L = 3.51 ft +D+0.70E+H Dsgn. L = 3.96 ft 1 Dsgn. L = 4.01 ft 1 Dsgn. L = 4.01 ft 1 Dsgn. L = 4.01 ft 1 Dsgn. L - 3.51 ft 1 +D+0.750Lr+0.750L+0.450W+H Dsgn. L = 3.96 ft 1 Dsgn. L = 4.01 ft 1 Dsgn. L = 4.01 ft 1 Dsgn. L = 4.01 ft 1 Dsgn.L= 3.51ft 1 +D+0.750L+0.750S+0.450W+H Dsgn. L = 3.96 ft 1 Dsgn. L = 4.01 ft 1 Dsgn. L = 4.01 ft 1 Dsgn. L = 4.01 ft 1 Dsgn. L = 3.51 ft 1 +D+0.750L+0.750S+0.5250E+H Dsgn. L = 3.96 ft 1 Dsgn. L = 4.01 ft 1 Dsgn. L = 4.01 ft 1 Dsgn. L = 4.01 ft 1 Dsgn. L = 3.51 ft 1 +0.60D+0.60W+0.60H Dsgn. L = 3.96 ft 1 Dsgn. L = 4.01 ft 1 Dsgn. L = 4.01 ft 1 Dsgn. L = 4.01 ft 1 Dsgn. L = 3.51 ft 1 +0.60D+0.70E+0.60H Dsgn. L = 3.96 ft Dsgn. L = 4.01 ft Dsgn. L = 4.01 ft Dsgn. L = 4.01 ft Dsgn. L = 3.51 ft OveralLMaximum 0.064 0.015 8.18 5.09 8.18 213.33 127.74 1.14 1.00 1.13 112.50 75.00 0.040 0.024 5.09 5.09 213.33 127.74 1.55 1.00 1.77 112.50 75.00 0.317 0.171 40.46 40.46 213.33 127.74 1.57 1.00 12.83 112.50 75.00 0.473 0.102 60.45 40.46 60.45 213.33 127.74 1.11 1.00 7.62 112.50 75.00 0.490 0.039 62.55 59.28 62.55 213.33 127.74 1.01 1.00 2.93 112.50 75.00 0.464 0.109 59.28 36.93 59.28 213.33 127.74 1.14 1.00 8.21 112.50 75.00 0.289 0.171 36.93 36.93 213.33 127.74 1.55 1.00 12.83 112.50 75.00 0.317 0.171 40.46 40.46 213.33 127.74 1.57 1.00 12.83 112.50 75.00 0.473 0.102 60.45 40.46 60.45 213.33 127.74 1.11 1.00 7.62 112.50 75.00 0.490 0.039 62.55 59.28 62.55 213.33 127.74 1.01 1.00 2.93 112.50 75.00 0.464 0.109 59.28 36.93 59.28 213.33 127.74 1.14 1.00 8.21 112.50 75.00 0.289 0.171 36.93 36.93 213.33 127.74 1.55 1.00 12.83 112.50 75.00 0.044 0.024 5.58 5.58 213.33 127.74 1.57 1.00 1.77 112.50 75.00 0.065 0.014 8.34 5.58 8.34 213.33 127.74 1.11 1.00 1.05 112.50 75.00 0.068 0.005 8.63 8.18 8.63 213.33 127.74 1.01 1.00 0.40 112.50 75.00 0.064 0.015 8.18 5.09 8.18 213.33 127.74 1.14 1.00 1.13 112.50 75.00 0.040 0.024 5.09 5.09 213.33 127.74 1.55 1.00 1.77 112.50 75.00 0.044 0.065 0.068 0.024 0.014 0.005 0.064 0.015 0.040 0.024 5.58 8.34 8.63 8.18 5.09 5.58 8.18 5.09 5.58 213.33 127.74 1.57 1.00 1.77 112.50 75.00 8.34 213.33 127.74 1.11 1.00 1.05 112.50 75.00 8.63 213.33 127.74 1.01 1.00 0.40 112.50 75.00 8.18 213.33 127.74 1.14 1.00 1.13 112.50 75.00 5.09 21333 127.74 135 1.00 1.77 112.50 75.00 0.317 0.171 40.46 40.46 213.33 127.74 1.57 1.00 12.83 112.50 75.00 0.473 0.102 60.45 40.46 60.45 213.33 127.74 1.11 1.00 7.62 112.50 75.00 0.490 0.039 62.55 59.28 62.55 213.33 127.74 1.01 1.00 2.93 112.50 75.00 0.464 0.109 59.28 36.93 59.28 213.33 127.74 1.14 1.00 8.21 112.50 75.00 0.289 0.171 36.93 36.93 213.33 127.74 1.55 1.00 12.83 112.50 75.00 0.317 0.171 40.46 40.46 213.33 127.74 1.57 1.00 12.83 112.50 75.00 0.473 0.102 60.45 40.46 60.45 213.33 127.74 1.11 1.00 7.62 112.50 75.00 0.490 0.039 62.55 59.28 62.55 213.33 127.74 1.01 1.00 2.93 112.50 75.00 0.464 0.109 59.28 36.93 59.28 213.33 127.74 1.14 1.00 8.21 112.50 75.00 0.289 0.171 36.93 36.93 213.33 127.74 1.55 1.00 12.83 112.50 75.00 0.317 0.171 40.46 40.46 213.33 127.74 1.57 1.00 12.83 112.50 75.00 0.473 0.102 60.45 40.46 60.45 213.33 127.74 1.11 1.00 7.62 112.50 75.00 0.490 0.039 62.55 59.28 62.55 213.33 127.74 1.01 1.00 2.93 112.50 75.00 0.464 0.109 59.28 36.93 59.28 213.33 127.74 1.14 1.00 8.21 112.50 75.00 0.289 0.171 36.93 36.93 213.33 127.74 1.55 1.00 12.83 112.50 75.00 0.026 0.014 3.35 3.35. 213.33 127.74 1.57 1.00 1.06 112.50 75.00 0.039 0.008 5.00 3.35 5.00 213.33 127.74 1.11 1.00 0.63 112.50 75.00 0.041 0.003 5.18 4.91 5.18 213.33 127.74 1.01 1.00 0.24 112.50 75.00 0.038 0.009 4.91 3.06 4.91 213.33 127.74 1.14 1.00 0.68 112.50 75.00 0.024 0.014 3.06 3.06 213.33 127.74 1.55 1.00 1.06 112.50 75.00 0.026 0.014 3.35 3.35 213.33 127.74 1.57 1.00 1.06 112.50 75.00 0.039 0.008 5.00 3.35 5.00 213.33 127.74 1.11 1.00 0.63 112.50 75.00 0.041 0.003 5.18 4.91 5.18 213.33 127.74 1.01 1.00 0.24 112.50 75.00 0.038 0.009 4.91 3.06 4.91 213.33 127.74 1.14 1.00 0.68 112.50 75.00 0.024 0.014 3.06 3.06 213.33 127.74 1.55 1.00 1.06 112.50 75.00 eflectons• ;fa • �� Load Combination Span Max. " " Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+L+H Vertical ,Reactio 1 0.6698 VIM 9.806 Support notation : Far left is #1 0.0000 Values in KIPS 0.000 Load Combination Support 1 Support 2 Overall MAXimum Overall MINimum +D+H +D+L+H +D+Lr+H 16.517 1.062 1.770 16.517 1.770 16.517 1.062 1.770 16.517 1.770 Title Block Line 1 `fou can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Description BEAM B1 Support 1 Support 2 Support notation : Far left is #1 Licensee ALI ABOLHASSANI Values in KIPS +D+S+H +D+0.750Lr+0.750L+H +D+0.750L+0.750S+H +D+0.60W+H +D+0.70E+H +D+0.750 Lr+0.750L+0.450W+H +D+0.750L+0.750S+0.450W+H +D+0.750L+0.750S+0.5250E+H +0.60D+0.60W+0.60H +0.60D+0.70E+0.60H D Only Lr Only L Only S Only W Only E Only H Only 1.770 12.830 12.830 1.770 1.770 12.830 12.830 12.830 1.062 1.062 1.770 1.770 12.830 12.830 1.770 1.770 12.830 12.830 12.830 1.062 1.062 1.770 14.747 14.747 3� . Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Steel.Beam Description : BEAM B2 CODE REFERENCES 4 filesc:\UsersVJ\DOCUME-1\ENERCA-1\COMPLE-1 Ec6 ENERCALC, INC.1983-2017, Build:6.17.3.29, Ver:6.17:3.29 •; Licensee : ALI ABOLHASSANI Calculations per AISC 360-10, IBC 2015, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties. 7771 Analysis Method : Allowable Strength Design Beam Bracing : Beam bracing is defined as a set spacing over all spans Bending Axis : Major Axis Bending Unbraced Lengths-', 771 Fy : Steel Yield : E: Modulus : 50.0 ksi 29,000.0 ksi First Brace starts at 4.0 ft from Left -Most support Regular spacing of lateral supports on length of beam = 4.0 ft 0(0.090751(0.756251 'V i Span =19.50ft W12x22 Applied L ds ` Service loads entered. Load Factors will be applied for calculations. Beam self_weight_NO.T_internally_calculated_and added Uniform Load : D = 0.0150, L = 0.1250 ksf, Tributary Width = 6.050 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 0.585: 1 W12x22 40.259 k -ft 68.780 k -ft +D+L+H 9.750ft 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 0.546 in Ratio = 428 >=360 0.000 in Ratio = 0 <360 0.612 in Ratio = 382 >=240. 0.000 in Ratio = 0 <240.0 Design OK 0.129: 1 W12x22 8.258 k 63.960 k +D+L+H 0.000 ft Span # 1 Maximum Fo ecr s & 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 = Dsgn. L = Dsgn. L = Dsgn. L = Dsgn. L = +D+L+H Dsgn. L = Dsgn. L = Dsgn. L = Dsgn. L = Dsgn. L = +O+Lr+H Dsgn. L = Dsgn. L = Dsgn. L = Dsgn. L = Dsgn. L = +D+S+H Dsgn. L = Dsgn. L = Dsgn. L = 3.96 ft 4.01 ft 4.01 ft 4.01 ft 3.51 ft 3.96 ft 4.01 ft 4.01 ft 4.01 ft 3.51 ft 3.96 ft 4.01 ft 4.01 ft 4.01 ft 3.51 ft 3.96 ft 4.01 ft 4.01 ft 0.038 0.057 0.063 0.056 0.035 0.356 0.532 0.585 0.522 0.325 0.038 0.057 0.063 0.056 0.035 0.038 0.057 0.063 0.014 0.008 0.003 0.009 0.014 0.129 0.077 0.030 0.083 0.129 0.014 0.008 0.003 0.009 0.014 0.014 0.008 0.003 2.79 4.17 4.31 4.09 2.55 26.04 38.91 40.26 38.16 23.77 2.79 4.17 4.31 4.09 2.55 2.79 4.17 4.31 2.79 4.09 2.55 26.04 38.16 23.77 2.79 4.17 4.31 4.09 2.55 26.04 38.91 40.26 38.16 23.77 2.79 2.79 4.17 4.09 4.31 2.55 4.09 4 t4- 2.79 4.09 2.79 4.17 4.31 122.08 122.08 114.86 122.08 122.08 122.08 122.08 114.86 122.08 122.08 122.08 122.08 114.86 122.08 122.08 122.08 122.08 114.86 73.10 73.10 68.78 73.10 73.10 73.10 73.10 68.78 73.10 73.10 73.10 73.10 68.78 73.10 73.10 73.10 73.10 68.78 1.57 1.11 1.01 1.14 1.55 1.57 1.11 1.01 1.14 1.55 1.57 1.11 1.01 1.14 1.55 1.57 1.11 1.01 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 0.88 0.53 0.20 0.57 0.88 8.26 4.91 1.89 5.29 8.26 0.88 0.53 0.20 0.57 0.88 0.88 0.53 0.20 95.94 95.94 95.94 95.94 95.94 95.94 95.94 95.94 95.94 95.94 95.94 95.94 95.94 95.94 95.94 95.94 95.94 95.94 63.96 63.96 63.96 63.96 63.96 63.96 63.96 63.96 63.96 63.96 63.96 63.96 63.96 63.96 63.96 63.96 63.96 63.96 Title Block Line 1 o'u can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 eye Lic #':;KW -06008597 Description BEAM B2 Load Combination Segment Length Span # Max Stress Ratios M V :'�C IUserSiAl ER 3ALC INC Summary of Moment Values MEQ IENRCA 11COM 2017 Builtl, 617 3,29, 4U Licensee ALI ABOLHASSANI Summary of Shear Values Mmax + Mmax - Ma Max Mnx MnxlOmega Cb Rm Va Max Vnx VnxiOmega Dsgn. L = 4.01 ft Dsgn. L = 3.51 ft +D+0.750Lr+0.750L+H Dsgn. L = 3.96 ft Dsgn. L = 4.01 ft Dsgn. L = 4.01 ft Dsgn. L = 4.01 ft Dsgn. L = 3.51 ft +D+0.750L+0.750S+H Dsgn. L = 3.96 ft Dsgn. L = 4.01 ft Dsgn. L = 4.01 ft Dsgn. L = 4.01 ft Dsgn. L = 3.51 ft +D+0.60W+H Dsgn. L = 3.96 ft Dsgn. L = 4.01 ft Dsgn. L = 4.01 ft Dsgn. L = 4.01 ft Dsgn. L = 3.51 ft +D+0.70E+H Dsgn. L = 3.96 ft Dsgn. L = 4.01 ft Dsgn. L = 4.01 ft Dsgn. L = 4.01 ft Dsgn. L - 3.51 ft +D+0.7 5 0 L r+0.7 50 L+0.45 0 W+H Dsgn. L = 3.96 ft Dsgn. L = 4.01 ft Dsgn. L = 4.01 ft Dsgn. L = 4.01 ft Dsgn. L = 3.51 ft +D+0.750L+0.7505+0.450W41 Dsgn. L = 3.96 ft Dsgn. L = 4.01 ft Dsgn. L= 4.01 ft Dsgn. L = 4.01 ft Dsgn. L = 3.51 ft +D+0.750L+0.750S+0.5250E+H Dsgn. L = 3.96 ft Dsgn. L = 4.01 ft Dsgn. L = 4.01 ft Dsgn. L = 4.01 ft Dsgn. L = 3.51 ft +0.60D+0.60W+0.60H Dsgn. L = 3.96 ft Dsgn. L = 4.01 ft Dsgn. L = 4.01 ft Dsgn. L = 4.01 ft Dsgn. L = 3.51 ft +0.60D+0.70E+0.60H Dsgn. L = 3.96 ft Dsgn. L = 4.01 ft Dsgn. L = 4.01 ft Dsgn. L = 4.01 ft Dsgn. L = 3.51 ft 0.056 0.009 4.09 2.55 4.09 122.08 73.10 1.14 1.00 0.57 95.94 63.96 0.035 0.014 2.55 2.55 122.08 73.10 1.55 1.00 0.88 95.94 63.96 0.277 0.100 20.23 20.23 122.08 73.10 1.57 1.00 6.41 95.94 63.96 0.413 0.060 30.23 20.23 