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Permit D16-0245 - SEATTLE CHOCOLATE COMPANY - OBSERVATION PLATFORM
SEATTLE CHOCOLATE COMPANY 1180 ANDOVER PARK W D16-0245 Parcel No: Address: City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Inspection Request Line: 206-438-9350 Web site: http://www.TukwilaWA.Rov DEVELOPMENT PERMIT 3523049085 Permit Number: D16-0245 1180 ANDOVER PARK W Project Name: SEATTLE CHOCOLATE COMPANY Issue Date: 10/3/2016 Permit Expires On: 4/1/2017 Owner: Name: Address: DANELLIE LLC 1180 ANDOVER PARK WEST, TUKWILA, WA, 98188 Contact Person: Name: BRAD HENDERSON Address: 8825 184TH ST S , KENT, WA, 98031 Contractor: Name: DACO CORPORATION Address: 8825 S 184 ST, KENT, WA, 98031 License No: DACOC**012NC Lender: Name: OWNER Address: 111 Phone: (253) 569-1400 Phone: (425) 264-4823 Expiration Date: 4/20/2018 DESCRIPTION OF WORK: VIEWING PLATFORM FOR OBSERVIG THE CHOCOLATE MAKING PROCESS AND WALL BUILT BETWEE THIS AREA AND THE WAREHOUSE TO SEPARATE THE TWO Project Valuation: $189,000.00 Type of Fire Protection: Sprinklers: YES Fire Alarm: Type of Construction: Electrical Service Provided by: TUKWILA Fees Collected: $3,860.28 Occupancy per IBC: Water District: TUKWILA Sewer District: TUKWILA Current Codes adopted by the City of Tukwila: International Building Code Edition: International Residential Code Edition: International Mechanical Code Edition: Uniform Plumbing Code Edition: International Fuel Gas Code: 2015 2015 2015 2015 2015 National Electrical Code: WA Cities Electrical Code: WAC 296-46B: WA State Energy Code: 2014 2014 2014 2015 Public Works Activities: Channelization/Striping: Curb Cut/Access/Sidewalk: Fire Loop Hydrant: Flood Control Zone: Hauling/Oversize Load: Land Altering: Volumes: Cut: 0 Fill: 0 Landscape Irrigation: Sanitary Side Sewer: Number: 0 Sewer Main Extension: Storm Drainage: Street Use: Water Main Extension: Water Meter: No (I) Permit Center Authorized Signature: Date: 103-1 I hearby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating construction or the performance of work. I am authorized to sign and obtain this development permit and agree to the conditions attached to this permit. Signature: Print Name: (3v-pti beAdrSo)4 Date: ID -3-4_4 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: 3: 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) 4: Maintain fire extinguisher coverage throughout. 8: 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) 6: Sprinklers shall be installed under fixed obstructions over 4 feet (1.2 m) wide. (NFPA 13-8.6.5.3.3) 5: All new sprinkler systems and all modifications to existing sprinkler systems shall have fire department review and approval of drawings prior to installation or modification. New sprinkler systems and all modifications to sprinkler systems involving more than 50 heads shall have the written approval of Factory Mutual or any fire protection engineer licensed by the State of Washington and approved by the Fire Marshal prior to submittal to the Tukwila Fire Prevention Bureau. No sprinkler work shall commence without approved drawings. (City Ordinance No. 2436). 9: A fire alarm system is required for this project. The fire alarm system shall meet the requirements of N.F.P.A. 72 and City Ordinance #2437. 10: All new fire alarm systems or modifications to existing systems shall have the written approval of The Tukwila Fire Prevention Bureau. No work shall commence until a fire department permit has been obtained. (City Ordinance #2437) (IFC 901.2) 11: Maintain fire alarm system audible/visual notification. Addition/relocation of walls or partitions may require relocation and/or addition of audible/visual notification devices. (City Ordinance #2437) 12: An electrical permit from the City of Tukwila Building Department Permit Center (206-431-3670) is required for this project. 13: The maximum flame spread class of finish materials used on interior walls and ceilings shall not exceed that set forth in Table No. 803.9 of the International Building Code. 7: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2436 and #2437) 14: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 15: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575-4407. PERMIT INSPECTIONS REQUIRED Permit Inspection Line: (206) 438-9350 1700 BUILDING FINAL** 1400 FIRE FINAL 4046 SI-EPDXY/EXP CONC CITY OF TUKkVILA Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd, Suite 100 Tukwila, WA 98188 http://www.TukwilaWA.gov Building Permit No. 11 (0,-09-M-0 Project No. Date Application Accepted:. al, fi i� Date Application Expires: 11 (For Office se 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 h J i! King Co Assessor's Tax No.: Site Address: Il ( ` A t/1doLer PQrK Wes+ Suite Number: Floor: Tenant Name: Seel 14 -le C I/l.oco [ ate . CO orevrty New Tenant: ❑ Yes No PROPERTY OWNER Name: 6 f -c, 01 tie IA tderSOA Name: jean. Ykoi'ti 500 City: ikyNt-- State: wA- ZipqtyyzI Address: 11 ® off ,r(viVer park_ u5� Tukwila Business License No.: Zip: av v City: (U La tLa State: w CONTACT PERSON — person receiving all project communication Name: 6 f -c, 01 tie IA tderSOA Address: Ds Zs l ei 4_iv I sok City: ikyNt-- State: wA- ZipqtyyzI Phone:2 2 go 14.106 Fax: Email: b „oQf h 19datz,corio.coh'1 GENERAL CONTRACTOR INFORMATION Company Name: (taco Or 0 red Zavk Address: .ZS I r./ fhj cit,i" City: K( _ jState: 1jA_ Zip:ggl Phone: iic-- 6s- 4; Fax: Contr Reg No.: a.0_ Exp Date: tiluvil Tukwila Business License No.: H:\Applications\Forms-Applications On Line\2012 Applications\Permit Application Revised - 2-7-12.docx Revised: February 2012 bh ARCHITECT OF RECORD Company Name: �l �t,1 c Architect Name: i' jj ��t nZ)/a 1(...1A,04^ Address: 1101 214 Ave S . — He City: L' i State: .,/ Zip:.8 ! o1 f� Phone: q ''81t) Fax: Email: 44/ ii Tel e, . Kwo' la Al AZ . 001 ENGINEER OF RECORD Name: App, 6 -- Address: Company Name: Engineer Name: Address: City: State: Zip: Phone: Fax: Email: LENDER/BOND ISSUED (required for projects $5,000 or greater per RCW 19.27.095) Name: App, 6 -- Address: City: State: Zip: Page 1 of 4 BUILDING PERMIT INFORMATIO, 206-431-3670 Valuation of Project (contractor's bid price): $ ( q , 000 Existing Building Valuation: $ Describe the scope of work (please provide detailed information): There bV i t ( be a. (J(ei t)? A9 Lq+4fn1 -dor` olorv'hiLe3 44ete. oh.o e rvlAlC it -g -voce aiol 14)41/ 10,u1-1-1— 164- n Will there be new rack storage? ❑ .... Yes o 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: l 0 `i Compact: Handicap: 6 Will there be a change in use? 0 Yes I ' ' No If "yes", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: S Sprinklers 0 Automatic Fire Alarm 0 None 0 Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? 0 Yes 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:\Applications\Forms-Applications On Line\2012 Applications\Permit 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 lst Floor 62/(72 2nd Floor 3rd Floor Floors thru Basement Accessory Structure* Attached Garage Detached Garage Attached Carport Detached Carport Covered Deck Uncovered Deck PLANNING DIVISION: Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: Lot Area (sq ft): Floor area of principal dwelling: Floor area of accessory dwelling: *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. ' Number of Parking Stalls Provided: Standard: l 0 `i Compact: Handicap: 6 Will there be a change in use? 0 Yes I ' ' No If "yes", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: S Sprinklers 0 Automatic Fire Alarm 0 None 0 Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? 0 Yes 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:\Applications\Forms-Applications On Line\2012 Applications\Permit Application Revised - 2-7-12.docx Revised: February 2012 bh Page 2 of 4 PUBLIC WORKS PERMIT INR. 14ATION - 206-433-0179 Scope of Work (please provide detailed information): Call before you Dig: 811 Please refer to Public Works Bulletin #1 for fees and estimate sheet. Water District ❑ .. Tukwila ❑ ...Water District #125 ❑ .. Water Availability Provided Sewer District ❑ .. Tukwila ❑ .. Sewer Use Certificate 0... Highline ❑...Valley View ❑...Renton ❑ ...Sewer Availability Provided O ... Renton O ... Seattle Septic System: ❑ On-site Septic System — For on-site septic system, provide 2 copies of a current septic design approved by King County Health Department. Submitted with Application (mark boxes which apply): ❑ .. Civil Plans (Maximum Paper Size — 22" x 34") ❑ .. Technical Information Report (Storm Drainage) 0...Geotechnical Report ❑ .. Traffic Impact Analysis ❑ .. Bond 0...Insurance ❑... Easement(s) 0...Maintenance Agreement(s) ❑ .. Hold Harmless — (SAO) ❑ .. Hold Harmless — (ROW) Proposed Activities (mark boxes that apply): 0 .. Right-of-way Use - Nonprofit for less than 72 hours ❑ .. Right-of-way Use - No Disturbance ❑ .. Construction/Excavation/Fill - Right-of-way 0 Non Right-of-way ❑ ❑ .. Total Cut ❑ .. Total Fill cubic yards cubic yards ❑ ... Right-of-way Use - Profit for less than 72 hours 0...Right-of-way Use — Potential Disturbance 0...Work in Flood Zone ❑ ... Storm Drainage ❑ .. Sanitary Side Sewer 0...Abandon Septic Tank 0...Grease Interceptor ❑ .. Cap or Remove Utilities ❑... Curb Cut 0... Channelization 0 .. Frontage Improvements 0... Pavement Cut 0... Trench Excavation ❑ .. Traffic Control 0...Looped Fire Line ❑... Utility Und'ergrounding ❑ .. Backflow Prevention - Fire Protection Irrigation Domestic Water ❑ .. Permanent Water Meter Size (1) " WO # (2) " WO # (3) " WO # ❑ .. Temporary Water Meter Size (1) " WO # (2) " WO # (3) " WO # ❑ .. Water Only Meter Size 75 WO # ❑ .. Deduct Water Meter Size " ❑ .. Sewer Main Extension Public 0 Private 0 ❑ .. Water Main Extension Public 0 Private 0 FINANCE INFORMATION Fire Line Size at Property Line Number of Public Fire Hydrant(s) ❑ .. Water 0 .. Sewer 0 .. Sewage Treatment Monthly Service Billing to: Name: Day Telephone: Mailing Address: City State Zip Water Meter Refund/Billing: Name: Mailing Address: Day Telephone: City State Zip H:Wpplications\Fonns-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 U OWN R OR ORI ED AGENT: Signature: � Date: 7 -11 -1C - Print ._ 1--lC Print Name: ( r -c c1 Henderson Mailing Address: MiZc Qbq 1-11 Day Telephone: 253- 5-oq- ,06 City H:Wpplications\Forms-Applications On Line\2012 Applications\Permit Application Revised - 2-7-12.docx Revised: February 2012 bh kit 9 2o3/ State Zip Page 4 of 4 Cash Register Receipt City of Tukwila DESCRIPTIONS ACCOUNT QUANTITY PermitTRAK PAID $2,386.01 D16-0245 Address: 1180 ANDOVER PARK W Apn: 3523049085 $2,386.01 DEVELOPMENT $2,272.60 PERMIT FEE R000.322.100.00.00 0.00 $2,268.10 WASHINGTON STATE SURCHARGE B640.237.114 0.00 $4.50 TECHNOLOGY FEE $113.41 TECHNOLOGY FEE TOTAL FEES PAID BY RECEIPT: R9552 R000.322.900.04.00 0.00 $113.41 $2,386.01 Date Paid: Tuesday, October 04, 2016 Paid By: BRAD HENDERSON Pay Method: CREDIT CARD 06655D Printed: Monday, October 03, 2016 4:36 PM 1 of 1 CPWSYSTEMS Cash Register Receipt City of Tukwila DESCRIPTIONS ACCOUNT QUANTITY PAID PermitTRAK $1,474.27 D16-0245 Address: 1180 ANDOVER PARK W Apn: 3523049085 $1,474.27 DEVELOPMENT $1,474.27 PLAN CHECK FEE TOTAL FEES PAID BY RECEIPT: R9330 R000.345.830.00.00 0.00 $1,474.27 $1,474.27 Date Paid: Friday, September 02, 2016 Paid By: BRAD HENDERSON Pay Method: CREDIT CARD 075100 Printed: Friday, September 02, 2016 2:59 PM 1 of 1 CLJ ge SYSTEMS INSPECTION NO. INSPECTION RECORD Retain a copy with permit bI? -CZ4s� 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: 6111-I.r el4otiLATESi Type of Inspection: , It/?J& `-/AAL Address: 1 i .44-1>ivelf PArr o Date Called: Special Instructions: Date Wante •j�� 12 22/ a.m. . Requester: Phone No: Approved per applicable codes. LJ Corrections required prior to approval. COMMENTS: ra Inspector: Date: REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. P7 INSPECTION NUMBER INSPECTION RECORD Retain a copy with permit / (, — 3 — PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project: ttir C Mico(i t ��F 77 4-. -- Typee of Inspection:! fl i I 06 EiAi4-i_ Address: Suite #: 1/80lf3/Zil . P,\) Contac • Ai o gt--:\JOL 6 Special Instructions: Permits: Phone No.: 2 5- 3 -- Th 7 /47c) k Approved per applicable codes. Corrections required prior to approval. COMMENTS: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: %l /9/ 867Y S19re-/A., c (L 72 /2r Sc7z S /''/6-6-2oo A� s , r, l22_ 1.76---)2--1.76---)2--2 �2 S . — _I) c S Y Z6 -2 F6_ 7-10 iU / A-' /3F_? m 4 or i moo) l /A-61 4 F /aE '/ - - v fr- Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector: 4, '4 /-A;- , Date: / 74Z-//6 Hrs.: ( $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. Billing Address Attn: Company Name: Address: City: State: Zip: Word/Inspection Record Form.Doc 3/14/14 T.F.D. Form F.P. 113 INSPECTION NUMBER INSPECTION RECORD Retain a copy with permit PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project: /P. r k 6(o k -.1-e, M 2. Type of Inspection: mop -0 t 70& -s ---s---74-4-04 s- o4 _sea- Address: Suite #: (I W 4 P V `i Pre -Fire:.: Contact Perso: /7i► -rial 4--oi "i—G fr(E Special Instructions: Phone No.: wE-]Z€ ►'JD1 cowl tuft 6 - LNO cp Ltiv 2e -SW 4,i Approved per applicable codes. Corrections required prior to approval. COMMENTS: Sprinklers: - 11.iO.to fzi- +L- - G'i- m ae-56H6Dv&E t 70& -s ---s---74-4-04 s- o4 Monitor: Pre -Fire:.: — — (o Vic -i d Alor o \) Si Ti Ai•-) 6 wo g kf104.D C( RL -t- ciNi7 EgorYi paEvtCJ /l.J5,96cT/e, wE-]Z€ ►'JD1 cowl tuft 6 - LNO cp Ltiv 2e -SW 4,i Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire:.: Permits: Occupancy Type: Inspector: f--10 S4/S3 Date: ! / i fa, , Hrs.: $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. Billing Address Attn: Company Name: Address: City: State: Zip: Word/Inspection Record Form.Doc 3/14/14 T.F.D. Form F.P. 113 1 INSPECTION NUMBER INSPECTION RECORD Retain a copy with permit 11 /7-S- 2447 PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project: 3e. C oc-/46 s Type of Inspection: