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HomeMy WebLinkAboutPermit D14-0225 - MOCTEZUMA'S RESTAURANT - TENANT IMPROVEMENTMOCTEZUMA'S RESTAURANT & TEQUILA BAR 1150 SOUTHCENTER MALL D14-0225 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.stov DEVELOPMENT PERMIT 9202470010 1150 SOUTHCENTER MALL Project Name: MOCTEZUMA'S RESTAURANT Permit Number: D14-0225 Issue Date: 9/22/2014 Permit Expires On: 3/21/2015 Owner: Name: Address: Contact Person: Name: Address: Contractor: Name: Address: License No: Lender: Name: Address: WESTFIELD PROPERTY TAX DEPT PO BOX 130940, CARLSBAD, WA, 92013 BEN FERGUSON 1250 PACIFIC AVE STE 700 , TACOMA, WA, 98403 R MILLER CONSTRUCTION CO INC. 18321 98TH AVE NE SUITE 1, BOTHELL, WA, 98011 RMILLCI190L5 ,,, Phone: (253) 571-8041 Phone: (206) 583-0238 Expiration Date: DESCRIPTION OF WORK: REMODEL OF EXISTING RESTAURANT SPACE FOR A NEW RESTAURANT. PROJECT INCLUDES NEW FINISHES, SEATING, LIGHTING AND BAR IN DINING AREA. SELECTIVE UPGRADES AND REMODEL OF KITCHEN EQUIPMENT. NEW FINISHES TO BE PROVIDED IN RESTROOMS. Project Valuation: $600,000.00 Fees Collected: $9,535.22 Type of Fire Protection: Sprinklers: YES Fire Alarm: YES Type of Construction: IIB Occupancy per IBC: A-2 Electrical Service Provided by: TUKWILA FIRE SERVICE Water District: TUKWILA Sewer District: TUKWILA SEWER SERVICE Current Codes adopted by the City of Tukwila: International Building Code Edition: International Residential Code Edition: International Mechanical Code Edition: Uniform Plumbing Code Edition: 2012 2012 2012 2012 International Fuel Gas Code: WA Cities Electrical Code: WA State Energy Code: 2012 2014 2012 Public Works Activities: Channelization/Striping: Curb Cut/Access/Sidewalk: Fire Loop Hydrant: Flood Control Zone: Hauling/Oversize Load: Land Altering: Landscape Irrigation: Sanitary Side Sewer: Sewer Main Extension: Storm Drainage: Street Use: Water Main Extension: Water Meter: Volumes: Cut: 0 Fill: 0 Number: 0 No Permit Center Authorized Signature: Date: !� I hearby certify that I have read and d this permit and know the same to be true and correct. All provisions of law and ordinances gove his 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 per it and agree to the conditions attached to this permit. Signature: Print Name: Date: •� 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: 26: The attached set of building plans have been reviewed by the Fire Prevention Bureau and are acceptable with the following concerns: 5: 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" (2A, 20B:C) dry chemical type. Travel distance to any fire extinguisher must be 75' or less. (IFC 906.3) (NFPA 10, 5.4) 6: Portable fire extinguishers shall be provided within a 30-foot (9144 mm) travel distance of commercial - type cooking equipment. Cooking equipment involving vegetable or animal oils and fats shall be protected by a Class K rated portable extinguisher. (IFC 904.11.5) 1: Portable fire extinguishers, not housed in cabinets, shall be installed on the hangers or brackets supplied. Hangers or brackets shall be securely anchored to the mounting surface in accordance with the manufacturer's installation instructions. Portable fire extinguishers having a gross weight not exceeding 40 pounds (18 kg) shall be installed so that its top is not more than 5 feet (1524 mm) above the floor. Hand-held portable fire extinguishers having a gross weight exceeding 40 pounds (18 kg) shall be installed so that its top is not more than 3.5 feet (1067 mm) above the floor. The clearance between the floor and the bottom of the installed hand-held extinguishers shall not be less than 4 inches (102 mm). (IFC 906.7 and IFC 906.9) 2: Extinguishers shall be located in conspicuous locations where they will be readily accessible and immediately available for use. These locations shall be along normal paths of travel, unless the fire code official determines that the hazard posed indicates the need for placement away from normal paths of travel. (IFC 906.5) 3: Fire extinguishers require monthly and yearly inspections. They must have a tag or label securely attached that indicates the month and year that the inspection was performed and shall identify the company or person performing the service. Every six years stored pressure extinguishers shall be emptied and subjected to the applicable recharge procedures. If the required monthly and yearly inspections of the fire extinguisher(s) are not accomplished or the inspection tag is not completed, a reputable fire extinguisher service company will be required to conduct these required surveys. (NFPA 10, 7.2, 7.3) 4: A Type 1 hood shall be installed at or above all commercial cooking appliances and domestic cooking appliances used for commercial purposes that produce grease vapors. Each required commercial kitchen exhaust hood and duct system required by section 610 of the International Fire Code to have a Type 1 hood shall be protected with an approved automatic fire -extinguishing system installed in accordance with this code. (IFC 904.2.1 and IFC 904.11) Automatic fire -extinguishing systems shall comply with UL 300 or other equivalent standards and shall be installed in accordance with the requirements of the listing. (NFPA 96, 10.2.3) 8: Type I hood systems shall be designed and installed to automatically activate the exhaust fan whenever cooking operations occur. The activation of the exhaust fan shall occur through an interlock with the cooking appliances, by means of heat sensors or by means of other approved methods. (IMC 507.2.1.1) 7: All new automatic fire -extinguishing systems and all modifications to existing automatic fire -extinguishing systems shall have fire department review and approval of drawings prior to installation or modification. 17: U.L. central station supervision is required. (City Ordinance #2436) 9: Egress doors shall be readily openable from the egress side without the use of a key or special knowledge or effort. (IFC 1008.1.8.3 subsection 2.2) 10: Exit hardware and marking shall meet the requirements of the International Fire Code. (IFC Chapter 10) 11: Exits and exit access doors shall be marked by an approved exit sign readily visible from any direction of egress travel. Access to exits shall be marked by readily visible exit signs in cases where the exit or the path of egress travel is not immediately visible to the occupants. Exit sign placement shall be such that no point in an exit access corridor is more than 100 feet (30,480 mm) or the listed viewing distance for the sign, whichever is less, from the nearest visible exit sign. (IFC 1011.1) 12: Every exit sign and directional exit sign shall have plainly legible letters not less than 6 inches (152 mm) high with the principal strokes of the letters not less than 0.75 inch (19.1 mm) wide. The word "EXIT" shall have letters having a width not less than 2 inches (51 mm) wide except the letter "1", and the minimum spacing between letters shall not be less than 0.375 inch (9.5 mm). Signs larger than the minimum established in section 1011.5.1 of the International Fire Code shall have letter widths, strokes and spacing in