30.23 122.08 73.10 1.11 1.00 3.81 95.94 63.96 0.455 0.023 31.27 29.64 31.27 114.86 68.78 1.01 1.00 1.47 95.94 63.96 0.405 0.064 29.64 18.46 29.64 122.08 73.10 1.14 1.00 4.11 95.94 63.96 0.253 0.100 18.46 18.46 122.08 73.10 1.55 1.00 6.41 95.94 63.96 0.277 0.100 20.23 20.23 122.08 73.10 1.57 1.00 6.41 95.94 63.96 0.413 0.060 30.23 20.23 30.23 122.08 73.10 1.11 1.00 3.81 95.94 63.96 0.455 0.023 31.27 29.64 31.27 114.86 68.78 1.01 1.00 1.47 95.94 63.96 0.405 0.064 29.64 18.46 29.64 122.08 73.10 1.14 1.00 4.11 95.94 63.96 0.253 0.100 18.46 18.46 122.08 73.10 1.55 1.00 6.41 95.94 63.96 0.038 0.014 2.79 2.79 122.08 73.10 1.57 1.00 0.88 95.94 63.96 0.057 0.008 4.17 2.79 4.17 122.08 73.10 1.11 1.00 0.53 95.94 63.96 0.063 0.003 4.31 4.09 4.31 114.86 68.78 1.01 1.00 0.20 95.94 63.96 0.056 0.009 4.09 2.55 4.09 122.08 73.10 1.14 1.00 0.57 95.94 63.96 0.035 0.014 2.55 2.55 122.08 73.10 1.55 1.00 0.88 95.94 63.96 0.038 0.057 0.063 0.056 0.035 0.014 0.008 0.003 0.009 0.014 2.79 4.17 4.31 4.09 2.55 2.79 122.08 73.10 1.57 1.00 0.88 95.94 63.96 2.79 4.17 122.08 73.10 1.11 1.00 0.53 95.94 63.96 4.09 4.31 114.86 68.78 1.01 1.00 0.20 95.94 63.96 2.55 4.09 122.08 73.10 1.14 1.00 0.57 95.94 63.96 2.55 122.08 73.10 1.55 1.00 0..88 95.94 63.96 0.277 0.100 20.23 20.23 122.08 73.10 1.57 1.00 6.41 95.94 63.96 0.413 0.060 30.23 20.23 30.23 122.08 73.10 1.11 1.00 3.81 95.94 63.96 0.455 0.023 31.27 29.64 31.27 114.86 68.78 1.01 1.00 1.47 95.94 63.96 0.405 0.064 29.64 18.46 29.64 122.08 73.10 1.14 1.00 4.11 95.94 63.96 0.253 0.100 18.46 18.46 122.08 73.10 1.55 1.00 6.41 95.94 63.96 0.277 0.100 20.23 20.23 122.08 73.10 1.57 1.00 6.41 95.94 63.96 0.413 0.060 30.23 20.23 30.23 122.08 73.10 1.11 1.00 3.81 95.94 63.96 0.455 0.023 31.27 29.64 31.27 114.86 68.78 1.01 1.00 1.47 95.94 63.96 0.405 0.064 29.64 18.46 29.64 122.08 73.10 1.14 1.00 4.11 95.94 63.96 0.253 0.100 18.46 18.46 122.08 73.10 1,55 1.00 6.41 95.94 63.96 0.277 0.100 20.23 20.23 122.08 73.10 1.57 1.00 6.41 95.94 63.96 0.413 0.060 30.23 20.23 30.23 122,08 73.10 1.11 1.00 3.81 95.94 63.96 0.455 0.023 31.27 29.64 31.27 114.86 68.78 1.01 1.00 1.47 95.94 63.96 0.405 0.064 29.64 18.46 29.64 122.08 73.10 1.14 1.00 4.11 95.94 63.96 0.253 0.100 18.46 18.46 122.08 73.10 1.55 1.00 6.41 95.94 63.96 0.023 0.008 1.67 1.67 122.08 73.10 1.57 1.00 0.53 95.94 63.96 0.034 0.005 2.50 1.67 2.50 122.08 73.10 1.11 1.00 0.32 95.94 63.96 0.038 0.002 2.59 2.45 2.59 114.86 68.78 1.01 1.00 0.12 95.94 63.96 0.034 0.005 2.45 1.53 2.45 122.08 73.10 1.14 1.00 0.34 95.94 63.96 0.021 0.008 1.53 1.53 122.08 73.10 1.55 1.00 0.53 95.94 63.96 0.023 0.008 1.67 1.67 122.08 73.10 1.57 1.00 0.53 95.94 63.96 0.034 0.005 2.50 1.67 2.50 122.08 73.10 1.11 1.00 0.32 95.94 63.96 0.038 0.002 2.59 2.45 2.59 114.86 68.78 1.01 1.00 0.12 95.94 63.96 0.034 0.005 2.45 1.53 2.45 122.08 73.10 1.14 1.00 0.34 95.94 63.96 0.021 0.008 1.53 1.53 122.08 73.10 1.55 1.00 0.53 95.94 63.96 eralIMaximum'Deflection Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+L+H ertical„Reaction 1 0.6119 9.806 Support notation : Far left is #1 0.0000 Values in KIPS 0.000 Load Combination Support 1 Support 2 Overall MAXimum Overall MINimum +0+H +D+L+H +D+Lr+H 8.258 0.531 0.885 8.258 0.885 8.258 0.531 0.885 8.258 0.885 •Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Description : V. BEAM B2 erticai eacf,ons iso tj �y eA9 i0 is ��� � Support notation : Far left is #1 RCA-iICO 1 �FENERCALC wNIG o90 lq.Lr83 2017 Build 617 3 29 gUer 617 3 29 cens'eey ALl ABOLHASSANI: Values in KIPS Load Combination Support 1 Support 2 +D+S+H 0.885 +D+0.750Lr+0.750L+H 6.415 +D+0.750L+0.750S+H 6.415 +D+0.60W+H 0.885 +D+0.70E+H 0.885 +D+0.750Lr+0.750L+0.450W+H 6.415 +D+0.750L+0.750S+0.450W+H 6.415 +D+0.750L+0.7505+0.5250E+H 6.415 +0.60D+0.60W+0.60H 0.531 +0.60D+0.70E+0.60H 0.531 D Only 0.885 Lr Only L Only 7.373 7.373 0.885 6.415 6.415 0.885 0.885 6.415 6.415 6.415 0.531 0.531 0.885 S Only W Only E Only H Only . Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 °Lie$#a :4W:06008597: Description : BEAM B3 ile=0000a0Ag ENERCA 1\COMP ENEKALC INC 196320.RWild6.17;329`Ugj IE'REFERE111( Calculations per AISC 360-10, IBC 2015, ASCE 7-10 Load Combination Set : IBC 2015 � � •:m:r v ateriai PPropeftie,, Analysis Method : Allowable Strength Design Beam Bracing : Beam bracing is defined as a set spacing over all spans Bending Axis: Major Axis Bending Un .-6Z0101§iFirtaM First Brace starts at 4.0 ft from Left -Most support Regular spacing of lateral supports on length' of beam = 4.0 ft Fy : Steel Yield : ' E: Modulus : 50.0 ksi 29,000.0 ksi pplied,,Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally -calculated -and -added Uniform Load : D = 0.0150, L = 0.1250 ksf, Tributary Width = 2:0 ft Siggl$ MMARYV� yrs aximum 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 Design 0 0.121:1 W12x14 4.767 k -ft 39.398 k -ft +D+L+H 5.835ft 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 0.041 in ' Ratio 0.000 in Ratio = 0.046 in Ratio = 0.000 in Ratio = 3,433 >=360 0 <360 3065 >=240. 0 <240.0 0.038 : 1 W12x14 1.634 k 42.754 k +D+L+H 0.000 ft Span # 1 aximum orces=&Stressesafo�,r Load Coons Load Combination Max Stress Ratios Summary of Moment Values Segment Length Span # M V Mmax + +D+H Dsgn. L = 3.97 ft 1 Dsgn. L = 4.00 ft 1 Dsgn. L = 3.70 ft 1 +D+L+H Dsgn. L = 3.97 ft 1 0.099 Dsgn. L = 4.00 ft . 1 0.121 Dsgn. L = 3.70 ft 1 0.095 +D+Lr+H Dsgn. L = 3.97 ft • 1 0.011 Dsgn. L = 4.00 ft , 1 0.013 Dsgn. L = 3.70 ft 1 0.010 +D+S+H Dsgn. L = 3.97 ft 1 ' 0.011 Dsgn. L = 4.00 ft 1 0.013 Dsgn. L = 3.70 ft 1 0.010 +D+0.750Lr+0.750L+H Dsgn. L = 3.97 ft 1 0.077 Dsgn. L = 4.00 ft 1 . . 0.094 Dsgn. L = 3.70 ft 1 0.074 +D+ 0.750L+0.750S+H Dsgn. L = 3.97 ft ' 1 0.077 Mmax - Ma Max Mnx Mnx/Omega Cb. Rm Summary of Shear Values Va Max Vnx Vnx/Omega 0.011 0.004 0.46 0.46 72.50 43.41 1.46 1.00 0.013 0.001 0.51 0.44 0.51 65.79 ' 39.40 1.02 1.00 0.010 0.004 0.44 0.44 72.50 43.41 1.47 1.00 0.038 0.014 0.038 0.004 0.001 0.004 0.004 0.001 0.004 0.030 0.011 0.030 4.28 4.77 4.13 0.46 0.51 0.44 0.46 0.51 0.44 3.32 3.70 3.21 0.030 3.32 4.28 4.13 4.77 4.13 0.46 0.44 0.51 0.44 0.46 0.44 0.51 0.44 72.50 65.79 72.50 72.50 65.79 72.50 72.50 .65.79 72.50 3.32 72.50 3.21 3.70 65.79 2 72.50 3.3 72.50 43.41 1.46 1.00 39.40 1.02 1.00 43.41 1.47 1.00 43.41 1.46 1.00 39.40 1.02 1.00 - 43.41 1.47 1.00 43.41 1.46 1.00 39.40 1.02 1.00 43.41 1.47 1.00 43.41 1.46 1.00 39.40 1.02 1.00 43.41 1.47 1.00 43.41 1.46 1.00 0.18 0.06 0.18 1.63 0.60 1.63 0.18 0.06 0.18 0.18 0.06 0.18 1.27 0.46 1.27 71.40 71.40 71.40 71.40 71.40 71.40 71.40 71.40 71.40 71.40 71.40 71.40 71.40 71.40 71.40 42.75 42.75 42.75 42.75. 42.75 42.75. 42.75 42:75 42.75 42.75 42.75 42.75 42.75 42.75 42.75 1.27 71.40 42.75 , Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 ee. EERCALC�IN if c AUs rs1�AUDO5i lipNEf CA 1\COMPLE s L,t0 # f(W=06008597 .._ Lei en eeu:l ALt ABOLHASSANI; Description : BEAM B3 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 VnxlOmega Dsgn. L = 4.00 ft 1 0.094 0.011 3.70 3.21 3.70 65.79 39.40 1.02 1.00 0.46 71.40 42.75 Dsgn. L = 3.70 ft 1 0.074 0.030 3.21 3.21 72.50 43.41 1.47 1.00 1.27 71.40 42.75 +D+0.60W+H Dsgn. L = 3.97 ft 1 0.011 0.004 0.46 0.46 72.50 43.41 1.46 1.00 0.18 71.40 42.75 Dsgn. L = 4.00 ft 1 0.013 0.001 0.51 0.44 0.51 65.79 39.40 1.02 1.00 0.06 71.40 42.75 Dsgn. L = 3.70 ft 1 0.010 0.004 0.44 0.44 72.50 43.41 1.47 1.00 0.18 71.40 42.75 +D+0.70E+H Dsgn. L = 3.97 ft 1 0.011 0.004 0.46 0.46 72.50 43.41 1.46 1.00 0.18 71.40 42,75 Dsgn. L = 4.00 ft 1 0.013 0.001 0.51 0.44 0.51 65.79 39.40 1.02 1.00 0.06 71.40 42.75 Dsgn. L = 3.70 ft 1 0.010 0.004 0.44 0.44 72.50 43.41 1.47 1.00 0.18• 71.40 42.75 +D+0.750 L r+0.750 L+0.450 W+H Dsgn. L = 3.97 ft 1 0.077 0.030 3.32 3.32 72.50 43.41 1.46 1.00 1.27 71.40 42.75 Dsgn. L = 4.00 ft 1 0.094 0.011 3.70 3.21 3.70 65.79 39.40 1.02 1.00 0.46 71.40 42.75 Dsgn. L = 3.70 ft 1 0.074 0.030 3.21 3.21 72.50 43.41 1.47 1.00 1.27 71.40 42.75 +D+0.750L+0.750S+0.450W+H Dsgn. L = 3.97 ft 1 0.077 0.030 3.32 3.32 72.50 43.41 1.46 1.00 1.27 71.40 42.75 Dsgn. L = 4.00 ft 1 0.094 0.011 3.70 3.21 3.70 65.79 39.40 1.02 1.00 0.46 71.40 42.75 Dsgn. L = 3.70 ft 1 0.074 0.030 3.21 3.21 72.50 43.41 1.47 1.00 1.27 71.40 42.75 +D+0.750L+0.7505+0.5250E+H Dsgn. L = 3.97 ft 1 0.077 0.030 3.32 3.32 72.50 43.41 1.46 1.00 1.27 71.40 42.75 Dsgn. L = 4.00 ft 1 0.094 0.011 3.70 3.21 3.70 65.79 39.40 1.02 1.00 0.46 71.40 42.75 Dsgn. L = 3.70 ft 1 0.074 0.030 3.21 3.21 72.50 43.41 1.47 1.00 1.27 71.40 42.75 +0.60D+0.60W+0.60H Dsgn. L = 3.97 ft 1 0.006 0.002 0.28 0.28 72.50 43.41 1.46 1.00 0.11 71.40 42.75 Dsgn. L = 4.00 ft 1 0.008 0.001 0.31 0.27 0.31 65.79 39.40 1.02 1.00 0.04 71.40 42.75 Dsgn. L =-3.70 ft _ 1 0.006 0.002 0.27 0.27 72.50 43.41 1.47 1.00 0.11 71.40 42.75 +0.60D+0.70E+0.60H Dsgn. L = 3.97 ft Dsgn. L = 4.00 ft Dsgn. L = 3.70 ft Overalle 0.006 0.008 0.006 lection 0.002 0.28 0.28 72.50 43.41 1.46 1.00 0.11 71.40 42.75 0.001 0.31 0.27 0.31 65.79 39.40 1.02 1.00 0.04 71.40 42.75 0.002 0.27 0.27 72.50 43.41 1.47 1.00 0.11 71.40 42.75 Load Combination Span Max. "r" Deft Location in Span Load Combination Max. "+" Deft Location in Span +D+L+H erticalReactia 0.0457 7 414. 