mG1`I-�''" Address: Zu'c 2r Suite #: (4) Contact Person: (4r& 16-W Ca Special Instructions': Phone No.: Occupancy Type: Approved per applicable codes. Corrections required prior to approval. COMMENTS: /b a -r L/,JE (2 '''r -S" `171(2-ev6-1 1I‘Po 7T$ P'Ea' yz Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: r Inspector: r ,V` is if 53 Date: 12 l/6/16 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 pr="74;_a December 21, 2016 FINAL LETTER City of Tukwila Tukwila Community Development Department 6300 Southcenter Boulevard Tukwila, Washington 98188 RE: Permit No. D16-0245 20508 56'' Avenue West, Suite A Lynnwood, WA 98036 phone: 425.409.2504 fax: 425.582.8193 intertek.com/building psiusa.com We have completed the requested special inspections on the subject project. All work requiring special inspection was, to the best of this agency's knowledge, inspected and reported as specified on permit documents. Project Name: Project Address Permit No. Seattle Chocolates 1180 Andover Park West D16-0245 Inspections Performed • Expansion Anchors If there are any questions regarding this letter please contact PSI at (425) 248-2400. Sincerely, 2L96L� Daniel Kuhn Branch Manager RECEIVED CITY OF TUKWILA DEC 22 2016 PERMIT CENTER STRUCTURAL CALCULATIONS FOR SEATTLE CHOCOLATES 1180 ANDOVER PARK W. TUKWILA, WA 98188 August 26, 2016 RECEIVED CITY OF TUKWILA SEP ti 7 2016 PERMIT CENTER PREPARED BY: CUBIC DESIGNS, INC. 5487 S. WESTRIDGE DRIVE NEW BERLIN, WI 53151 (262) 789-1966 PROJECT # 9170AU os-a6)-lc0 REVIEWED FOR CODE COMPLIANCE APPROVED SEP 2 9 2016 City of Tukwila BUILDING DIVISION. DESIGN NOTES AND ASSUMPTIONS All Cubic Designs, Inc. systems are supported by columns anchored to the floor slab with wedge anchors. Systems are designed such that the columns provide lateral stability without bracing. The columns are analyzed assuming a fixed top and a pinned base. Fixity at the top is achieved via a bolted (Gr. 5) connection to the framing ends. The columns and framing ends are designed for the appropriate seismic zones. The framing system consists of cold formed channels using high strength steel with a minimum yield of 50 KSI. The channels are designed per the AISI steel code. Framing channels are positioned with their open sides alternated wherever possible and braced along the flanges (by the deck on top and by bridging on the bottom) to prevent torsional deflection. Framing members transfer loads (joist into a stringer or stringer into a column top) via welded connections (hanger welded to a stringer) or direct compression reaction (stringer end directly atop a column). The deck system is either bar grating or roof deck. In the case of roof deck, it is covered with either plywood or steel plate - neither cover is counted on for strength purposes. The grating or roof deck is designed for appropriate uniform and/or concentrated loads indicated. Page 1 of 33 DESIGN CALCULATIONS JOB # 9170AU PROJECT: SEATTLE CHOCOLATES LOCATION: TUKWILA, WA 98188 DISTRIBUTOR: DACO SEISMIC DESIGN CATEGORY: D CAPACITY: 125 PSF LIVE LOAD 8 PSF DEAD LOAD DECK TYPE: 20 GA TYPE B ROOF DECK W FLOOR COVER IS WOOD FRAMING: 15CD11F (15 IN. DEEP x 3 IN. WIDE CHANNEL - 11 GAUGE) 15CDO7F (15 IN. DEEP x 3 IN. WIDE CHANNEL - 7 GAUGE) COLUMNS: HSS 6"x6"x3/16" Page 2 of 33 CHECK CAPACITY OF 20 GA. ROOF DECK: MAX. SPAN = 4.29 FT. LOAD WIDTH = 1.00 FT. LIVE LOAD = 125 PSF DEAD LOAD = 2.0 PSF PAGE 2 1 SPAN CONDITION Mx = LOAD WIDTH x (LL + DL) x MAX. SPANA2 / 8 x 12 IN/FT = (1.00) (125 + 2.0) (4.29)1'2 / 8 x 12 3509 IN. -LBS. MCAP 0.244 INA3 x 20000 PSI 4880 IN. -LBS. > 3509 IN. -LBS. OK Page 3 of 33 PAGE JOIST ANALYSIS FOR 15CD11F MEMBERS UNIFORM LOAD = 125 PSF(LL) + 3.3 PSF(DECK WT) + 9.4 LBS/FT(JOIST WT) CLEAR LOAD ACTUAL MOMENT MOMENT ACTUAL ALLOW. SPAN WIDTH MOMENT CAPACITY INERTIA DEFL. DEFL. (FT) (FT) (IN -LBS) (IN -LBS) (INA4) (IN) (IN) 20.33 3.50 284325 328600 78.514 0.726 1.017 OK 15.50 4.17 196049 328600 78.514 0.292 0.775 OK 16.00 4.29 215060 328600 78.514 0.342 0.800 OK Page 4 of 33 FRAMING MEMBER ANALYSIS PAGE MEMBER NO.: Al MEMBER SIZE: 15CDO7F MOMENT OF INERTIA: 120.075 IN^4 MOMENT CAPACITY: 486800 IN -LBS UNIFORM LOAD: 125.0(LL) + 7.4(DL) = 132.4 PSF LOAD UNIFORM BEAM DISTANCE POINT LOAD MEMBER WIDTH LOAD SEGMENT FROM END LOAD WIDTH LENGTH (IN) (LBS/FT) (IN) (IN) (LBS) (IN) (FT) 0.00 0.00 0 11.00 0.00 0 28.00 0.00 0 22.00 0.00 0 20.00 0.00 0 24.00 BEAM CLEAR SPAN = END REACTION @ 0.00 IN. = END REACTION @ 105.00 IN. = 11.00 4413 50.00 16.00 39.00 4711 42.00 20.33 61.00 4413 50.00 16.00 81.00 2356 21.00 20.33 105.00 105.00 IN. 9300 LBS 6594 LBS SHEAR = 0 61.0 IN. FROM SUPPORT AT 0.00 IN. MAX. MOMENT @ POINT OF '0' SHEAR = 243000 IN -LBS < 486800 IN -LBS OK CANTILEVER CHECK (36") P= 133'50/24"8 = 2217 LB M= 2217* 36" = 79800 in -LB Mcap=486800 in -LB 16% UNITY - OK BY INSPECTION Page 5 of 33 'FRAMING MEMBER ANALYSIS PAGE MEMBER NO.: A2 MEMBER SIZE: MOMENT OF INERTIA: MOMENT CAPACITY: 15CD11F 78.514 IN^4 328600 IN -LBS UNIFORM LOAD: 125.0(LL) + 6.9(DL) = 131.9 PSF LOAD UNIFORM BEAM DISTANCE POINT LOAD MEMBER WIDTH LOAD SEGMENT FROM END LOAD WIDTH LENGTH (IN) (LBS/FT) (IN) (IN) (LBS) (IN) (FT) 0.00 0.00 0.00 0 36.00 0 36.00 36.00 9236 42.00 40.00 72.00 BEAM CLEAR SPAN = 72.00 IN. END REACTION @ 0.00 IN. = END REACTION @ 72.00 IN. = 4618 LBS 4618 LBS SHEAR = 0 36.0 IN. FROM SUPPORT AT 0.00 IN. MAX. MOMENT @ POINT OF '0' SHEAR = 166200 IN -LBS < 328600 IN -LBS OK Page 6 of 33 'FRAMING MEMBER ANALYSIS PAGE MEMBER NO.: A3 MEMBER SIZE: MOMENT OF INERTIA: MOMENT CAPACITY: 15CD11F 78.514 IN^4 328600 IN -LBS UNIFORM LOAD: 125.0(LL) + 6.9(DL) = 131.9 PSF LOAD UNIFORM BEAM DISTANCE POINT LOAD MEMBER WIDTH LOAD SEGMENT FROM END LOAD WIDTH LENGTH (IN) (LBS/FT) (IN) (IN) (LBS) (IN) (FT) 0.00 0.00 0.00 0.00 0.00 0 20.00 0 16.00 0 32.00 0 4.00 20.00 1239 STAIR 0.00 36.00 3887 42.00 16.83 68.00 1239 STAIR 0.00 72.00 BEAM CLEAR SPAN = 72.00 IN. END REACTION @ 0.00 IN. = END REACTION @ 72.00 IN. = 2907 LBS 3458 LBS SHEAR = 0 36.0 IN. FROM SUPPORT AT 0.00 IN. MAX. MOMENT @ POINT OF '0' SHEAR = 84800 IN -LBS < 328600 IN -LBS OK Page 7 of 33 FRAMING MEMBER ANALYSIS PAGE MEMBER NO.: A4 MEMBER SIZE: MOMENT OF INERTIA: MOMENT CAPACITY: 15CD11F 78.514 IN^4 328600 IN -LBS UNIFORM LOAD: 125.0(LL) + 6.9(DL) = 131.9 PSF LOAD UNIFORM BEAM DISTANCE POINT LOAD MEMBER WIDTH LOAD SEGMENT FROM END LOAD WIDTH LENGTH (IN) (LBS/FT) (IN) (IN) (LBS) (IN) (FT) 0.00 25.75 283 45.00 25.75 283 48.00 25.75 283 48.00 25.75 283 45.00 BEAM CLEAR SPAN = END REACTION @ 0.00 IN. = END REACTION @ 186.00 IN. = 45.00 700 column Toad 0.00 93.00 700 column load 0.00 141.00 700 column Toad 0.00 186.00 LOAD FROM COLUMNNS IS CONSERVATIVE 186.00 IN. 3244 LBS 3244 LBS SHEAR = 0 93.0 IN. FROM SUPPORT AT 0.00 IN. MAX. MOMENT @ POINT OF '0' SHEAR = 166100 IN -LBS < 328600 IN -LBS OK Page 8 of 33 TAWS Design Maps Summary Report User -Specified Input Report Title SEATTLE CHOCOLATES Thu June 23, 2016 19:01:59 UTC Building Code Reference Document ASCE 7-10 Standard (which utilizes USGS hazard data available in 2008) Site Coordinates 47.44298°N, 122.25371°W Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/II/III 17. �� QE►1TO+V it � �"(0,1,• . eurien `' } Renton SE47Tt 4 is t TACOMA 4v ? r; hwPOR' "` Maple Valley Vashort 1 ssaquah Des Moines,,. USGS-Provided Output SS = 1.433 g S1 = 0.534 g ii 1(ent r I AUBURN L SAM_ SMS = 1.433 g SM1 = 0.801 g ;Covington SOS = 0.955 g SD1 = 0.534 g .Hob Ce: For information on how the SS and Si values above have been calculated from probabilistic (risk -targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the "2009 NEHRP" building code reference document. MCER Response Spectrum 1.65 1.10 1.50 1.00 1.35 0.90 1.20 0.80 1.05 0.70 0.90 • 0.60 re 0.75 • 0.50 0.60 0.40 0.45 0.30 0.30 0.20 0.15 0.10 0.00 0.00 0.00 0.20 0.40 0.60 0.80 Design Response Spectrum 1.00 1.20 1.40 1.60 1.80 2.00 0.00 0.20 0.40 0.60 0.20 1.00 1.20 1.40 1.60 1.80 Period, T (sec) For PGAM, T,, CRS, and CR, values, please view the detailed report. Period, T (sec) 2.00 Although this information is a product of the U.S. Geological Survey, we provide no warranty, expressed or implied, as to the accuracy of the data contained therein. This tool is not a substitute for technical subject -matter knowledge. Page 9 of 33 http://ehp2-earthquake.wr.usgs.gov/designmaps/us/sum mary.php?template=m i nim al&latitude=47.442977&longitude=-122.253707&siteclass=3&riskcategory=0& .. 1/1 SEE ASCE-7 TABLE 1-1 FOR OCCUPANCY CATEGORIES FOR BUILDINGS AND OTHER STRUCTURES RESPONSE MODIFICATION FACTOR, R= IMPORTANCE FACTOR I= CALCULATE Ta=Ct(hn)Ax Ct= x= MEZZANINE HT. (ft.) OCCUPANCY CATEGORY: ENTER VALUES FROM "MCE hn= Ta= 3.5 1 0.028 0.8 9.5 0.17 ft. s GROUND MOTION" SHEET Si = Sens = FaSs= SM1 = FvS1= Sos=(2/3*Sans)/100= Sol =(2/3*SMI)/100= TS=SD1/SDS= ASCE-7 SECTION 11.6: IS S1 <75%g 1. CHECK IF Ta<0.8Ts 2. SEE NUMBER 1 ABOVE 3. IS EQ. 12.8-2 USED TO DETERMINE Cs: 4. RIGID DIAPHRAGM OR FLEXIBLE DIAPHRAGM WITH SPANS LESS THAN 40 FEET: DOES ASCE-7 SECTION 11.6 APPLY: 53.4 143.3 80.1 0.955 0.534 0.56 YES YES YES YES YES SEISMIC DESIGN CATEGORY BASED ON Sos= SEISMIC DESIGN CATEGORY BASED ON Sol = Ok OA s D D (SEE ASCE-7 TABLE 12.2-1) (SEE ASCE-7 TABLE 11.5-1) (SEE ASCE-7 TABLE 12.8-2) (SEE ASCE-7 TABLE 12.8-2) (SEE ASCE-7 TABLE 1-1) 0.8Ts= 0.45 THEREFORE SEISMIC DESIGN CATEGORY= D NOTE: SDC MAY BE BASED ONLY ON Sos IF SECTION 11.6 APPLIES NOTE: IF Si IS EQUAL TO OR GREATER THAN 75%g THEN OCCUPANCY CATEGORY I, II, and III STRUCTURES SHALL BE ASSIGNED TO SEISMIC DESIGN CAT. E AND OCCUPANCY CATEGORY IV STRUCTURES SHALL BE ASSIGNED TO SEISMIC DESIGN CATEGORY F SEISMIC BASE SHEAR, V=CsW CALCULATE Cs: Cs=Sos/(R/I) Cs= Csmin=0.044Sos*I Csmin= Csmax=Sot/[T(R/I)] Csmax= THEREFORE Cs= 0.273 0.042 0.900 0.273 Page 10 of 33 tr u145 Ji 5 I 1 1 I I I 0 v a m ter( a I � I A I 1 0 A0138 9tiUMJ1 1f10 01 1(10 1.1 1 1 Q1 I o 0 1 1 9(x4x9SSH 0 +1 0 a I I 9(x0x9SSH 1 :lL I ! 90x95SH t 4. 919,x9ssff • I• NNN 1- I ! I 11 I I I 11 .71 PSage 11 of 33 LEVEL 2 FRAMING PLAN 1 Aug 25, 2016 at 4:47 PM 1 FRAME CHECK 9170AU Model.r3d Page 12 of 33 .Y • • _ z • -x .028k 1.361k Loads: BLC 3, ELx SEISMIC LOAD X -DIRECTION Aug 26, 2016 at 8:47 AM 170AU Model.r3d Page 13 of 33 ,Y z • x A Loads: BLC 4, ELz SEISMIC LOAD Z -DIRECTION 2 Aug 26, 2016 at 8:48 AM 9170AU Model.r3d Page 14 of 33 hiRus T ESC H N O L 0 G 1 E S Company Designer Job Number . Model Name . Aug 26, 2016 9:02 AM Checked By. Basic Load Cases BLC Description Category X Gravity Y Gravity Z Gravity Joint Point Distribut..Area(M... Surface... DL DL -1 4 10 1 2 LL LL 4 1 3 4 5 6 7 8 9 10 1 ELx ELz WLx ELX ELZ WLX 10 WLz WLZ 1 SL SL Equip DL .BLC 1 Transient A.I. None 3 BLC 2 Transient A. None { 3 Load Combinations 1 2 3 4 1 5 Description ASCE ASD 1 ASCE ASD 2 ASCE ASD 5 (b) (a) ASCE ASD 5 (b) (b) ASCE ASD 5 (b) (c) Solve PD...S... BLC Yes C DL Factor 1 BLC Factor BLC Factor BLC Fac... BLC Factor ......... F...B......... Yes C DL i 1 LL i 1 • I i Yes C ; DL 1 , Sds*DL .14 !Rho*E...; .7 LL :.25 Yes I C ; i DL 1 ! Sds*DL .14 !Rho*E...! .7 LL [.25 61 7 8 ASCE ASD 5 (b) (d) ASCE ASD 6 (b) (a) ASCE ASD 6 (b) (b) g ASCE ASD 6 (b) (c) ! Yes I Yes Yes (Yes Yes C , DL 1 ; Sds*DL .14 Rho*E...; -.7 LL .25 DL ; 1 i Sds*DL .14 ;Rho*E...j -.7 j LL ; .25' DL 1 Sds*DL .105;Rho*E...; .525 LL :.75 C C C DL 1 Sds*DL i .1051Rho*E-..525j LL .751 DL 1 sds*DL .1051Rho*E...,-.525 LL 1.75 10 ASCE ASD 6 (b) (d) Yes C , DL 1 j Sds*DL I.105Rho*E... -.525 LL I.75 I � f 11 ASCEASD8(a) 12 i ASCE ASD 8 (b) Yes Yes C 13 ASCE ASD 8 (c) ' Yes 14 15 16 17 ;ASCE ASD 5 (b) (os-c)i 18 19 ASCE ASD 6 (b) (os-a)I ASCE ASD 8 (d) C� C DL .6 Sds*DL . -.14 Rho*E..1 .7 LL .25 DL i .6 Sds*DL -.14 ;Rho*E... .7 ! LL .25 , DL ; .6 . Sds*DL -.14 'Rho*E...i -.7 LL ..25 Yes jC' DLI .6 Sds*D L -.14 Rho*E... -.7 I LL .25 ASCE ASD 5 (b) (os -a)! ASCE ASD 5 (b) (os -b) C : DL , 1 Sds*DL .14 .Om*E...; .7 LL :.25 C i DL ! 1 i Sds*DL j .1'4 ;Om*EL4 .7 ; LL C.2 C ; DL 1 Sds*DL ,14 0 ASCE ASD 5 (b) (os-d)i Ci ;DL E...I -.7 LL,.25 1 i Sds*DL ! .14 jOm*ELZ -.7 ILL i .25 I C. DL • 20 IASCEASD 6 (b) (os -b)1 21 ;ASCE ASD 6 (b) (os-c)i 22 !ASCE ASD 6 (b) (os -d)1 23 ASCE ASD 8 (os -a) 24 I ASCE ASD 8: (os -b) 25 ;ASCE AS D 8 (os -c 26 C� C DL 1 DL' 1 Sds*DL ! .105Om*E... .525 LL i .75 Sds*DL j .105i0m*ELZ .525! LL j .751 Sds*DL;.105IOm*E...i-.525; LL .75 C L i 1 I Sds*DL i .105'Om*EL4-.5251 LL j .7 C C DL .6 ; Sds*DL -.14 Om*E...? .7 LL DL i .6 : Sds*DLI _.14 Om*EL7,, .7 1. LL .251 ASCE ASD 8 (os -d) C i DL , .6 j Sds*DL', -.14 ;Om*E... -.7 LL .25 6 1 Sds*DL ! -.1'4 !Om*EL. -.7 I LL ; .25 IC DL Joint Coordinates and Temperatures Label N1 X [n] 0 Y [n] 0 Z [in] Temp [F] Detach From D... 0 0 2 4 5 6 N2 N3 N4 N5 N6 97 0 I 0 0 97 0 1 192 0 0 0 1 192 0 0 104.25 i 0 0 97 104.25 0 0 RISA -3D Version 14.0.0 [\...\...\...\...\9100-9199\9170\3 Engineering Docs\9170AU Model.r3d] Page 1 Page 15 of 33 IbRlS T E,C H N O L 0 G 1 E S Company Des igner Job Number Model Name Aug 26, 2016 9:02 AM Checked By. Joint Coordinates and Temperatures (Continued) Label 7 N7 X [in] 97 Y [n] Z [in] Temp [F] Detach From D... 104.25 192 0 8 N8 0 104.25 192 0 9 N9 10 N10 11 N11 12 13 14 15 48.5 104.25 0 0 48.5 104.25 192 0 0 212.375 0 0 N12 97 212.375 0 0 N13 N14 N15 97 212.375 192 0 212.375 192 104.25 48 0 0 0 16 17 18 19 20 21 N16 N17 N18 N19 N20 N21 0 0 97 97 104.25 104.25 104.25 104.25 96 144 48 96 0 0 0 0 97 104.25 144 0 212.375 48 22 23 24 25 N22 N 23 N24 N25 26 j N26 0 0 97 97 212.375 96 0 212.375 144 0 212.375 48 0 212.375 96 Envelope Joint Displacements 97 L 212.375 144 1 2 3 Joint X [n] LC Y [in] N1 !max 0 11 0 min { 0 5 ; 0 N2 ;maxi 0 3 0 LC Z [in] LC X Rotatio... LC Y Rotatio... 1 0 12 .5.459e-3 12 :4.743e-4 2 0 j 10 -6.387e-3 6 ; -4.542e-4 1 0 12 5.518e-3 12 I4.558e-4 6 j -4.681e-4 4 min; 0 13 ! 0 2 0 10 -6.438e-3 LC Z Rotatio... LC 3 '5.351e -3i 5 13 j -5.086e-3 3 3 5.081e -3i 5 5 -5.342e-3 3 5 N3 max; 3 13 8 '6.429e-3 4 .2.895e-4: 5 '5.523e-31 6 I min 7 N4 ,max' 0 13 0 2 0 0 ' 11 0 11 0 8 9 10 11 12 13 Imin N5 max! min l 0 I5 ( 0 .358 ` 3 -.001 -.358 .357 3 ' -.001 N6 ,max min , -.357 '14 H5.51 1 141-2.696e-4 11 -5.786e-3 3 8 16.538e-31 4 '2.707e-4; 5 5.793e-3 5 2 j 0 14 1-5.602e-3 i 14 -2.837e-4 11 -5.531e-3 1 ' .421 4 2.458e-3, 8 4.743e-4 3 2.801 e-4:: 13 3 5 -.009 ! 