proportion to their height. The word "EXIT" shall be in high contrast with the background and shall be clearly discernible when the exit sign illumination means is or is not energized. If an arrow is provided as part of the exit sign, the construction shall be such that the arrow direction cannot be readily changed. (IFC 1011.6) 13: Each door in a means of egress from an occupancy of Group A or E having an occupant load of 50 or more and any Group H occupancy shall not be provided with latch or lock unless it is panic hardware or fire exit hardware. (IFC 1008.1.10) 14: Exit signs shall be illuminated at all times. To ensure continued illumination for a duration of not less than 90 minutes in case of primary power loss, the sign illumination means shall be connected to an emergency power system provided from storage batteries, unit equipment or on -site generator. (IFC 1011.6.3) 15: Every room or space that is an assembly occupancy shall have the occupancy load of the room or space posted in a conspicuous place, near the main exit or exit access doorway from the room or space. Posted signs shall be of an approved legible permanent design and shall be maintained by the owner or authorized agent. (IFC 1004.3) 16: Emergency lighting facilities shall be arranged to provide initial illumination that is at least an average of 1 foot-candle (11 lux) and a minimum at any point of 0.1 foot-candle (1 lux) measured along the path of egress at floor level. Illumination levels shall be permitted to decline to 0.6 foot-candle (6 lux) average and a minimum at any point of 0.06 foot-candle (0.6 lux) at the end of the emergency lighting time duration. A maximum -to -minimum illumination uniformity ratio of 40 to 1 shall not be exceeded. (IFC 1006.3.1) 21: 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) 19: Sprinklers shall be installed under fixed obstructions over 4 feet (1.2 m) wide. (NFPA 13-8.6.5.3.3) 18: 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). 23: 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) 22: 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) 24: An electrical permit from the City of Tukwila Building Department Permit Center (206-431-3670) is required for this project. 25: All electrical work and equipment shall conform strictly to the standards of the National Electrical Code. (NFPA 70) 27: 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. 29: In occupancies of Groups A, E, I and R-1 and dormitories in Group R-2, curtains, draperies, hangings and other decorative materials suspended from walls or ceilings shall be flame resistant in accordance with NFPA 701 or be noncombustible. Where required to be flame resistant, decorative materials shall be tested by an approved agency and pass Test 1, as described in NFPA 701, or such materials shall be noncombustible. Reports of test results shall be prepared in accordance with NFPA 701 and furnished to the fire code official upon request. (IFC 807.1, 807.2) 28: New and existing buildings shall have approved address numbers, building numbers or approved building identification placed in a position that is plainly legible and visible from the street or road fronting the property. These numbers shall contrast with their background. Address numbers shall be Arabic numbers or alphabet letters. Numbers shall be a minimum of 4 inches (102mm) high with a minimum stroke width of 0.5 inch (12.7mm). (IFC 505.1) 20: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2436 and #2437) 30: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 31: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575-4407. 32: ***BUILDING PERMIT CONDITIONS*** 33: Work shall be installed in accordance with the approved construction documents, and any changes made during construction that are not in accordance with the approved construction documents shall be resubmitted for approval. 34: All permits, inspection record card and approved construction documents shall be kept at the site of work and shall be open to inspection by the Building Inspector until final inspection approval is granted. 35: The special inspections for steel elements of buildings and structures shall be required. All welding shall be done by a Washington Association of Building Official Certified welder. 36: Installation of high -strength bolts shall be periodically inspected in accordance with AISC specifications. 37: The special inspection of bolts to be installed in concrete prior to and during placement of concrete. 38: When special inspection is required, either the owner or the registered design professional in responsible charge, shall employ a special inspection agency and notify the Building Official of the appointment prior to the first building inspection. The special inspector shall furnish inspection reports to the Building Official in a timely manner. 39: A final report documenting required special inspections and correction of any discrepancies noted in the inspections shall be submitted to the Building Official. The final inspection report shall be prepared by the approved special inspection agency and shall be submitted to the Building Official prior to and as a condition of final inspection approval. 40: New suspended ceiling grid and light fixture installations shall meet the seismic design requirements for nonstructural components. ASCE 7, Chapter 13. 41: Partition walls shall not be tied to a suspended ceiling grid. All partitions greater than 6 feet in height shall be laterially braced to the building structure. Such bracing shall be independent of any ceiling splay bracing. 42: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. 43: All food preparation establishments must have Seattle/King County Department of Public Health sign -off prior to opening or doing any food processing. Arrangements for final Health Department inspection shall be made by calling Seattle/King County Department of Public Health, (206/296-4928), at least three working days prior to desired inspection date. On work requiring Health Department approval, it is the contractor's responsibility to have a set of plans approved by the agency on the job site. 44: Fire retardant treated wood shall have a flame spread of not greater than 25. All materials shall bear identification showing the fire performance rating thereof. Such identification shall be issued by an approved agency having a service for inspection at the factory. 45: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 46: Special inspection for sprayed fire-resistant materials applied to structural elements and decks is required. Special inspections shall be based on the fire -resistance design as designated in the approved construction documents. 47: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 48: Remove all demolition rubble and loose miscellaneous material from lot or parcel of ground, properly cap the sanitary sewer connections, and properly fill or otherwise protect all basements, cellars, septic tanks, wells, and other excavations. Final inspection approval will be determined by the building inspector based on satisfactory completion of this requirement. 