5.868 • Support notation : Far left is #1 0.0000 Values in KIPS 0.000 Load Combination Support 1 Support 2 Overall MAXimum 1.634 1.634 Overall MINimum 0.105 0.105 +D+H 0.175 0.175 +D+L+H 1.634 1.634 +D+Lr+H 0.175 0.175 +D+S+H 0.175 0.175 +D+0.750Lr+0.750L+H 1.269 1.269 +D+0.750L+0.750S+H 1.269 1.269 +D+0.60W+H 0.175 0.175 +D+0.70E+H 0.175 0.175 +D+0.750Lr+0.750L+0.450W+H 1.269 1.269 +D+0.750L+0.750S+0.450W+H 1.269 1.269 +D+0.750L+0.7505+0.5250E+1-1 1.269 1.269 +0.60D+0.60W+0.60H 0.105 0.105 +0.60D+0.70E+0.60H 0.105 0.105 D Only 0.175 0.175 Lr Only L Only 1.459 1.459 S Only W Only E Only H Only Structural Concepts Engineering 23142 Arroyo Vista Rancho Santa Margarita, GA 92588 Tel: 949.888.8850 Fax: 949.888.8851 By. A.A. Project COMPLETE OFFICE Project #: R-012617-1 Framing Connection Configuration: AMFI PLATFORM 22' x 49' Joist to Beam Connection Joist Lengt=L= 12.10 ft Trib Width=T= 4.00 ft Bolt Diam= 0.750 in # BoIt=N= 2 Fv= 21,000 psi Fu -steel= 58,000 psi t -min= 0.188 in (Check Single Angle Connection DL= 15 psf LL= 125 psf w= (DL+LL)*T = 560 lb/ft Shear Capacity= Bolt Area * N * Fv = 18,555 lb 18% OK Bearing Capacity= Bolt Diam * t -min * Fu * 1.2 * N = 19,575 lb 17% OK Shear= w*L/2 = 3,388 lb Angle= PL6x7x3/8 Pallow= C * ry n= 2 C= 1.02 rv= 9,278 lb (allowable capacity per bolt) P= 3,388 lb Pallow= 9,463 lb OK e= 5.00 in P*e= 16,940 in -lb Sx= [tp*d^2/6] - [b^2*n*(n^2-1)*(tp*(bolt diam + 0.125)]/(6d) = 1.758 in^3 Mcap= Sx * 0.6 * 36 ksi = 37,969 in -lb OK P (2) Bolt Joist Connection Beam to Column Connection Bolt Diam= 0.750 in tp=Angle Thickness= 0.375 in d=Angle Vert. Dim= 6.00 in b=Fastener Vert Spcg= 3.00 in n=# fasteners= 2 Beam Lengt=L= 22.00 ft Trib Width=T= 12.10 ft Bolt Diam= 0.750 in # Bolt=N= 4 Fv= 21,000 psi Fu -steel= 58,000 psi t -min= 0.188 in DL= 15 psf LL= 125 psf w= (DL+LL)*T = 1,694 lb/ft Shear Capacity= Bolt Area * N * Fv = 37,110 lb 50% OK Bearing Capacity= Bolt Diam * t -min * Fu * 1.2 * N = 39,150 lb 48% OK Shear= w*L/2 = 18,634 lb Structural Concepts ngineering 23142 Arroyo Vista Rancho Santa Margarita, GA 92688 Tel: 949.888.8850 Fax: 949.888.8851 By: A.A. Project COMPLETE OFFICE Project #: R-012617-1 "B" Deck & Diaphragm Capacity Configuration: AMFI PLATFORM 22' x 49' Static Loads Double span condition, 1' wide trib width typical Deck Type= 20 ga B Deck ESR 1735 Deck Span=Ld= 4.0 ft Fy= 38,000 psi DL= 15.0 psf LL= 125.0 psf Trib Width= 1.0 ft w=(DL+LL)*Trib width= 140.0 lb/ft Ix= 0.220 in^4 Spos= 0.235 inA3 Sneg= 0.246 inA3 Bending Capacity Mpos= 0.07 * w * Ld^2= 1,882 in -lb Mneg= 0.125 * w * Ld^2= 3,360 in -lb Deflection Capacity Defl= 0.0092 * w * (Ld)^4/(E*I) = 0.09 in Ld —� w ►niiuuuiiiuuiiiiiunuiininnuuu�ni�illlnninnin d a o Mallow=0.6*Fy*Spos= 5,358 in -lb OK Mallow=0.6*Fy*Sneg= 5,609 in -lb OK Defl-allow= Ld/360 = 0.14 in OK Diaphragm Forces Deck Type= 20 ga B Deck ESR 1735 Diaphragm Fp= 0.2*Sds*Ie*W = 9.35 psf Rn= Fp * B * L/2 = 1,141 lb Vn= Re/B = 93.5 lb/ft Max Diaph Shear= 93.5 lb/ft Span=L= 20.00 ft B= 12.20 ft Sds= 1.011 I=Ie= 1.000 W=(LL/4+DL) 46.25 psf Re= Fp * B * L/2 = 1,141 lb Ve= Re/L = 57.1 lb/ft Allowable Shear= 341.0 lb/ft OK Vn Diaphragm Forces Pagp.0 of N, ructural Concepts Engineering 23142 Arroyo Vista Rancho Santa Margarita, GA 92688 Tel: 949.888.8850 Fax: 949.888.8851 By. AA. Project COMPLETE OFFICE Project 14: R-012617-1 Column Configuration: AMFI PLATFORM 22' x 49' Section Section= HSS6x6x1/4 Area= 5.59 in^2 Ix= 30.30 in^4 Sx= 10.10 inA3 rx= 2.33 in Loads Iy= 30.30 in^4 Sy= 10.10 in^3 ry= 2.33 in Fy= 46,000 psi Kx= 1.2 Ky= 1.2 Lx= 144 in Ly= 144 in Cm= 1.00 unfactored loads Pmax= DL+LL+Ps = 20,580 lb See attached for column analysis Mmax= 181,522 in -lb = 15.13 ft -kip Page , of 2J Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Steel Column, Description : COLUMN Code References'77, -. File = c lUserslAl6OOCUME-IIENERCA-IICOMPLE-1.EC6 ENERCA[C, INC. 1983-2017, Build:6.17.3 29, Ver:6.17.3.29 Licensee : ALI ABOLHASSANIf Calculations per AISC 360-10, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used : IBC 2015 General'lnformation'' Steel Section Name Analysis Method : Steel Stress Grade Fy : Steel Yield E : Elastic Bending Modulus Applied Loads HSS6x6x1/4 Allowable Strength 46.0 ksi 29,000.0 ksi Overall Column Height 12.0 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 = 12.0 ft, K = 1.50 Y -Y (depth) axis : Unbraced Length for Y -Y Axis buckling = 12.0 ft, K = 1.50 Service loads entered. Load Factors will be applied for calculations. Column self weight included : 228.240 lbs * Dead Load Factor AXIAL LOADS... Axial Load at 12.0 ft, D =1.997, L =16.640, E = 1.950 k BENDING LOADS.,. Moment acting about X -X axis, E =15.130 k -ft DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = Load Combination Location of max above -base 0.3262 :1 +D+0.70E+H 8.859 -ft At maximum location values are ... Pa : Axial Pn / Omega : Allowable Ma -x : Applied Mn -x / Omega : Allowable Ma -y : Applied Mn -y I 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 3.590 81.367 7.819 25.709 0.0 25.709 0.02162 +D+0.70E+H 0.0 0.8826 40.826 Load Combination"Results -*-71 k k k -ft k -ft k -ft k -ft :1 ft k k Maximum SERVICE Load Reactions.. Top along X -X Bottom along -X -X Top along Y -Y Bottom along Y -Y Maximum SERVICE Load Deflections ... Along Y -Y 0.2103 in at for load combination :E Only Along X -X 0.0 in at for load combination : 0.0 k 0.0 k 1.261 k 1.261 k 6.201 ft above base 0.0ft above base Load Combination Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Stress Ratio Status Location Stress Ratio Status Location +D+H +D+L+H +D+Lr+H +D+S+H +D+0.750Lr+0.750L+H +D+0.750L+0.750S+H +D+0.60W+H +D+0.70E+H +D+0.750Lr+0.750L+0.450W+H +D+0.750L+0.750S+0.450W+H +D+0.750 L+O.750 S+0.5250 E+H +0.60D+0.60W+0.60H +0.60D+0.70E+0.60H 0.027 0.232 0.027 0.027 0.181 0.181 0.027 0.326 0.181 0.181 0.325 0.016 0.321 PASS PASS 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 8.86 ft 0.00 ft 0.00 ft 8.86 ft 0.00 ft 8.86 ft 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.022 0.000 0.000 0.016 0.000 0.022 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 PASS 0.00 ft PASS 0.00 ft PASS 0.00 ft Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 .41 Lich:%#, KW=06008597 Description : COLUMN xtmum Reaction; Load Combination 4,1014. Axial Reaction @ Base File Users l ,,,9,1 11ENER giApOMP,LE ENECACC�ING,1983;2Q17 Build 617 3 29, der 6;;1;7 X -X Axis Reaction @ Base @ Top k Y -Y Axis Reaction @ Base @ Top Licensee, ,ALI;ABOLHASSAN1 Note: Only non -zero reactions are listed. Mx - End Moments k -ft My - End Moments @ Base @ Top @ Base @ Top +D+H +D+L+H +D+Lr+H +D+S+H +D+0.750Lr+0.750L+H +D+0.750L+0.750S+H +D+0.60W+H +D+0.70E+H +D+0.750Lr+0.750L+0.450W+H +D+0.750 L+0.750S+0.450 W+H +D+0.750L+0.750S+0.5250E4I +0.60D+0.60W+0.60H +0.60D+0.70E+0.60H D Only Lr Only L Only S Only W Only E Only H Only ,.l}, _Xtreme. Reactionsr 2.225 18.865 2.225 2.225 14.705 14.705 2.225 3.590 14.705 14.705 15.729 1.335 2.700 2.225 16.640 1.950 074 0.883 -0.883 0.662 -0.662 0.883 -0.883 1.261 -1.261 Axial Reaction X -X Axis Reaction Item Y -Y Axis Reaction Extreme Value @ Base @ Base @ Top @ Base @ Top Mx - End Moments k -ft My - End Moments @ Base @ Top @ Base @ Top Axial @ Base Maximum Minimum Reaction, X -X Axis Maximum Minimum Reaction, Y -Y Axis Maximum Minimum Reaction, X -X Axis Maximum Minimum Reaction, Y -Y Axis Maximum Minimum Moment, X -X Axis Ba Maximum Minimum Moment, Y -Y Axis Ba Maximum Minimum Moment, X -X Axis To Maximum Minimum Moment, Y -Y Axis To Maximum Minimum Mazlmum eflecfions.#o' 18.865 2.225 2.225 1.950 2.225 2.225 2.225 2.225 2.225 2.225 2.225 2.225 2.225 2.225 2.225 2.225 2.225 ombinatons�� 1.261 -1.261 Load Combination Max. X -X Deflection Distance Max. Y -Y Deflection Distance +D+H +D+L+H +D+Lr+H. +D+S+H +D+0.750Lr+0.750L+H +D+0.750L+0.750S+H +D+0.60W+H +D+0.70E+H +D+0.7 50 L r+0.750 L+0.4 50 W+H +D+0.750L+0.750S+0.450W+H +D+0.750L+0.750S+0.5250E+H +0.60D+0.60W+0.60H +0.6OD+0.70E+0.60H D Only 0.0000 in 0.0000 in 0.0000 in 0.0000 in 0.0000 in 0.0000 in 0.0000 in 0.0000 in 0.0000 in 0.0000 in 0.0000 in 0.0000 in 0.0000 in. 0.0000 in 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 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 in 0.000 in 0.147 in 0.000 in 0.000 in 0.110 in 0.000 in 0.147 in 0.000 in 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 6.201 ft 0.000 ft 0.000 ft 6.201 ft 0.000 ft 6.201 ft 0.000 ft Title Block Line 1 Y.ou can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 LiC #`. KW=06Q08597 ., = Description : COLUMN axlmum:Deflections,for;;Load om4V.40,ons Licensee ALI ABOLHASSANtr Load Combination Max. X -X Deflection Distance Max. Y -Y Deflection Distance Lr Only L Only S Only W Only E Only H Only Steel Section Proper 0.0000 in 0.0000 in 0.0000 in 0.0000 in 0.0000 in 0.0000 in HSS6x6x114 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0,000 ft 0.000 ft 0.000 in 0.000 ft 0.000 in 0.000 ft 0.000 in 0.000 ft 0.000 in 0.000 ft 0.210 in 6.201 ft 0.000 in 0.000 ft Depth Design Thick Width Wall Thick Area Weight Ycg 6.000 in 0.233 in 6.000 in 0.250 in 5.240 inA2 19.020 plf 0.000 in Ixx Sxx R xx Zx Iyy Syy Ryy 28.60 in^4 J = 45.600 in^4 9.54 inA3 2.340 in 11.200 inA3 28.600 in^4 C = 15.400 inA3 9.540 inA3 2.340 in `Load 1 6.00in M -x Loads Loads are total entered value. Arrows do not reflect absolute direction. ..structural Concepts Engineering 23142 Arroyo Vista Rancho Santa Margarita, GA 92688 Tel: 949.888.8850 Fax: 949.888.8851 By. AA. Project COMPLETE OFFICE Project #: R-012617-1 Knee Brace Configuration: AMFI PLATFORM 22' x 49' V= 892 lb/Brace ASD Shear Per Knee Brace V1= 