2 -.42 j 6 -3.841e-4 14 -4.542e-4 13 -8.993e-4 1 7 1 5 i -.009 2 .418 -.418 .416 14 15 16 17 N7 maxj jmin N8 maxi min j N9 max; .388 3 0 13 4 6 4 -.388 ( 5 -.008 2 j -.417 ( 6 '2.313e -3i 8 !4.558e-4 3 8.988e-4: 9 -2.298e-4 14j -4.681e-4 L 5 I -2.784e-4 ; 11 2.128e-4 12'2.895e-4, 5 ,9.272e-4' 9 .388 3 -.388 5 .357 3 0 -.008 -.003 11 .419 4 -.419 6 .419 I 4 -2.308e-3 10 -2.696e-4 11 !1.155e-4, 12:2.707e-4; 5 -2.249e-3 10 -2.837e-4 1 11 -3.173e-4 3.189e-4: I -9.283e-4 11 13 7 2.386e-3 8 11.328e-41 5 8.771 e-5 18 min 1 -.358 5 I -.039 2 -.418 6 4 j -3.07e-4 '1.642e-4, 14 -1.273e-4 12 2.188e-4 11 3 1-8.721e-5 9.528e-5 5. 3 119 N10 maxi .388 3 -.003 1 .419 20 1 mini -.388 5 -.038 2 -.418 6 -2.279e-3 10 -2.127e-4 13 ; -9.507e-5 L 5 21 N11 max' .387 3 -.001 11 .715 I 4 12.318e-3' 8 ,4.743e-4, 3 '8.738e-5 13 22 min I -.388 1 5 1 -.009 2 i -.538 14 1-3.566e-5 14 f -4.542e-4 l 13 -1.422e-4 3 23 N12 maxj .387 • 3 -.001 i 13 i .828 4 3.588e-3 8 14.558e-4 3 1.464e-4 5 24 [ min j -.388 5 -.009 2 -.647 14 , -1.656e-3 14 -4.681e-4 5 [-8.749e-5 I 11 25 ' N13 max .418 , 3 0 13 .828 4 4.11e-3 ' 8 2.895e-4 5 ,1.491e-4. 5 26 ; min -.419 5 -.008 2 -.647 l 14 -1.908e-3 14 i -2.696e-4 11 I -9.077e-5 j 11 • ;max.418 I 3 0 11 , .715 4 , 3.59e-3 8 '2.707e-41 5 8.846e-51 13 RISA -3D Version 14.0.0 [\...\...\...\...\9100-9199\9170\3 Engineering Docs\9170AU Model.r3dj Page 2 Page 16 of 33 p-1 u FORM T E,C H N 0 L O G 1 E S Company Des igner Job Number Model Name Aug 26, 2016 9:02 AM Checked By. Envelope Joint Displacements (Continued) Joint 28 29 30 L 31 32 33 34 35 N15 N16 N17 1 X [n] LC min -.419 ! 5 max; .397 3 mil. -.396 5 1 Y [in] -.008 -.011 -.113 LC 2 14 2 Z [in] -.538 .421 -.42 .42 -.42 .42 -.419 .418 max', .424 min . -.423 ;max; .414 3 5 !min -.413 3 5 -.031 -.159 -.022 -.113 36 37 N 18max' .395 min 1 -.396 N19 !max .422 -.019 1 2 1 2 14 LC X Rotatio... LC Y Rotatio... 14 -1.253e-3 i 14j -2.837e-4 4 .1.694e-3 2 8.656e-4; 6 13.389e-41 1 LC 11 3 Z Rotatio... 1-1.438e-4 1.563e-1 LC 3 5 3 5 3 5 3 -8.423e-4 5 -1.541e-1 4 '3.734e-4' 6 :1.895e-4 6 -3.857e-4 1 4 1-1.904e-4 4 -3.39 6e-4 1 :5.105e-4 6 -1.704e-3 2 i -5.334e-4 4 1.682e-3. 2 8.436e-4 3 5 5 11 3 2.078e-1 1-2.051e-1 1.555e -1 -1.533e-1 1 1.53e-1 5 -.112 2 1 -.417 6 3.292e-4 1 -8.657e-4 1-1.551e-1 3 1 -.03 1 38 39 40 41 42 43 44 45 N23 46 47 ;min 1 -.424 N20 max, .413 1 -.157 2 -.019 12 .417 .417 4 :3.419e-4; 6 1.907e-4 -.417 6 j -3.451e-4 4 1-1.916e-4 l 4 -3.297e-4 ? 1 15.348e-4 min ` -.414 -.112 2 1 -.417 1-1.692e-3 11 2.052e-1 5 5 -2.077e-1 5 1.534e-1 5 2 1-5.116e-4 j 3 1-1.555e-11 3 3 N21 max; 1.605 3 -.011 ;min i -1.607 5 ' -.114 14 .715 4 2.403e-3, 8 :8.656e-4, 3 ,1.646e-4, 13 -.538 14 -1.544e -41141-8.423e-4 ! 5 1-2.779e-41 3 -.031 ! 1 .715 4 '3.458e -3i 8 1.895e-4 3 . 1.85e-4 13 -.159 ; 2 ! -.538 14 -1.289e-3 141-1.904e-4 ! 5 -3.141e-4 1 3 -.022 1 .715 4 ;3.552e-3! 8 '5.105e-4 5 '1.631e-4, 13 -.113 2 1 -.538 ! 14 -1.238e-3 14 -5.334e-4 11 2.787e-4 3 -.019 14 .828 4 '3.619e-3 8 i8.436e-4; 3 '2.873e-4. 5 N22 ,max; 2.031 3 min! -2.034 5 max! 1min N24 max! 1.627 3 -1.629 ; 5 1.605 3 48 49 50 min N25 max; 1min j -1.607 5 ; -.113 2.031 3 -.03 -2.034 i 5 ; -.158 2 1 2 -.647 14 -1.667e-3 141-8.657e-4 5 -1.512e-4 11 51 N26 max 1.627 3 -.019 .828 4 3.98e-3 8 1.907e-4 11 '3.366e-4 -.647 14 ' -1.947e 3 141-1.91 6e-4 5 1-1.794e-4 12 .828 4 ,4.072e-3 8 .5.348e-4, 5 2.929e-4 -1.629 1 5' -.112 1 2 -.647 ! 14 1-1.893e-3 1 141-5.11 6e-4 1 3 52 min 5 11 5 -1.6e-4 1 11 Envelope AISC 14th(360-10): ASD Steel Code Checks Member M1 M2 M3 M4 1 HSS6x6x3 2 3 4 5 6 7 1 Shape HSS6x6x3 !HSS6x6x3 HSS6x6x3 • Code Check .396 .394 .388 .392 .084 .045 .022 M10 M11 M12 1 HSS6x4x2 1 HSS6x4x2 HSS6x4x2 Loc[in] 96.75 96.75 96.75 LC 8 7 9 S hear.. Loc[ .022 , .021: .021 ..DirLC Pnc/o... Pnt/om...Mnyy/om ...Mnzz/om [... Cb Eqn z;8 73.103,119.162 19.541. 19.541 ;1.678 H1 -1b ! z ! 8 !73.103 119.162! 19:541 19.541 11.6781 H1 -1b J z 10.73.103,119.162. 19.541 19.541 ,1.678' H1 -1b 10;73.103;119.1621 19.541 19.5411.678 j H1-1 b 1.678: H1 -1b 0 0 96.75 j 10 ;.0211 0 jZ ;100.625 6 .005 0 z 4:34.347;48.072; 5.044 8.192 100.625 4 .0031 0 i z 4 34.347148.072; 5.044 8.192 11.678 100.625 4 .002'46.7 8 M13 9 M14 10 j M15 11 M16 12 ! M17 13 ' M18 14 M19 15 M20 HSS6x4x2 I HSS6x4x2 HSS6x4x2 HSS6x4x2 . ! HSS6x4x21 HSS6x4x2 1 HSS6x4x3 1 HSS6x4x2 � .022 .016 .021 .021 .020 .016 100.625 4 .002 , 0 0 5 :.038 ' 0 0 5 1 .036E 97 �•z 14 '34.347148.072! 5.044 8.192 ;1.678 H1 -1b H1 -1b z 4 34.34748.0721 5.044 8.192 1.678 H1 -1b 1y 4 34.978148.072! 5.044 8.192 2.022 i H1 -1b y 14 !34.978;48.0721 5.044 j 8.192 11.876 H1 -1b 97 , 3 .017; 97 97 ! 3 .01'61 97 0 1 5 .017: 0 .051 1100.625' 4 .0041 0 .025 , 45.7391 5 .003 46.7 16 M21 ; 17 M22 18 19 ` 20 M23 M24 M25 21 M26 1 HSS6x4x2 HSS6x4x2 • 1 HSS6x4x21 HSS6x4x2 1 HSS6x4x2 HSS6x4x2 .025 145.739 5 .040 1100.6251 4 .028 .028 .086 .003 45.739 4 45.739 ; 4 1 48 ; 4 23.758 6 22 1 M27 HSS6x4x2 .003 y:4 34.97848.0721 5.044 8.192 1.812: H1 -1b 1y ; 4 ;34.97848.0721 5.044 8.192 11.851 H1 -lb '4134.978148.072 5.044 8.192 12.013: H1 -1b y i z 14 3'2.51 198.204! 11.443 1 16.467 8.192 11.1881 H1 -1b . i.z ; 4121.743!48.072 5.044 1.678; H1 -1b .003 46.7...Z14121.74348.072; 5.044 , 8.192 .004 1 0 z ; 4121.74348.072! 5.044 .0031 0 1 z 14 21.743'48.0721 5.044 .003. 0 ,z14 ,21.74348.072; 5.044 .024 ; 0 1 y 16137.756148.072; 5.044 003 ; 48 1y , 3 37.756148.072' 5.044 24.2421 6 1.0031 0 ; y16 .,37.756148.0721 5.044 8.192 1.183 1.678 H1 -1b H1 -1b 8.192 8.192 8.192 1.678 H1 -1b 1.678 H1 -1b 2.282 j H1 -1b 8.192 1.14: H1 -1b 8.192 1.141 H1 -1b RISA -3D Version 14.0.0 [\...\...\...\...\9100-9199\9170\3 Engineering Docs\9170AU Model.r3d] Page 3 Page 17 of 33 0nas T E,C H N 0 L O G 1 E S Com pany Des igner Job Number Model Name Aug 26, 2016 9:02 AM Checked By. Envelope AISC 14th(360-10): ASD Steel Code Checks (Continued) 23 24 25 26 27 Member Shape Code Check Loc[in] LC Shear..Loc[..DirLC Pnc/o... Pnt/om...Mnyy/om ...Mnzz/om [... Cb Eqn M28 HSS6x4x2 .002 M29 HSS6x4x2 .002 24.242 6 .007 0 y 3 37.756'48.072 5.044 8.192 1.14 H1 -1b 48 l y i 5137.756 48.072} 5.044 I 8.192 11.14 ! H1 -1b 6 ' .003 48 y 5 '37.75648.072' 5.044 8.192 .1.14 H1 -1b 6 .003 0 y 4 37.756 48.072} 5.044 8.192 1.14 H1 -lb 6 ..007 , 0 , y .5 '37.75648.072! 5.044 8.192 ? 1.14: H1 -1b 23158 i 6 j .007 M30 .HSS6x4x2 M31 HSS6x4x2 M32 HSS6x4x2 .002 .002 .002 23.758 23.758 24.242 Envelope Joint Reactions Joint 1 N1 max' 2 j min 3 N2 max X [k] LC .54 5 -.482 j 11 Y [k] LC Z [k] LC MX [k -ft] LC MY [k -ft] LC MZ [k -ft] LC 8.678 2 .683 10 0 1 1 0 ' 1 0 1 1.123 1 1 -.417 i 12 0 L1 0 1 0 1 .482 13 8.657 2 .699 10 1 0 4 ,mini -.54 5 N4 I max .584 3 5 1.101 1 1 F -.442 i 12 0 1 0 7.792 2 .464 14 ; 0 1 i 0 min j -.528 11 .874 11 -.721 8 ' 0 N3 max .528 13 '. 7.783 , 2 , .444 141 0 1 1 1 1 0 0 1 0 8 i 9 10 Totals: min , max min -.583 3 .87 13 -.703 8 0 1I 0 1I 0 1 0 1 2.122 5 32.91 2 2.174 6 -2.122 3 I 4.329 1 j -2.174 j 4 RISA -3D Version 14.0.0 [\...\...\...\...\9100-9199\9170\3 Engineering Docs\9170AU Model.r3d] Page 4 Page 18 of 33 MAX MOMENT = 199,200 IN -LB CONNECTION CHECK 14.3 444 443 Member z Bending Moments (k -ft) (Enveloped) 442 MAXIMUM MOMENTS (INCLUDING OMEGA) Aug 26, 2016 at 9:23 AM 9170AU Model.r3d Page 19 of 33 CHECK COLUMN TOP CONNECTION: PAGE TRY 0.750 IN. DIAMETER GR. 5 BOLTS FROM COLUMN ANALYSIS: NS SEISMIC MOMENT = MEns = 66400 IN-# =199200/3 CHECK NS CONN: NS BOLTS PRESENT IN: 1 PATTERN OF (4) - t = 1 NS BOLTS ARE IN: 1 PLANE OF SHEAR MOMENT AT (4) BOLTS: Mns = MEns x 3.0 / t = 199200 IN-# HORIZONTAL BOLT SPACING (Dh) = VERTICAL BOLT SPACING (Dv) = Sns = (4)SQRT((Dh/2)^2 + (Dv/2)^2) = 3.00 IN. 11.00 IN. 22.80 INA3 ACTUAL SHEAR PER BOLT = Mns / Sns = 8735 # BOLT CAPACITY FROM (1) PLANE OF SHEAR = (1)(11920)(1.2) = 14304 # OK BEARING CAPACITY OF A 1/4 IN COLUMN TOP PLATE = (0.250)(0.750)(1.2)(1.2)(65000) = 17550 # OK BEARING CAPACITY OF 11 GA FRAMING = (0.1196)(0.750)(1)(1.2)(1.2)(65000) = 8396 # 4% OVER ADEQUA g Page 20 of 33 PAGE STAIR BASE & TOP DETAILS: STAIR HEIGHT = STAIR RUN = STAIR WIDTH = TREAD DEPTH = 114 IN. 177 IN. 48 IN. 11 IN. SHEAR CAPACITY OF (4) 1/2" DIA. GRADE 5 BOLTS AT TOP = (4) (.196) (24000) = 18816 # SHEAR AT TOP = (1/2) (4.00) (14.75) (120 PSF) = 3540 # OK STAIR SIDE PANEL TOP OF DECK SLAB OR FLOOR ANCHOR 3x3x1/4 ANGLE AT BASE OF STAIR WITH (2) 1/2" DIA. EXPANSION ANCHORS INTO SLAB OR FLOOR FASTEN 3x3x1/4 ANGLE AT TOP OF STAIR TO MEZZ. FRAMING WITH (4) 1/2" DIA. GRADE 5 BOLTS SHEAR CAPACITY OF (2) 1/2" DIA. ANCHORS AT BASE OF STAIR = (2) (1005) = 2010 # OK (BY INSPECTION) Page 21 of 33 TREAD ASSEMBLY: 44 IN. 2IN. 11 IN. PAGE 12 GA TREAD 1/4" TREAD END PLATE END REACTION IN (2) 3/8" DIA. BOLTS = 300# (MAX.) SHEAR CAPACITY OF (2) 3/8" DIA. BOLTS = (2) (.375^2 x 3.14 / 4) (24000/2) = 2650# OK Page 22 of 33 TREAD CAPACITY: d' C. G. 1 13/16 IN. TREAD THICKNESS = 0.105 IN. 11 IN. 1 IN. PAGE 12 GA FLOOR PLATE IGNORE RETURN LIP COMPONENT DIMENSIONS AREA = A d A x d A(d-d')^2 to X Y BOTTOM FACE 1.000 0.105 0.105 1.760 0.184 0.210 0.000 FLANGES 0.105 1.603 0.335 0.906 0.304 0.106 0.072 TOP FACE 11.000 0.105 1.151 0.052 0.060 0.098 0.001 1.591 0.548 0.414 0.073 d' = 0.548 / 1.591 = I = 0.414+0.073 = S bot = 0.487 / (1.813 - 0.345) = M cap = 0.332 x 0.60 x 33000 = Mact = 300x44/4= 0.345 IN. 0.487 I N. ^4 0.332 IN.^3 6566 IN.-# 3300 IN.-# OK Page 23 of 33 CHECK STAIR HANDRAIL CONNECTION: PAGE RAIL HEIGHT = 42 IN. FROM PRINT, RAIL UPRIGHT IS 1 1/2" x 1 1/2" x 11 GA (46 KSI) SQUARE TUBE WITH WELD (3/16") ALL AROUND LATERAL LOAD APPLIED AT CENTERLINE OF TOP OF STAIR HANDRAIL = 50 # / FT. HT = 41 IN. LENGTH OF STAIR HANDRAIL ALONG TOP = 17.2 FT. NUMBER OF STAIR HANDRAIL UPRIGHTS = 5 Mx = (50)(17.2)(41)/(5) = 7072 IN.-# Sx OF 1 1/2" x 1 1/2" x 11 GA TUBE = [1.50^4-(1.50-.12x2)^4] / (6x1.50) = 0.282 IN.^3 McAP. = ( 0.282 ) ( .66 x 46000) = 8560 IN.-# OK CHECK WELD: Sx = bd + d^2/3 = ( 1.50 / COS 31° ) (1.5) + (1.5 )^2 / 3 = 3.375 IN.A3 STRESSWELD = 7072 / 3.375 = 2095 # / IN. < 3 x 928 = 2784 # / IN. OK Page 24 of 33 ♦, PAG E CHECK MEZZANINE HANDRAIL CONNECTION: {SIDE -OF -FRAME MOUNTING} FROM PRINT, RAIL UPRIGHT IS 2" x 2" x 11 GA (46 KSI) SQUARE TUBE WITH (3) 1 1/2" LONG x 1/8" WELDS TO BRACKET (FITS OVER TOP FLANGE OF FRAMING) LATERAL LOAD APPLIED AT TOP RAIL = DISTANCE TO LOAD = 42" + DECK THICKNESS = MAXIMUM SPACING BETWEEN RAIL UPRIGHTS = Mx = (50)(6.00)(44) = (300)(44) = 50 # / FT 44 IN. 6.00 FT. 13200 IN.-# Sx OF 2" x 2" x 11 GA TUBE = [2.004 - (2.00 - 2 x .120)4] / (6 x 2.00) = 0.534 IN3 MCAP = (0.534) (.66 x 46000) = 16,200 IN-# OK 2x2x11 GA CHECK WELDS TO BRACKET: TUBE DEPTH OF FRAMING = 15 IN. 11 GAx6" PULL IN TOP WELDS = WIDE [300 x (44 + 15)j/ 15 = 1180 # BRACKET CAPACITY OF TOP (2) 1 1/2" x 1/8" WELDS = 2x2x1.5x928 = 5570# OK CHECK BRACKET LIP IN BENDING: (POINT A) Mx = 1180 x (1.5 x 0.1196) = 212 # (INSIDE BEND RADIUS = 0.1196 IN.) MCAP = 6.00 x .122 / 6 x (.75 x 46000) = 497 IN-# OK CHECK CHANNEL LIP IN BENDING: (POINT B) PULL AT BASE = (300 x 44) / 15 = 880 # Mx = 880 x (1.5 x 0.1196) = 158 # MCAP = [(6.00 - 2.25) (.12)2] / 6 x (.75 x 46000) = 311 IN-# OK 300 # II"- A 11 GA x 6" WIDE CHANNEL 44 IN. 15 IN. Page 25 of 33 2001 NA Cold -Formed Steel Specification Cold Work of Forming - Flexural Members A Cee Input Data: Summary Zee -►X Section designation: Designation = "10CDI ID" STAIR STRINGER Section overall depth (A): Depth = 10 in Flange width (B): Flange = 2 in Lip (C): Lip = 1.04 in Corner inner radius: R = 0.234 in Thickness: t = 0.12 in Lip angle: 0 = 1.571 rad Elastic modulus: E = 2.95 x 104 ksi Weighted arerage of tensile yield Fyf = 50 ksi point of flat portion or virgin steel yield point: Tensile yield point of virgin steel: Fye = 50 ksi Tensile strength of virgin steel: F,,,, = 65 ksi Input data for web holes: Depth of web hole: d0 = 0 in Length of web hole: b = 0 in This example or any revision based on the example shall be for your own use only. Any redistribution must first receive permission from AISI Page 26 of 33 12 2001'NA Cold -Formed Steel Specification Cold Work of Forming - Flexural Members Applicability Check for Cold Work of Forming: Check section geometry: Check ColdWork = 1 Check=1 indicates that all the geometric conditions are satisfied. Otherwise, at least one of the conditions is failed and strength increase due to cold work of forming should NOT be considered. Check whether section is effective: Check Effective = "Section is fully Effective" Results: Unreduced section modulus: Sxnet = 4.749 in3 Effective section modulus Sxeff = 4.749 in3 under stress level Fyf Average yield point considering Fyai = 51.706 ksi cold work of forming: Neutral axis of effective section at y_bar_a = 5 in stress level Fya1: Effective section modulus Sxeff a = 4.749 in3 at stress level Fya1: Effective moment of inertia at 1ex_a = 23.747 in4 stress level Fya1: Note: The above effective moment of inertia is based on the given stress level. Hole is also considered. Number of iterations performed: No iter a = 1 Nominal flexural strength: Mn = 245.568 kip -in Mn Strength for ASD: = 147.046 kip -in 1.4 Strength for LRFD: db•Mn = 221.011 kip -in This example or any revision based on the example shall be for your own use only. Any redistribution must first receive permission from AISI. Page 27 of 33 13 2001 NA Cold -Formed Steel Specification Cold Work of Forming - Flexural Members • Input Data: Summary C,* A Zee Section designation: Designation= "15CD11Fci'55ksi" Section overall depth (A): Depth = 15 in Flange width (B): Flange = 3 in Lip (C): Lip = 1.375 in Corner inner radius: R = 0.234 in Thickness: t = 0.12 in Lip angle: Elastic modulus: 0 = 1.571 rad E = 2.95 x 104 ksi Weighted arerage of tensile yield FST = 55 ksi point of flat portion or virgin steel yield point: Tensile yield point of virgin steel: Fvv = 55 ksi Tensile strength of virgin steel: Input data for web