49: All plumbing and gas piping work shall be inspected and approved under a separate permit issued by the City of Tukwila Building Department (206-431-3670). 50: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center. 51: Preparation before concrete placement: Water shall be removed from place of deposit before concrete is placed unless a tremie is to be used or unless otherwise permitted by the building official. All debris and ice shall be removed from spaces to be occupied by concrete. 52: VALIDITY OF PERMIT: The issuance or granting of a permit shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of the building code or of any other ordinances of the City of Tukwila. Permits presuming to give authority to violate or cancel the provisions of the code or other ordinances of the City of Tukwila shall not be valid. The issuance of a permit based on construction documents and other data shall not prevent the Building Official from requiring the correction of errors in the construction documents and other data. 53: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (206/431-3670). 54: Signs are not approved as part of this permit. A separate sign permit is required 55: The base of the stained wood wall(s) must be treated to prevent water damage from splash back from pavement or dirt. PERMIT INSPECTIONS REQUIRED Permit Inspection Line: (206) 438-9350 1700 BUILDING FINAL** 0611 EMERGENCY LIGHTING 1400 FIRE FINAL 0201 FOOTING 0409 FRAMING 0606 GLAZING 1500 PLANNING FINAL 4027 SI-COLD-FORM WELD 4025 SI-STEEL CONST 4026 SI-STRUCT STEEL 4004 SI-WELDING 0406 SUSPENDED CEILING CITY OF TUKWILA Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http://www.TukwilaWA.gov Building Permit No. Project No. Date application Accej ' Date Application Expires: (Forofflcei 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 1150 --S9(, Cektcr King Co Assessor's Tax No.: 4-* 4-2 O -oo 10 Site Address: 4•53 SotrGW C A4-r e.. Suite Number: EZ S Floor: Tenant Name: MO`ThZVMhtb 1:GS'C"vre.'.M1 ibm2 New Tenant: [r Yes ❑..No PROPERTY OWNER Name: L lrif 16t-12 50V"P14 GIE-14T E '(Z M A" Address: City: State: Zip: CONTACT PERSON — parson receiving all project commacation Name: 1 51.4 - geivSol.i Address: 125 6 ?18C.I t U. AVE, 4-reToo City:1Ac.c "IA State: wa Zip:4164 Phone: Z53- 621 ,,55ei i Fax: Email: bfQ1_,Vp .� YtgVSON `v GENERAL CONTRACTOR INFORMATION Company Name: Address: City: State: Zip: Phone: Fax: Contr Reg No.: Exp Date: Tukwila Business License No.: ARC)jIITECT OF RECORD Company Name: 0 14t24.141'TI:c.TS Architect Name: epi,C14 L24 u50hL Address: 125-0 944.1 fit` /mod E- , Qi'GE. 1 oo City: ,....thcAp.. State: kidz, Zip.cteA02_ Phone: -(021 , s9 ei Fax: Email: 0fe gv5an biwbt(-.o►'4. ENGINEER OF RECORD Company Name: Ct3 -1,v_u` Engineer Name: Jim Co.41,4 5 Address: \Z''SO 9/4.c-\r tX.- AVE..) p-1 D I City: ,orACAbwA State: wA Zip 40 2 l� Phone: Z'3.3•6") _Ziell Fax: Email: jcaI Iin;@per5—Sttu ru e4 tLoV., LENDER!BOND ISSUED (required for projects $5,000 or greater per RCW 19.27.095) Name: Address: City: State: Zip: H:\Applications\Forms-Applications On Line \2011 Applications\Permit Application Revised - 8-9-11.docx Revised: August 2011 bh Page 1 of 4 kIJ LDING PERMIT INFORMATION 206-431-3670 Valuation of Project (contractor's bid price): $ (0001 COO �$Val Existing Building Valuation: $ N Describe the scope of work (please provide detailed information): '11ttkwr PtInouU.hslArTS 410- O.%16'C1"t•ii ao.5-rgvrt 'r 1 $'-R- rog,. A my_ e.orrAVRAN7 i ' C cJLou a UC+v 'FN.' 1 VIe-g, Ir-Alita, ". I,W1tIJ.S .ate OAR. to A►I/.LA ARea . e- AIMRAOse-S bo►d 12 rmi- al:: k1"<<-14te/4 t p1y$ N?. tl►.1141+ ' o f)r, 1)12.40v00 CPO tN ' 'S' 12400 Will there be new rack storage? ❑ Yes I Floor 1E .. No If yes, a separate permit and plan submittal will be required. oY, de ,All Building Areas`` in Ignt Footage Blow C•l102- interior Remodel 1bZ Type of Construction per w •Prat W4-i1 Accessory Structure• Attached Gsa Detached Garage hed Detached'Carport vexed; Uncovered De 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: .`kl'r rl Ll.1-1 Compact: P—V4 Al Handicap:L' 1C1.1-n Will there be a change in use? 0 Yes ▪ No If "yes", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: Sprinklers ip Automatic Fire Alarm ❑ None ❑ Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ Yes ®. No If "yes', attach list of materials and storage locations on a separate 8-1/2"x 11 "paper including quantities and Material Safety Data Sheets. SEPTIC SYSTEM O 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\Fomm-Applications On Line\2011 Applications\Permit Application Revised - 8-9-I1.docx Revised: August 2011 bh Page 2 of 4 PUBLICWORKS PERMIT IN1 .MATION — 206-433-01 79 Scope of Work (please provide detailed information): Ca11 before you Dig: 811 Please refer to Public Works Bulletin #1 for fees and estimate sheet. Water District ❑ ...Tukwila ❑...Water District #125 O ...Water Availability Provided Sewer District ❑ ...Tukwila 0 ...Sewer Use Certificate ❑ .. Highline ❑ ...Valley View ❑ .. Renton ❑ ...Sewer Availability Provided ❑ .. Renton ❑ .. Seattle Septic System: ❑ On -site Septic System — For on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. Submitted with Application (mark boxes which apply): ❑ ...Civil Plans (Maximum Paper Size — 22" x 34") ❑ ...Technical Information Report (Storm Drainage) ❑ .. Geotechnical Report 0 ...Traffic Impact Analysis ❑ ...Bond ❑ .. Insurance ❑ .. Easement(s) ❑ .. Maintenance Agreement(s) 0 ...Hold Harmless — (SAO) 0 ...Hold Harmless — (ROW) Proposed Activities (mark boxes that apply): ❑ ...Right-of-way Use - Nonprofit for less than 72 hours ❑ ...Right-of-way Use - No Disturbance ❑ ...Construction/Excavation/Fill - Right-of-way 0 Non Right-of-way 0 ❑ ...Total Cut ❑ ...Total Fill cubic yards cubic yards 0 ...Sanitary Side Sewer 0 ...Cap or Remove Utilities ❑ ...Frontage Improvements 0 ...Traffic Control ❑ ...Backflow Prevention - Fire Protection Irrigation Domestic Water ❑ .. Right-of-way Use - Profit for less than 72 hours ❑ .. Right-of-way Use — Potential Disturbance ❑ .. Work in Flood Zone ❑ .. Storm Drainage ❑ .. Abandon Septic Tank ❑ .. Curb Cut ❑ .. Pavement Cut ❑ .. Looped Fire Line ❑ .. Grease Interceptor ❑ .. Channelization ❑ .. Trench Excavation ❑ .. Utility Undergrounding O ...Permanent Water Meter Size... WO # O ...Temporary Water Meter Size .. WO # 0 ...Water Only Meter Size WO # 0 ...Deduct Water Meter Size 0 ...Sewer Main Extension Public 0 Private 0 0 ...Water Main Extension Public 0 Private 0 FINANCE INFORMATION Fire Line Size at Property Line Number of Public Fire Hydrant(s) 0 ...Water ❑ ...Sewer 0 ...Sewage Treatment Monthly Service Billing to: Name: Day Telephone: Mailing Address: Water Meter Refund/Billing: Name: Mailing Address: City State Zip Day Telephone: City State Zip H: Applications\Fonns-Applications On Line\2011 Applcations\Pernut Application Revised - 8-9-11.docc Revised: August 2011 bh Page 3 of 4 PERMIT APPLICATION NOTES — Value of Construction — In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the Permit Center to comply with current fee schedules. Expiration of Plan Review — Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. The Building Official may grant one or more extensions of time for additional periods not exceeding 90 days each. The extension shall be requested in writing and justifiable cause demonstrated. Section 105.3.2 International Building Code (current edition). I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. BUILDING 0 R 0 ' u ORIZED AGENT: Signature: Date: 611. _) 8 - Print Name: vS O.J 27.1� ARC ITE‹ Telephone: Z S) 51 8 0 41 Mailing Address: 1�a ?