624 lb/Brace Brace shearLC2 V D + 0.75*L + 0.525*E 4 Y V2= 2,676 lb/Brace Brace shear LC4, Includes Overstrength Factor Omega —� 1.202*D + Omega*E + Leff LC4 Governs Knee Brace= L3x3x1/4 Area=Agross= 1.440 in^2 r = 0.592 in x= 24.0 in Y= 24.0 in tmin= 0.1875 in Check Knee Brace Fy= 36,000 psi Fu= 58,000 psi K= 1.0 W=Omega= 3.0 Diag Length=z= 33.9 in Elevation Check brace member for Load Case 4: Check Brace Compression Check Brace Tension P= V2*z/x = 3,780 lb Tallowl= Agross * 0.6 * Fy = 31,104 lb Tension OK (K * L/r) = (1*24 in/0.592 in) Anet= Agross - Hole Area = 57.26 = 1.241 in^2 Cc = (2n^2E/Fy)^0.5 = 126.1 Fa = [1-((kl/r)^2/2Cc^2)1Fv 5/3 + 3(kl/r)/8Cc - (kl/r)^3/8Cc^3 = 17,161 psi fa= P/Area = 2,625 psi fa/Fa= 0.153 Compression OK Check Knee Brace Connection Tallow2= 0.5 * Fu * Anet 35,989 lb Tension OK Bolt Shear Cap= Bolt Area * Fv * N = 16,493 lb Bolt Shear OK Bolt Bearing Cap= Bolt Diam * tmin * 1.2 * Fu * N = 13,050 lb Bolt Bearing OK Stress= 0.290 Bolt OK Pa t5 of 3 Bolt Diam= 1.000 in # Bolts=N= 1 Fv= 21,000 psi Structural ' Concepts Engineering 23142 Arroyo Vista Rancho Santa Margarita, GA 92688 Tel: 949.888.8850 Fax: 949.888.8851 By. AA Protect. COMPLETE OFFICE Interior Base Plate Configuration: AMFI PLATFORM 22' x 49' Project #: R-012617-1 Section Interior Width=W = 12.00 in Depth=D = 12.00 in Column Width=b = 6.00 in L (ctrd column)= 3.00 in Plate Thickness=t = 0.500 in Loads Bolt Edge Dist=e= 1.50 in a = 4.50 in Anchor c.c. =2*a=d = 9.00 in N=# Anchor/Base= 4 Fy = 36,000 psi 1) LC1: D + L 2) LC3: (1.0 + 0.10*Sds)D + 0.525*rho*E + 0.75L 1.1011*D + 0.525*E + 0.75*L Axial Loads: Axial DL= lb Axial LL= lb Pseismic=E= 0 lb 1.0 + 0.10*Sds= 1.101 P Load Case 1= lb P Load Case 3= lb Eff. Axial Load, P= lb Base Moment: Mb = 0 in -lb Pinned Base Axial Bearing stress=fa = P/A = P/(D*W) M1= wL^2/2= fa*L^2/2 = 0 psi Moment Stress=fb = M/S = 6*Mb/[(D*B^2] = 0.0 psi Moment Stress=fbl = fb-fb2 = 0.0 psi M3 = (1/2)*fb2*L*(2/3)*L = (1/3)*fb2*L^2 = 0 in -lb S -plate = (1)(t^2)/6 = 0.042 in^3/in fb/Fb = Mtotal/[(S-plate)(Fb)] = 0.00 OK Check anchor tension due to base moment, if any = 0 in -lb Moment Stress=fb2 = 2 * fb * L/W = 0.0 psi M2= fbl*L^2)/2 = 0 in -lb Mtotal = M1+M2+M3 = 0 in-lb/in Fb = 0.75*Fy*1.0 = 27,000 psi Tanchor = (Mb-(P*0.9)(a))/[(d)*N/2] = 0 lb No Tension Due to Base Moment 'Check anchor for seismic base shear and tension loads from base moment Anchor Type= 0.625 in Diam x 4 Min. Embedment Hilti Kwikbolt 77 Wedge M= 0 in -lb d= 9.00 in # Bolt/Plate=N= 4 Anchor Tension,T= 0 lb Tallow= 2,200 lb Total base shear= 0 lb Vallow= 2,400 lb shear per anchor= 0 lb Check Combined Stress: 9,0 0 -c --9k [0 lb/(2200 lb *1)]^1 + [0 lb/(2400 Ib*1)]^1 = 0 W 23142 Arroyo Vista Rancho Santa Margarita, GA 92688 Tel: 949.888.8850 Fax: 949.888.8851 By A.A. Project COMPLETE OFFICE Perimeter Base Plate Configuration: AMFI PLATFORM 22' x 49' Project #: R-012617-1 Section Perimeter, A2 Width=W = 12.00 in Depth=D = 12.00 in Column Width=b = 6.00 in L (ctrd column)= 3.00 in Plate Thickness=t = 0.500 in Loads Bolt Edge Dist=e= 1.50 in a = 4.50 in Anchor c.c. =2*a=d = 9.00 in N=# Anchor/Base= 4 Fy = 36,000 psi 1) LC1: D + L 2) LC3: (1.0 + 0.10*Sds)D + 0.525*rho*E + 0.75L 1.1011*D + 0.525*E + 0.75*L Axial Loads: Axial DL= 1,997 lb Axial LL= 16,638 lb Pseismic=E= 1,946 lb 1.0 + 0.10*Sds= 1.101 P Load Case 1= 18,634 lb P Load Case 3= 15,698 lb Eff. Axial Load, P= 18,634 lb Base Moment: Mb = 0 in -lb Pinned Base Axial Bearing stress=fa = P/A = P/(D*W) M1= wL^2/2= fa*L^2/2 = 129 psi Moment Stress=fb = M/S = 6*Mb/[(D*B^2] 0.0 psi Moment Stress=fbl = fb-fb2 = 0.0 psi M3 = (1/2)*fb2*L*(2/3)*L = (1/3)*fb2*L^2 = 0 in -lb S -plate = (1)(t^2)/6 = 0.042 in^3/in fb/Fb = Mtotal/[(S-plate)(Fb)] = 0.52 OK Check anchor tension due to base moment, if any = 582 in -lb Moment Stress=fb2 = 2 * fb * L/W = 0.0 psi M2= fbl*LA2)/2 = 0 in -lb Mtotal = M1+M2+M3 = 582 in-Ib/in Fb = 0.75*Fy*1.0 = 27,000 psi Tanchor = (Mb-(P*0.9)(a))/[(d)*N/2] = -4,193 lb No Tension Due to Base Moment 'Check anchor for seismic base shear and tension loads from base moment Anchor Type= 0.625 in Diam x 4 Min. Embedment Hilti Kwikbolt TZ Wedge M= 0 in -lb d= 9.00 in # Bolt/Plate=N= 4 Anchor Tension,T= 0 lb Tallow= 2,200 lb Total base shear= 1,784 lb Vallow= 2,400 lb shear per anchor= 446 lb Check Combined Stress: [0 lb/(2200 lb *1)]^1 + [446 lb/(2400 Ib*1)]^1 = 0.186 5ucturaI Concepts Engineering 23142 Arroyo Vista Rancho Santa Margarita, GA 92688 Tel: 949.888.8850 Fax: 949.888.8851 By. A.A. Protect. COMPLETE OFFICE Project #: R-012617-1 Corner Base Plate Configuration: AMFI PLATFORM 22' x 49' Section Corner, Al Width=W = 12.00 in Depth=D = 12.00 in Column Width=b = 6.00 in L (ctrd column)= 3.00 in Plate Thickness=t = 0.500 in Loads Bolt Edge Dist=e= 1.50 in a = 4.50 in Anchor c.c. =2*a=d = 9.00 in N=# Anchor/Base= 4 Fy = 36,000 psi 1) LC1: D + L 2) LC3: (1.0 + 0.10*Sds)D + 0.525*rho*E + 0.75L 1.1011*D + 0.525*E + 0.75*L Axial Loads: Axial DL= 998 lb Axial LL= 8,319 lb Pseismic=E= 973 lb 1.0 + 0.10*Sds= 1.101 P Load Case 1= 9,317 lb P Load Case 3= 7,849 lb Eff. Axial Load, P= 9,317 lb Base Moment: Mb = 0 in -lb Pinned Base Axial Bearing stress=fa = P/A = P/(D*W) = 65 psi M1= wL^2/2= fa*L^2/2 = 291 in -lb Moment Stress=fb = M/S = 6*Mb/[(D*B^2] = 0.0 psi Moment Stress=fbl = fb-fb2 = 0.0 psi M3 = (1/2)*fb2*L*(2/3)*L = (1/3)*fb2*L^2 0 in -lb S -plate = (1)(t^2)/6 = 0.042 in^3/in fb/Fb = Mtotal/[(S-plate)(Fb)] 0.26 OK Check anchor tension due to base moment, if any Moment Stress=fb2 = 2 * fb * L/W = 0.0 psi M2= fb1*L^2)/2 = 0 in -lb Mtotal = M1+M2+M3 = 291 in-lb/in Fb = 0.75*Fy*1.0 = 27,000 psi Tanchor = (Mb-(P*0.9)(a))/[(d)*N/2] = -2,096 lb No Tension Due to Base Moment 'Check anchor for seismic base shear and tension loads from base moment Anchor Type= 0.625 in Diam x 4 Min. Embedment Hilti Kwikbolt 7Z Wedge M= 0 in -lb d= 9.00 in # Bolt/Plate=N= 4 Anchor Tension,T= 0 lb Tallow= 2,200 lb Total base shear= 892 lb Vallow= 2,400 lb shear per anchor= 223 lb Check Combined Stress: 0 01 Q`CI- [0 Ib/(2200 lb *1)]^1 + [223 Ib/(2400 Ib*1)]^1 = 0.093 ,tructural Concepts Engineering 23142 Arroyo Vista Rancho Santa Margarita, GA 92688 Tel: 949.888.8850 Fax: 949.888.8851 By. AA. Project COMPLETE OFFICE Project #: R-012617-1 Interior Column Slab on Grade Configuration: AMFI PLATFORM 22' x 49' SLAB ELEVATION Base Plate B= 12.00 in D= 12.00 in Loads width=a= 6.00 in depth=b= 6.00 in Baseplate Plan View Existing S.O.G. Concrete fc= 2,500 psi tslab=t= 6.0 in phi=0= 0.65 Soil Bearing Capacity fsoil= 1,000 psf eff. baseplate width=c= 9.00 in eff. baseplate depth=e= 9.00 in Live Load Reduction Coef (phi) = 1.00 Axial DL= lb Axial LL= lb DL+LL= lb Pseismic=E= 0 lb DL= 15 psf LL= 125 psf Trib Area= 0 ft^2 LOAD CASE #1: 1.2DL+1.6LL, ACSE 7-10, Sec 2.3.2, eqtn #2 Puncture Pu= 1.2*PDL + 1.6*PLL = lb Apunct= [(c+t)+(e+t)]*2*t = 360 in^2 Slab Bending Fpunct= 2.66*phi*sgrt(fc) = 86.5 psi fv/Fv= Pu/(Apunct*Fpunct) = 0.00 OK Beam fixed at one end, free to deflect vertically but not rotate at other end Asoil= (Pu*144)/(fsoil) L= (Asoil)^0.5 = in^2 = .0 in x= (L -y)/2 M= w*x^2/6 = .0 in = (fsoil*x^2)/(144*6) Fb= 5*(phi)*(fc)^0.5 = .0 in -lb = 162.5 psi y= (c*e)^0.5 + t*2 = 21.0 in S -slab= 1*t^2/6 = 6.0 inA3 fb/Fb= M/(S-slab*Fb) = 0.00 OK LOAD CASE #2: 1.2DL+1.0E+1.OLL, ACSE 7-05, SEC 2.3.2. eqtn #5 Puncture Pu= 1.2*PDL + 1.0E + 1.0*PLL = lb Apunct= [(c+t)+(e+t)]*2*t = 360 in^2 Slab Bending Fpunct= 2.66*phi*sgrt(fc) = 86.5 psi fv/Fv= Pu/(Apunct*Fpunct) = 0.00 OK Beam fixed at one end, free to deflect vertically but not rotate at other end Asoil= (Pu*144)/(fsoil) L= (Asoil)^0.5 = in^2 = .0 in x= (L -y)/2 M= w*x^2/6 = .0 in = (fsoil*x^2)/(144*6) Fb= 5*(phi)*(fc)^0.5 = .0 in -lb = 162.5 psi y= (c*e)^0.5 + t*2 = 21.0 in S -slab= 1*t^2/6 = 6.0 in^3 fb/Fb= M/(S-slab*Fb) = 0.00 OK 1/49-9 -22 tructural Concepts Engineering 23142 Arroyo Vista Rancho Santa Margarita, CA 92688 Tel: 949.888.8850 Fax: 949.888.8851 By A.A. Protect COMPLETE OFFICE Protect #: R-012617-1 Perimeter Column Slab on Grade Configuration: AMFI PLATFORM 22' x 49' Perimeter, A2 P 1- a slab /411111111111111111111111111111$111111111111111111111111111 Y iIi SLAB ELEVATION Base Plate B= 12.00 in D= 12.00 in Loads width=a= 6.00 in depth=b= 6.00 in e Baseplate Plan View • Cross Aida • Existing S.O.G. Concrete fc= 2,500 psi tslab=t= 6.0 in phi=o= 0.65 Soil Bearing Capacity fsoil= 1,000 psf eff. baseplate width=c= 9.00 in ' eff. baseplate depth=e= 9.00 in Live Load Reduction Coef (phi) = 1.00 Axial DL= 1,997 lb Axial LL= 16,638 lb DL+LL= 18,634 lb Pseismic=E= 1,946 lb DL= 15 psf LL= 125 psf Trib Area= 133 ft^2 LOAD CASE #1: 1.2DL+1.6LL, ACSE 7-10, Sec 2.3.2, eqtn #2 Puncture Pu= 1.2*PDL + 1.6*PLL = 29,016 lb Apunct= [(c+t)+(e+t)]*2*t = 360 in^2 Slab Bending Fpunct= 2.66*phi*sqrt(fc) = 86.5 psi fv/Fv= Pu/(Apunct*Fpunct) 0.93 OK Beam fixed at one end, free to deflect vertically but not rotate at other end Asoil= (Pu*144)/(fsoil) = 4,178 in^2 x= (L -y)/2 = 21.8 in Fb= 5*(phi)*(fc)^0.5 = 162.5 psi L= (Asoil)^0.5 = 64.64 in M= w*x^2/6 = (fsoil*x^2)/(144*6) = 551.0 in -lb y= (c*e)^0.5 + t*2 = 21.0 in S -slab= 1*t^2/6 = 6.0 in^3 fb/Fb= M/(S-slab*Fb) 0.57 OK LOAD CASE #2: 1.2DL+1.0E+1.OLL, ACSE 7-05, SEC 2.3.2. eqtn #5 Puncture Pu= 1.2*PDL + 1.0E + 1.0*PLL = 20,979 lb Apunct= [(c+t)+(e+t)]*2*t = 360 in^2 Slab Bending Fpunct= 2.66*phi*sgrt(fc) = 86.5 psi fv/Fv= Pu/(Apunct*Fpunct) = 