holes: Depth of web hole: Ft,‘: = 70 ksi d/) = 0 in Length of web hole: b = 0 in Page 28 of 33 12 2001 NA Cold -Formed Steel Specification Cold Work of Forming - Flexural Members • Applicability Check for Cold Work of Forming: Check section geometry: Check ColdWork = 1 Check=1 indicates that all the geometric conditions are satisfied. Otherwise, at least one of the conditions is failed and strength increase due to cold work of forming should NOT be considered. Check whether section is effective: Check Effective = 'Section is not fully Effective" Results: Unreduced section modulus: Effective section modulus under stress level Fyf Average yield point considering cold work of forming: Neutral axis of effective section at stress level Fyai Effective section modulus at stress level Fyai: Effective moment of inertia at stress level Fya1: Sxnet = 10.946 Sxeff = 9.977 Fyal = 55 y bar a=7.87 Sseff a = 9.977 Ie a = 78.514 in3 in3 ksi in in3 in4 Note: The above effective moment of inertia is based on the given stress level, Hole is also considered. Number of iterations performed: No iter a = 3 Nominal flexural strength: Mn = 548.728 kip -in Mn Strength for ASD: —= 328.58 kip -in SZ b Strength for LRFD: 4b.Mn = 493.855 kip -in Page 29 of 33 13 2001'NA Cold -Formed Steel Specification Cold Work of Forming - Flexural Members A Cee Input Data: Section designation: Section overall depth (A): Flange width (B): Lip (C): Comer inner radius: Thickness: Lip angle: Elastic modulus: Weighted arerage of tensile yield point of flat portion or virgin steel yield point: Tensile yield point of virgin steel: Tensile strength of virgin steel: input data for web holes: Depth of web hole: Length of web hole: Summary Y A. Zee Designation = "15CDO7F" Depth = 15 Flange = 3 Lip = 1.5 R = 0.313 t = 0.179 8 = 1.571 E=2.95x 104 Fyf = 50 Fye,=50 FUv = 65 d0 = 0 b=0 in in in in in rad ksi ksi ksi ksi in in -►X This example or any revision based on the example shall be for your own use only. Any redistribution must first receive permission from AISI Page 30 of 33 12 2001 NA Cold -Formed Steel Specification Cold Work of Forming - Flexural Members • Applicability Check for Coli! Work of For -1-172 : Check section geometry: CheckCufIWorl< = I Check=1 indicates that all the geometric conditions are satisfied. Otherwise, at least one of the conditions is failed and strength increase due to cold work of forming should NOT be considered. Check whether section is effective: Check_Effective = "Section is fully Effective" Results: Unreduced section modulus: Effective section modulus under stress level Fyf Average yield point considering cold work of forming: Neutral axis of effective section at stress level Fya1: Effective section modulus at stress level Fya1: Effective moment of inertia at stress level Fya1: Sxnet = 16.01 Sxeff = 16.01 Fyai = 50.773 y_bar_a = 7.5 Sxeff a = 16.01 lex a = 120.075 in3 in3 ksi in in3 in4 Note: The above effective moment of inertia is based on the given stress level. Hole is also considered. Number of iterations performed: No iter a = 1 Nominal flexural strength: Mn = 812.887 kip -in —Mn Strength for ASD: = 486.759 kip -in Strength for LRFD: (013•Mn = 731.598 kip -in This example or any revision based on the example shall he for your own use only. Any redistribution must first receive permission from AIS1. Page 31 of 33 13 type "B" type "BI" 36"COVERAGE t 36"COVERAGE t —12%1- 1-6" --12%"1— PG, 12i"1--- , 1-6" T t36" coverage standard for painted 30" coverage standard for galvanized 24", 30" and 36" coverage available on inquiry Stiffening groove and die set ends available on inquiry Types B and BI are wide rib decks designed to provide maximum structural efficiency and load carrying capacity. Type B has a simple lap joint and Type BI a button punch side lap. The nestable feature of both products eliminates the need for die set ends and sheets are available up to 36 inches wide in standard lengths from 7 to 40 feet. Types B and Blare approved by Factory Mutual for Class I rated insulated steel deck construction. Types BA and BEA (Acoustical) decks combine an attractive ceiling pattern with a superior NRC rating for noise control. (See page 10 for acoustical information.) SECTION PROPERTIES (PER FT. OF WIDTH) Deck Gage Design Thickness In. Type B Weight—psf Type BI Weight—psf I In..' Sp In.3 Sn In.3 Ptd. Galt'. Ptd. Galv. 22 .0295 1.70 1.80 1.80 1.90 .160 .191 .203 20 .0358 2.05 2.15 2.15 2.25 .208 .244 .258 18 .0474 2.70 2.80 2.80 2.90 .303 .335 .349 16 .0600 3.45 3.60 3.55 3.70 .403 .435 .442 UNIFORM TOTAL (DEAD & LIVE) LOAD -LBS. PER SQ. FT. "`Span.-• Condition>f'=. :•.:Gage ' Span, Ft. -In. 5-0 5-6 6-0 - 6-6 7-0 7-6 8-0 8-6 9-0 9-6 10-0 Simple 22 94 73 59 48 41 35 20 119 92 73 60 50 42 37 18 169 130 102 82 68 57 , 49 42 37 16 169 133 106 87 73 62 53 46 41 36 Two 22 108 89 75 64 55 48 42 37 20 138 114 96 81 70 61 54 48 42 38 18 186 154 129 110 95 83 73 64 57 52 47 16 195 164 139 120 105 92 82 73 65 59 Three or More 22 135 112 94 80 68 57 49 42 37 20 172 142 119 102 85 71 60 52 45 40 36 18 192 162 138 119 99 83 71 61 54 47 16 174 150 128 107 91 78 68 60 Page 32 of 33 rvvvc. a FASTENERS PRODUCT INFORMATION Power -Stuck' SD1 'ALLOWABLE STRESS DESIGN (ASD) PERFORMANCE DATA Allowable Load Capacities for Power -Stud+ SW in Normal -Weight Concreteu Nominal Anchor Diameter d (in.) Minimum Embedment Depth (in.) Minimum Concrete Compressive Strength - f'c (psi) 2,500 3,000 4,000 6,000 8,000 Tension (lbs.) Shear (lbs.) Tension (lbs.) Shear (lbs.) Tension (lbs.) Shear (lbs.) Tension (lbs.) Shear (lbs.) Tension (lbs.) Shear (lbs.) 1/4 13/4 895 370 980 370 1,055 ' 370 1,055 370 1,055 370 3/8 2 3/8 1,165 640 1,275 700 1,470 810 1,805 860 2,080 860 1/2 21/2 1,310 915 1,435 1,005 1,655 1,160 2,025 1,420 2,340 1,430 1/2 3 3/4 2,245 1,430 2,460 1,430 2,840 1,430 3,480 1,430 4,020 1,430 5/8 3 3/8 2,225 1,990 2,435 1,990 2,810 1,990 3,445 1,990 3,975 1,990 5/8 4 5/8 3,900 1,990 4,270 1,990 4,935 1,990 6,040 1,990 6,780 1,990 3/4 4 2,695 2,210 2,950 2,420 3,405 2,785 4,170 2,785 4,820 2,785 7/8 41/2 3,190 3,585 3,495 3,585 4,040 3,585 4,945 3,585 5,710 3,585 1 51/2 4,460 4,440 4,885 4,440 5,645 4,440 6,910 4,440 7,980 4,440 11/4 61/2 6,075 7,210 6,655 7,210 7,685 7,210 9,410 7,210 10,865 7,210 1. Tabulated load values are for anchors installed in concrete. Concrete compresive strength must be at the specified minimum at the time of ins allation. 2. Allowable load capacities are multiplied by reduction factors when anchor spacing or edge distances are less than critical distances. ALLOWABLE STRESS DESIGN (ASD) DESIGN CRITERA Edge Distance and Spacing Distance Tension (FNs, FNc) Adjustment Factors for Normal -Weight Concrete Dia. (in) 1/4 3/8 1/2 1/2 5/8 5/8 3/4 7/8 1 1 1/4 hef(in.) 1 3/4 2 3/8 2 1/2 3 3/4 3 3/8 4 5/8 4 4 1/2 5 1/2 6 1/2 stuff, (in.) 2 1/4 3 3/4 7 1/4 5 11 4 1/4 6 6 1/2 8 8 a c 21/4 0.75 - - • - 5 - 8 8 Edge Distance (inches) 21/2 0.78 0.43 - - - - - - - - 3 0.83 - - - - - - - - - 31/2 0.89 - - • - • - • - 4 0.95 0.83 - - - - - - - - 41/2 1.00 0.88 - - - 0.69 - - - - 5 - 0.92 - 0.76 0.71 - • - 5 1/2 - 0.96 - 0.78 - 0.73 - - - - 6 - 1.00 - 0.81 - 0.75 0.82 - - - 61/2 - 0.85 0.65 0.83 0.92 0.77 0.85 0.81 - - Spacing Distance ( 7 0.92 0.71 0.75 0.86 - 0.79 0.87 0.83 6 1/2 71/2 1.00 - - 0.89 0.65 0.81 0.90 0.86 - - 8 - - 0.88 0.911 - 0.83 0.93 0.88 0.81 0.75 81/2 - - - 0.94 • 0.85 0.95 0.91 0.82 0.76 9 - - - 0.96 • 0.88 0.98 0.93 0.84 0.78 91/2 - 1.00 - 0.99 - 0.90 - 0.95 0.86 0.80 10 - - - 0.90 0.92 - 0.98 0.88 0.81 10 1/2 - - - - • 0.94 - 1.00 0.90 0.83 11 - - - - - 0.96 - - 0.92 0.84 11 1/2 - - • • 0.98 - - 0.94 0.86 12 - - - - - 1.00 - - 0.96 0.87 121/2 - - - - - - - - 0.98 0.89 13 - - - - - 1.00 - 0.00 0.90 Dia. (in) 1/4 3/8 1/2 1/2 5/8 5/8 3/4 7/8 1 1 1/4 hnom (in.) 1 3/4 2 3/8 2 1/2 3 3/4 3 3/8 4 5/8 4 4 1/2 5 1/2 6 1/2 cac(in.) 3 1/2 6 1/2 8 1/2 8 6 10 11 12 12 12 cmrn(in.) 23/423/451/4 4 51/243/4 5 7 8 8 Edge Distance (inches) 2 3/4 0.79 0.43 - - - - - - 3 0.86 0.46 - - - - - - - 3 1/2 1.00 0.54 - - - • - 4 - 0.62 0.52 - - - - - 41/2 - 0.69 - 0.57 - - - - - - 4 3/4 0.73 - 0.60 0.50 • • - 5 0.77 0.62 0.52 0.45 - - 5 1/4 - 0.81 0.62 0.66 - 0.54 0.48 - - - 5 1/2 - 0.85 0.65 0.69 0.92 0.56 0.50 - - 6 - 0.92 0.71 0.75 1.00 0.60 0.55 - 6 1/2 - 1.00 0.76 0.81 - 0.65 0.59 - 7 - 0.82 0.88 - 0.70 0.64 0.58 - - 71/2 - - 0.88 0.94 0.75 0.68 0.62 - 8 - 0.94 1.00 - 0.80 0.73, 0.67 0.67 0.67 8 1/2 - 1.00 - - 0.85 0.77 0.71 0.71 0.71 9 - - - - 0.90 0.82 0.75 0.75 0.75 9 1/2 • - - - - 0.95 0.86 0.79 0.79 0.79 10 - - - - - 1.00 0.91 0.83 0.83 0.83 10 1/2 . • • 0.95 0.88 0.88 0.88 11 - - - - - 1.00 0.92 0.92 0.92 11 1/2 - - - - - - - 0.96 0.96 0.96 12 - - - - 1.00 1.00 1.00 1 4 Z 4 S V W Pnwers USA: (R00) 574-3744 nr (9141 735-6300 Canada: (9051 673-7795 nr (5141 631-4716 rage Ji or di www.nowers.com McGINNIS & ASSOCIATES Consulting Engineers Inc. 1110 Westmark Drive St. Louis, Missouri 63131-1735 (314) 835-1224 Fax: (314) 984-0561 JOB SEATTLE CHOCOLATE STARRCO (#41469) NO 232.4/0 SHEET NO 1 OF c 1 CALCULATED BY KAV DATE 8/30/2016 STRUCTURAL CALCULATIONS FILE PREPARED FOR: STARRCO (#41469) PROJECT NAME AND LOCATION: REVIEWED FOR 'CODE COMPLIANCE APPROVED kt, SEP 2 9 2016 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA SEATTLE CHOCOLATE SEP 0 2016 1180 ANDOVER PARK WEST TUKWILA, WA 98188 PERMIT CENTER DATE PREPARED: August 30, 2016 L'- fl2.'-c McGINNIS & ASSOCIATES Consulting Engineers Inc. 1110 Westmark Drive St. Louis, Missouri 63131-1735 (314) 835-1224 Fax: (314) 984-0561 Project Name: SEATTLE CHOCOLATE Project Location: TUKWILA, WA 98188 Latitude: 47.443 Degrees Longitude: -122.254 Degrees Dealer: DACO Manufacturer: STARRCO McGinnis File Number: 23240 Project Description: Tall Wall Wall Height: 21.86 ft JOB SEATTLE CHOCOLATE STARRCO (#41469) NO 23240 SHEET NO OF )-)cl KAV 8/30/2016 DATE CALCULATED BY Design Codes: 2012 IBC 14th Edition Of AISC (ASD) - AISC 360-10 ASCE 7-10 Aluminum Design Manual - ADM1-2010 Dust Cover Dead Load: N/A Dust Cover Live Load: N/A Seismic Factors: Overall Height Of Structure (ft) hn 21.86 Seismic Use Group II Spectral Acceleration - Short Period (%g) Ss 1.433 Spectral Acceleration - 1 -Second Period (%g) Si 0.534 Site Coefficient (Table 1615.1.2 (1)) Fa 1.000 Site Coefficient (Table 1615.1.2 (2)) Fv 1.500 Importance Factor le 1.00 Response Modification Coef. R 2.00 System Over -Strength Factor Omega 2.50 Deflection Aplification Factor Cd 2.00 Design To Section ASCE, 12.8.1 Structural Irregularites NO Site Class (Soil) D Seismic Design Cat. D `USGS Design Maps Summary Report 3 User -Specified Input Report Title SEATTLE CHOCOLATE Tue August 30, 2016 17:56:59 UTC Building Code Reference Document 2012/2015 International Building Code (which utilizes USGS hazard data available in 2008) Site Coordinates 47.44315°N, 122.25381°W Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/II/III USGS-Provided Output Ss = 1.433 g S1 = 0.534 g SMS = 1.433 g SM1 = 0.801 g Sus = 0.956 g Spl = 0.534 g For information on how the SS and Si values above have been calculated from probabilistic (risk -targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the "2009 NEHRP" building code reference document. 1.65 1.50 1.35 1.20 1.05 0.50 In 0.75 0.60 0.45 0.30 0.15 0.00 0.00 MCER Response Spectrum 0.20 0.40 0.G0 0.20 1.00 1.20 1.40 Period, T (sec) 1.10 1.00 0.90 0.20 0.70 1 0.60 to 0.5 0.40 0.30 0.20 0.10 0.00 Design Response Spectrum 1.G0 1.90 2.00 0.00 0.20 0.40 0.G0 0.20 1.00 1.20 1.40 1.60 1.20 Period, T (sec) 2.00 Although this information is a product of the U.S. Geological Survey, we provide no warranty, expressed or implied, as to the accuracy of the data contained therein. This tool is not a substitute For technical subject -matter knowledge. Design Maps Detailed Report 2012/2015 International Building Code (47.44315°N, 122.25381°W) Site Class D - "Stiff Soil", Risk Category I/II/III Section 1613.3.1 — Mapped acceleration parameters Note: Ground motion values provided below are for the direction of maximum horizontal spectral response acceleration. They have been converted from corresponding geometric mean ground motions computed by the USGS by applying factors of 1.1 (to obtain S5) and 1.3 (to obtain S1). Maps in the 2012/2015 International Building Code are provided for Site Class B. Adjustments for other Site Classes are made, as needed, in Section 1613.3.3. From Figure 1613.3.1(1) [1] Ss = 1.433 g From Figure 1613.3.1(2) [2] S1 = 0.534 g Section 1613.3.2 — Site class definitions The authority having jurisdiction (not the USGS), site-specific geotechnical data, and/or the default has classified the site as Site Class D, based on the site soil properties in accordance with Section 1613. Site Class 2010 ASCE-7 Standard - Table 20.3-1 SITE CLASS DEFINITIONS vs Nor IT/ s„ A. Hard Rock >5,000 ft/s N/A N/A B. Rock 2,500 to 5,000 ft/s N/A N/A C. Very dense soil and soft rock 1,200 to 2,500 ft/s >50 >2,000 psf D. Stiff Soil E. Soft clay soil 600 to 1,200 ft/s <600 ft/s 15 to 50 1,000 to 2,000 psf <15 <1,000 psf Any profile with more than 10 ft of soil having the characteristics: • Plasticity index PI > 20, • Moisture content w >_ 40%, and • Undrained shear strength sU < 500 psf F. Soils requiring site response analysis in accordance with Section 21.1 See Section 20.3.1 For SI: 1ft/s = 0.3048 m/s 1Ib/ft2 = 0.0479 kN/m2 Section 1613.3.3 - Site coefficients and adjusted maximum considered earthquake spectral response acceleration parameters 5 TABLE 1613.3.3(1) VALUES OF SITE COEFFICIENT Fa Site Class Mapped Spectral Response Acceleration at Short Period SS <_ 0.25 SS = 0.50 Ss = 0.75 Ss = 1.00 SS > 1.25 A 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 C 1.2 1.2 1.1 1.0 D 1.6 1.4 1.2 1.1 E 2.5 1.7 1.2 F See Section 11.4.7 of ASCE 7 0.8 1.0 1.0 1.0 0.9 0.9 Note: Use straight-line interpolation for intermediate values of SS For Site Class = D and SS = 1.433 g, F� = 1.000 TABLE 1613.3.3(2) VALUES OF SITE COEFFICIENT Fv Site Class Mapped Spectral Response Acceleration at 1-s Period S, 0.10 S, = 