�'���� �'\IBNV� Sut'j� ?� 1 rteOMit W �4Z City State Zip H Applicationa\Fon s-Applications On Line\2011 Applcations\Parnrit Application Revised - 8-9-I 1.docx Revised: August tot t bh Page 4 of 4 D14-0225 DESCRIPTIONS ACCOUNT Address: 1150 SOUTHCENTER MALL Apn: 9202470010 QUANTITY PAID $292 $292.50 $292.50 $292.50 $292.50 DEVELOPMENT PERMIT REINSPECT FEE -AFTER HRS INSP FEE TOTAL FEES PAID BY RECEIPT: R3758 R000.322.800.00.00 0.00 Date Paid: Friday, December 12, 2014 Paid By: BRIAN SYKES Pay Method: CREDIT CARD 712180 Printed: Friday, December 12, 2014 3:08 PM 1 of 1 SYSTEMS Cash Register Receipt City of Tukwila DESCRIPTIONS PermitTRAK I ACCOUNT I QUANTITY I PAID $2,829.82 D14-0225 Address: 1150 SOUTHCENTER MALL Apn: 9202470010 $2,829.82 DEVELOPMENT $2,746.59 PERMIT FEE R000.322.100.00.00 0.00 $1,664.60 PLAN CHECK FEE R000.345.830.00.00 0.00 $1,081.99 TECHNOLOGY FEE $83.23 TECHNOLOGY FEE TOTAL FEES PAID BY RECEIPT: R3639 R000.322.900.04.00 0.00 $83.23 $2,829.82 Date Paid: Tuesday, November 25, 2014 Paid By: ROBIN L MILLER Pay Method: CREDIT CARD 115242 Printed: Tuesday, November 25, 2014 9:25 AM 1 of 1 SYSTEMS Cash Register Receipt City of Tukwila DESCRIPTIONS PermitTRAK ACCOUNT QUANTITY PAID $5,891.12 D14-0225 Address: 1150 SOUTHCENTER'MALL Apn: 9202470010 $5,891.12 DEVELOPMENT $5,610.80 PERMIT FEE R000.322.100.00.00 0.00 $5,606.30 WASHINGTON STATE SURCHARGE B640.237.114 0.00 $4.50 TECHNOLOGY FEE $280.32 TECHNOLOGY FEE TOTAL FEES PAID BY RECEIPT: R3119 R000.322.900.04.00 0.00 $280.32 $5,891.12 Date Paid: Monday, September 22, 2014 Paid By: BERNARDO GARCIA Pay Method: CREDIT CARD 09255G Printed: Monday, September 22, 2014 2:57 PM 1 of 1 0 Cash Register Receipt City of Tukwila DESCRIPTIONS ACCOUNT QUANTITY PAID PermitTRAK ,644.10 D14-0225 Address 1150 SOUTHCENTER MALL Apn: 9202470010 $3,644.10 DEVELOPMENT PLAN CHECK FEE TOTAL FEES PAID BY RECEIPT: R2628 R000.345.830.00.00 0.00 $3,644.10 $3,644.10 $3,644.10 Date Paid: Friday, July 18, 2014 Paid By: BERNADO GARCIA Pay Method: CREDIT CARD 02361G Printed: Friday, July 18, 2014 1:54 PM 1 of 1 CRWSYSTEMS INSPECTION RECORD Retain a copy with permit MI N CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., 8100, Tukwila, WA 98188 (206) 431-367 Permit Inspection Request Line (206) 438-9350 • 'ProType di nt.�e2O+'MA4 clans :t�on I `1... 7t.a ire Al(41\ � Date : kpecal instructions: Date Wanted: 1.--3 1- ill p:. �.- Requester. bone Nlo: ISApp,ov'eci per applicable codes. Corrections required prior to approval. COMMENTS: rCcC1E-2 q(' Lt >0 IQ Q 9 ?pkive.b iy PECTION FEE i UIREii. Prior toxt inspection. lee must be paid at 6300 Southcenter Blvd.. Suite 100. Cali to schedule reinspectian. [:11 /L Retain a copy with permit ! P 'M INSPECTION RECORD CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., 1100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 lorolec5'Type del -el with J-.-- of Inspection: i /1 /A/1 /tf'r' 1 - Address: Date wed: /Z/J 0 L/ Sp*dal instructions: Date Wanted: / /z/3/ !// `+' P.m. Requester. "hone No: jAppraved per applicable codes. Corrections required prior to approval. COMMENTS: /:1)4- v Z (i '%/f /)+/ J,tf If)z:,.1 i) v 1,i:f ; '-' ;% tfAY� ` f� i �:�I; c, ,A -Jr ,' / : Y _ !-1 /j. ./ /' In REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 5outhcenter Blvd.., 4100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Proptoc.4 4146 rkvik. 'Type o &t5pectia Address: k t 450 S+C._- YIN NO.-- Date Called: ` -- Special Instructions: Date `an ed: � _ q t o�-� t a.m. Requester: Phone ` L cj-q 03 - ❑ Approved per applicable codes. rrections required prior to approval. COMMENTS, , CO---kE hS ,tecC AEk 4 0 t vJl.��t�.i A L , \� PAv t� j P c -2 -► '.`6,.Ist.-- CkA hie V1 '04A i 4,.O . Aoukr •,.\8 % } t (o Date: RED. or to next inspection. fee must be id at 6300 Southcen Btvd., Suit 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INS PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 431-2451 Project t a o \M i tit,., \•S ✓w Type:ojlnspection: k' l l4 �-+ Address: 7 11d,C2 e") WAR Date Called: Special Instructions: - Date Wanted 1 2 I i Requester: Phone No: LJApproved per applicable codes. a Corrections required prior to approval. COMMENTS: P A 0 erv\Vav+lv1 OefupA'.9 - eP.we 5- clays (?....) ?lAuiJ(.,vs1;,JAL=1....14.itt4. A 11 L; -% sv .( (terwoeke Date: 1�- SPECTION FEE i QUIRE DI Prior to next inspection. feetnust be at 6300 Southcenter Blvd.. Suite 100. Call to schedule reipection. N INSPECTION RECORD Retain a copy with permit t I c.E'az.2S PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Pro h a����,�wts )tr TYPe 111 fin: i.._ Address: t 1 S c AA ALL_ Date Called: ppetiai instructions: Date lad ell:► It� ep. 'Requester: ' 'hone No: Approved per applicable codes. IW:»J(Corrections required prior to approval. COMMENTS: ?L44N►'s} .- I=, 4Ai_ -. P4£ 0(..- (....7.- E'ld ri or STEEL f1 v-i00b 'TRIP" Wet Gas nlQ L C-ie 4 /4- -N C) .e f` bti +A F i r 2 14 au 0 c ;NJ ssi..-ler..3 s co 2 1Z 1,3 IL 4 eo C a tk _.s___Js o \trr F. 74P0.,,\ '.cco— 3cic.,--636Co. 41461.* 7=; NSPECIiON REQUIRED I Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Date:1 JO INSPECTION RECORD Retain a copy with permit "-" PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 0c: Type of tnsection: Speet,� �� � �v ress: Date Celled; Special Instructions: Date W� a ct 1 I) 1, r 2. 't P.M. Requester Phone No: DAppraved per applicable codes. Corrections required prior to approval. COMMENT& (2 A bh (. S 0d-c o s A rV 0 4 See ,- „.,^o Le-1-ke✓ bl Rv'y' c .G S xAL R s;/Si Date: i. PECT-`ION FEE ED. Prior to next inspection. fee must be t 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspectian. INSPECTION RECORD Retain a copy y with permits th2 5 P P MI . CITY OF TUKWILA BUILDING DIVISION L'" l 6300 Southcenter Blvd.., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 A1v.vi calCT � 1J Ma's 1 ype Inspectn; -^ 5� t(O.1( SL Calftd: Address: M u `. r�� Instructions: r Date nted: -& --- ciao-, p.m. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval, COMMENTS: cA4S o SS AD f fa AA . MS o S Sre✓ CA J\ ST A 3nPc4 t c-Lr tL A._C l ,5`1 r -t3 ,LST'1 f A e� c. trey - or Date: ❑REINSPECT REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Btvd., Suite 100. Cali to schedule reinspection. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter 6Wd.,1100. Tukwila. WA 98188 (206) 431-3670 Permit inspection Request Line (206) 438-9350 `Type ne w-2.JMI'( J S of lion,• t�l . �' 5 O S /�/ Date cal _ -..�,ns ! spinn t instructions: ireiu�ttd: Requester Phone No: coMMetvrs: Corrections required prior to approval. 