0.67 OK Beam fixed at one end, free to deflect vertically but not rotate at other end Asoil= (Pu*144)/(fsoil) L= (Asoil)^0.5 = 3,021 in^2 = 54.96 in x= (L -y)/2 M= w*x^2/6 = 17.0 in = (fsoil*x^2)/(144*6) Fb= 5*(phi)*(fc)^0.5 = 333.8 in -lb = 162.5 psi y= (c*e)^0.5 + t*2 = 21.0 in S -slab= 1*t^2/6 = 6.0 in^3 fb/Fb= M/(S-slab*Fb) = 0.34 OK 3 tructurol Concepts Engineering 23142 Arroyo Vista Rancho Santa Margarita, GA 92688 Tel: 949.888.8850 Fax: 949.888.8851 By: AA. Project COMPLETE OFFICE Project #: R-012617-1 Corner Column Slab on Grade Corner, Al 4- a slab vi• - Loads I �I SLAB ELEVATION Base Plate B= 12.00 in D= 12.00 in Configuration: AMFI PLATFORM 22' x 49' width=a= 6.00 in depth=b= 6.00 in Baseplate Plan View Existing S.O.G. Concrete fc= 2,500 psi tslab=t= 6.0 in phi=0= 0.65 Soil Bearing Capacity fsoil= 1,000 psf eff. baseplate width=c= 9.00 in eff. baseplate depth=e= 9.00 in Live Load Reduction Coef (phi) = 1.00 Axial DL= 998 lb Pseismic=E= 973 lb Axial LL= 8,319 lb DL+LL= 9,317 lb DL= 15 psf LL= 125 psf Trib Area= 67 ft^2 LOAD CASE #1: 1.2DL+1.6LL, ACSE 7-10, Sec 2.3.2, eqtn #2 Puncture Pu= 1.2*PDL + 1.6*PLL = 14,508 lb Apunct= [(c+t)+(e+t)]*2*t = 360 in^2 Slab Bending Fpunct= 2.66*phi*sgrt(fc) = 86.5 psi fv/Fv= Pu/(Apunct*Fpunct) = 0.47 OK Beam fixed at one end, free to deflect vertically but not rotate at other end Asoil= (Pu*144)/(fsoil) = 2,089 inA2 x= (L -y)/2 = 12.4 in Fb= 5*(phi)*(fc)^0.5 = 162.5 psi L= (Asoil)^0.5 = 45.71 in M= w*x^2/6 = (fsoil*x^2)/(144*6) = 176.6 in -lb y= (c*e)^0.5 + t*2 = 21.0 in S -slab= 1*t^2/6 = 6.0 in^3 fb/Fb= M/(S-slab*Fb) 0.18 OK LOAD CASE #2: 1.2DL+1.0E+1.OLL, ACSE 7-05, SEC 2.3.2. eqtn #5 Puncture Pu= 1.2*PDL + 1.0E + 1.0*PLL = 10,490 lb Apunct= [(c+t)+(e+t)]*2*t = 360 in^2 Slab Bending Fpunct= 2.66*phi*sgrt(fc) = 86.5 psi fv/Fv= Pu/(Apunct*Fpunct) = 0.34 OK Beam fixed at one end, free to deflect vertically but not rotate at other end Asoil= (Pu*144)/(fsoil) = 1,511 in^2 x= (L -y)/2 = 8.9 in Fb= 5*(phi)*(fc)^0.5 = 162.5 psi L= (Asoil)^0.5 = 38.87 in M= w*x^2/6 = (fsoil*x^2)/(144*6) = 92.4 in -lb y= (c*e)^0.5 + t*2 = 21.0 in S -slab= 1*t^2/6 = 6.0 in^3 fb/Fb= M/(S-slab*Fb) 0.09 OK 3' 5tr›Zural oncepts ngineering 23142 Arroyo Vista Rancho Santa Margarita, GA 92688 Tel: 949.888.8850 Fax: 949B88.8851 By. A.A. Project COMPLETE OFFICE Prolect #:R-012917-1 Design Specifications Configuration: Typical Stair System 1) The analyses presented herein conforms to the requirements of the 2015 IBC 2) Stringer steel Fy= 36000 psi Tread steel Fy= 36000 psi Post steel Fy= 50000 psi Handrail steel Fy= 50000 psi 3) Bolts shall conform to A307 unless noted otherwise on the plans or calculations. 4) All welds shall conform to AWS procedures, utilizing E70xx electrodes or similar. All such welds shall be performed in shop, with no field welding allowed other than those supervised by a licensed deputy inspector. Design Loads Exit Facility LL= 100 psf Framing DL= 10 psf Configuration \ Run 226 in Typical Stair Elevation Pai of 7-34, 42 in Rise 144 in tru Lural Ji oncepts ngineering 23142 Arroyo Vista Rancho Santo Margarita, GA 92688 Tel: 949.888.8850 Fax: 949.888.8851 By. A.A. Project COMPLETE OFFICE Prolect i : R -012617-i Tread & Connection Tread must resist 300 lb point load Bending Tread= 11" x 1/8" Diamond Plate Fy= 36,000 psi P= 300 lb M= P*L/4 = 2,700 psi S= 1.050 in^3 Connection L= 36 in Fb= 0.6 * Fy = 21,600 psi fb/Fb= (M/S)/Fb = 0.12 Deflection I= 4.560 in^4 E= 29,000,000 psi D= PL^3/(48*E*I) = 0.002 in Dallow=L/ 240 OK = 0.150 in Shear=R= P = 300 lb Stringer & Connection N=# Bolts= 2 BoltDiam= 0.375 in Itrnin= 0.1375 in 1 Fv= 10 ksi Fu= 58 ksi Shear Capacity= Bearing Capacity= N * Bolt Area * Fv 2,209 lb OK N * Bolt Diam * tmin * 1.2 * Fu 7,178 lb OK Stringer must resist uniform load Stringer= MC10x8.4 Ix= 32.00 in^4 Sx= 6.40 in^3 DL= 10 psf LL= 100 psf Bending Rise= 144,in Run= 226 in Tread Lngth=L= [Rise^2' IU = 268 in Support at Ctr= No Eff L= 268.0 in Run 2]^0.5 Fy= 36,000 psi M= w * L^2/8 = 123,448 psi Connection Fb= 0.6 * Fy = 21,600 psi fb/Fb= (M/Sx)/Fb = 0.89 OK Trib-Width=Tread Length/2 = 1.5 A w= (LL + DL)rib Width = 165.0 plf Deflection t MC10x8.4 l E= 29,000,000 psi D= 5 * w * L^4/(384*E*I) = 0.995 in Dallow=L/ 240 = 1.117 in OK Shear=R= w * L/2 = 1843 lb N=# Bolts= 2 Bolt Diam= 0.500 in tmin= 0.1375 in Fv= 10 ksi Fu= 58 ksi Pag33 of 34_ Shear Capacity= N * Bolt Area * Fv = 3,927 lb OK Bearing Capacity= N * Bolt Diam * tmin * 1.2 * Fu = 9,570 lb OK once pts trjArr Lural ngineering 23142 Arroyo Vista Rancho Santa Margarita, GA 92688 Tel: 949.888.8850 Fax: 949.888.8851 By A.A. Project COMPLETE OFFICE Prolect #:R-012617-1 Post & Handrail Post & Handrail designed to resist 200 lb point load Post P= 200 lb Post= TS 1.5 x 14 ga Height=H= 42.0 in S= 0.183 in Fy= 50,000 psi M= P*H/2 = 4,200 in -lb Post To Baseplate Connection Fb= 0.6 * Fy = 30,000 psi fb/Fb= (M/S)/Fb = 0.77 Post is welded directly to the baseplate with all around 1/8" fillet weld OK P ► — H Post Elevation Baseplate to Floor Connection Mbase= 4,200 in -lb d= 4 in Tbolt= Mbase/d = 1050 lb Fv= 21,000 psi Vallow (3/8")^2*pi/4 * Ft = 2,319 lb OK Handrail/Guardrail Handrail= TS 1.5 x 14 ga Length=L= 72.0 in 5= 0.183 in Fy= 50,000 psi P= 200 lb M= P*L/4 = 3,600 in -lb Fb= 0.6 * Fy = 30,000 psi fb/Fb= (M/S)/Fb = 0.66 OK p�.......R.� Page3j of 14 L Rail Elevation 0 July 27, 2017 City of Tukwila Allan Ekberg, Mayor Department of Community Development DAN MARTIN 8825 S 184 ST KENT, WA 98031 RE: Correction Letter # 1 DEVELOPMENT Permit Application Number D17-0179 COMPLETE OFFICE MEZZANINE - 11521 E MARGINAL WAY S 100 Dear DAN MARTIN, Jack Pace, Director This letter is to inform you of corrections that must be addressed before your development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the following departments: BUILDING DEPARTMENT: Allen Johannessen at 206-433-7163 if you have questions regarding these comments. • (GENERAL NOTE) PLAN SUBMITTALS: (Min. size 11x17 to maximum size of 24x36; all sheets shall be the same size. New revised plan sheets shall be the same size sheets as those previously submitted.) (If applicable) "STAMP AND SIGNATURES" "Every page of a plan set must contain the seal/stamp, signature of the licensee(s) who prepared or who had direct supervision over the preparation of the work, and date of signature. Specifications that are prepared by or under the direct supervision of a licensee shall contain the seal/stamp, signature of the licensee and the date of signature. If the "specifications" prepared by a licensee are a portion of a bound specification document that contains specifications other than that of an engineering or land surveying nature, the licensee need only seal/stamp that portion or portions of the documents for which the licensee is responsible." It shall not be required to have each page of "specifications" (calculations) to be stamped and signed; Front page only will be sufficient. (WAC 196-23-010 & 196-23-020) (BUILDING REVIEW NOTES) 1. Please provide a table matrix with specific special inspections that shall be required for construction of the mezzanine. (IBC Chapter 17) 2. All plan sheets produced by the design professional and engineer shall be wet stamped, signed with the date of the stamp. (Refer to General Notes above) Please address the comments above in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that two (2) sets of revised plan pages, specifications and/or other documentation be resubmitted with the appropriate revision block. 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 iERMIT COORD COPY,. o PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D17-0179 DATE: 08/07/17 PROJECT NAME: COMPLETE OFFICE - MEZZANINE SITE ADDRESS: 11521 E MARGINAL WAY S Original Plan Submittal X Response to Correction Letter # 1 Revision # before Permit Issued Revision # after Permit Issued DEPARTMENTS: Es cg -17 Building Division Public Works ❑ Fire Prevention Structural Planning Division ❑ Permit Coordinator PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) DATE: 08/08/17 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 09/05/17 Approved ❑ Approved with Conditions Corrections Required ❑ Denied (corrections entered in Reviews) (ie: Zoning Issues) Notation: REVIEWER'S INITIALS: DATE: !Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg 0 Fire 0 Ping 0 PW 0 Staff Initials: 12/18/2013 PERMIT COORD COPY:. PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D17-0179 PROJECT NAME: COMPLETE OFFICE SITE ADDRESS: 11521 E MARGINAL WAY S - SUITE 100 DATE: 07/05/17 X Original Plan Submittal Revision # Response to Correction Letter # Revision # before Permit Issued after Permit Issued DEPARTMENTS: AT COW 12— Building Division Public Works PilA w& 1 1 Fire Prevention Structural L N$ k)//4- 7 (i7 Planning Division ❑ Permit Coordinator L.] PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) REVIEWER'S INITIALS: DATE: 07/06/17 Structural Review Required DATE: APPROVALS OR CORRECTIONS: Approved Corrections Required (corrections entered in Reviews) DUE DATE: 08/03/17 Approved with Conditions Denied ❑ (ie: Zoning Issues) Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: 1 n Departments issued corrections: Bldg Fire ❑ Ping ❑ PW ❑ Staff Initials: PR' 12/18/2013 0 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.TukwilaWA.gov REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: % ACA.