0.20 S,=0.30 S1=0.40 S,?.0.50 A 0.8 0.8 0.8 B 1.0 1.0 1.0 C 1.7 1.6 1.5 D 2.4 2.0 1.8 1.6 E 3.5 3.2 2.8 F See Section 11.4.7 of ASCE 7 0.8 0.8 1.0 1.0 1.4 1.3 1.5 2.4 2.4 Note: Use straight-line interpolation for intermediate values of S1 For Site Class = D and S1 = 0.534 g, F = 1.500 Equation (16-37): Equation (16-38): SMS = FaSs = 1.000 x 1.433 = 1.433 g 5M1 = F„S1 = 1.500 x 0.534 = 0.801 g Section 1613.3.4 — Design spectral response acceleration parameters Equation (16-39): SDs = % SMS = 2/3 x 1.433 = 0.956 g Equation (16-40): SDI = % SM1 = % x 0.801 = 0.534 g Section 1613.3.5 — Determination of seismic design category TABLE 1613.3.5(1) SEISMIC DESIGN CATEGORY BASED ON SHORT -PERIOD (0.2 second) RESPONSE ACCELERATION VALUE OF SDs RISK CATEGORY I or II III IV SDS < 0.1678 A A A 0.167g <_ SDS < 0.33g B B C 0.33g S SDS < 0.50g C C D 0.50g 5 SDs D D D For Risk Category = I and SDS = 0.956 g, Seismic Design Category = D TABLE 1613.3.5(2) SEISMIC DESIGN CATEGORY BASED ON 1 -SECOND PERIOD RESPONSE ACCELERATION VALUE OF So, RISK CATEGORY I or II III IV SD1 < 0.067g A A A 0.067g <_ SD1 < 0.133g B B C 0.133g 5 S01 < 0.20g C C D 0.20g S SDI D D D For Risk Category = I and SD1 = 0.534 g, Seismic Design Category = D Note: When S1 is greater than or equal to 0.75g, the Seismic Design Category is E for buildings in Risk Categories I, II, and III, and F for those in Risk Category IV, irrespective of the above. Seismic Design Category = "the more severe design category in accordance with Table 1613.3.5(1) or 1613.3.5(2)" = D Note: See Section 1613.3.5.1 for alternative approaches to calculating Seismic Design Category. References 1. Figure 1613.3.1(1): http://earthquake.usgs,gov/hazards/designmaps/downloads/pdfs/IBC-2012-Fig1613p3p1(1).pdf 2. Figure 1613.3.1(2): http://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/IBC-2012-Fig16l3p3p1(2).pdf McGINNIS & ASSOCIATES Consulting Engineers Inc. 1110 Westmark Drive St. Louis, Missouri 63131-1735 (314) 835-1224 Fax: (314) 984-0561 JOB SEATTLE CHOCOLATE STARRCO (#41469) NO 23240 SHEET NO OF CALCULATED BY KAV ASCE 7-10 SEISMIC ANALYSIS DATE 8/30/2016 SECTION / DESCRIPTION EQUATION NO. VARIABLE VALUE UNITS Overall Height Of Structure hn 21.86 Ft Seismic Use Group II Spectral Acceleration - Short Period Per IBC & NEHRP Ss 1.433 Spectral Acceleration - 1 -Second Period Per IBC & NEHRP St 0.534 Site Coefficient (Table 1615.1.2 (1)) IBC Tab. 1613.5.3 (1) Fa 1.00 Site Coefficient (Table 1615.1.2 (2)) IBC Tab. 1613.5.3 (2) F„ 1.50 Plan Structural Irregularites ASCE, Tab. 12.3-2 NO Response Modification Coefficient ASCE, Tab. 12.2-1 R 2.00 System Over -Strength Factor ASCE, Tab. 12.2-1 4 2.50 Deflection Aplification Factor ASCE, Tab. 12.2-1 Cd 2.00 Site Class (Soil) IBC Tab. 1613.5.2 D Seismic Design Cat. ASCE Tab. 11.5-1 & 11.6-2 D Lateral Load Procedure - Equivalent Lateral Force ASCE, 12.8.1 Reliability/Redundancy Factor ASCE Sec. 12.3.4.1 & 2 p 1.30 (1.0 or 1.3) Importance Factor ASCE Tab. 11.5-1 1< 1.00 Fundumental Period Coefficients ASCE Tab. 12.8-2 C, 0.02 Fundumental Period Coefficients ASCE Tab. 12.8-2 x 0.75 Fundumental Period ASCE Eq. 12.8-7 Ta 0.20 Spectral Response Accerleration wl 5% Dampening - Short Period ASCE Eq. 11.4-3 Sds 95.5333% % Of Weight Spectral Response Accerleration wl 5% Dampening - 1 -Second Period ASCE Eq. 11.4-4 Sdl 53.4000% % Of Weight Minimum Design Base Shear ASCE Eq.12.8-5 or 12.8-6 13.3500% % Of Weight Design Base Shear ASCE Eq. 12.8-2 Cs 47.7667% % Of Weight Maximum Design Base Shear ASCE Eq.12.8-3 or 12.8-4 Cs max 132.0308% % Of Weight LRFD Design Base Shear Cs design 47.7667% % Of Weight ASD Design Base Shear Adjusted For Allowable Stress Design (Load Factor = 0.7) Cs Aso 33.4367% % Of Weight Earthquake Load On An Element Of The Structure ASCE Eq. 12.4-3 Eh ASD 43.4677% * Seis. Wt. ASCE Eq. 12.4-4 EV ASD 13.3747% * Dead Load McGINNIS & ASSOCIATES Consulting Engineers Inc. 1110 Westmark Drive St. Louis, Missouri 63131-1735 (314) 835-1224 Fax: (314) 984-0561 JOB SEATTLE CHOCOLATE STARRCO NO 23240 SHEET NO. ` OF 1 CALCULATED BY KAV DATE 8/27/2016 Starrco Tall Wall Tube Capacities (pounds) (1), (2), (3) 8/27/2016 Wall/Partition Height HSS 3"x3"x1/8" (4.75 plf) HSS 3"x3"x3/16" (6.85 plf) HSS 3"x3"x114" (8.78 ptf) HSS 3"x3"x5/16" (10.53 plf) HSS 3"x3"x3/8" (12.09 ptf) HSS 3"x4"x1/8" (5.60 p11) HSS 3"x4"x3116" (8.15 plf) HSS 3"x4"x1/4" (10.48 p10_ HSS 3"x4"x5/16" (12.67 plf) HSS 3"x4"x318" (14.65 plf) 96" (8'-0") 7,276 10,419 13,243 15,577 17,522 9,045 13,068 16,680 19,789 22,523 108" (9-0") 6,891 9,899 12,505 14,668 16,576 8,598 12,462 15,840 18,787 21,326 102" (10'-0") 6,455 9,247 11,706 13,666 15,394 8,093 11,769 14,949 17,663 20,027 132" (11'-0") 5,981 8,581 10,854 12,596 14,158 7,517 10,972 13,865 16,466 18,635 144" (12'-0") 5,410 7,818 9,902 11,515 12,976 6,888 10,044 12,765 15,032 17,068 156" (13'-0" 4,904 7,145 9,021 10,520 11,790 6,320 9,188 11,719 13,728 15,617 168" (14'-0") 4,438 6,471 8,214 9,609 10,797 5,736 8,391 10,748 12,624 14,289 180" (15'-0") 4,010 5,903 7,473 8,770 9,877 5,199 7,669 9,785 11,521 13,070 192" (16'-0") 3,588 5,333 6,845 8,004 8,983 4,709 7,023 8,966 10,598 12,042 204" (17'-0") 3,231 4,865 6,229 7,317 8,232 4,251 6,388 8,226 9,685 11,031 216" (18'-0") 2,903 4,396 5,666 6,687 Note 4 3,847 5,833 7,498 8,855 10,104 228" (19'-0") 2,604 4,005 Note 4 Note 4 - 3,475 5,325 6,878 Note 4 Note 4 240" (20'-0") Note 4 Note 4 3,136 Note 4 Note 4 - - WalI/Partition Height HSS 3"x5"x118" (6.45 plf) HSS 3"x5"x3/16" (9.43 plf) HSS 3"x5"x1/4" (12.18 ptf) . HSS 3"x5"x5116" (14.80 plf) HSS 3"x5"x3/8" (17.20 plf) HSS 3"x6"x118" (7.30 plf) HSS 3"x6"x3116" (10.70 plf) HSS 3"x6"x1/4" (13.88 plf) HSS 3"x6"x5/16" (16.93 plf) HSS 3"x6"x3/8" (19.75 plf) 96" (8'-0") 10,861 15,678 20,090 23,950 27,320 12,580 18,302 23,526 28,162 32,281 108" (9-0") 10,355 14,974 19,198 22,882 26,088 11,982 17,510 22,516 26,944 30,867 102" (10'-0") 9,756 14,133 18,175 21,649 24,504 11,393 16,563 21,299 25,542 29,232 132" (11'-0") 9,162 13,250 16,988 20,286 22,886 10,732 15,625 .20,021 23,909 27,420 144" (12'-0") 8,458 12,234 15,595 18,581 20,997 9,947 14,495 18,537 21,985 25,144 156" (13'-01 7,781 11,285 14,314 17,084 19,344 9,160 13,410 17,154 20,216 23,147 ' 168" (14'47) 7,073 10,316 13,123 15,709 17,677 8,332 12,264 15,735 18,572 21,315 180" (15'-01 6,421 9,426 12,044 14,444 16,286 7,631 11,210 14,432 17,085 19,631 192" (16'-0") 5,872 8,613 11,083 13,179 14,877 6,938 10,330 13,242 15,761 17,944 204"(17'-0") 5,324 7,875 10,134 12,132 13,739 6,350 9,445 12,162 14,452 16,552 216" (18'-0") 4,860 7,190 9,309 11,166 12,584 5,766 8,701 11,158 13,315 15,266 228" (19'-0") 4,405 6,628 8,554 10,287 11,637 5,277 7,966 10,341 12,275 14,097 240" (20'-0") 3,991 6,056 Note 4 Note 4 Note 4 4,828 7,298 9,504 Note 4 Note 4 257' (21'-0") Note 4 Note 4 -- - - 4,385 Note 4 Note 4 - ( - (1) Use of this chart requires the modular building utilize shear panels to provide lateral stability to the structure (2) The beam reactions are assumed to be transferred to tubes with a shear tab (hole located 2-1/4" from face of tube) (3) Hollow steel section (HSS) material to comply with ASTM A500 -B steel, Fy,,,;, = 46 ksi, E = 29,000 ksi (4) Hollow steel section (HSS) height is controlled by column slendemess (KUr) > 200 cjoiv -' -- Starrco Tubular Tall Wall - Maximum Wall/Partition Height (3), (6) (5) Based on wall deflection limitations of U120 (per Table 1604.3, IBC - Interior partition with flexible finishes) (6) Centerline of tube sections will be; 51-1/2" for 3" wide tubes, 52-1/2" for 4" wide tubes, 53-1/2" for 5" wide tubes, 54-1/2" for 6" wide tubes HSS 1) 3"x3"x1/8" (4.75 ptf) HSS nr "x3"x3116" (6.85 plf) HSS 15) 3"x3"x1/4" (8.78 plf) HSS 15) 3"x3"x5/16" (10.53 plf) HSS er 3"x3"x3/8" (12.09 plf) HSS rtr 3"x4"x1/8" (5.60 plf) HSS 0) 3"x4"x3116" (8.15 plf) HSS r°r 3"x4"x1/4" (10.48 plf) HSS r`r 3"x4"x5/16" (12.67 pl HSS lel 3"x4"x318" (14.65 plf) Max. Height 264" (22'-0") r94" (24'-6") 315" (26'-3") 329" (27-5") 340" (28'-4") 285" (23'-9") 318" (26'-6") 341" (28'-5") 358" (29-10") 371" (30'-11") S 3"x5"x118" (6.45 off) HSS 3"x5"x3/16" (9.43 plf) HSS 3"x5"x1/4" (12.18 plf) HSS 3"x5"x5/16" (14.80 plf) HSS 3"x5"x318" (17.20 plf) HSS 3"x6"x1/8" (7.30 plf) HSS 3"x6"x3/16" (10.70 plf) HSS 3"x6"x114" (13.88 plf) HSS 3"x6"x5116" (16.93 plf) HSS 3"x6"x318" (19.75 plf) Max Height i 301" (25'-1") 337" (28'-1") 363" (30'-3") 382" (31'-10") 396" (33'-0") 316" (26'-4") 354" (29-6") 382" (31'-10") 403" (33'-7") 418" (34'-10") (5) Based on wall deflection limitations of U120 (per Table 1604.3, IBC - Interior partition with flexible finishes) (6) Centerline of tube sections will be; 51-1/2" for 3" wide tubes, 52-1/2" for 4" wide tubes, 53-1/2" for 5" wide tubes, 54-1/2" for 6" wide tubes McGINNIS & ASSOCIATES Consulting Engineers Inc. 1110 Westmark Drive St. Louis, Missouri 63131-1735 (314) 835-1224 Fax: (314) 984-0561 JOB SEATTLE CHOCOLATE STARRCO No 23240 SHEET NO O OF c31 CALCULATED BY KAV DATE 8/27/2016 1t 5S .e)( 3x V2:1 1s 11-ti-E-nopi-nz 22�' kJ rat- 51 %-z." �1G L ► L . o/d sL,P i iL = ss -� EPA -N1 dr [ =T-s6i- .rte WALL= 3-'+ rE c-L�P -r' 1 - Pia 3 - g r2 �J = 3(,.-/5 C4-i—SPLF)- 2421 )ks 17/ 11) S-1 (/ 2_, /il-Z) S . (4-7 E 25 Logi5 S L 2)2__I Lig SV36,75 4 IZ I 2B 29L� JL C1 v .rmc 21,3 r,J� i� = I, o,I 1 in35Ito McGINNIS & ASSOCIATES Consulting Engineers Inc. 1110 Westmark Drive St. Louis, Missouri 63131-1735 (314) 835-1224 Fax: (314) 984-0561 JOB SEATTLE CHOCOLATE STARRCO NO 23240 SHEET NO. I 1 OF ;-1 CALCULATED BY KAV DATE 8/27/2016 EX . o ob W tOn_J 'CI) '1Z'' 1J L I L -�-- (1) l/lite-1+ 4,S1_3,72d 212. x �4 (Lu -1) • l.tilotao OE ns - G, <M d 5 WO bott S /Y i e4t — Ley vrtrr=�e c (4-) '444¢ C3 >L q,S 2q11 a,C, (i)ki N L-Z11Or` 147- EL 6.S 4e I Z-1 g (Lo nNuous 11.1Em - l�l 6 S STA -f -- �hL^ SEATTLE CHOCOLATE McGINNIS & ASSOCIATES JOB Consulting Engineers Inc. STARRCO (#41469) No 23240 1110 Westmark Drive �� St. Louis, Missouri 63131-1735 SHEET NO. I offll, OF (314) 835-1224 8/30/2016 CALCULATED BY KAV DATE Fax: (314) 984-0561 SLi P r"in/nJ 27764 L\ITYYL tt)a-tA_. a/4SL ' r, 6D3-10. 1 Ntiovwbvpo G>.1r.... `o * IA,ati__ gnigz 6rrr = ) 7 ` (5►°s) = 110 FBF S�?s,YiG LOA -t) - /l4 131.1. (6,331) =.3(0,7 PL /= L(C EruDS = SI%z 4-,292 A--6 l3/0 ,L_f 1s7, cuss 6T M = l3 111657, S LAS = 20(7 92 ./ /AS OVIx,292 ( 21,3851 SSP5� (o,b) (5/Lc - 7, Z cN • (As < 2a,Z 12 ,ti • Al kiv&-LE: ,44„./ 26,79 c\L__ ,„/ • 165 /21k1) _co/1)(J 0,9(x3 J55 C3 X3,5 3k = {,� 'Clox LU�7 92 (.4615 /f9- /N3 11192. rosy 1/ = 20(792 ci3s--1, 5©- 461 tes L f/1- l‘t /A _aLA.)p'is = 2! 602)a/S/ = bblA S /SG2&-h- 11 LIsk (2) -)4 aiu)E-X I tes 4 E SEATTLE CHOCOLATE McGINNIS & ASSOCIATES JOB Consulting Engineers Inc. STARRCO (#41469) NO 23240 1110 Westmark Drive St. Louis, Missouri 63131-1735 SHEET NO. 13 OF 1 (314) 835-1224 KAV 8/3012016 Fax: (314) 984-0561 CALCULATED BY DATE �L, P Cir),Am t,-- riaAJ % 6),,,firizL.S Ci UT—L,f— { Ufn1� LZJ M',�br 2,E-Anior,) P LAJAJE-73-1041-:- SP5r- (2z /z) 4 4, 2,9Z1 Z3(0 Jt_RSt% ((_ Ciu-r? L 1,1 Il wing' 77,1 El LLS 26hp Szr2 J-n ILz�L' l'n►D -fSS3u3 otz. Aw»IMJL/ 4 cru b5 (0 EA brt. ct 11 DJ M zg')2 '5 13L-71141 2:` 4400044o44 it rL .93.6L► s Z o•�- All It AA Z 4 rAli4 u vel k (2)1/4-'1(4 L 5x-3,.5 (SP'GE I 3X3 5 l4c) SLIP (6An/Eait1 W Z th,g (1/5")/00"= 3DS cis aL _ A, _41 Y3r L = 1 i % (12-g !//i%Gi-/—(5/j /c- - n1 DS sog bac lob 14s/pvc,4_ /1 11 Int s /J O L A g19tom' / I d// It / M U 11 )i 2 /1'/b&2),Fie1i7- I1UD PLACE -3 24116k1 /kr✓`' McGINNIS & ASSOCIATE..I KAV 23240 Seattle Chocolates SK - Aug 30, 2016 at 5:41 PM Steel Framed Opening - HSS3x3x3... Y is Z McGINNIS & ASSOCIATE..I KAV 23240 Seattle Chocolates SK - Aug 30, 2016 at 5:42 PM Steel Framed Opening - HSS3x3x3... McGINNIS & ASSOCIATE..I KAV 23240 Seattle Chocolates SK - Aug 30, 2016 at 5:42 PM Steel Framed Opening - HSS3x3x3... Loads: BLC 1, 5PSF 151b/ft 11 McGINNIS & ASSOCIATE.. KAV 23240 Seattle Chocolates SK - Aug 30, 2016 at 5:42 PM Steel Framed Opening - HSS3x3x3... • Z X Loads: BLC 2, DEAD LOAD McGINNIS & ASSOCIATE. KAV 23240 Seattle Chocolates SK - Aug 30, 2016 at 5:43 PM Steel Framed Opening - HSS3x3x3... Column: MI Shape: HSS3x3x3 Material: A500 Gr.46 Length: 256 in I Joint: N1 J Joint: N6 LC 1: TOTAL LOAD Code Check: 0.282 (bending) Report Based On 97 Sections Dy in Dz 1.383 at 128 in in 288.732 at 0 in Ib Vy Ib Vz 219.376 at 256 in -206.675 at 0 in Ib My Ib -in T Ib-ir Mz Ib -in 8.753 at 120 in .153 at 0 in ksi ksi ft -14354.146 at 120 in -8.753 at 120 in AISC 14th(360-10): ASD Code Check Direct Analysis Method Max Bending Check 0.282 Max Shear Check 0.015 (z) Location 117.333 in Location 256 in Equation H1 -1b Max Defl Ratio L1185 Bending Flange Compact Compression Flange Non -Slender Bending Web Compact Compression Web Non -Slender y -y z -z Fy 46 ksi Lb 256 in 256 in Pnc/om 5642.038 Ib KL/r 224.39 224.39 Pnt/om 52059.88 Ib Mny/om 54263.473 Ib -in L Comp Flange 256 in Mnz/om 54263.473 Ib -in Torque Length 256 in Vny/om 14251.913 Ib Tau_b 1 Vnz/om 14251.913 Ib Tn/om 45595.771 Ib -in Cb 1 ksi (1 [—Column: M2 Shape: HSS3x3x3 Material: A500 Gr.46 Length: 256 in I Joint: N2 J Joint: N7 LC 1: TOTAL LOAD Code Check: 0.282 (bending) Report Based On 97 Sections in Dz 1.383 at 128 in in Dy 288.732 at 0 in A Ib Ib Vz 219.376 at 256 in Ib Vy -206.675 at 0 in Ib My Ib -in -14354.146 at 120 in T lb -in Mz -in 153at0in fa ksi 8.753 at 120 in *, ✓' ksi ft 'rl ksi -8.753 at 120 in AISC 14th(360-10): ASD Code Check Direct Analysis Method Max Bending Check 0.282 Max Shear Check 0.015 (z) Location 117.333 in Location 256 in Equation H1 -1b Max Defl Ratio L/185 Bending Flange Compact Compression Flange Non -Slender Bending Web Compact Compression Web Non -Slender y -y z -z Fy 46 ksi Lb 256 in 256 in Pnc/om 5642.038 Ib KL/r 224.39 224.39 Pnt/om 52059.88 Ib Mny/om 54263.473 Ib -in L Comp Flange 256 in Mnz/om 54263.473 Ib -in Torque Length 256 in Vny/om 14251.913 Ib Taub 1 Vnz/om 14251.913 Ib Tn/om 45595.771 Ib -in Cb 1 20 Beam: M3 Shape: HSS3x3x3 Material: A500 Gr.46 Length: 89 in I Joint: N3 J Joint: N5 LC 1: TOTAL LOAD Code Check: 0.080 (bending) Report Based On 97 Sections Dy 0 at 0 in -.034 at 44.5 in in in .895 at 0 in A Ib T Ib -in fa ksi Vy 127.683 at 0 in Ib 50 at 59.333 in 1 -50 at 0 in Ib -127.683 at 89 in Ib -in -2840.937 at 44.5 in 2.637 at 44.5 in AISC 14th(360-10): ASD Code Check Direct Analysis Method Max Bending Check 0.080 Location 44.5 in Equation H1 -1b Bending Flange Compact Bending Web Compact Fy Pnc/om Pnt/om Mny/om Mnz/om Vny/om Vnz/om Tn/om Cb 46 ksi 34571.375 lb 52059.88 Ib 54263.473 lb -in 54263.473 lb -in 14251.913 Ib 14251.913 Ib 45595.771 Ib -in 1.136 Lb KL/r ksi Max Shear Check Location Max Defl Ratio Compression Flange Compression Web y -y 89 in 78.011 L Comp Flange Torque Length Taub 89 in 89 in 1 z -z 89 in 78.011 0.009 (y) 89 in L/2685 Non -Slender Non -Slender Beam: M4 Shape: HSS3x3x3 Material: A500 Gr.46 Length: 89 in 0 at 0 in I Joint: N8 Dy in J Joint: N9 -.007 at 44.5 in LC 1: TOTAL LOAD Code Check: 0.037 (bending) Report Based On 97 Sections 1.289 at 44.5 in Dz in 1.271 at 0 in Ib Vy 23.849 at 0 in -23.849 at 89 in Ib Vz 50 at 59.333 in - 50 at 0 in Ib Mz T Ib -i -530.645 at 44.5 in Ib -in My - 1483.333 at 59.333 in Ib -in 1.228 at 44.5 in ft ksi fa ksi ksi - 1.228 at 44.5 in MSC 14th(360-10): ASD Code Check Direct Analysis Method Max Bending Check 0.037 Max Shear Check 0.004 (z) Location 44.5 in Location 59.333 in Equation H1 -1b Max Defl Ratio L/5032 Bending Flange Compact Compression Flange Non -Slender Bending Web Compact Compression Web Non -Slender y -y z -z Fy 46 ksi Lb 89 in 89 in Pnc/om 34571.375 Ib KL/r 78.011 78.011 Pnt/om 52059.88 Ib Mny/om 54263.473 Ib -in L Comp Flange 89 in Mnz/om 54263.473 Ib -in Torque Length 89 in Vny/om 14251.913 Ib Tau_b 1 Vnz/om 14251.913 Ib Tn/om 45595.771 Ib -in Cb 1.136 SHEAR TEST PROCEDURE FOR FASTENER MAn or LOADING .2 Marr /n 11IIIu7L PERFORMANCE CHARACTERISTICS PULLOUT TEST PROCEDURE FOR FASTENER I.1 STATIONARY ,FIXTURE VAITM2 WOWS: sox gswa s-sn' Ito r 1041-. TPi Sal' _ 1 m. SIOUX '0f1ip TEST PLATE r U s- r !) I l` TEST FIXTURE t DOWNWARD WAD LOAD CELL i 1.1,.