464( /e—S A'/Ne �'-T err p/A 0 (-0 J; A 0----)twe-D i-Th c2;ov.,-- ef,‘,11-t. t etrer Ins or. Hates QRgN5PECTittN FEE UMRED. Prior to next inspection. fee must be paid at 6300 Southcenter Btvd.. Suite 100. Cati to schedule reinspection. IN INSPECTION RECORD Retain a copy with permit b i -0z2; PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 431-2451 rot:cs.zia(4S f�� � 'x'�( L► Pi1. Address:Date " C'( Se rv\ \ \ Called. Special Instrucdo s A �,0.>`45 Date Wanted:a.m. is('/iiV (....r Requester: Phone No: LApptoved per applicable codes. tJ Corrections required prior to approval. COMMENTS: pate: PECTION FEE REQUIRED. Pridr to next inspection. >jbe must be t 6300 Southcenter Blvd:, Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206} 438-9350 Iron ,enit-$ 'Type_of ins ton: i— V JAM MI tom. c4-60zli Date Called: 3peciai Instructions: Date Wanted: I '2._ - 1- 1 9 S.M. evil.: Requester Phone No: RApproved per applicable codes. COMMENTS: corrections required prior to approval. ice- iZAtY\ 11, e - ►1 pptaJ J c.LAZinI(„ - rApPia ec Date: lZ REQUID. Prior to nextinspection. fee must be pa at 6300 Southcenter Blvd.. Suite 100. CaU to schedule reinspection. INSPECTION RECORD Retain a copy with permit �/ � CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., 6100,. Tukwila, WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Prate 8 E. t'-Y.th V ,q t Type of Inspection. S t S IFf" n, I to b Address: "St) 50. r"ACt Date Called: ppedal instructions: bate Wanted: ii , 21 -II p.m. Requester. Phone No: ISAPProved Per applicable Corrections required prior to approval. COMMENTS: ite2 1- ly NSPECflON FEE REQi1 ED. Prior t next inspection. fee must be id at 6300 Southcenter d.. Suite 100. Cali to schedule reinspection. INSPECTION RECORD Retain a copy with permittUD 1N #. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit inspection Request Line (206) 431-2451 Pi+" t°tiq -,1 jAfl K Type eof tit t1tJ �. Address: tt5o ca ri A t 1 Date Called: fafa Ai4t-ti,k-4- w5 Special Instructions: Date Wa 1 trd;�"I I `1 i4f: rn: Requester: Phone No: Ej• Apprdved per applicable codes. ElCorrections required prior to approval. COMMENTS: 4::), 0 C;L.uu D -i.e.-1 au— Orr ,- via , ,' O t(' , A- q ) c'P(V Or ,Oktt,Jet i- oft & E%•4q,ip :.:D.9r Ae V�.- v Y' Y A tit 1'J C _.. t v trArt tj l cj 10✓to r-3 P ANei tie Nat 1,Jc)kA►Ntt— „R es- -i ✓ASP NSPECTIONFEE R &WIRED. Prior t next inspection, fee must be id at 6300 Southcent r Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit 314• 0225 PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 431-2451 (206) 431-3670 Pro t: Type of �ecoon: Address: SA SG MA'll Date Called: Special Instructions: Date Wanted: 4.a Requester: Phone No: QApproved per applicable codes. Corrections required prior to approval. COMMENTS: Pli'-- I . A t,JM{S 0i1 t' e G PT 1 J /1 `d r S (br e ,- ry/ . s J —J r9-r e-t- `s N Or it,pA r J L1 p f r e-- t Ai ( 6-1)LeJ A. n Inspector: Date: / J £) REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. { INSPECTION RECORD Retain a copy with permit ]�l 1-1,-(2zsl PERMIT NO. CITY OF'TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., *100, Tukwila. WA 98188 (206) 431-3670 Permit inspection Request Line (206) 431-2451 p `1oC r 2tti4 S Type of Inspection: vuSPetJo€ Date Caked: /e'lu.J6 Address: i` o C V+n ALL, Special Instructions: Date Wanted: a.m. Requester: Phone No: QApproved per applicable codes. ICorrections required prior to approval. COMMENTS: CI) P.) n c.v- it%CI0'C/ iu cAlot...4/ NSPECTION FEE RE !RED. Prick to next inspection, fee must be id at 6300 Southcenter = lvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 431-2451 Project•. UE'►��U S Type of Inspection: li see{ Address: Date Called: Special Instructions: Date Wanted: 1 t7 -2 2 - t t,( p-m. Requester: Phone No: QApproved per applicable codes. Corrections required prior to approval. COMMENTS: i Lib di i or; I WO IIINSPECTION FEE R QUIRED. • rior to next inspection. fee must be aid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. Date: iO_?Z_ INSPECTION RECORD Retain a copy with permit INSPECTION NUMBER PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project: TypeType_ of Inspection: ! t Address: \ \ SC) , s t C. 4N,r1a\\ Suite #: Contact Person: Special Instructions: Phone No.: Approved per applicable codes. Corrections required prior to approval. COMMENTS: cJ\ (_ c c *l t v' .s \ }�v\0ri C5)‹.QC \OltcQ Needs Shift Inspection: e s Sprinklers: Yc s Fire Alarm: vvo„,� 4 Hood & Duct: `r'er Monitor: Cy, .,� �,-*,,„, Pre -Fire: i.. Permits: Q , A , Occupancy Type: A - Z., Inspector: Date: \A\ Hrs.. $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. Biilutg Address Attn: Address: Company Name: City: State: Zip: Word/Inspection Record Form.Doc 3/14/14 T.F.D. Form F.P. 113 INSPECTION RECORD= Retain a copy with permit INSPECTION NUMBER 14- 2-4 14 rn 14- at CITY OF TUKWILA FIRE DEPARTME 206-575-4407 PERMIT NUMBERS Project: ' Type of Inspection: �rS Dc- lQ-Zvwa -, {a. , 1.-lroA,.7D, —c-e Address: Suite #: \\50 C (.-k lV\..\ , Contact Person: Special Instructions: Phone No.: Approved per applicable codes. NCorrections required prior to approval. COMMENTS: :1!) •k7. ,, A . -.-...---k" .a a ci 4 ,,*. o cCbv &sr. vRAok .e.iL c4,-.. ca."* L 5` 7'ov-- Cruz c.,A.Lczrr-..LA.. - { \\ 93 5, C , n^�\1 3 ov-\ -c : cam r ‘,r `tv\v� e-, tsi- pLk'cvx c4 r �\\ '(-r . (*Z Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector: 51 Date: t ' j 5a \ l ik Hrs.: t 5 $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. CaII to schedule a reinspection. Billing Address Attn: Company Name: Address: City: State: Zip: Word/Inspection Record Form.Doc 3/14/14 T.F.D. Form F.P. 113 INSPECTION RECORD Retain a copy with permit INSPECTION NUMBER zZ /%/-- S — .2`fZ PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project: _ Type of Inspection: ,c-- n Address: Suite #: / 9) 5 ofrakt7 Contact erson: Special Instructions: Phone No.: Approved per applicable codes. Corrections required prior to approval. COMMENTS: /t/ — r°9/47vs enii/ Siff Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector: ,,,„ yf Date: /2 -2 - -- i y Hrs.: j. 6 $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. CaII to schedule a reinspection. Billing Address Attn: Address: Company Name: City: State: Zip: Word/Inspection Record Form.Doc 3/14/14 T.F.D. Form F.P. 113 INSPECTION RECORD Retain a copy with permit INSPECTION NUMBER big- O PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project: ploEt e? w'4c Type of Ins ection: se Ou Address: ,i!..; l� Suite #: '>/e' N-t,Z-- Contact Person: Special Instructions: , Phone No.: ii(/ ,Approved per applicable codes. Corrections required prior to appro>gI. COMMENTS: A totxtcc... pi-.04-4.1 i\eigi-ts / c ' pfj lf4 _ iN o tz r Tf'M %t c -k cem-s/vi a l G L A vt- 0 3 49k Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector: jI 5 -- Date: ✓1/4/7//e/ Hrs.: 1 $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. CaII 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 Date: OFF HOURS INSPECTION Reimbursement authorization/approval to conduct inspection activities during off hours. 