- 7 Plan Check/Permit Number: D17-0179 ❑ Response to Incomplete Letter # ® Response to Correction Letter # _1_ ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner ▪ Deferred Submittal # RECEIVED CITY OF TUKWILA AUG 0 7 2017 PERMIT CENTER Project Name: COMPLETE OFFICE MEZZANINE Project Address: 11521 E MARGINAL WAY S 100 ���qq Contact Person: I dl� VJ 1 �j(/�V Phone Number: Z��o — �' 1 J"J Summary of Revision: Di''m 1'Y1 21 rn Zt � ] j d. (/\ 3'((;) ee,/,e,60 Woxa. tt,i,ff-cA6-7; Z . PL12% n ,4.15yr4 VVVI'c/ t ro eV,oi € iO P Sheet Number(s): C 2 1 ! L3 2J .Dla . "Cloud" or highlight all areas of revision including date o revisign Received at the City of Tukwila Permit Center by: Entered in TRAKiT on 0-1— C �1 C:\Users\Rachelle-R\Desktop\Revision Submittal Form - D 16.0305.doc Revised: August 2015 ref DACO CORPORATION Home Espanol Contact Safety & Health Claims & Insurance 0 Washington State Department of Labor & Industries 0 Search L&I Page 1 of 2 A -Z Index Help My L&i Workplace Rights Trades & Licensing DACO CORPORATION Owner or tradesperson Principals KATONA, B KEVIN, PRESIDENT DUFFIELD, STEPHEN L, VICE PRESIDENT SHIELDS, EDWARD E, CHIEF EXECUTIVE OFFICER (End: 09/29/2005) Doing business as DACO CORPORATION WA UBI No. 601 946 293 8825 S. 184th St. KENT, WA 98031 425-264-4823 KING County Business type Corporation Governing persons STEPHEN DUFFIELD B KEVIN KATONA; JOHN ERIC ANDERSON; EDWARD E SHIELDS; License Verify the contractor's active registration / license / certification (depending on trade) and any past violations. Construction Contractor License specialties GENERAL License no. DACOC**012NC Effective — expiration 09/10/1999— 04/20/2018 Bond DEVELOPERS SURETY & INDEM CO Bond account no. 857388C Active. Meets current requirements. $12,000.00 Received by L&I Effective date 04/10/2002 05/01/2002 Expiration date Until Canceled Insurance Ohio Security Ins Co $1,000,000.00 Policy no. BKS57801184 Received by L&I Effective date 04/28/2017 05/01/2017 Expiration date 05/01/2018 Help us improve https://secure.lni.wa.gov/verify/Detail.aspx?UBI=601946293&LIC=DACOC**012NC&SAW= 8/11/2017 DACO CORPORATION Insurance history Savings O 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&l 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. L&I Account ID Account is current. 976,312-00 Doing business as DACO CORPORATION Estimated workers reported Quarter 2 of Year 2017 "31 to 50 Workers" L&I account contact T5 / MELISSA VEST (360)902-5613 - Email: VESM235@lni.wa.gov 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 No inspections during the previous 6 year period. Page 2 of 2 © Washington State Dept. 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=601946293&LIC=DACOC**012NC&SAW= 8/11/2017 / / ')2 SCOPE OF WO<: I\STALL VEZZA\INE I\ EXISTI\G WAREHOUSE AREA 1,089 SQ/FT. SP I\<LER U\DER\EATH U\DER A SEPHATE PERv11T 3Y FRE SYSTEVS I\C. S FRE \OTES PAGE FDETAILS. TOTAL DEC/C OVER AREA IS 1,089 FOR T IS PPvIT & 1,518 SQ/FT „\DER PERNIT #D17-0091 TO A TOTAL OF 2,607 SQ/FT. Fl S 3 \OYES: SP I\<LE. U\DE SATE SEE Fl SEPE 1\ RE 3 RE CLE� SYSTEV DESIG\ IS.39/5,600 ECS 3Y FRE SYSTEVS I\C.0\DP \OTES PAGE FOR DETAILS ALL QAC I\STALLATIO\S V ST DISPLAY I\ ONE 0� vORE CO\SPIC3US LOCATIO\S A pERNA\E\T PLAQUE: NI\IVUv 50 SQL/6\E I\CHES I\ SIZE SHOWI\G I\ CLEA, LEGHLE PRINT THE fVAXIvUvI PEvISSIKE U\IT LOAD A\D/0- v1AXINUV U\IFORVLY DIS-RI3UT LOAD PER LEVEL, TH_ AVERAGE U\IT LOAD A\D VIAXIVUM TOTAL LOAD 3AY, IT IS THE PO\S131LTY OF THE OW\ER TO \SUFE THAT THE RAC< IS \OT ALTERED SO THAT THE PLAQUE I\F3\ATI \ IS I\VALIDATED. 3 E� P V 3uilc 0 A A U A G8'68 inc Owner: COVPLETE OFFICE Contact: Parcel #:9406031799 APPLIED HA\DLI\G \W, I\C. DA\ VARTI\/TOV GASTO\ 253-395-8500 253-395-8585 — FAX Zoning: CO Occupancy: S -1/F-1 Construction Class: III -3 Sprinklered Square Footace: 16,280SQ/FT (WAREHOUS Enc ineer: ALI A30LHASSA\I STRUCTURAL CO\CEPTS E 23142 AOYO VISTA .A\CHO SA\TA NA:GA SPECIAL COLUV\ EV FEDI Iv E\ SPECIAL I\ I\STALLA SPECIAL I\ I\SPECTIO\ 'EQUREVE\TS: G. I\C. ITA, CA 92688 \CHORS: 4 EACH 5/8" X 3-1/8" RED SPECTIO\ IS REQJ ON PER ICC ESQ SECTIO\ 3Y: AA STU RED REPORT. TESTING, PO IVT\. 3+ SD2"ESS 2502 DUI\G VO\D, WA 98052 — 425-881-5441 3OX 2523, 1-e-LeVi 9A) cFV ZDI SEPARATE PERMIT REQUIRED FOR: I`. achanical tectrical Q lumbing (ilas Piping City of Tukwila BUILDING DIVISION REVISIONS No changes shall be made to the scope of work without prior approval of Tukwila Building Division. NOTE: Revisions will require a new plan submittal and may include additional plan review fees. 1 :AC/< CO\TACTO: APPLIED HA\DLI\G NW (civision of CO\TRACTOR LIC. # DACOC**012\ 8825 SO.,TH 184TH STREET <E\T, WA 98032 CO\TACT DAN VATIN/TOv CO\TE\ TS: TITLE PAGE SITE PLA\/VI (CITY N WAEHOUS= FL00 VIEZZA\ \E SLA\ V EZZA\ \E CON A\DRAIL DETAILS SD -2 RIDCE PLATE DETAIL \OTES 'UCTUAL CALCULATIO N 3 Fl ST AP PLAN VIEW & ELEVATIO ECTION DETAILS S C JACO) GASTO\ 253-395-8500 Permit No. Plan review approval is subject to errors and omissions. Approval of construction documents does not authorize the violation of any adopted or ordinance. of approved Field Copy and tic, itions is acknowl By: intik Date: COPY City of Tukwila BUILDING DIVISION \S CORRECTION LTR# REVIEWED FOR CODE COMPLIANCE APPROVED AUG 092011 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA AUG 07 2017 PERMIT CENTER bt'7oI79 AUG a n7 Z F- PROJECT SALESMAN: D. MARTIN APPROVED BY 0 J v REVISIONS: COPYRIGHT 0 1998 BY handling and storage products F- I_LJ OO U I-�— < 00 o_2 Z Q J§CD� (8) ‘-(Ci u7 CUSTOMER: ro J Z U O PORTION OF THE NORTHWEST QUARTER OF SECTION 10, TOWNSHIP 23 NORTH, RANGE 4 EAST, WaM KING COUNTY. WASHINGTON SURV VOWS NOTES: 1, .': SSE USINGA N+1 U IT WAS USED TO immiskit SEI NT FOR INGRESS OEGRESS, AND AC A IP OF"O ' 1 11A IDTTH BEING IN THE 1IQF 1 „ UNDER 1: S., ON , AND THE NOR ST DARTER OF SECTION 10, AL.L IN TOWNSHIP 23 NORTFL RANCE 4 EAST, WM., IN hi�C T rWASIHNGTOAL LYING 20 FEET ON EACH SIDE OF THE FOLLOWIP4 DESCR" `0 A - YK• FRITH 4240 THENCE OF C28' 'THENCE NTH 41' a 'K * 14 , THENCE TH 15 2'x'21'"' CRIOEO L THENCE " T H 7412139* 39 T" 31.2,99 FST; IEP H 7643914.4 [AST. 128.26 FEST" THEP. E SOUTH 811O 44* EAST, 447",24 FEET TO A PONT Or CLJRV .IRE CONCAVE TO THE RT . THENCE EASTERLY ,ALONG SAID CUA HAVING A RADIUS OF 11040 FELT TH .' Com; A CE. ANGLE OF 15'51'28', AN ARC &STAP E OF 47.0 THEM FORTH 112:47'48* EAST, 101,03 FEET TO THE WESTERLY TAARON OF PTAT PORTICO GF j� SECT N 10 NIE1NEI 1h1 SUPE RT E a 64.6997 AND E TER ,:, US Or THIS IUD LITE; THER WITH THAT PORTIO` OF SAID NORTHEAST OBER OF SECTION . DESCRIED A,S Fes. SES " MG AT THE, " ME TION D POINT OF CIIF II T1IWRTH 151121* EAST, `25,0 FEET; TH E PITH 741 2'39* WEST, 62,74 FEET; 02`30 EAST 56.02 FEET;" THEE I4i3t3r Ems, 12,60 FEET TO THE POINT SECNNI , A POINT {On 70 FEET RICHT OF EER`. STATION *H" 556 4- 5� .3, IIS ON THE a _ ER _ L( IN SHEET 1 OF 7 RIGHT - 116111 I . '1' 18TiH STREETJ TION 5, 1. . 1- 4 AS APPROVED LILY 23, F� A POT OF TANGENCY OF A GM MOSE S POI T u, $ 2 I ST AN : 70,51 FEET MUNE; MARGIN AND SAID CtIRVE DROUGH A CENTRAL ANGLE- 59.12 FEET; 1 FEET; . TO THE POINT Of BM/NM THIS EENT FOR ING S AND EGRESS T 1 -LEI WIDTH, L ADJACENT TO D PARAULEL WITH THE WE OXY Y I41DARY LINE OF 11TE ABOVE DESCRIBED PARCEL A. ALL SITUATE IN THE COUNTY Of RNA, STATE OF WAIN~ N. PIIS P , x; ° IS U I T' OF I AND FUME I I TO LOTT, - , tIE 1, PR AND HTS ' ACCESS TO AND FROM "DIE STATE WAY TO OE DONSTRIXTED ON IIS," CCRWEED LW INSTRUMENT RECO '.I) DE ER 19, '1959 UNDER RED, NO. 4979335, 7. TPI IS SIAMECTTO E STATE OF HI OF RI S.i STATEHIGHWAY 10/0 OF 0 AIR 1TV'DECREE II COURT CAUSE 10. 846697.. THIS P i EIS' IS I./SECTI./SECT TO THE TERMS, T NRESMIC'TIONS �iNT ` ! OSDAM NO. , : �. ;, A 11003121/18tt 1 ETERMS K II TIOI ITE rTRICTi RDE +ER EC . 1 x S ? 1 14 I EMENT FR L .. I) FOR II : 0T1h G THE EY 2 FEEET' I Y ED ON 11111E) SENT FR CO t TAINE1 TH EIN, AS RE° DEO U :` NO5- 1 SII... - T SURVEYOR'SETES AND BOUNDS LEGAL TWT PORTION OF I, TED LOT 2 OF CIT'Y' OF TWAVIDA 130UN 93-4X)5, AS REOGROED UNDER RECORDING NO. 930922084B, RE. • 9 VIASHRIGION, LYING EASTERLY OF THE. FOLLOWING :MSC D LINE: BEGINNING AT ME SOUTIVEST CERTNER OF SAO AMSTED LOT 24 THENCE SOUTH 8110144*O TIE. SOUTHERLY LINE OF SAID LOT 2, AMANGE OF 27OE00 FEET TO PINE 'TRUE POINT MG Or THIS :;-.. THENCE T RTH 06739116" (ASTK 55,43 FEET; THENCE 11618'O4* WEST,, 3 x ..55 FEET TO THE LINE OF ORODIARY HILI WATER ON ME 5015111 SID OF THE DIMINISH ' ER AND THE T> `" } Lis- OF THIS DESCRIBED LIME; S ICT TO ANDTOGETHER ;HER WITH A T FOR INGRESS, EGRESS AND UTILITIES, IN W 50 FEET IWIDTH, RE T O UNDER REGORGING MDF 9003121391; SUOCT TO E +I. _:_ FOR OVER PROTE , ACCESS AND NIENANCE, 30 ItE°T IHMOTH, GRMTED TO THE CITY OF TCT,WI LA UNDER RECORDINGNOS, '900323150 IC03231501 AND 31 SUBJECT TO MO TOGETHER 'WITH AN E _ T FOR INGRESS, EGRESS AND I.IT1L3'TIE „ FEET IN RETS BEING 15 FEET ON EACH 'mak OF THE EASTERLY LINE OF THE. HEREIN DESCRIBED RENSEO LOT 2, OR' 1 LL BE DUE CONNECT] NEC'TI WITH C EI RE -EVE M gHAVE DEM ME LAND AS' DI'" °uSI .ITISTRUFACTIT r: UIERER, RECCOVINO NO. . : ;fi 221303, 14. TITS PROPERTY IS SUBjEGT TO AN EASEMENIr AND THE TERMS AND CONDITIONS THEREOF GRANTED TO PUGET SOUS POWER & RECORDED UNDER RECOMITC N. 2527136 15. PERTY"TS SUBJECT TO T �[ AS CONTAINEDICS IORT PIAT NM, C; THS :PROPERTY IS S. '`ECT TOM EASENENiS AS PR 0 OR ► SKIRT PLAT' I :-, AND UTILITIES; AF I OFPARCEL A, 17. THIS PRCPERIY IS =Eel T TOTIE ROWSIEP F NAVIGATION, RECREATION AND FISHERIES. 