��,i�w•.m- 11 TENSILE TEST WITH TINIUS-OLSEN NGLE LAP SHEAR 1- w /w V/ 1. +i w U z cc 0 a gX =w w v! LL ULTIMATE SHEAR VALUES (POUNDS) GAUGE a V' r g N cO M 1 CO 0 N N CO0 co r 2820 g 2700 N r N co0 oq a) If� (O N 2048 cr r r 2138 N 1552 I .- O r U) N m r Ch 1078 8 N 1758 0 N 1540 r in 0 g r 0 N 18-18 N r r oo Q r 1206 1370 r r 1208 c0 COLi 1 - 1442 I 20-20 CO 0 1244 0 n 0 2 898 730 728 r n 0) 0 Ci c4 N N 2 N. 885 U) loft g 24-24 n < v 'W CO 0 N V 14) N C+) t1) TRAXX Z Q 0. r r N N N CO r) CO CO N) C IO THREADS PER INCH ICI' .- a e- co .- 0 .- a r CO r 0 r a' N v - v r a' N a N DIAMETER Tr r COCV O CO 0 Q T T N r cc a a N a 9 r J � zd 0 cco z¢ w co L O W C 0 U. Z 0 Z z X = W W J Ln Z 0 0 J 0 0. 0 a. a O z w z < 0) w Z U) O 0 F- a o a za.� 0 Z } C7 0 w O 0 Q cc 0 u, LQn J CC 0 > LLI D Q w LI/ J Ow < W CO T W 0 I- < 0 W 0 > 0 a aa a 2 -1m Da W CC O 0 (/) N 2 00 D LL J > LU LL.W F CO COPYRIGHT 1993In1/ BUILDEX 4 • !p' 1— CL a w v/ H W 0 z 2 0 u.. W �a z ULTIMATE PULLOUT VALUES (POUNDS) UJ D 4 .- co co 4) 4589 I CO c j cm ZE N a CO §(0U) CV c 3701 v F4550 co N s' Co 1 r ,- 1558 v — I- T co — 1474 1 1375 8 T 2 !- Fd r 2 .— to r `eco) r ccoo r co co r O -co r o 1259 r a T a o O rn �tt02 T r- 1 1005 r r n (O co O 1, 0) 757 8 8�i 880 781 788 " VO' 470 l��p ii)Fr �j Fr a f0 p f0 1 m N M (O r 556 u) g o N co N 285 W co to ' c co w R c 346 co N N 265 o) CO r co N N t0 N .-- N CO c07 CO N I 289 f 428 ,Ii. C) �+ N .- N a N M 241 214 co p N cp) N 261 N .- N 0) M 265 mm— N st' co co N 0) rN r O r 148 .- CO r •t N r 121 co 4) CO 47 r N st CO O N CO c0 r sr r O TRAXX Z a T/2 1 M r T/1 1 N t- CO i M s r N I- T/3 sr I- co I- Z 2 N I- M r CO H at THREADS PER INCH 1— 1- N sr sr 1-- N e- a N CC W 2 < 4 o co O 1- O r N T N r sr t" sr ,- Jo Z o< ¢a LI -1 0 H (A J U. O az W T f:Go O Q J LLZ z z0 Q 'u5 1":1 O cc O m O W �N o a a a Er Q oa Z a� Z W o occ �o LL y O U >- O > < H O 2 3 ~ J W W c/) Z w W7 > 00 O O d a 0< W am C9 > 8 Qo a2 Er cn 0 DQ c LL a 0 WLL CO CO W CALL 1-800-023-0720. i1 izt '\"''"5"Y\1111tiC II Nan ULTIMATE PULLOVER VALUES (POUNDS) 1 STEEL GAUGE 1- 1s. (M+) N N CO N CD CD CO 3039 I N v N _ N1-. a. N r N N 2305 I CO M N too) co CO V o N 2498 2388 2537 3142 C r ti r N CO co r Cr CD N COCO N CO CO r CO N M N 1887 CO 2899 2307 2092 1- 2114 2599 N rt� d' r 1r N r tt CCD r 1 1368 N V* r Lnt*O M r 1585 I (0 r r r CO r CO CD r CO C+) r 1347 OM) P) r 0 .tt r C CD T N N 1258 I 0 r 1- r CO 0)) r r 1274 1087 M r - C) N r 1128 1149 CO coO') r r CO r r 1162 1 1276 1085 QM ) e- r N N N 1029 928 984 c0 O 992 1018 895 co 1027 987 CD N 571 V' C0 N CD CO CD 550 CO 0D CD 625 0r CD r CO 04 CD 602 CO CD Off) CC) CSO CD 602 TRAXX ll) J Z HWH HWH MAXISEAL SCOTS Z BONDED J M SCOTS x = I MAXISEAL* i- O U) HMH Z I BONDED MAXISEAL 0„-- CL r N N N CO CO CO CO r r r CO CO CO THREADS PER INCH ch r 'ct r d' r 1- r 14 1 d T 14 I ,. 14 d- T T r 1 14 1 't r T CC W Q d NN T T N T- N N T N T N T N T I. r V. - V - V- r T T r * 5/16' ACROSS FLATS 0 Z 0< U 2 CC rr W o zLL wzco _ J u- U ul cr U h H t z z 0 aE n O w Q W CC J o LL � H W L- 0 J a a cc a a pz a�? (0 v) z op E 0 z U)O O W U 0 > Q M O M m p SJ tt w z w p w 0 ="j 0 a d a w w (.9 CO CC CC 0 W w Qo w Q W � w LL CCQ W CO CO w CALL 1-800-323-0720. COPYRIGHT 1993 ITW BU1LDEX - n1 • TENSILE, SHEAR, & TORSIONAL J W W W N z 0 U W z W W W N W U z 0 11.1 = CC I.ir W W F- LL =°9 1 0 = r I n 'a es O $ w .0Q) m AVERAGE ELONGATION @ ULTIMATE TENSILE (INCHES) o 0 O - en 8 O in co C 0 o 0 O ULTIMATE SHEAR (LBB.) o sr o In o8 N N g or N 0 N 0 N THEORETICAL SHEAR SO% MIN. TENSILE (LBS.) r ), N h10 CO10 N M_ 1 CO N m N MIN. TENSILE SO% ULTIMATE (LBS.) CM o r- ,- N n N 0 CO CO� M 0 C CO C7 STRESS TENSILE (PSI) _ 04 CO in 2 o- 164,549 o v, n 156,889 175,000 171,708 ULTIMATE - TENSILE (LBS.) N N n N v e) P C7 0 M o h m < AREA ROOT DIAMETER (8O. INCHES) 1CO O d W N O O N 0 O N O G N N O d N O O W 01 O O MAX. ROOT DIAMETER (INCHES) r r O O r O t0 O i00 O ON O 01 O COO O THREAD FORM SPACED THREAD MACHINE THREAD SPACED THREAD MACHINE THREAD MODIFIED TEKS/5 SPACED THREAD MACHINE THREAD co 0 CCW V ¢ Cl.z m N r N N •-- N CC 0 i a 0 oo .. .- O Z O Co 2 cc W m W O Wz ad LL 0 W Z C 2 Q wa Z Z O < X a 0 ¢ -j O Ovi W J d a. CI. CC a a 0 ZZ aO CO za 0 CC O ZU z O W U CC ¢ OO > E<1 CC a m - J 'J CC w w 0 w Z w O > ~ wo w O 0 a V)a ww co cr 5 J a 0 C° am 2 ¢ O D 0 w ti a 0 LL �(1) J w ¢ D > O w a Q CALL 1-800323-0720. City of Tukwila Department of Community Development September 22, 2016 BRAD HENDERSON 8825 184TH ST S KENT, WA 98031 RE: Correction Letter # 1 DEVELOPMENT Permit Application Number D16-0245 SEATTLE CHOCOLATE COMPANY - 1180 ANDOVER PARK W Dear BRAD HENDERSON, Allan Ekberg, Mayor Jack Pace, Director This letter is to inform you of corrections that must be addressed before your development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the following departments: BUILDING DEPARTMENT: Allen Johannessen at 206-433-7163 if you have questions regarding these comments. • (GENERAL 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. Due to the nature of this structural platform I could not find a statement of special inspections on the plans. Provide quality control inspection documentation specifying "Special Inspections" required for this project for all framing members and connectors of the platform walkway structure. (IBC Chapter 17) Note: This permit plan review may not be complete as revised plans may require further corrections. Please address the comments above in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that two (2) sets of revised plan pages, specifications and/or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a 'Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections/revisions must be made in person and will not be accepted through the mail or by a messenger service. 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 If you have any questions, I can b., .eached at 206-431-3655. Bill Rambo Permit Technician File No. D16-0245 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D16-0245 DATE: 09/26/16 PROJECT NAME: SEATTLE CHOCOLATES SITE ADDRESS: 1180 ANDOVER PARK W Original Plan Submittal Revision # before Permit Issued X Response to Correction Letter # 1 Revision # after Permit Issued DEPARTMENTS: 41- ct7••ffr uilding ivision Public Works Fire Prevention Structural n Planning Division Permit Coordinator n PRELIMINARY REVIEW: Not Applicable n (no approval/review required) DATE: 09/27/16 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved Corrections Required ❑ Denied (ie: Zoning Issues) Approved with Conditions (corrections entered in Reviews) Notation: DUE DATE: 10/25/16 n REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg 0 Fire 0 Ping 0 PW ❑ Staff Initials: 12/18/2(113 PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D16-0245 DATE: 09/07/16 PROJECT NAME: SEATTLE CHOCOLATE COMPANY SITE ADDRESS: 1180 ANDOVER PARK W X Original Plan Submittal Response to Correction Letter # Revision # Revision # before Permit Issued after Permit Issued DEPARTMENTS: Al- Cov4Cf`q4c0 Building Division 61 tc Works Fire Prevention Structural �q�•�� Planning Division ❑ Permit Coordinator PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) REVIEWER'S INITIALS: DATE: 09/08/16 Structural Review Required DATE: APPROVALS OR CORRECTIONS: Approved Corrections Required (corrections entered in Reviews ❑ Approved with Conditions Notation: Denied (ie: Zoning Issues) DUE DATE: 10/06/16 REVIEWER'S INITIALS: DATE: Permit Center Use Only (� )1)-' �/j CORRECTION LETTER MAILED: { / �4 W Departments issued corrections: Bldg' Fire ❑ Ping ❑ PW ❑ Staff Initials: 12/18/2013 City of Tukwila REVISION SUBMITTAL Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.TukwilaWA.gov RECEIVED SEP 23 2016 COMMUNITY DEVELopMFNT Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: ` — Z3 - b Plan Check/Permit Number: 0 I ( - 0 Z LIC ❑ Response to Incomplete Letter # • Response to Correction Letter # I ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner ❑ Deferred Submittal # Project Name: se -616' c IUcbhh71.2S Project Address: 1 I 10 A vrAver Lv Contact Person: j ??d /7etiderSon Phone Number: ZS -3 - SGI- 1 'IOU Summary of Revision: �k `Ins Ina ue spent t 1 inn Sp od-16N s Dvi P IQ/21s Sheet Number(s): 9 170 AU -- l "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: ❑ Entered in TRAKiT on WWPermit Center\ Templates\Forms\Revision Submittal Form.doc Revised: August 2015 DACO CORPORATION Hoene Espafiol Contact Safety & Health Claims & Insurance 0 Washington State Department of Labor & Industries Search L&I Page 1 of 2 A -Z Index 1 ielp My 1.,&1 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 B KEVIN KATONA EDWARD E SHIELDS; JOHN ERIC ANDERSON; STEPHEN DUFFIELD; 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 Mutual of Enumclaw Ins Co $1,000,000.00 Policy no. CPP001111304 Received by L&I Effective date 04/22/2016 05/01/2016 Expiration date 05/01/2017 Help us improve https://secure.lni.wa.gov/verify/Detail.aspx?UBI=601946293&LIC=DACOC* *012NC&SAW= 10/3/2016 SFER FROM DC SERVER\16-5074_G201 REV 160729.DWG E t D 2 0 0 t7 ml r"- UI S - z -J0 D C 0 t - -02 - SEATTLE C PLOTTED BY: SCOTT FLODIN B 1 4' 4, 4- {4.4. + '1 + -r - .. .1_ .4 :4. .4 t + ♦- . i .4. + + r 1• 4-' 41 4- + 4 .6, 4. .1. 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ACID FROM M L-. 250%0" •r 4. -4, • ar 165 '4, 4' '4' 4 ,1-4• 4• •6• + + 4:l 4- + , -4 2F 1, aw . i + + + 4, 4 • •F ,1. .4- ,4 d'- 4- + L - ,4. .,. .4. t' '4' •. .4. '1• 4 + 4 4 -1- PARAl E PERMIT EQUIRED FOR: i_Oachanlocl L`" Electrical lei t tubing Gas Piping c::1 of Tukwila ROI r ING DIVISION 4 4 4• a, .4 j, .4. '4' 4. ?• + 4 -4 + + .6. -4. 4. 4, + :r + .4 .4: 4- 4' 'i- -r + a• •, 4 i• + •4' + + + + 4• 4 + } .+, .g. .4. .4. -& .4' + + 4 + + 4- + 4 + el 40, 14} •i- 4- 4, 1- a. + t y' 4. .4' '.h i -- + 4' + 4^ .} + . .4, 4- .4. .i.. ' 4 4. + • + ,i, + 4 .1. 4- 4- 4,- - + i- + .4. a. .4. 4- 4. 4' .1. .4, 4- 4. 4 4.. .4, + -+ ,• 4. i- + •t- t- + + .4. 4' -i' + :4. '6, 4,. 4 4, i. + i• 4- 1' 4. + '. ,4• 4^ + •r + i 1 + .{. 4 -t- 4: .y + •4- 4. 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T, . 4, i+ .¢ %' 4' 4' 4' .+ +. + + .t 4• - .4. 4, •a ,4. 4. $ + + + + •a + + l- + -r � • { 1 4 '1• 4- 4 + 4- + , r 4. .,. 4- .4. 1. 4. t "4' '5- [..4' y i ,p , t3_ '.F. J.. J. . 2. 5 4. L. .., .k •i -E: 4. 4.. j.. ,i. .4 .Y, 4 -4. 4. .X 11(_..'-11_--1J=--:j'-�1.f ._'lr _..r.... ,-(7.:--V::::2I t3"`77.).L J.., .„117----1=Z-711-- OVERALL 117--1 U• Z -71. -- OVERALL LIFE SAFETY PLAN SCALE: 1/10" = 16_0tr 33" 1666 R V1StONS No Changes shall be made to the of work Without prior approval of 111 zj Building Division. vrai tequila apnstyZIA lant - FILE COPY emit Mae 6 Plan review appro 'i is subject to errors and omissions. Approval of constr L_;on C.acumonts does not authorize the violation of any adoptal code or ordinance. Receipt of approved Field C:y and conditions is acknowledged: City of Tukwila BUILDING DIVISION EVIEWED FOR 'ODE COMPLIANCE APPROVED 4. SEP 2 9 2016 v 37 4x ` ,;'City of Tukwila 3 J1LDING DIVISION sr SEATTLE CHOCOLATES GOODWILL LIFE SAFETY PLAN NOTES 1. THIS DRAWING REPRESENTS A DESIGN DIAGRAM AND DOES NOT REPRESENT A DEFINITIVE PLAN FOR THE EXACT LOCATION AND EXTENT OF THE FIRE AND LIFE SAFETY FEATURES REPRESENTED ON THIS DRAWING. SEE THE APPROPRIATE DRAWINGS PREPARED BY THE SPECIFIC DISCIPLINE TO DETERMINE THE EXACT LOCATION AND EXTENT OF FIRE AND LIFE SAFETY FEATURES, 2. LIFE SAFETY PLAN INDICATES CRITICAL LOCATIONS FOR TRAVEL DISTANCES, DEAD END CORRIDORS AND COMMON PATH OF TRAVEL 3, PROVIDE MINIMUM CLEAR EGRESS WIDTH OF 36". 4. HRE EXTINGUISHERS SHALL BE SPACED WITHIN 76-0" OF ANY POINT ON THE FLOOR. 5. VERIFY ACCESSIBLE ROUTES OF TRAVEL. DU NOT EXCEED SLOPES OF 5% WITH CROSS S _CPES 214 MAX, 6, ALL GLAZING SHALL CONFORM TO SAFETY GLAZING REQUIREMENTS OF APPLICABLE CODES. 