121,014\ t�l Requested By: ' (I6tIL Sk'5 Firm/Company: /"I ► ItCCIAArc�c/7b4t 4 _e p Y� & Inspection Information Permit Number: DILA _ Project Name: l\tOCi Aid i P W%M2 - 1tG ifi a,A Z Project Address/Location: 1 \ ),, IGj0l�'�{C jJ j k LL 0 Requested Date for Inspection: O'1041 i rr�� Requested Time: vl 0 AM Contact Name: �V-1 AN cA Phone Number: 11' _lcot ot • 1 Special Conditions for Consideration: Elltilt19-V i'C,`E L1t ji4"tl N L- ** Contractor will be charged a minimum for three (3) hour inspection time for any off -hours inspection work at $97.50 per hour (minimum total of $292.50). This is to be paid at the time of request. ** The undersigned, as an authorized representative of the above firm, hereby agrees to reimburse the City for its overtime inspections on the above referenced project. A separate invoice will be issued for all inspection time in excess of (3) hours. Signature: Printed Name: ks Date: /7/4//171 t see Only Approved: / Disapproved: Date of Approval/Disapproval: Authorized Reviewer: Paid: 1240411' Receipt No: -ai"13 Remarks: H:\Permit Center Forms\Off Hours Inspection.docx DESCRIPTIONS PermitTRAK ACCOUNT I QUANTITY PAID D14-0225 Address: 1150 SOUTHCENTER MALL Apn: 9202470010 $292.50 DEVELOPMENT PERMIT REINSPECT FEE - AFTER HRS INSP FEE TOTAL FEES PAID BY RECEIPT: R3693 R000.322.800.00.00 0.00 $292.50 $292.50 $292.50 Date Paid: Thursday, December 04, 2014 Paid By: R MILLER CONSTRUCTION CO INC. Pay Method: CREDIT CARD 114043 Printed: Thursday, December 04, 2014 9:34 AM 1 of 1 SYS7EM5 iKrazan & ASSOCIATRS, INC GEOTECHNICAL ENGINEERING • ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING & INSPECTION November 9, 2014 KA No. 066-14275 Permit No. D14-0225 City of Tukwila Attn: Bldg Dept 6200 Southcenter Blvd, Tukwila, WA 98188 RE: Final Letter Moctezunn's Canopy 1150 Southcenter Blvd. Tukwila, WA 98188 To Whom It May Concern: In accordance with our clients request and authorization, we have performed special testing and inspection services for the above referenced project. The special inspections for this project were: • Reinforcing Steel • Proprietary Anchors • Grease Duct Inspection • Lateral Framing • Structural Steel Welding To the best of our knowledge, all work has been tested and inspected and has been found to be in general accordance with the approved plans and specifications, and engineering revisions, and chapter 17 of the 2012 international Building Code. If you have any questions, or if we can be of further assistance, please do not hesitate to contact our office at (253) 939-2500. Respectfully submitted, ICRAZAN & ASSOCIATES, INC William B Throne Operations Manager Puyallup CC: R. Miller Inc With Offices Serving The Western United States 922 — Valley Avenue NW Suite 101 • Puyallup, WA 98371 • (253) 939-2500 • Fax: (253) 939-2556 401i1KraZan8 ASSOCIATES, INC. OEoT EGMwCAL ENGINEERING • ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING AND INSPECTION DATE:11126/2014 PROJECT #:066-14275 PROJECT: Moctezuma's Canopy LOCATION:1150 Southcenter Blvd. KRAZAN P.M.:WT WELDING INSPECTION REPORT NO.: 14nliSSR112614RH1 CONTRACTOR: R Miller PERMIT #:0140225 INSPECTOR: Randy Hansen JURISDICTION:City of Tukwila WEATHER:Overcast TEMP:52' ® STRUCTURAL STEEL ® FIELD 0 SHOP WELDING ® VISUAL item(s) Inspected: (Entry Canopy Loudon: ❑ MATERIAL ID }Column to beam connections ❑ Welder qua lon / GIAlfcetion vatted tor. Position 0 FLAT IS VERTICAL ® HORIZONTAL 0 OVERHEAD 0 Flier Mslel: Process: 0 SMAW ® FCAW ❑ GMAW 0 SAW 0 Other: Wdd Type: ® FILLET 0 C.P. 0 P.P. ❑ PLUG 0 Other Wald Size: 0 snr 0 VC ® sir 0 yr 0 Other. Codas: ® AWS 0 AISC 0 IBC 0 AWE 0 Other: NOTES ❑ DISCREPANCIES 0 % COMPLETE On site as requested by the contractor for visual inspection on the welds for the Entry Canopy. Performed visual weld inspection on the weld connections per detail 5 on S4.0 of the approved plans. All connection points that were welded had the galvanizing removed for fit up. All work was performed in accordance with the plans, specifications, and AWS D 1.1 RECEIVED CITY OF TUKWILA DEC 1 5 2014 PERMIT CENTER Reviewed By:, ASTM Test t Equipment/Asset Number(s): To the best or my knowledge, the above WAS performed In accordance with the approved plans, spedladons, and regulatory rsquiements. iclrroNi: Ili* Swam/L . �tiw:yfiI` Offices Serving the western united States 06r« Moddig laupsodos awl Maim El 1412011 Bothell (425) 485-5519 • Poulsbo (360) 598-2126 • Puyallup (253) 939-2500 1rrirwelr polled •i. squat peaosi learlriraa tfrt.a 1`mot =viat htopsimmi =himslYr rwlM /•Wi/ dMireel Wass a'.11166616. 1fYoven lams far Wpmr waft bawl ttWit es aitaataril trar•arititiaw Y6wre lrY artwiwwad ilia of amp"wrlgsr.M mop witiberrwh 16616m6e666616rMB WON bfMo �'ag Page lofl Krazan & Associates, Inc. GEomCMNIC L ENGINEEIVNG • ENVIRONMENTAL ENGMNEEPING CcMTMlcnoN TESTING ANo INSPECTION DATE: i 1- t'l - p_c• i'4 PROJECT #: Q66 rye?,t- PROJECT ilnetLt idittiMir, 619•,v'p LOCATION: SI60 4gt.a^�.; meld &LL, KRAZAN PROJECT MANAGER FIELD REPORT NO: 145607 CONTRACTOR: A Ma %/t✓ JURISDICTION: Cjr4y r,F 7 ktufdiq PERMIT #: INSPECTOR: iA.431 rt RnKki WEATHER: l/tek - TEMP: yy7c- fc,rpurirk tea.$442rodexavni.c alLttrin PAW, itipniat.d .armor..Xa tte,--turi,u, G,n j. Ar,.t jc rtZsbn — .96t. Zfilaterfleo'i1il77t.G tA4EA. A knott r- LE // iad- yr 5,0.,. _fin c ►rat )il `O !� r,r,rvhe,.,�, 6,('ice lift» -thy- Varv/Ky` rt1+w i) k d < _ - 1d. tiffaserairei 41.1- 4.a2 ! 4, &9bv 11 - 10 i 'tQit /-c 7/K. KrALa^ he/AL gig. SmirattzlhelifG 4a5[nKrt �j,eitttilsgree ?' 1£_ /ar,.• g'!posfr 4 LtrvAr4rft GpAy cps fijILL:3A# r a •w AIg4e - 1 Ia1l1fx4/ari Cl S l LhMu ,i, m dt► 1 t e‘ (" Inv 1.a _ ex.;(111> Ggilf‘fevc,licalellerido. „ r_ u rn Acnw,n►, Itik4t. # o' 17d',* III., 6b (A- �.`w rt.tin:wte,m c 4 Lr' r.„Lret er ;iv,* iZ� o jc,S•,i„ 6IIr,G) mCf464P,c[mnr� Lobes rr,0 ` 5irapsitri %►_r ".i� S"�G-".,1�` Avi- ,en; filE chief Lae L4cre ightxxl.p r- .`i i . S3•v yL..s Akel,ei Jo -q- n/'-1/ Equipment/Asset Number(s): To the best of my knowledge, the above WAS / WAS NOT performed in accordance with the approved plans, specifications, and regulatory requirements. epresentative: Technician: Ibis report Irldlosles our Inpedoes and Roans results based on the aaa conAlon and contro to s Iselseler doss not looapl rsoPonaltely for atlly d Ohs rsab. corns Irdsrmalon an Ible report Fro/ bars best Ins dent This /spon awl not be monad cod„any tonne alpaaut thsslam permission of Or dint and Kranm a to review qia to tint q erne:I . 