11 IS MECO' TO RI SBUG OR RI F''._, ..Y EDBY NAT UNDER ING NO. 931. ` FOR ON TIE ISE R TP TO USE ATV PORTIOF 11°IICH 1' .FRONT;2 F1 SEGOSEGOtO FRONT1 10 FEET YARD; NONE, UNLESS NT TO LOR, YARD. NONE, UNLESS ADJACENT TO LOR, II IPS II' LL (4 IES) FOR LANCE ED 2017 VOWS CERTIFICATE otty & COMP,"awARDST" ASSOCIATES, LATHED PARTNERSHIP, IT~P LIF> : U 'NCE COMPANY MO TRAN'ENATION TITS INSURANCE COMPANY 1 h EITEII THAT MIS SURVEY WAS PREPARED F ON -THE -GROUND O S t SCdR' P OF THE SUBIECT PREMISES; THAI THE SAJVE ACCURATELY SIH THE " TION I ; NR IES Or THE SURICT PR .r ES AO THE LOCATION OF ALL STR ' , 'U10 A S AND P1. M/0 WAYS CROSSING OR ABIMING SAID ' ISE TAT TME I0 ENTS AND TEE EXCATCN MEREOF WITH RESPECT N - . LI T'ELY SHOWN AS THE SANTE WERE TED ON ANUARY 7; THAT "MERE ARE NO ENCROACHNIENTS BY IMPROVEMENTS ,.I NT TO C PREMISES UPON THE SUO.Ea PRE W, g NOR FROM TRESUBJECT' PRE, , : UNLESS OINT HEREON; THAT ALL MIL my S : STRUCTURES UE LLQ'ASL APPLCA DIMMING RESTRICTION EINES, IF' a WK TOT VIOLATE 'RESTRIMON OR OTHER . - " RIE EE NT SET FORTH THE TITLE CONNITTENT FOR THE SLIP STT P' E5 SCE ; ," 8, 1' : S *SUED TO YOU lilyTRANSNA rI$" = TITLE INSURANCE COMPA . UE E ', SHI.. *TITLE CO . :' . -" , ,4LL EASEMENTS AND RIGHTS WAY ARE *PO NT TO ORR 1 > E PREMISES M40 AREREFE TTT IH THE TITLE COMMITMENT, ., OR () ARE PSE F A VISUAL ' -C11 OR NOT 1 PT, S TO MO Ef ES ISM" THE . . +ET PREMISES AND THE IFAPR AND STRt TURE a T E --� N " . DEI1 VIA THE. ME. INDICATED HEREON_ H AL EATER, MUNI ., STORMSEWER ASO ARRA IP , : I "� FA IES TELE-. PROW, " EECMC SERMCES Of PUEILIC UTILITIES ARE #. LE IN THE LOCATIONS INDICATED HEREON- 'REFLECTS, H '. . CINE OF THE PREMISES *CLOSE* BY EICINEERING ALCUL- I FURTHER CERTIFY' THAT THIS PUT MO THE SURVEY ON WHICH IT IS :4: E E IH PXORDANCE TINT THE*MINIMUM STWARD DETML REQUIREMENTS APRT&/ C M ND TITLE SURVEYS*, ,3D1NTLY ESTABLISHED MO: TED BY ALTA AND. ADSMI 1 ; AND :VESTS THE ACCUIVACY I QUIREM'`:;:S Of A CLASS 'A* SLWIY AS DEFINED THEREIN; 5 FEET NE, UNLESS ADJACENT TO MR,. IDR, OR feRTIF (151 TONE, UNI4SS ADJACENT TO LOR,. OR 197R ZONITZ(1'81 ";k1 ARE AS FO-:. ' 1 SF I`» FLOOR 1 1 1' ' SF RECEIVE CITY OF TUKWILA JUL 0 5 2011 PERMIT CENTER City ofT UILDING._ 23, *CORDING TO THE F INSURANCE RATE MAP NUMB 57F, DATED Y 16, 1995, 5303300645F, DATED MAY 18, 1995, AND 530=03/0E,, DATED SEPTEMBER 30, 1994* THIS SITE LTES IN ZONE X - AREAS DETERMINED TO BE OUTSIDE THE SOD -YEAR FLOOD N THE FLOODWAV Y FOR THE OUWANDSH RIVER ADJOINING ING THIS SITE, AGrORDING TO THE A IS IN '.ZONE AEIN INTERPOLATING THE I'I EST C' • S --SECTION UP- ANDDOWN- .STREAM ERMA ME FLOOD INSURATICE STUDY, SED MAO 16, 1995, THE FLOODWAY ELEVATION APPEARS TO - '-RFEET,. ACCORODIG TO. THE DESIGN DRAWINGS REFERENCED IN TE 19, TSE L (PATHWAY) ALONG 'THE RIVER IS AT MOT +/- 11,5 FEET AND THE DESIGN HED HAIR ELEVATIONTHE LBJ 0 ON SITE TS 51.5 FEET. oro Omx Om0 rz 0 ROW # 4 ROW 1 REVIEWED FOR CODE COMPLIANCE APPROVED r AN 0 R Z)17 City of Tut wiIa BUIL,OI , ON RECEIVED CITY OF TUKWILA JUL 052017 PERMIT CE ER 40'0 r m V) 3 0 PRO✓ECT SALESMAN: (I) 0 APPROVED BY: REVISIONS: z U C L1J U= O I1IZQ 0 LLJ 0_w N O CUSTOMER: N 10 WI2xI4# 49' -6" O,A, 2CK 49'-01/8" 12' -2" 12' -2" 12'-2" 12' -2" POCK POOP POCK POOP POCK POOP POCK POOP 42" TALL GUA2P X------------WBxI O# ----------- # # # # 1(k ---- ------W8x10 #------------ `S W8x10 #----------- `' W8x10 #------------ I2x14# -W8x10#----- ---W8x10#----------- 8 --W8x10#.--------- 313 12 --W8x10#.------- Fp -W8x10 #----------- -W8x10 #----------- WI2xI4# L --W8x10 #----------- --W8x10#--------- f A L L L 3/ 4" WOOF OVFP 20 GA 13 -PECK f A W12xI 4 # W8x10#— — ------ ---------W8xI0 #---------- WI2x14# L 42" TALL GUA?P TYP, --W8x10#.--------- W12xI4 # 72" SLIPF GATE 42" 'ALL GUA?P O 0 6' U" SLICE GATE • TYP, 9 ROOF 0 0 0 0 0 0 0 42" TALL GUAPP 2 12- TYP, o• o� / I3FAM KNFFI3PACF COLUMN 13A5F PI -ATF 1 II �► TYP, 2TYP� TYP 512-I TYP, 8'-10 4" Ci -p. IIl IIII • .d• IIII IIII IIIA IIII IIII IIII 1111 • IIII IIII IIII 1111 IIII11HIIII IIII IIII 1111 I -1r IIII 1111 1111 141 1 IIII IIII 1111 IIII IIII IIII IIII IIII 1111 IIII 1111 HH 1111 1111 1111 1111 1111 1111 1111 1111 1111 1111 1111 1111 1111III) 111 d O' -9 3/ 4" CLR • . • 111► 1111 1111 111 11111�11111�111111111 COLUMN FLFVATION • 13FAM TYPF5 Wl2x35# 613 WI 2x22 # WI2x14# W8x10# RECEIVED CITY aF TUfKWILA JUL 0 5 2017 PERMIT CENTER FINISH 5CHN12UI.� COMPONtN1 FINISH COLOR Columns teams and Joists Stair Stringers Stair 1"reads Guard Dail Kneebraces Kickplate Peck Hardware AWMI tooth 5112, GRAY AMM I tooI .i 5113, Cd AY AMFI tooth 5112, GRAY AMFI tooth 131 -ACK AMM tooth Y�I.I.OW AMM tooth 5112. GRAY Galvanized W0012 N/A Zinc Mated N/ A WZZANINE No -r5 - 2016 CtC 12F5IGN NO1'F: 13LtG, 13FPT, - Citi of Seattle, WA I3LPG COPE - 2015 II3C 13LPG, APPPF55 - 11521 Marginal Wag OWNFP/ TENANT - Complete Office 5COPF OF WOPK: INSTALLATION OF 1,200 50. FT, 5TOPAGF PLA1TOPM, L.A. CITY FAC3PICATOP NOTE: ALL WFLPING TO 13F PFPFOPMFP IN AMFI SHOP 13Y A,W,5, CFPTIFIFP WFLPFP5, AMFI 15 LA. CITY CFPTIFIFP FOP OFFSITE MFTAL FAI3PICA11ON, LA. CITY FAPPICATOP LICFNSF # 2080, CAPACITY: MFZZANINF HAS A PF5IGN LOAF OF 125 P,S,F, UNIFOPMLY 12I5TPI13UTF1, MAX, LDAP SIGN5 TO [3F CONSPICUOUSLY P05TFP, FIPF 5PPINKLFP5 UNPFP PLATFOPM: SPPINKLFP5 UNPFP PLA11 OPM A5 PFQ' P A?F UNPFP A 5FPFPATF PFIMIT 13Y 011-IFP5, FLFCTPICAL and MFCHANICAL: FLFCTPICAL (LIGHTING) & MFCHANICAL (IF ANY) UNPFP PLATFOPM 15 13Y 011-IFP5 UNPFP 5FPAPATF PFPMIT, REVIEWED FOR CODE COMPLIANCE APPROVED AUG 09 2017 • City of Tukwila BUILDING DIVISION_ Shut -.gyral 2esicin Parame-,ers kotes & 5pecifications .) Code: 2015 International I3uilding Code & A5C 7-10 2.) Seismic Design Criteria: Ss --1.516., Si - 0.570, Fa - 1.00, Fv 5ds 1,011, 5d1.-----0,570 Ip - 1.00, P -3,5 Site Class: 12, Seismic Design Catag,: F, Occupancg Catag, II Base Shear = 0,289W, Cs - 0.289 A5P Analgsis Procedure. Frame Tgpe - 5TFFL OMPF 3,) Platform 12L- 15 PSF, 4,) Platform LL- 125 P5F "W" & "WT" & "C" Shape Structural Steel: ASTM A572 Grade 50, Fg - 50 k51, 6,) Other steel: ASTM A36, Fg - 36 ksi, 7,) Columns: A5TM A500 Grade 13, Fg - 46 ksi, 8.) C3oits: A325 U.N.O. installed to snug tight fit procedure, 9.) Welds: FlOxx Electrode or similar. Field welds if anti require SPFCIAL INSPFCTION 10.) Column Anchors: 4 ea, 5/ 8" x 3-I/ 8" Min, Fmbed, Tgp, of a "Powers Stud -1- 5122" F5P# 2502 Stringer Anchors: I ea, 1/ 2" x 2-1/ 2" Min, Fmbed, Tgp, of a "Powers Stud+ 5132" F5P# 2502 Special inpsection is required during installation per tie ICC F5P report, II.) Fxistinq Slab on Grade - 2,500 P5I 12.) Soil 13earing Pressure - 1,000 psf, @ 12" below grade or better. 13,) Wind: N/ A for indoor structure. 14.) Conspicuous load sign( s) shall be posted noting allowable loading. See note#4 above, A\Y nl?AWI \G OP I \ 90CM \f15 r OaMA110 \ CO \1'AI forOPM"Y OF A,M,I%,I CO\MItN\C, 11°1?03UC110\I rOp U5I\ ANY WAY ,111\6, OI? 2IVUL6I \G I \rOrMA110\ 3 UI\3Np SAW WI'-OU1' W1I1''� \ C0k \'1A\UFAC' IN0H1311"' Wl1"-N '-IS 2 611! lek413f Record Ali Abolhassani, P.E. Structural Concepts Eng. Inc 23142 Arroyo Vista Rancho Santa Margarita, CA 92 \CI,U3II\G 1"0 A -1 1?3 FA'Y 15 51\1"From A,W,I, American Mezzanine Fabrication & In 6949 BUCKEYE CA LICENSE ' 8008 L.A. CITY FABRICATOR # A DIVISION OF T.K. SYSTEMS, ,c910:) altatio\` 1 G1 I IJ �}� 4 5� EXP.i(�E.S 1Ul2a/ INC. J'U'N 2 9 2011 STREET. CHINO CA 9 1 7 1 0 PHONE: 1 -B66-930-MEZZ '88 Pate: 06,27.17 Scale: P.N.S Prawn 174: Fobert Agrace Project For. 5-I Complete Office 11521 , Marginal Wag 5eattl e WA 96168 PLAN 5HFF1" 5-1 FOP J0151" LOCA11ON5 * 14' PLAN 5HFFf 5-I FOP 3FAM 5CHFPUI.F ANn LOCA110N5 1-1/ 2" 3/ 16'► �AM /<1-Y/9 3/ 16 / J0151' / -I/ 2.. O12 \ \_. 7 14" 00 00 00 00 / o63 "6 .. moo —4-- .7k_____8 I I _7f C 3/ 4" 011112. II 15/ 16" 12 5/ 16" 12 I/ 2" 5/16 II / l4" / ( V8" ANGNOK)3 6" - 3/16" 5/16"Id /315/16".�' „ 1NACING / v o ° 1Yp. @ ALL gAM \ \ - / qJr I 12 pUN CONNECTIONS 13/ 2MV4"x1-1/2" A326 16 niA, No�� rnP, HAI2WAM 1W, l' �I �„ / 6 9/ 16" / L 1 I I 1Y . 1=11 i I I I/ ///%///// . ///// (5A) (5P) W8x10# „ /16 / /16" WI2x1 4 # WI 2x22 # WI 2x� # 2 ASA5„, 12”x12 xI/2 VIFINFD FOR COL_,).,M\5 — 6"x 6"x I/ G I I / ' .,P; i �'AM i �5 5 (1°' ....__ JOISTVP'( r -1/4") ) K\AC, i i i i / ',AM �'O COLUM\ i 9,fAll, 11�IIVCE2 --). __.) 7 3 � AM �CO JOI5 CO\\1 r AUC 0 � �1� City of Tukwila BUILDING DIVISION -mac J I2 x r 1I2� INTUIOp r I 5ructural Iiesicin Parameters \otos & 5pecificabions I.) Code: 2015 International Budding Code & A5C 7-10 2.) Seismic 13esign Criteria: Ss -1,516, Si - 0,570, Fa - 1,00, Fv -1.500, 5ds ---1,011, 5d1----0,570 Ip - 1,00, -3.5 Site Class: 13, Seismic 13esign Cataq„ , Occupancy Catag. I3ase Shear - 0.289W, Cs - 0.289 Asn Analyses procedure, Frame fype = 5Th L OW 3.) Platform 13L- 15 P5F. 4,) Platform LL- 125 P5F 5) "W" & "VII"" & "C" Shape Structural Steel: ASM A572 6J Other steel: A51"M A36, Fq - 36 ksi. 7.) Columns: A5fM A500 Grade C3, Fu - 46 ksi, 8,) 6ofts: A525 U.N.O, installed to snug tight fit procedure, 9.) Welds: 70xx electrode or similar, Field welds if any require IO,) Column Anchors: 4 ea. 5/ 8" x 3-l/ 8" Min, mbed,1'yp, Stringer Anchors: I ea, I/ 2" K2 -l/21' Mln, mbeel,1'yp, Special Inpsection is required during installation per the ICC�5I'. II.) xisteng 51ab on Grade - 2,500 P51 12.) Soil I3earing Pressure - 1,000 psf, @ 12" below grade 13.) Wind: N/ A for indoor structure, 14.) Conspicuous load sign( s) shall be posted noting allowable II Grade 50, F4 - 50 ksi. SPACIAL IN5MC11ON of a "powers Stud+ 5132" 5* 2502 of a "Powers Stud+ 5132" X51:4t 2502 report. or better, loading. See note#4 above, 2 12� ,1Yp.