7. Ft; TURES' SHOWN ARE FOR REFERENCE ONLY. 8. A FIRE SAFETY & EVACUATION PLAN IS TO BE LOCATED AT EACH EGRESS POST WHERE VISIBLE TO THE PUBLIC. INDICATE PROPER MEANS OF EGRESS AND ALL EXITS WITHIN THE SPACE KEY .,_ EXIT SIGN 01 FIRE EXTINGUISHER 211011011211121 111 MERCANTILE (M) 30SFIPERSON AREA = 2,204 SF BUSINESS (B) 100 SF 1 PERSON AREA 9,952 SF FIRE EXTINGUISHER CABINET WAREHOUSE (S-1) 51X1 SF 1 PERSON AREA 37,774 SF MANUFACTURING (F-1) 160 SF1 PERSON AREA 13,796 SF 3 -HOUR FIRE BARRIER TD= 601"0" UL U415 - SYSTEM iss 1 as sms0 NEW OR MODIFIED PATH OF TRAVEL BUILDING EXIT CLEAR WIDTH CAPACITY EXISTING PATH OF TRAVEL OCCUPANCY CALCULATIONS OCCUPANCY TYPE OCCUPANCY LOAD FACTOR AREA NUMBER OF OCCUPANTS MERCANTILE (M) 30 SF (GROSS) 1 OM 2,294 SF 6f BUSINESS (B) MANUFACTURING (F-1) 100 SF (GROSS)1 MCC 100 SF (GROSS) / OCC 9,952 SF 13,796 SF £CFI ►D C1 1135 i- fU,lr�/JLj\ WAREHOUSE (8-1) TOTAL 500 SF (GROSS) 1 OCC PLUMBING FIXTURE CALCULATIONS NOTES: ' EXISTING SERVICE SINK LOCATED ELSEWHERE IN BUILDING " NEW TOILET ROOMS TO SERVE RETAIL AND BUSINESS AREAS ONLY MERCANTILE -77 OCCUPANT& 38.5 MALE, 38.5 FEMALE WATER CLOSETS -11500. LAVATORIES -1/750, SHOWER - NOT REQUIRED, DRINKING FOUNTAIN -111000, SERVICE SINK - REQUIRED BUSINESS -100 OCCUPANTS: 50 MALE, 50 FEMALE WATER CLOSETS -1125. LAVATORIES -1140 SHOWER - NOT REQUIRED, DRINKING FOUNTAIN -11100, SERVICE SINK - REQUIRED TOTAL FIXTURES REQUIRED" I TOTAL FIXTURES PROVIDED 37,774 SF 62,182 SF 9 SEATTLE CHOCOLATES 1180 ANDOVER PARK WEST TUKWILA, WA 98065 SEATTLE CHOCOLATES CHOCOLATE FACTORY TOUR 1180 ANDOVER PARK WEST TUKWILA, WA 08065 0 MG2. All rights reserved. No pant of this document may be reprotlaatd in any form or by any means xithcut permission in writhg kern LA32. DATE DESCRIPTION 2 08.24.16 BARRIER WALL REVISION SHOWER DRINKING FOUNTAIN NR .,071 SERVICE SINK R R 16-5074-02 OVERALL LIFE SAFETY PLAN G201 1 1 1 SEE LEVEL 2 FRAMING PLAN A -71 _._._/ 51y L J u 1 1 1 - 4x9x9L- 15" LG 111 1 1 lil I * I II 11 11 11 11 fl I I 11 11 11 11 11 11 11 I 11 11 -.. � I 1 1 11 fl II 11 II 11 11 II it II 11 _ II Ii 11 11 11 it 11 11 11 11 d 11 11 11 11 11 11 11 11 11 11 11 11 11 11 11 11 11 I 1 1 STAIR UP 84'-8" 1 1 1 EXISTING MEZZANINE #6694 : 1 1 1TOD EL =1140" I• 1 1 1 1 Il 11 11 II II 11 11 11 11 11 1 1 1 1 EDGE 1 11 11 I1 1-1--111.1.-7-1I-7I -1-_* 1 1 1 I i 11*! L_ J 1 I l_ • -1-f- - 1--f - -•I _ I I II l I II 1 I I I 11 1--•- .1._ _.L._ I I 1 11 11 11 11 11 1 1 j ► 1 1 Yx9x9L-j� 15" LG 1 12'-6" EDGE S-0" 7'-0" 2'-6" a N MEZZANINE SPECIFICATIONS 1. THE SYSTEM IS DESIGNED FOR A 125 .PSF. LIVE LOAD AND .A ,_$_ ASF DEAD LOAD AND MEETS IBC BUILDING CODES. ALL DESIGNS, DRAWINGS, AND CALCULATIONS ARE PREPARED UNDER THE SUPERVISION OF A REGISTERED PROFESSIONAL ENGINEER EMPLOYED BY THE MANUFACTURER. IT IS THE RESPONSIBILITY OF THE CUSTOMER TO INFORM CUBIC DESIGNS OF SPECIAL DESIGN REQUIREMENTS DUE TO LOCAL BUILDING/SAFETY CODES. 2. SUPPORT COLUMNS ARE HSS6x6x3/16 STRUCTURAL STEEL TUBING MEETING ASTM 500 GRADE B/C (5OKSI MIN. YIELD) REQUIREMENTS AND ARE DESIGNED PER RISC STEEL CODES. COLUMNS ARE ANCHORED TO THE SLAB WITH (4) r2"6 POWER—STUD +SD1 WEDGE ANCHORS VIA 3 4x1 x12 BASE PLATES (U.N.O.). THE SLAB'S ABILITY TO SUPPORT THE VERTICAL AND OVERTURNING LOADS FROM THE SUPPORT COLUMNS IS NOT THE RESPONSIBILITY OF CUBIC DESIGNS. 3. FRAMING MEMBERS ARE 14 GAUGE OR HEAVIER COLD FORMED "C" CHANNELS MEETING ASTM A572 GRADE E, 50 KSI YIELD REQUIREMENTS AND ARE DESIGNED PER AISI STEEL CODES. FRAMING MEMBERS ARE CONNECTED TO THE COLUMNS WITH 3/4" DIAMETER GRADE 5 BOLTS . 4. DECK IS 1)i", 20 GAUGE WHITE ROOF DECK MEETING ASTM A1008 GRADE C REQUIREMENTS WITH A FINAL FLOOR COVERING OF 3/4" T&G GRAY RESINDEK Lp. 5. STAIRS (KNOCKED DOWN) HAVE SOLID CHECKERED PLATE TREADS AND CLOSED RISERS. STAIR RAILS AND PERIMETER RAILS CONSIST OF 42" HIGH VERTICAL BALUSTER SQUARE TUBING AND ARE DESIGNED TO MEET STRENGTH, SIZE, AND OPENING REQUIREMENTS OF APPLICABLE CODES. 6. INSTALLATION OF ALL COMPONENTS SHALL BE IN ACCORDANCE WITH INSTALLATION DRAWINGS AND MANUALS SUPPLIED BY CUBIC DESIGNS. 7. ALL MATERIAL TO RECEIVE ONE SHOP COAT OF RAL 4006 TRAFFIC PURPLE PAINT. U.N.O. INDICATES JOIST DIRECTION r ALTERNATE DIRECTION OF JOISTS WHEREVER POSSIBLE IF NOT SPECIFIED ON FRAMING PLAN 1 SEE LEVEL 2 Yx9x15' FRAMING PLAN A STAIR UP 51j 51Y2 1. ✓ 1 A4 Yx9x9L- 15" LG • DTL 204 fM BRIDGING 51) . Ital 0 1 DTL 1 4 . 4 •d • 4 TYPICAL ELEVATION N.T.S. • Yx9x9L- 15" LG %x9x9L- 15" LG '"—EDGE 6'-6" 16'—O" 18'-0" 20'-0" 0'-0" 16'-6" 7'-0" 17 R 61Xf,"=114" 16 TO 11"+1"=177" REVIEWED FOR CODE COMPLIANCE APPROVED 15-0" FRAMING PLAN TS3x3x11go COLUMN * w/3/=x7x7 BASE REF SEP 29 2016 MATC SPECIAL INSPECTION ANCHORS: PERIODIC INSPECTION TO VERIFY: • ANCHOR TYPE ® INSTALL PER ESR -2818 1 BEAM ® BOLTS ARE TIGHTENED TO A SNUG TIGHT CONDITION ANCHOR l MIN. EMBEDMENT 1 50 1 23/" 50 k" DIA x 51z" 50 L I iI 15CDO7F Al E EDGE S-0" 7'-0" 2'-6" a N MEZZANINE SPECIFICATIONS 1. THE SYSTEM IS DESIGNED FOR A 125 .PSF. LIVE LOAD AND .A ,_$_ ASF DEAD LOAD AND MEETS IBC BUILDING CODES. ALL DESIGNS, DRAWINGS, AND CALCULATIONS ARE PREPARED UNDER THE SUPERVISION OF A REGISTERED PROFESSIONAL ENGINEER EMPLOYED BY THE MANUFACTURER. IT IS THE RESPONSIBILITY OF THE CUSTOMER TO INFORM CUBIC DESIGNS OF SPECIAL DESIGN REQUIREMENTS DUE TO LOCAL BUILDING/SAFETY CODES. 2. SUPPORT COLUMNS ARE HSS6x6x3/16 STRUCTURAL STEEL TUBING MEETING ASTM 500 GRADE B/C (5OKSI MIN. YIELD) REQUIREMENTS AND ARE DESIGNED PER RISC STEEL CODES. COLUMNS ARE ANCHORED TO THE SLAB WITH (4) r2"6 POWER—STUD +SD1 WEDGE ANCHORS VIA 3 4x1 x12 BASE PLATES (U.N.O.). THE SLAB'S ABILITY TO SUPPORT THE VERTICAL AND OVERTURNING LOADS FROM THE SUPPORT COLUMNS IS NOT THE RESPONSIBILITY OF CUBIC DESIGNS. 3. FRAMING MEMBERS ARE 14 GAUGE OR HEAVIER COLD FORMED "C" CHANNELS MEETING ASTM A572 GRADE E, 50 KSI YIELD REQUIREMENTS AND ARE DESIGNED PER AISI STEEL CODES. FRAMING MEMBERS ARE CONNECTED TO THE COLUMNS WITH 3/4" DIAMETER GRADE 5 BOLTS . 4. DECK IS 1)i", 20 GAUGE WHITE ROOF DECK MEETING ASTM A1008 GRADE C REQUIREMENTS WITH A FINAL FLOOR COVERING OF 3/4" T&G GRAY RESINDEK Lp. 5. STAIRS (KNOCKED DOWN) HAVE SOLID CHECKERED PLATE TREADS AND CLOSED RISERS. STAIR RAILS AND PERIMETER RAILS CONSIST OF 42" HIGH VERTICAL BALUSTER SQUARE TUBING AND ARE DESIGNED TO MEET STRENGTH, SIZE, AND OPENING REQUIREMENTS OF APPLICABLE CODES. 6. INSTALLATION OF ALL COMPONENTS SHALL BE IN ACCORDANCE WITH INSTALLATION DRAWINGS AND MANUALS SUPPLIED BY CUBIC DESIGNS. 7. ALL MATERIAL TO RECEIVE ONE SHOP COAT OF RAL 4006 TRAFFIC PURPLE PAINT. U.N.O. INDICATES JOIST DIRECTION r ALTERNATE DIRECTION OF JOISTS WHEREVER POSSIBLE IF NOT SPECIFIED ON FRAMING PLAN 1 SEE LEVEL 2 Yx9x15' FRAMING PLAN A STAIR UP 51j 51Y2 1. ✓ 1 A4 Yx9x9L- 15" LG • DTL 204 fM BRIDGING 51) . Ital 0 1 DTL 1 4 . 4 •d • 4 TYPICAL ELEVATION N.T.S. • Yx9x9L- 15" LG %x9x9L- 15" LG '"—EDGE 6'-6" 16'—O" 18'-0" 20'-0" 0'-0" 16'-6" 7'-0" 17 R 61Xf,"=114" 16 TO 11"+1"=177" REVIEWED FOR CODE COMPLIANCE APPROVED 15-0" FRAMING PLAN TS3x3x11go COLUMN * w/3/=x7x7 BASE REF SEP 29 2016 MATC SPECIAL INSPECTION ANCHORS: PERIODIC INSPECTION TO VERIFY: • ANCHOR TYPE ® INSTALL PER ESR -2818 1 BEAM ® BOLTS ARE TIGHTENED TO A SNUG TIGHT CONDITION ANCHOR l MIN. EMBEDMENT TORQUE (FT—IBS) 3�a" DIA x 3" 23/" 20 k" DIA x 51z" 33/" 40 City of Tukwila BUILDING DIVISION E REVISED FOR PERMIT D FOR PERMIT 0 v RECEIVED CITY OF TUKWILA SEP 2 3 2016 PERMIT CENTER 09-23-16 8-26-16 C FOR INSTALLATION 8-16-16 B REVISED FOR APPROVAL A FOR APPROVAL VERSION DESCRIPTION 34 CORRECTION LTR# 7-29-16 Cubic Designs Inc. 5487 SOUTH WESTRIDGE OWE, NEW BERLIN, WI 53151 262-789-1966 800-826-7061 FAX: 262-789-1970 www.CUBICDESIGNS.corn DATE DRAWN BE BE KB CCG MR CHECKED THIS DRAWING S THE CONFIDENTIAL AND PROPRIETARY INFORMATION OF CUBIC DESIGNS. INC. AND IS NOT TO BE REPRODUCED, COPIED OR DISCLOSED, IN WHOLE OR IN PART, WITHOUT THE PRIOR WRITTEN CONSENT OF CUBIC DESIGNS; INC. -Copyright [ 2016 j MiTelt CUSTOMER SEATTLE CHOCOLATES UTOR SCALE 3/16"=1' DRAWING NUMBER 917OAU-1 / 5" / 3/Dx4x12I w/(2) 746"0 HOLES Y4x55x31 CAP It B� Xx48x96 RESINDEK PAINTED WHITE BOTH SIDES. FIELD CUT AS REQUIRED. HARDWARE AND ATTACHMENT TO COLUMNS BY OTHERS, 'TYPICAL. CD' TO PROVIDE (3) EXTRA SHEETS. HSS COLUMN (2) LEVEL HORIZONTAL RAILS PAINTED FROST WHITE. (2) LEVEL LATERAL MOUNT RAIL UPRIGHTS PAINTED TRAFFIC PURPLE. FASTEN TO COLUMNS W/(4) TEK-5's EA. SPC. 6v" x 9Y" x 14 GA. KICK PLATE. 1 8'-7" SECTION A -A MEZZANINE FRAMING %"x4"x12" PL w/(2) 5/"O HOLES SHOP WELDED TO FRAMING MEMBER. TYP STRINGER ATTACH STRINGER TO COLUMN w/ (2) 3"0x7Y2" LONG GRADE 5 BOLTS 16'-6" 5" 3'-10" 4'-0" OUT TO OUT FRAMING BELOW 4'-0" 3'-10" J HSS6x4xY8 HSS6x4x HSS6x4, HSS6x4x1 O 16'-O" RESINDEK HSS6x4x1 HSS6x4xY HSS6x4xY8 LEVEL 2 FRAMING PLAN HSS6x4xJ A4 MEZZANINE FRAMING (BELOW) o -E*\ DETAIL B -B ATTACH JOIST TO COLUMN w/ (2) 3/"> x55" LONG GRADE 5 BOLTS HSS COLUMN JOIST HSS6x4xY8 w/3/x7Y2x7Y2 BASE I . ATTACH TO MEZZANINE WITH (4)3I"+r GRADE 5 BOLTS. SHOP -DRILL COLUMN FOR ATTACHMENT OF RESINDEK. ATTACHMENT BY OTHERS. aII 334" *4" EDGE EDGE 2'-2" 4'-O" 10" A3 42 42 \ L 42 EXISTING STAIR UP -.—..n 1I II it III II Ij II •li II • 42 Yx9x9L- 15" LG N 4J ---- ---- -- �- _-_+-___�_ 1 SEE LEVEL 2 FRAMING PLAN A 1 • 1 1 t.tizr 51 Y4x9x9L- 15" LG w 51% :1 7-0" , 15'-2" 12.,4" REVIEWED FOR CODE COMPLIANCE APPIROVED SEP P T kvvil RECEIVED CITY OF TUKWILA TS3x3x11ga COLUMN SEP 3 ZO�6 w/3%x7x7 BASE It PERMIT CENTER I FRAMING PLAN REVISED FOR PERMIT D FOR PERMIT 09-23-16 8-26-16 C FOR INSTALLATION 8-16-16 B REVISED FOR APPROVAL A FOR APPROVAL 7-29-16 BE BE KB CCG MR Y VERSION DESCRIPTION (2) /"0 HOLES AT " 28"oc VERTICALLY 4 4" a /" PLATE Cubic Designs Inc. 5487 SOUTH WESTRIDGE DRIVE, NEW BERLIN, WI 53151 262-789-1966 800-826-7061 FAX: 262-789-1970 www.CUBICDESIGNS.com CUSTOMER ATTLE CHOCOLATES LOCATION 1180 ANDOVER PARK W. TUKWILA, WA 98188 DATE DRAWN CHECKED THIS DRAWING S THE CONFIDENTIAL AND PROPRIETARY INFORMATION OF CUBIC DESIGNS. INC. AND IS NOT TO BE REPRODUCED, COPIED OR DISCLOSED, IN WHOLE OR IN PART, WITHOUT THE PRIOR WRITTEN CONSENT OF CUBIC DESIGNS, INC. Copyright 0 [20i6] MAI SCALE 3/16"=1' DRAWING NUMBER 917OAU-2 1 16'-6" 1 II 11 ._._.—._._ ii II 11 �.�t^._._._._:: . ._.=o=:=..=:� L . _ EXISTING MEZZANINE #6014 TOD EL = 140" 85-8" II II II 11 I1 II 11 -.— II _._J1 11 O 11 11 Il _.11 11 Q t to 16'-6" J L__ 7'-0" 2'-6" ROOF DECK SPAN (2) LEVEL HORIZONTAL RAILS PAINTED FROST WHITE. SEE LEVEL 2 FRAMING PLAN A /1 __.. COLUMNS ON TOP OF MEZZANINE FIELD CUT ROOF DECK TYP •-•-•- -._ II IL . • it II 5-3" 6'-O" 5-3" ( lc'SEE LEVEL 2 j FRAMING PLAN A JLL._._.____ 1t 1 Ai 4 lid a 1 2 t A- ** CLOSURE " 1 GATE w/ BALUSTERS M STAIR UP INSTALLATION START POINT FOR ROOF DECK. IAP PANELS END TO END FIRST PER DETAIL IN MANUAL. ADJUST SIDE TO SIDE LAPS SO DECK VALLEY CENTERLINES HOLD AT 6" INCREMENTS PER DETAIL IN MANUAL DO NOT ALLOW ACCUMULATION OF GROWTH OR SHRINKAGE IN SIDE TO SIDE LAPS. EVERY ROOF DECK PANEL MUST START AT EXACTLY A 36" MULTIPLE FROM THE EDGE OF THE FIRST FULL 36" PANEL. 36" INSTALLER NOTE; INSTALL GATE AND GATE SPRING BEFORE THIS RAIL PANEL IS INSTALLED ** 5-3" 6'-0" 5-3" 1 1 1 10/2" 4'-1" L 6'-0" 6'-0" 6'-0" 6'-0" 6'-0" 6'-0" I I 1 i I 11, 1 6'-a" 6,-0" 6'-0" 6'-0" 6'-0" 6'-0" 10) " -11" L 3'-11" 5-3" 5-3" 16'-6" 11 S5-8" 4,-7" SPC. GATE STOP FASTEN TO RAIL UPR W/(3) TEK-3's 18 DECK PLAN 2x2x14GA TUBE - 34Y" LONG w/ HANDRAIL UPRIGHT ** BOLT ON RAIL UPRIGHT USING (2) 3"OX3" BOLT & NUT 160'-2" 4'-8" 4>_9" {2) LEVEL LATERAL MOUNT RAIL UPRIGHTS PAINTED TRAFFIC PURPLE. TYP. FASTEN TO COLUMNS W/(4) TEK-5's EA. (2) LEVEL HORIZONTAL RAILS PAINTED FROST WHITE. VALLEY & START OF 2nd PANEL SECTION F -F 33" SECTION G -G 29" VISPI SECTION H -H REVIEWED FOR CODE COMPLIANCE APPROVED SEP 2 9 2016 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA SEP 232016 1-4 PERMIT CENTER REVISED FOR PERMIT 09-23-16 BE BE D FOR PERMIT 8-26-16 CCG BE C FOR INSTALLATION 8-16-16 KK KB B REVISED FOR APPROVAL 7-29-16 DO CCG A FOR APPROVAL 7-1-16 CCG MR VERSION DESCRIPTION DATE DRAWN CHECKED Cubic Designs Inc: 5487 SOUTH WESTRIDGE DRIVE, NEW BERLIN, WI 53151 262-789-1966 800-826-7061 FAt 262-789-1970 www.CUBICOESIGNS.com TENS DRAWING S THE CONFIDENTIAL AND PROPRIETARY INFORMATION OF CUBIC DESIGNS, INC. AND IS NOT TO BE REPRODUCED, COPIED OR DISCLOSED, IN WHOLE OR IN PART, WITHOUT THE PRIOR WRITTEN CONSENT OF CUBIC DESIGNS, INC. Copyright ® [2O16 ] Wok® CUSTOMER SEATTLE CHOCOLATES LOCATION 1180 ANDOVER PARK W. TUKWILA, WA 98188 SCALE 3/16"=1' DISTRIBUTOR DACO DRAWING NUMBER 91 7OAU-3 RAIL & KICKPLATE 2" 2'-( 4'-O" 10" J 1C-6" CLOSURE '-7 ROOF. DECK SPAN CRP 0) 7 V-01' 6'-O" 4'-O" / • (2) LEVEL HORIZONTAL RAILS PAINTED FROST WHITE. SEE LEVEL 2 FRAMING PLAN A COLUMNS ON TOP OF MEZZANINE FIELD CM' ROOF DECK TYP w 6'-O" 6'-0" 34'-6" 61-0" A 61-0" 1 el 4'-O" 6'-0” 1C-6" =4= • .....••••••••,, REVIEWED.FOR CODE COMPLIANCE APPROVED SEP 2 9 2016 City of Tukwila BUILDING DIVISION DECK PLAN 2x2x14GA TUBE - 3434" w/ HANDRAIL UPRIGHT ** BOLT ON RAIL UPRIGHT USING (2) 3410X3" BOLT & NUT CT LONG SEP PERMIT idA 2 3 2016 CENTEF E REVISED FOR PERMIT 09-23-16 BE BE D FOR PERMIT 8-26-16 CCG BE FOR INSTALLATION 8-16-16 KK KB B •REVISED FOR APPROVAL 7-29-16 DO CCG A FOR APPROVAL 7-1-16 CCG MR VERSION DESCRIPTION DATE DRAWN CHECKED 11 Cubic Designs Inc. 5487 SOUTH WESTRIDGE DRIVE, NEW BMW, WI 53151 262-789-1966 800-826-7061 FAX: 262-789-1970 viww.CUBICDESIGNS.com THIS DRAWING IS THE CONFIDENTIAL AND PROPRIETARY INFORMATION OF CUBIC DESIGNS, INC. AND 15 NOT TO BE REPRODUCED, COPIED OR DISCLOSED, IN WHOLE OR IN PART. WITHOUT THE PRIOR WRITTEN CONSENT OF CUBIC DESIGNS, INC. Copyright 12016] 4iTek® CuggEATTLE CHOCOLATES LOCATION 1180 ANDOVER PARK W. TUKWILA, WA " 188 TRIBUTOR SCALE 3/16"=1' DRAWING NUMBER 9170AU-4 COLUMN & CENTER COLUMN BASE COLUMN & R (4) H1 ANCHOR HOLES — SEE SPECIFICATION #2 ON SHEET 1 FOR ANCHOR SIZE. C1 M1 C1 CORNER COLUMN NOTE: IF FRAMING 15 13" OR 15" DEEP, CHANGE EACH SET OF (EACH SET3) TEKS TOPO ((3)4) TTEKS �KS. IF FRAMI(2)TEKSNG S 34" OR 6", CHANGE DETAIL CENTERED BASE PLATE Ti M1 C1 H1 3/4" 12" 1" 5/8" 3/8" 7" 3/4" 7/16" . 