9y Aping One report Our on als. Ts Inlonnamr po ld d on Ns resod le sewed tor Vs ocluelos use ot Offices Serving the Western United States Bothell (425) 485-5519 Gresham (503) 665-3574 Poulebo (360) 598-2126 Puyallup (253) 939-2500 DAILY FIELD REPORT 2000Aoc EFFECTIVE: N17r12Ooe 3Associetes, Inc. Gectearwoal Engineering • E,wkounoi i Engines** Construction Testing end kapection DATE: 11/5/2014 PROJECT t 00514275 PROJECT: moc1IM's LOCATION: 1150 Sout cenbr KA P.M.: WT FIELD REPORT NO.: CONTRACTOR: R MMer 14275DFR110514-RH -1 PERMIT t INSPECTOR Mindy y JURISDICTION: City of Tukwila WEATHER Overcast TEMP: 50' Dn site as requested for Epoxy Anchor Inspection Upon arrival at the project location, met with the contractor representative and was informed of the requested inapectim The contractor provided the approved plans for review. The Structural Steel Contractor was installing new tube steel columns and beams at the entrance to the structure and setting epoxy anchors for the column bases. Observed the installation of anchor bolts at 2 column bases per detail 1 on sheet S5.0 of the plans. The contractor drilled holes for a minimum 2 '/i" embed of 5/8" diameter anchor rod. The holes were cleaned by compressed air and brush, then the anchor rod was set into the holes with Simpson Set-XP epoxy, lot #: 1813306S 08/2016. The bolt obtained full epoxy coverage. The work was performed in accordance with the plans, manufacturer installation instructions, and ICC Evaluation Service Report ESR-2508. Reviewed By: ♦44 ASTM TOM I: To the beet a mylowiveledp. the above ant v.aans.d tor braeuaon pewees outs. Technician: EqubnantlMset anbielsk R •�stMiir'r /L Se-4 Offices Serving the Western United States Lynnwood (425) 485-5519 • Poulsbo (360) 598-2126 • Puyallup (253) 939-2500 Maims MOM 0243/1113 ii,iY ifiapoYYa•Ym+Y'ngr1ard.•rYnsaAiRlr110.l,01m.wmpir•erW.1Yrr.impalmisAimin'i OY.1.+YIYrw••MOrr11.r■1111lYY.reWaYYmraw11• ri:Y. Aii�N.w1•r�Y• pints OW Mil Won rmp"..ri•nrrail sow repriq 7i.amiirisies 'WYyivai Test Data/Report American Industrial Testing Lab, LLC Phone: 503-429-7006, Fax: 503-429-5237 OProject Date: December4, 2014 Project Number: RMI120414A Client Name: R Miller Contact: Peter Meyer Phone: 206-459-8206 Location: 18321 98th Ave SE, Bothel, WA 98011 Project Location: Moctezuma Restaurant, 1150 South Center Mall, Tukwila, WA Manufacturer/s: Voltage: 120 VAC Current: IA Phase I Model Number/s: RM001 Serial Number/s: Heater001 Standard Used: UL-795 The Standard for Commercial Industrial Gas Heating Equipment Ambient Temperature: 23.1 C° Temperature, Hottest Component: (temps in C) Humidity: 51% Label Number: 13008 Mains Wire or Cord: 17.9 Mains Power Device: PLC: Motor: Relay or Contactor: Fuse: Breaker: Switch: Lamp: EMO Switch: Safety Relay: Timer: I/O: Power Supply: Monitor: Transformer: 24.1 Valve: PCB 22.1 C Printer: Rectifier: Misc: Honeywell 24.6 Misc: Gas Valve 32.0 Misc: Passed/Fail Gas Reg Voltage: L1 to L2: 118.9 VAC L2 to L3: L1 to L3: Passed/Fail Current: L1:0.7 A L2: L3: Passed/Fail Phase: 1 EMO Test: Pass Largest Load: Laser Ground impedance: < 0.1 I2 Passed/Fail Hi -Pot Test: Test Voltage: N/A VAC/DC Unit: Passed/Fail If Hi -Pot test was not done. why: visually inspected Listed input device / hard wired / cord connected Leakage Test: Max. Current: Hi-Pot/Leakage Test Unit - Fwd / Rev / Closed Condition: Passed/Fail If Leakage test was not done, why: Twist lock plug Double ground/ hard wired/ cord connected Client Test Equipment Brand S/N The unit/s passed and was/were labeled. Engineer/Inspector: Alfred A. Mikalow III Reviewers Name: Bill Krause Model # Cal. Date Signature: Signature: die/e/i0 American Industrial Testing Lab, LLC - 55371 McDonald Rd, Vernonia, OR 97064 - Email-sandy.mikalow(,aitilabs.com Test Data/Report American Industrial Testing Lab, LLC Phone: 503-429-7006, Fax: 503-429-5237 Project Date: December 4, 2014 Project Number: RMI120414A Client Name: R Miller Contact: Peter Meyers Phone: 206-459-8206 Location: 18321 98th Ave SE, Bothel, WA 98011 Project Location: Moctezemu Restaurant, 1150 South Center Mall, Tukwila, WA Manufacturer/s: Voltage: 120 VAC Current: lA Phase 1 Model Number/s: RM001 Serial Number/s: Heater002 Standard Used: UL-795, The Standard for Commercial Industrial Gas Heating Equipment Ambient Temperature: 23.1 C° Temperature, Hottest Component: (temps in C) Humidity: 51% Label Number: 13009 Mains Wire or Cord: 20.1 Mains Power Device: PLC: Motor: Relay or Contactor: Fuse: Breaker: Switch: Lamp: EMO Switch: Safety Relay: Timer: I/O: Power Supply: Monitor: Transformer: 32.6 Valve: PCB 26.8 Printer: Rectifier: Misc: Honeywell 26.1 Misc: Misc: Pot 21.2 Passed/Fail Voltage: LI to L2: 118.5 VAC L2 to L3 LI to L3 Passed/Fail Current: L1:0.7A L2: L3 Passed/Fail Phase: 1 EMO Test: Largest Load: Ground Impedance: 12 Passed/Fail Hi -Pot Test: Test Voltage: VAC/DC Unit: Passed/Fail If Hi -Pot test was not done, why: Visually inspected primaries for faults Listed input device / hard wired / cord connected Leakage Test: Max. Current: Hi-Pot/Leakage Test Unit - Fwd / Rev / Closed Condition: Passed/Fail If Leakage test was not done, why: Twist lock plug Double ground/ hard wired/ cord connected Client Test Equipment Brand Model # S/N Cal. Date The unit/s passed and was/were labeled. Engineer/Inspector: Alfred A. Mikalow III Signature: Reviewers Name: Bill Krause Signature: American Industrial Testing Lab, LLC - 55371 McDonald Rd., Vernonia, OR 97064 - Email-sandy.mikalow@aitllabs.com Test Data/Report American Industrial Testing Lab, LLC Phone: 503-429-7006, Fax: 503-429-5237 Project Date: December 4, 2014 Project Number: RM1120414A Client Name: R Miller Contact: Peter Meyers Phone: 206-459-8206 Location: 18321 986' Ave SE, Bothel, WA 98011 Project Location: Moctezuma Restaurant, 1150 South Center Mall, Tukwila, WA Manufacturer/s: Voltage: 120 VAC Current: I A Phase 1 Model Number/s: RM001 Serial Number/s: Heater003 Standard Used: UL-795 Ambient Temperature: 23.1 C° Humidity: 51% Label Number: 13010 Temperature, Hottest Component: (temps in C} Mains Wire or Cord: Mains Power Device: PLC: Motor: Relay or Contactor: Fuse: Breaker: Switch: Lamp: EMO Switch: Safety Relay: Timer: I/O: Power Supply: Monitor: Transformer: 33.1 Valve: PCB 22.3 Printer: Rectifier: Misc: Honeywell 28.6 Misc: Misc: Pot 25.1 Passed/Fail Voltage: LI to L2: 118.7 VAC L2 to L3---- LI to L3 --- Passed/Fail Current: L 1: 0.7A L2: --- L3 --- Passed/Fail Phase: 1 EMO Test: Largest Load: Ground Impedance: O Passed/Fail Hi -Pot Test: Test Voltage: VAC/DC Unit: Passed/Fail If Hi -Pot test was not done, why: Visually inspected primaries for faults. Listed input device / hard wired / cord connected Leakage Test: Max. Current: N/A Hi-Pot/Leakage Test Unit - Fwd / Rev / Closed Condition: Passed/Fail If Leakage test was not done, why: Twist Lock Plug. Client Test Equipment Brand Model # S/N Cal. Date The unit/s passed and was/were labeled. Engineer/Inspector: Alfred A. Mikalow 111 Signature: Reviewers Name: Bill Krouse Signature: American Industrial Testing Lab, LLC - 55371 McDonald Rd., Vernonia, OR 97064 - Email-sandy.mikalow(a)aitllabs.com Test Data/Report American Industrial Testing Lab, LLC Phone: 503-429-7006, Fax: 503-429-5237 The Field Evaluation and Labeling Process Evaluation Components are evaluated to determine whether they are applied within their product classification. A visual inspection of the product is performed, with particular attention to the following areas: • Use of "listed" or "recognized" components • Proper overcurrent protection • Proper wiring sizes • Wiring methods Grounding methods Acceptable isolation • Guarding of live parts • Acceptable markings Damaged components Obvious hazards A corrections list is issued following the initial evaluation, identifying any discrepancies and required action(s). American Industrial Testing Lab, LLC. is not responsible for making the corrections. Testing After the corrections have