(-2 ��� 2 �Yp XT�p10p / 0 0 / INTI;ma' o o INVIOpIFINTEpIOp / ( 1 ® — l e o "--- ° I. <V19o 6 /I / 3/ 16"/ <N9 5 15 15 <V, 3/ 16 / )(Thl:'101: 1Y19. X1 IOp ® INVIOp (--- 8 2 WAY COM \ fO ,,AM CO\\1 WAY COUM\ TO 3AM, (.. `` 10 WAY COM\IO�,AM 6O\\ 1 A\Y 2pAWING nOCUM 1?/ FP2UC1" 'AA\UFAC-I PI OHI3I1'2 NG, Uk.2�R OI01\ Op \-115 01 LAW 2IVULGINJG I\FOFMA11O\ P1O19FlyY CONS Ind FOR U5F 11\ I1\FOFMA11Ok W1'-OU1' Wkft CO\1'AI\fin OF \C� A\Y AIMIFIII 1 WAY I \ C0\5 A\2 \CLU2I 1'0 WI GIV\ A''-I�2 1\1' -I\ \G FROM ��� H5 IN PAIrY 15 AIM1F 111 OL POlg15 511,13+ 5132 �5P FPO # 2502 I /4" Ir 0 0 \ 5 1 �ASppLA1� '" I / 2II 311 21 / 5 I/ 2�, 1-1/ 8" 13IA. HOLD 21/ 2" / / / / 3/ 8" 1/ 4" FOP 1" PIA, pa ,� II 2" - 5 8" 211 American Mezzanine Fabrication e4 & Insta ion !� I 1•"`'eY6�h e "A'G ' ,> ' , '' . `!):v At, ' «�,,r:,,„.rte.>.:,N ycN1am O µ 18" MAXI /I I 2.11 `� 3� \ _ * 4" MIN. NV1gP. 13/ 16" 131A, HOLD. I -I / 8" 131A, HOLD. 77/' 3/4” Gr. 5 HH 1301-f55CA ( I ea. I" x2" Gip 5 HAp13Wie 11' LICENSE # 800845 L.AA. CITY FABRICATOR DIVISION OF T.K. SYSTEMS, 6949 BUCKEYE STREET. CHINO CA 9171 �_ EXPIRES '10/?i5%�7T 2080 JUN. 2 9 1011 INC. 0 PHONE: 1 -1966-930-MEZZ 13/ 16" PIA, HOLD. .) RECEIVED O 3/4" Gr.5HHf3OL15 ITYOFTUKWIL , 05 2017 C/ I- 1 \JUL bade; 06.27 , I 7 Project For; Office 3" X �" X 1/ 4" ANGLE W1' 7" x I I # x7" "7"x 6" x 3/ 8" PLATComplete "x ER IT CENTER Scale:13.N,5. 513 — 1 II52I . Marginal Wald{ WA 98168 5"x1/4"191 -Ar I \�l„ 3 JCC, (1 12 _..) P'AM TO COI„M\ CO\\,2,-'A11, I 1,-/6\1\A f0 J0151" CO\\ , 3fAll, I <\.; ,Seattle, ,./6\C, TA3 1 A\C-01 3::IAL Prawn btl k'obert Agracewicz II A I /I /I CON1"2A511NG 51'm 2-4" WIPE FOp PULL WIbTI- Op 1mAl2, AT 1'p I.AN13NN16 ANP 601TOM 'MAP I I/ 2" CLI?, I,5" PIA, IHIANP1?AIL 51.11' pf5151"ANt PIAMON1 L -At 1 AI2511T, I.5" X 14 GA. SQ. 13 1,5" PIA 1.,13E GUMP 1'?LAP / 16 / CIOx8,4 / 512IN6 1: A -A -41- A STAID GENEPAL NO1F5; -STAIPWAY MUST 13P 44' WIRE WHEN SEPVING AN OCCUPANT LOAI2 OF 50 OP MOPE, 6" WHEN LE55 THAN 50. -HANpPA!L5 MUST NOT PPOJECT MOPE THAN 4-1/ 2" INTO PPQUIPE2 WIn1H, -GUAJI71M5 AP.E PEQUIPEI7 AT EACH SIDE OF 11 -IE STRIP NAY -GUAPt7PAIL5 TO 13P MIN. 42" Ai3OVE NOSING, -HANI7PAIL5 APE PEQUIPEI7 AT EACH 51I2E OF STAIPWAY, -I-IAM7pAlLS ANI7 M1\15101\15 TO 6t 34-38" AI3OVE NOSING ANt2 13E CON11NUOU5, THE HANI)GPIP POP11ON OF THE HANPPAIL SHALL 13E NO LE55 THAN I-1/ 4" NOP MOPE THAT 2" IN CPO55 5EC11ONAL I2IMENSION, IF THE GUAP.I2PAJL 15 NOT CIPCULAP., IT SHALL HAVE A PEPIMETPP 17IMPNSION OF AT LEAST 4" NO GPPATPP THAN 6" WITH A MAX. 2-1/ 4" CPO55 SEC11ONAL I2IMPNSION, -HANI2PAIL5 PPOJPC11NG PPOM WALLS SHALL HAVP AT LEAST I-1/ 2" 13P11NPPN THE WALL ANC? HANKAIL, -1-1ANt7PAIL5 SHALL 1312 CONTINUOUS, WITHOUT INTPPPUP11ON 13Y NPW1:L POSTS OP OTHEP 06511:UC110N5, -HANPPAILS SHALL PXTPNL 12" (VOW' 11-I TOP 1:I5PP AN CONI1NUE TO SLOPP FOP THP t7PPTH OF ONE 11:EA1213PYONt2 THE BOTTOM PISEP PLUS 12", -ENDS OF NAN17PAIL SHALL [3E IFTUPNEI2 TO A WALL, GUAP,12, NEWEL POST OP THP WALKING SUPPACP, /2'I AA25 NN 121-01 MAX, O co TI -115 ARVA pl?O1 CTAP TOM C1W55 'RAMC N A CO M N 51AIt 25V ec) TYP, WPLt7 TO 5fR11•16 51Ai 16" r 2" 3/16" 3/16" • II , TYP, WFLt7 TO 511?INc / 16" PIA, • 2 GA. 5T -FL PAMONPPLA- 6" Tup, II" A CI o5ed piser Top, \ 0 0 1/8" > 1"-2" 2" 71" 2 GA. PIAMONI7PLA11; 1 1/2" x I I/2" x3/16" ANGLE 2 FA -7/16" t2IA, HO1-5 POP 2 PA, -3/ 8" CLIA, A307 HPWP, TYP, snip flA2 217NL-5 1110-16 x 5/ 81'K (Hilt] or equiv.) 1-1/ 2" K I-1/ 2" x 14 GA, -rube 1'up, 60" 0,C, MAX. 20" MAX, (------1/\ 21-1 \\17 SUPE GATE Typ. 3/ 16"\ 4 i v - 4' 0 0 0 0 ,A\2 ?AIL & GA' 3" x3" x3/16" ANGLE 9/16" t7IA HOLP5 ATTACH WI 2 M. 1/ 2" A507 HA1 7WAPE TYP, 2A 4" Kickplate 3/ 4" T&G 20 GA. 13 -PECK 3/ 16" 9/ 16" MA, GP, 5 TYP, 51AI 0 TO 3C 2-1AL5 3, / 8" A307130L1' 1/ 2" A507 \ CAMIACe BOLT 1tCK LEVEL V / / 2"x2" x4" x3/16" C ANGLE 130TH SIMS) C3AM 2 STAID TPPA12 (TV.) 0 0 72" UM? 3 -1/ 2" x1-1/ 4" x1/5" Angle rqp, M�1'AL t3-12CK 1-0 E3 : 20 GA. x 5611 WIt2 I -I / 211 1'AI.I. 11 V erco pl-L3 or H513-56 M ICC 5p # 1735 12" MAX FAM JOIST 6" MAX, (Th �6J 6" AAAX\;; \ 48" O.C. MAX, IN 13 I2ECK VALLEYS, OVEP I I3EAM5, SCPEWS 12" O.C,; 6" O,C, @ PEPIMTEP OF 511;UCTUPE, MCKING P AI - HI 2" 1"AI.I. 20 GA, E3-MCK ANTI 3/ 4" WOOF STRIP STPINGEP (TYR) i 00 0 0 REVIEWED FOR DQE COM :i_ immr,F APPROVED AUG Q )T City of Tukwila ILDING DIVISION A PEPIMETEP 13EAM t,oc <;f �iTAIL 5-.ruc-,ural besign Parameters ko*es & Specifications I,) Code: 2015 International building Code & ASC 7 -IO 2.) Seismic ne5lgn Criteria: 5s -1,516, Si - 0,570, Fa - 1.00, Fv 5ds - 1.011, 5d1-0.570 Ip - 1,00, =3,5 Site Class: 12, Seismic 12esign Catag,: Occupanc4 Catag, II 13ase Shear = 0,289W, C5=-- 0289 Asn Analysis Procedure, Frame f4pe 5TNL OMF 3,) Platform 12L- 15 PSF, 4,) platform LL- 125 P5F 5) "W" & "WI" & "C" Shape Structural Steel: ASTM A572 Grade 50, F4 = 50 ksi, 6.) Other steel: A5TM A56, F4 - 36 ksi, 7,) Columns: ASTM A500 Grade 13, F4 - 46 ksi, 8,) Bolts: A525 U,N,O, installed to snug tight fit procedure, 9,) Welds: 70xx electrode or similar, Field welds if anu require 5MCIAL IN5P CTION 10,) Column Anchors: 4 ea, 9/ 8" x 5-1/ 8" Min imbed, -14p. of a "Powers Stud -i- 5122" 51;# 2502 Stringer Anchors: I ea I/ 2" x 2-1/ 2" Min, imbed, top. of a "Powers Stud+ 5122" X51;# 2502 Special inpsection is required during Installation per the ICC F51:' report, ll) existing Slab on Grade - 2,500 PSI 12.) Soil I3earing Pressure - 1,000 psf, © 12" below grade or better, 13,) Wind: N/ A for indoor structure, 14.) Conspicuous load sign( s) shall be posted noting allowable loading, See note#4 above, A\Y 2I AWI \G 01 I1\FOI?MA11O\ CO\1'AI \2 WI' -I \ POCUO\T 151"-1pOI M -Y OF AIM,F II I A\2 GIV\ CO\MM\C:. 1 P OI2UC1101\ U5I\ A\IYWAY I\CI.UnI\G MA\IUFAC ,WING, Of? 2IVUI-6ING INFOPMA1101\ 1"0 A'42 PAM 15 F 0111313 U1\2N? I,AW WI -.01.1f WWIf N CONST \1" pr;OM AIMIF II I -I5 2-1/ 2" MN, FM13F.12 ORECNED ITY 5E UKWILA JUL 0 5 2011 PERMIT CENTER American Mezzanine Fabrication & Installati CA LICENSE # B00845 L.A. CITY FABRICATOR # 2080 A DIVISION OF T.K. SYSTEMS, INC. 6949 BUCKEYE STREET. CHINO CA 9171 ❑ PHONE: EXPIRES 1 -866-93❑—MEZZ Pate: 06.27117 srAip ANCHOI I PM 5111NaP ON STAINS Scale: 1 ,N, I Prawn bL{I Robert Aclracewicz 5P--2 Project Por; Complete Office I 1521 E , Marginal Wali 5eatt l e, WA 98168 292017 r 42" IAA- GIMP 72" 51.M GA"; /-91-0 1/" 12' -21' POCK POOP I2'-2" POCK POOP 12' -2" POCK POOP POCK POOP A 4" WOOF OVNP 20 GA I3-PCK 42" TALI. GUAi 2 42" PALL GUAM 72" 5L12 GA's ALL GMP -41 �r 0 0 EXISTING nCK 18" 131IPa FLA 72" WIPE X 8" PICK ALUtvilNuivi 21AMOIK2 FLA1: A1'1'ACH 121'0 \�W MgZZANI - 4 6P5X2" 130L1"5 SPAN F311Ae N 2CK5 6" 18'' C3PI PGe FLAT X 72" W!2� X Al 1' -ICK ALUMINUM 21AMON2 FLA''; A1TACHN3110 NEW MtZZAIKINE WI-'- 4 61 X 2" 130L5 PA\ I31"1/&N CK5 6" 2evi S..e� COLUMN LFVATION RECEIVED CITY OF TUKWILA AUG 07'2011 PERMIT CENTER REVIEWED FOR CODE COMPLIANCE APPROVED AUG 09 nil City of Tukwila BUILDING DIVISION F'nrri-, • . Ai R2ncho . Inc 92033 PROJECT SALESMAN. D. MARTIN APPROVED BY: U) 0 COPYRIGHT ©1998 BY z U C U) C C 1 C) 0 material handling and storage products EXPIRES A0/25/4 AUG 0X1017 w 0 m R LO e o or = NEW PACK N z N. oa o0 A 4" WOOF OVNP 20 GA I3-PCK 42" TALI. GUAi 2 42" PALL GUAM 72" 5L12 GA's ALL GMP -41 �r 0 0 EXISTING nCK 18" 131IPa FLA 72" WIPE X 8" PICK ALUtvilNuivi 21AMOIK2 FLA1: A1'1'ACH 121'0 \�W MgZZANI - 4 6P5X2" 130L1"5 SPAN F311Ae N 2CK5 6" 18'' C3PI PGe FLAT X 72" W!2� X Al 1' -ICK ALUMINUM 21AMON2 FLA''; A1TACHN3110 NEW MtZZAIKINE WI-'- 4 61 X 2" 130L5 PA\ I31"1/&N CK5 6" 2evi S..e� COLUMN LFVATION RECEIVED CITY OF TUKWILA AUG 07'2011 PERMIT CENTER REVIEWED FOR CODE COMPLIANCE APPROVED AUG 09 nil City of Tukwila BUILDING DIVISION F'nrri-, • . Ai R2ncho . Inc 92033 PROJECT SALESMAN. D. MARTIN APPROVED BY: U) 0 COPYRIGHT ©1998 BY z U C U) C C 1 C) 0 material handling and storage products EXPIRES A0/25/4 AUG 0X1017 w 0 m R LO x 54,-0" OFFICE AREA 2 LEVELS GROUND LEVEL DOOR DOCK HIGH DOORS DOCK HIGH DOORS OCK DOORS • EXIT c, co 0 0 0 GROUND LEVEL DOOR OFFICE AREA 1 LEVEL OFFICE AREA 2 LEVELS EXIT 0 0) FIRE NOTES: SPRINKLER SYSTEM: DESIGN DENSITY .39/5,600 HEAD TEMP 286 CEILING HEIGHT 24'-6" SPRINKLER HEIGHT 23'-0" STORAGE HEIGHT 20'-0" SPRINKLERS UNDER DECK BY FIRE SYSTEMS INC. UNDER SEPERATE PERMIT PALLET RACK — ROWS 1 THRU 16 UNDER PERMIT #D17-0042 COMMODITIES STORED: MIXED CLASS I THRU IV AS FOLLOWS: WOOD/STEEL OFFICE FURNITURE STEEL CHAIRS PADDED SEATS (CLASS 3) OFFICE SUPPLIES: PAPER, STAPLERS, COFFEE • MISC. PAPER PRODUCTS, BOTTLED WATER, WAREHOUSE SQ/FT 16,280 NEW DECK AREA 1,089 SQ/FT EXISTING DECK AREA 1,518 SQ/FT TOTAL DECK AREA 2,607 SQ/FT 4'x8' SMOKE VENT SMOKE VENTS ARE SELF RELEASING TYPE SMOKE VENTS 15 @ 32 SQ/FT VENT RATIO 24:1 REVIEWED FOR CODE COMPLIANCE APPROVED AUG 0 9 2011 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILl JUL 052017 PERMIT CENTER 11/01101 0o 3 PROJECT SALESMAN: APPROVED BY: 0 II N ro N) REVISIONS: COPYRIGHT ©1998 BY z U c storage products CUSTOMER: ti F