1 3/8" 9.43 78.514 328,580 1/4"H.S. PLATE PERIMETER COLUMN DETAI L BOLT & NUT (TYP) (S SPECS FOR SIZE) 0 FRAMING W/ MITERED END 1/4"H.S. PLATE 6" V 12-14)0/4" TEK 3 (TYP) 2ga DEEP LEG TYP. STRINGER WITH HANGER TYP. JOIST Y SEE PIAN FOR COLUMN SIZE JOIST HANGER (12ga) 1 /4"H.S. PLATE CORNER COLUMN 4" CAP PLATE 1/4" LAP PLATE MEMBER CAN BE SINGLE OR DOUBLE (SEE PLAN) SEE PLAN FOR CLUMN SIZE BRIDGING JOISTS (TYP) I6GA BRIDGING 1 LAP AS SHOWN OR FIELD CUT AND BUTT ENDS. BOLT & NUT (TYP) (SEE SPECS FOR SIZE) FRAMING W/ MITERED END l6" 1/4" CAP PLATE SEE PLAN FOR COLUMN SIZE 12-14)04" TEK 3 (TYP) 1 ATTACH BRIDGING ROW TO BOTTOM OF JOISTS AT APPROXIMATE CENTERS AS SHOWN ON FRAMING PLAN. (SPACE EQUALLY) (MAX. SPACING = 72") FRAMING PROPERTIES - JOISTS & STRINGERS 50 KSI YIELD (TYP UNLESS NOTED) * 53 KSI 1r=1 ** 55 KSI DETAIL SIZE D (IN) W (IN) T (IN) 1 (IN) WT (#/') Ix(IN"4) Mx (IN— fl) ** 15CD11 F 15" 3" 11 ga 1 3/8" 9.43 78.514 328,580 15CDO7F ' 15" 3" 7ga 1 1/2" 14.10 120.075 486,759 UP 1 HANGER - OPEN SIDE OF STRINGER 1/8" I1 1/2" 1/8" TYP NOTE: CONTINUOUS WELDS IF FRAMING IS 6" DR 9" DEEP. (2) WELDS AT 1y" PER SIDE IF FRAMING IS 11" DEEP. (4) WELDS IF FRAMING IS 18" OR 20" DEEP TYP 12GA HANGER WELDED TO OPEN SIDE OF STRINGER HANGER - CLOSED SIDE OF STRINGER TYPE "B" 2 1/2" 36" COVERAGE ROOF DECK i- 1 1/2" 1 6" SECTION PROPERTIES: (PER FT, OF WIDTH) DECK GAGE DESIGN THICKNESS IN. WEIR PSF 011... w.3 N 3 PTD. GN.V. 20 .0358 2.05 2.15 .208 .244 .258 18 .0474 2.70 2.80 .303 .335 .349 INSTALLATION: LAYOUT ROOF DECK PANELS PER DECK PLAN ON DRAWING. NOTE LOCATION ON DRAWING OF DECK INSTALLATION START POINT. LAY PANELS DOWN WITH MALE EDGE ALONG STARTING BORDER AND FEMALE EDGE TO OPEN AREA. WITH PANEL #1 (BELOW) IN PLACE, LAY DOWN PANEL #2, THEN 13 SO THAT BOTH FEMALE EDGES FROM PANELS #1 & #2 ARE UNDER THE MALE EDGES OF ADJACENT PANELS — NOW THE LAP CAN 8E ADJUSTED PER THE SECTION BELOW SO THAT 6" INCREMENTS BETWEEN DECK RIB CENTERUNES ARE HELD. HOLD THIS 6" INCREMENT THROUGH OUT ENTIRE DECK PLAN SO PLYWOOD PANELS DON'T REQUIRE CUTTING WITHIN THE INTERIOR AREA. '�`MALE EDGE FEMALE EDGE�• _[ — DESIGN INFORMATION: 1. ROOF DECK SECTION PROPERTIES MATED IN ACCORDANCE WITH THE AISI "SPECIFION FOR THE DESIGN OF COLD—FORMED STEEfRUCTURAL MEMBERS". 2. ROOF DECK LOADS COMPUTED IN ACCORDANCE WITH THE FOLLOWING SDI BENDING MOMENT AND DEFLECTION FORMULAS: SMPLE a: 1WAN M=w12/8 THREE SPAN ORE M=410 SIMPLE SPAN 013 1WO SPAN & 54w1 /EI 1HREE SPAN ORE 0=.0089w1 /0 3. LOADS ARE GOVERNED BY A LIVE LODEFLECTION NOT IN EXCESS OF L1240 AND BY ALLOWABLE FLEXURAL STRESS LIMIT OF 20,000 IFOR A 33,000 PSI MINIMUM YIELD. 4. SPAN LENGTHS ARE CONSIDERED CEIZ—TO— CENTER SPACING OF SUPPORTS. 5. WHERE HEAVY CONSTRUCTION LOADS OTHER UNUSUAL CONCENTRATED LOADS AREHICIPATED DURING THE UFETIME OF .THE DECK, SPECIFIED UVE LOAD MUST BE INCREASED TO 'SET THE EFFECTS OF THE ABNORMAL CONCENTED LOADING. 6. THE STEEL ROOF DECK CONFORMS TISTM A1008 WITH A MINIMUM YIELD STRENGTH = 000PSI. 4 �t2 T, 5 1 START 3 POINT POSffION DECK PANEL ENDS SO THAT ALL END—END LAPS ARE SUPPORTED BY A FRAMING JOIST FROM BELOW. ONCE DECK PANELS ARE LAD OUT WITH (1) KICKPLATE LEG UNDER THE DECK, USE 12-14 X 3/4" TEK 3'S TO FASTEN DECK TO FRAMING. USE 12-24x1 1/4" TEK 5'S ALONG PERIMETER WHEN FASTENING THROUGH DECK, KICKPLATE AND FRAMING. USE 12-24x1 1/4" TEK 5'S WHEN FASTENING THROUGH INTERSECTION OF FOUR ROOF DECK PANELS. WHEN JOISTS ARE SPACED 30" OR LESS (A) APART, PLACE FASTENERS IN EVERY OTHER VALLEY ANC STAGGER PATTERN (SEE LEFT PATTERN). WHEN JOISTS ARE SPACED 30" TO 42" (B) APART, PLACE FASTENERS IN 2 OUT OF 3 VALLEYS AND STAGGER PATTERN (SEE MIDDLE PATTERN . WHEN JOISTS ARE SPACED 42" OR MORE (C) APART, PLACE FASTENERS IN EVERY VALLEY (SEE RIGI{ PATTERN). VALLEYS f NOTE: (2) WELDS AT 1 1/2" PER SIDE IF FRAMING 6 6" OR 9" DEEP. (4) WELDS IF FRAMING S 18" OR 20" DEEP. KICKPLATE POSITION 2v" LEG OF 2 2"x63" KICKPLATE UNDER STEEL ROOF DECK AND FASTEN DECK AND KICKPLATE TO FRAMING EVERY 18" WITH A 12-24xt" TEK 5. IF GRATING IS THE DECK MATERIAL POSITION 2" LEG OF 2"x5" KICKPLATE UNDER GRATING AND FASTEN AS ABOVE USING A SADDLE CLIP AND A 12-14x13" TEK 2. 1/8"I1 1/2" 12GA HANGER WELDED TO SOLID SIDE OF STRINGER X x x Ate.. [B 8] 1 Y JOIST CENTERUNES c X x S�KIPIATE JOIST 12-1403" TEK 3 WOOD COVER STAGGER WOOD JOINTS PER LAYOUT SHOWN AT RIGHT. BUTT SHEETS OVER DECK RIBS PER SECTION VIEW SHOWN AT LOWER RIGHT. GAP SHEETS A" ALONG 4' SIDES AND Y6" ALONG 8' SIDES FOR EXPANSION. FASTEN EACH FULL SHEET WITH (20) 10-16x1146" PHILLIPS TEK 3's PER PATTERN SHOWN AT RIGHT. OUTER TEK'S SHOULD BE 1"-1Y2" FROM EDGE. ALL TEK'S MUST BE INTO DECK RIBS. 1 1/2"xl 1/2"xl4ga TUBING (OUTER RAIL) 1 1/2"x1 1/2x14ga TUBING (INNER RAIL) 1 1 /2"x1 1/2"x11tga TUBING (OUTER RAIL) STRINGER 12-24x13" Tek DETAIL 42 HHt i 13 "x1A"x1lga TUBING (OUTER RAIL) BALUSTERS 1"x1"xl4ga TUBING (OUTER RAIL) 4" MAX. OEK 3 DCK RIE?) DECK VALLEY 3 SIDES Ya 3"x3"0/4" ANGLE (TYP) ANCHOR BASE OF STAIR WITH (2) Y2"0 WEDGE ANCHORS INTO SLAB. TYP. CLOSED RISERS 34 TYP. BALUSTERS 1x1"x14go H.S. TUBE 2"x2"xl4ga H.S. TUBE SIDE MOUNTED RAIL DETAIL DETAIL 49V8 INSERT PLASTIC CAP INTO EA 11 UPRIGHT TOP --- 2"x2"x11ga H.S. UPRIGHT 42" KICKPLATE FRAMING INTERIOR UPRIGHT ASSEMBLY WITH RAIL UPRIGHT CHANNEL 2"x2 x11ga CORNER POST (DROP INTO 214"x24" xl2ga SLEEVE BOLTED OR TEK'd T COLUMN TOP) BUND NUT 1 I RAIL BRACKET 4 POSMON MITERED CORNER OF STAIR CHANNEL FLUSH WITH TOP OF MEZZANINE DECK. DRILL %I) HOLES THROUGH STAIR ANGLES INTO MEZZANINE FRAMING AND FASTEN WITH SECTION THROUGH CENTER OF STAIR USE (4) )06 BOLTS PER TREAD TO INSTALL EACH TREAD TO STAIR STRINGER. STAIR PLAN (1) SIDE & BOTTOM (INSIDE) DETAIL END UPRIGHT, UPR. SLEEVE & DEEP LEG AND RAIL UPRIGHT CHANNEL 2"x2"x11ga H.S. TUBE 4" KICKPLATE cl:".` DECK 11 ga H.S. x 6" WIDE RAIL UPRIGHT DEEP LEG FRAMING (2)12-14x Y4" BOTTOM WALL OF TUBE NOTCHED FOR RAIL BRACKET ATTACH RAIL UPRIGHT DEEP LEG TO FRAMING. FASTEN RAIL UPRIGHT CHANNEL TO BOTTOM OF FRAMING TO SECURE RAIL UPRIGHT. DROP RAIL HORIZONTALS (NOTCHES DOWN) ONTO RAIL BRACKETS. BOLT THRU BRACKET, RAIL HORIZONTAL AND BLIND NUT WITHIN TUBE. UPRIGHT CHANNEL SECTION REVIEWED FOR CODE COMPLIANCE APPROVED SEP 2 9 2016 City of Tukwila BUILDING DIVISION REVISED FOR PERMIT FOR PERMIT RECEIVED CITY OF TUKWILA SEP 2 3 2016 PERMIT CENTER 09-23-16 8-26-16 BE CCG BE BE VERSION DESCRIPTION DATE DRAWN CHECKED Cubic Designs Inc. 5487 SOUTH WESTRIDGE DRYE, NEW BERUN, WI 53151 262-789-1966 800-826-7061 FAX: 262-789-1970 THIS DRAWING S THE CONFIDENTIAL AND PROPRIETARY INFORMATION OF CUBIC DESIGNS, INC. AND IS NOT TO BE REPRODUCED, COPIED OR DISCLOSED, IN WHOLE OR 114 PART, wriHOUT PRIOR WRITEEN CONSENT OF CUBIC DESIGNS, INC. Copyright 0 [2016] MIS CUggATTLE CHOCOLATES LOCATION 1180 ANDOVER PARK TUKWILA, WA 98188 SCALE NTS DISTRIBUTOR DACO DRAWING NUMBER t UP 1 STAIR PLAN (1) SIDE & BOTTOM (INSIDE) DETAIL END UPRIGHT, UPR. SLEEVE & DEEP LEG AND RAIL UPRIGHT CHANNEL 2"x2"x11ga H.S. TUBE 4" KICKPLATE cl:".` DECK 11 ga H.S. x 6" WIDE RAIL UPRIGHT DEEP LEG FRAMING (2)12-14x Y4" BOTTOM WALL OF TUBE NOTCHED FOR RAIL BRACKET ATTACH RAIL UPRIGHT DEEP LEG TO FRAMING. FASTEN RAIL UPRIGHT CHANNEL TO BOTTOM OF FRAMING TO SECURE RAIL UPRIGHT. DROP RAIL HORIZONTALS (NOTCHES DOWN) ONTO RAIL BRACKETS. BOLT THRU BRACKET, RAIL HORIZONTAL AND BLIND NUT WITHIN TUBE. UPRIGHT CHANNEL SECTION REVIEWED FOR CODE COMPLIANCE APPROVED SEP 2 9 2016 City of Tukwila BUILDING DIVISION REVISED FOR PERMIT FOR PERMIT RECEIVED CITY OF TUKWILA SEP 2 3 2016 PERMIT CENTER 09-23-16 8-26-16 BE CCG BE BE VERSION DESCRIPTION DATE DRAWN CHECKED Cubic Designs Inc. 5487 SOUTH WESTRIDGE DRYE, NEW BERUN, WI 53151 262-789-1966 800-826-7061 FAX: 262-789-1970 THIS DRAWING S THE CONFIDENTIAL AND PROPRIETARY INFORMATION OF CUBIC DESIGNS, INC. AND IS NOT TO BE REPRODUCED, COPIED OR DISCLOSED, IN WHOLE OR 114 PART, wriHOUT PRIOR WRITEEN CONSENT OF CUBIC DESIGNS, INC. Copyright 0 [2016] MIS CUggATTLE CHOCOLATES LOCATION 1180 ANDOVER PARK TUKWILA, WA 98188 SCALE NTS DISTRIBUTOR DACO DRAWING NUMBER " WIDE TIMBER BEAM HOLD 1 1/2" GAP tf r 3" x 3" x 3/ 16'' L_ CONTINUOUS BOTH SIDES SLIP. FIT CONNECTION. NO SCREW BETWEEN ANGLE AND HSS 3x310°- OR x3®OR ALUMINUM STUDS CENTER WALL UNDER 9" WIDE TIMBER BEAM MINIMUM 5/16"95 LAG BOLTS 24" 0.0. MINIMUM (2) 1/4"0 -14 BUILDEX TEK SCREW AT EACH HSS 3x3 TUBE C3x3.5 (SPLICE AT HSS 3x3 STUD) MUST SPAN A MINIMUM OF 2 PANELS. TYPICAL SLIP FIT CONNECTION DETAIL 8 —0 1 /8" FW EQ. EXISTING WOOD COLUMN (2) 1/2"s LAG BOLTS 4" EMBEDMENT (2) 1/4"0 — 14 -C3x3.5 ALONG WALLS TYPICAL PER SLIP FIT CONNECTION DETAIL PER DETAIL ABOVE. (2" BELOW SLIP FIT CONNECTION) 36' 8 3/4" FW FW FW -1 1-3" x 3" x 3/16" SLIP FIT CONNECTION FW l / FW SLIP FITS FW FW FW FW FW L3 1 /2 x 2 1 /2 x 1 /4 (LLH) A 0 FOR STUD SPACING REFERENCE, FLOOR TRACK SPLICES COINCIDE WITH STUD CENTERLINES. IMPORTANT: WALL PANELS INSERT INTO VERTICAL EXTRUSIONS 3/4" — TYPICAL. INSTALLED BELOW WOOD BEAMS — GAP ABOVE STARRCO BRACES TO BE FILLED WITH FLEXIBLE MATERIAL. - MATERIAL IS BY OTHERS. - (4) 1 /4"0 14 C7x9.8 (CONTINUOUS MEMBER) #12 © 24" 0.0. 5'-0" 21'-5 7/8' 36'-1 1 5/8" SLIP FIT ---11r-- 24 DETAIL 1 A FW FW DETAIL 1 DETAIL 1 (SIMILAR) 36'-8 1/2" C7x9.8 (CONTINUOUS MEMBER) FW % FW FW 7 r' #12 © 24" 0.0. STARRMAX—DL C7x9.8 (CONTINUOUS MEMBER NO SPLICES) SECTION AA C3x3.5 ALONG WALLS —TYPICAL PER SLIP FIT CONNECTION DETAIL PER DETAIL ABOVE. (2" BELOW SLIP FIT CONNECTION) 36'-9" ff 1 CLEARANCE EDGE OF MEZZANINE TO OPENING 22'-0 1/2" SLIP FITS FW FW 37'-8 3/4" LI -f 1'-7 1/4" 21-10 7/16" n 21' -10 5/8" -DENOTES HEIGHTS A.F.F. OF EXISTING WOOD TRUSSES. TRUSSES RUN FROM COLUMN TO COLUMN 21 -10 3/8" GENERAL NOTES: 1. PROJECT LOCATION: SEATTLE CHOCOLATE 1180 ANDOVER PARK WEST TUKWILA, WA 98188 2. WALL SYSTEM: STARRMAX—DL HSS 3" x 3" x 3/16"(A500—B) 51 1/2" MAX C/C 3. PANEL COLOR: WHITE 4. EXTRUSION COLOR: WHITE 5. SYSTEM HEIGHT: APPROX. 21' TO EXISTING OVERHEAD STRUCTURE VARIES PER PLAN 6. ALUMINUM EXTRUSIONS ARE 6063—T6 ALLOY. 86"Wx 102"H FRAMED OPENING 21'-4 3/8" SLIP FIT® BOTTOM OF FRAMED OPENING AT .8'-0 A.F.F. CODE BLOCK: 1. DESIGN CODES: a. 2015 IBC b. ASCE 7-10 c. ALUMINUM DESIGN MANUAL —ADM1 d. AISC 360-10 —14TH EDITION OF AISC—ASD 2. OCCUPANCY CATEGORY = SAME AS ROOM BEING PLACED 3. SEISMIC FACTORS: a. IMPORTANCE FACTOR (I) = 1.00 b. MAPPED SPECTRAL RESPONSE ACCELERATION i. Ss = 1.433 ii.S1 = 0.534 c. SPECTRAL RESPONSE COEFFICIENTS i. Sds = 0.956 ii.Sd 1 = 0.534 d. SITE CLASS = D e. SEISMIC DESIGN CATEGORY = D f. RESPONSE MODIFICATION FACTORS (R) = 2.0 g. ANALYSIS PROCEDURE = EQUIVALENT LATERAL FORCE h. SEISMIC RESPONSE COEFFICIENTS (Cs) = 0.478 5. INTERIOR WALL PRESSURES (SECTION 1607.13): 5 PSF 6. ROOF LIVE LOAD/ROOF SNOW LOAD/WIND LOADING/SNOW LOADING = N/A 7. SPECIAL INSPECTION: a. CONFIRM ERECTION IS DONE IN ACCORDANCE TO THE PLANS L f 3" x 3" x 3/16" SLIP FIT CONNECTION EXISTING 9" x COLUMN TYP 9„ b1O2� 21'-1 1/2". REVIEWED FOR CODE COMPLIANCE APPROVED SEP 2 9 2016 • City of Tukwila, BUILDING DIVI "ON The seal(s) and signature(s) apply only to the documents to which they are affixed, and expressly disclaim any responsibility for all other plans, specifications, estimates, reports or other documents or instruments relating to or intended to be used for any part or parts of the architectural or engineering project. It :s not the intent of this seal to cover any part of the electrical or mechanical elements of this project. McGINNIS & ASSOCIATES STRUCTURAL ENGINEERS Saint1110 LouWestmarkis, MO Drive 63131 314-835-1224 mcginnisstructural.com PROFESSIONALLY LICENSED IN ALL 50 STATES McGINNIS PROJECT No.: 23240 Revisions No. I Date 07/29/2016 Description CHANGE HEIGHT OF FRAMED OPENING AND WIDTH OF BLDG. No. 2 Date 08/11/2016 Description ADJUST LAUOUT PER RETUNED APPROVAL DRAWING No. Date Description No. Date Description STARRCO 11700 FAIRGROVE INDUSTRIAL BOULEVARD MARYLAND HEIGHTS, MISSOURI 63043-3436 (314) 567-5533 1-800 325-4259 FAX (314) 567-7555 E—mail: starrco@starrco.com http://www.starrco.com Dealer 41. Customer SEATTLE CHOCOLATE Drawing Title WALL PANEL LAYOUT Job No.: 41469 Checked By: Drawn By: MCM Date: 6/23/2016 Scale: N,T,S. Sheet No. Al A . RECEIVED CITY OF TUKWILA SEP 0 2. 2016 ,HERMIT CENTER 37'-8 3/4" t fr fr fr 1 1 fr fr fr fr fr 1 1 1 fr 1 1 fr 1 1 fr fr 1 fr fr 1 1 (THIS 37'-8 3/4" LONG OFFSET WALL IS 2 1 1 ") INFILL GAP BETWEEN TOP OF 07 AND EXISTING ROOF IS BY OTHERS. INFILL MATERIAL MUST BE FLEXIBLE. fr 1 1 1 fr 1 1 1 1 1 fr 1 1 1 fr fr fr fr 1 1 fr 1 fr fr fr fr fr 1 fr 1 fr 1 1 1 fr 1 1 1 1 1 1 fr 1 1 1 ! 1 fr 1 1 1 *FROM EDGE OF BUILDING COLUMN TO EDGE OF FRAMED OPENING 7'-6 1 /2"* L. 7'-2" 00 1 0 00 • TUBES AROUND FRAMED PENING TO BE HSS 3" x 3" x 3/1 6" z 0 uJ w (I) (r) uJ 1 bl(�egr0)L101 REVIEWED FOR CODE COMPLIANCE APPROVED SEP 2 9 2016 City of Tukwila BUILDING DIVISION The seal(s) and signature(s) apply only to the documents to which they are affixed. and expressly disclaim any responsibility for all other plans, specifications, estimates, reports or other documents or instruments relating to or intended to be used for any part or parts of the architectural or engineering project. It is not the intent of this seal to cover any part of the electrical or mechanical elements of this project. MeGINNIS & ASSOCIATES STRUCTURAL ENGINEERS 1110 Westmark Drive Saint Louis, MO 63131 314-835-1224 mcgirmisstructural.com PROFESSIONALLY LICENSED IN ALL 50 STATES McGINNIS PROTECT No.: 23240 Revisions No. 1 Date 07/29/2016 Description CHANGE HEIGHT OF FRAMED OPENING AND WIDTH OF BLDG. No. 2 Date 08/11/2016 DescriptionAUk ADJUSTOUT PER RETUNED APPROVAL DRAWING No. Date Description No. Date Description • STARRCO 11700 FAIRGROVE INDUSTRIAL BOULEVARD MARYLAND HEIGHTS, MISSOURI 63043-3436 (314) 567-5533 1-800 325-4259 FAX (314) 567-7555 E—mail: starrcoOstarrco.com http://www.starrco.com Dealer IMO Alik. Customer SEATTLE CHOCOLATE Drawing Title ELEVATION Job No.: 41469 Checked By: Drawn By: amarshal Date: 6/23/2016 Scale: N.T.S. Sheet No. A4»\ RECEIVED CITY OF TUKWILA SEP 0 2 2016 PERMIT CENTER