been made and the product has been deemed acceptable for energizing, testing is performed, including: • The input current and voltage are measured to verify that the product is operating within its ratings under normal full load operating conditions. Temperature rise testing is performed on the enclosure surface and the interior components. During the test, the machine is operated continuously as intended until temperatures stabilize. A test potential is applied on each phase conductor to ground for 60 seconds from the load side of the product disconnect. The test potential applied is determined by the applicable standard. Motor insulation resistance is tested in accordance with the applicable standard. The Emergency Machine Off (EMO) and safety interlock circuits are tested for proper operation, if applicable. A current leakage test is performed on the product when deemed to be cord -connected, if applicable. Test Equipment Equipment Function Model Serial No.Cal. Due Date Radio Shack Amp Clamp/DMM 22-172 04A11 11/30/14 11/30/15 Radio Shack I/R thermal gun 22-1701R E0062012958 11/30/14 11/30/15 American Industrial Testing Lab, LLC - 55371 McDonald Rd., Vernonia, OR 97064 - Email-sandy.mikalow@ iitllabs.com Test Data/Report American Industrial Testing Lab, LLC Phone: 503-429-7006, Fax: 503-429-5237 Corrections 1. The manufactures labels were missing. Resolved: The manufacturers label was added with the correct ratings information and the model and serial numbers were added. 2. Several wires were not capped and exposed. Resolved: The correct wire nuts were added where needed. 3. The top hood for the fire place was over 65 Degrees C. The lower bowl was below 65 Degrees C. Resolved: 4 ea Hot warnings were added to the lower rim of the hood in each compass direction. PHOTO Over all front View of gas fired fire place American Industrial Testing Lab, LLC - 55371 McDonald Rd., Vemonia, OR 97064 - Email-sandy.mikalow(�aitllabs.com Test Data/Report American Industrial Testing Lab, LLC Phone: 503-429-7006, Fax: 503-429-5237 SCHEMATIC American Industrial Testing Lab, LLC - 55371 McDonald Rd., Vemonia, OR 97064 - Email-sandy.mikalow@aitIlabs.com BRIAN SYKES, Superintendent C: 206.459.9037 0: 425.775.3822 www.rmillerinc.com IN From: Todd Parke Imaitto:TParke@pcs- structural.coml Sent Thursday. October 23.20141:06 PM To: Brian Sykes Cc: Michael Panek; Melanie lazeolla; Joe Missel; James Dugan; Bernie Garcia; Ben Ferguson Subject• RE: Parapet Extension Brian, I am okay with the flat 800S162-54 studs, however we need (3) #8 screws to the stud, (2) will not work. With regards to the lower stud wall, am I understanding you correct, see below? in Todd Parke, S.E, Project Manager tacoma 253.383.2797 seattle 206.2925076 TParkei pcs-structural.com w ww.pctstructural.com From: Brian Sykes Lmailto:brian@rmillerinc.comJ Sent Thursday. October 23.201411:47 AM To: Todd Parke Cc: Michael Panek; Melanie Iazeolla; Joe Missel; James Dugan; Bernie Garcia; Ben Ferguson Subject FW: Parapet Extension Todd, See below from my framer with regards to the clip attachment. Let me know if you need clarification. I have also attached a photo to answer your other email regarding the wall to wide flange question. The gap is'%: . BRIAN SYKES, Superintendent C: 206.459.9037 0: 425.775.3822 www.rmillerinc.com From: Jonathan Hemandez jlnaifto jhemandez@pbcontractors.netj Sent Thursday. October 23.2014 8:37 AM To: Brian Sykes Subject Re: Parapet Extension The problem is that the usable flange of the beam is like 1 1 /4" before the bend portion of the beam is reach, we cannot attach two Hifti pins as once we drive one in it pull the other out. We used a 800S162-54 flat as connection with 2 Hilti pins to the bean and 2 #8 3/4" screw to the studs. The other solution will be to use a longer clip from the vertical side of the beam to the new studs members, keep in mind that this clip needs to be special order and it would take 2 to 3 weeks to get onsite. raraalgm ewnamg uon Sent from my iPhone 0n Oct 23.2014, at 7:54 AM. Brian Sykes (banamifigiings&m> wrote: Can you help answer his question. Sent from my Verizon Wireless 4G LTE DROID Original Message Subject: RE: Parapet Extension From: Todd Parke <TParke(pcs- structural.com> To: Brian Sykes <brianermillerinc.com> CC: Michael Panek <1ltichaek rmillerinc.com>,Peter Meyer <peterbrmillerinc.com>,Joe Missel <JMissek parametrix.com>,James Dugan <JDuganaparametrix.com>,Melan ie Iazeolla <Melanieermillerinc.com>,Ben Ferguson <bfergusongblrb.com>,Bernie Garcia <bgarciaf1 grnail.com> What minimum flange width do you need to make your connection to the steel beam? <sig.bmp> Todd Parke. S.E, Project Manager tacoma 253.383.2797 seethe 206.292.5076 TParke@pcs-structural.com www.ocs-structural. a m From: Brian Sykes [mailto:brian@rmillerinc.comj Sent Thursday. October 23.2014 7:50 AM To: Todd Parke Cc: Michael Panek; Peter Meyer; Joe Missel; James Dugan; Melanie Iazeolla; Ben Ferguson; Bernie Garcia Subject Re: Parapet Extension Please provide an alternate clip. Thanks, Brian Sent frnm my Verizon Wireless 41; , Todd Parke <TParkeltpcs- structuraLcom> wrote: Brian, Lying flat would not assure us of the capacity that we need to develop. If installation cannot be performed, we could switch to an alternative clip. Please let me know and I will help to resolve as necessary. Thanks, <image003.png> Todd Parke, S.E, Project Manager tacoma 253.383.2797 seattle 206.292.5076 TParke@pcs-structural.com From: Brian Sykes Imaitto:brian@rmillerinc.comi Sent Wednesday. October 22. 2014 4:0 i EM To: Todd Parke Cc: Michael Panek Peter Meyer; Joe Missel; James Dugan; Melanie Iazeolla; Ben Ferguson; Bernie Garcia Subject Parapet Extension Todd, With regards to detail 1 on S 4.0, the lower Scafco clip attachment is difficult to perform. Are we able to tum it 90 degrees so that it lays flat for ease of attaching to the wide flange beam? We can still get three screws into the existing studs. I am looking to begin closing up the wall tomorrow as we have been special inspected and the sistered studs are good to go. Ben- where are we at with the mall brick/flashing detail? Tying these together will be tricky. Thanks, Brian <image004.jpg> BRIAN SYKES, Superintendent C: 206.459.9037 0: 425.775.3822 ismammilletiosson <imaae005.ona> Seattle Tacoma RS Structural Solutions 811 First Avenue, Suite 620 • Seattle, WA 98104 • tel: 206.292.5076 1250 Pacific Avenue, Suite 701. Tacoma, WA 98402 • tel: 253.383.2797 www.pcs-structural.com STRUCTURAL CALCULATIONS ; ,-----'". me copy PP FOR MOCTEZUMA'S p !. SOUTHCENTER CABRIO RO REVIEWED FOR ODE COMPLIANCE TUKWILA, WA APPROVED • NOV 2 0 2014 City of Tukwila PREPARED BY BUILDING DIVISION PCS STRUCTURAL SOLUT/ONS EVISION NO1L4 RECEIVED CITY OF TUKWILA NOV 0 3 2014 PERMIT CENTER OCTOBER 20, 2014 14-48 1.03 bv+O22s DSAllNG5 D-1 RECEIVED CITY OF TUKWILA NOV 0 3 2014 PERMIT CENTER D-2 J A s 0 D 1 I 2 I y'Eµ)ERAL NOTES, THESE GENERAL NOTES ARE 10 BE USED AS A SUPPLEMENT TO THE SPECIFICATIONS. ANY DISCREPANCIES FOUND AMONG THE DRAWINGS, THE SPECFTCATONS, 1115E GENERAL NOTES AND THE SITE CONDITIONS SHALL BE REPORTED TO THE ARCHITECT. WHO SHALL CORRECT SUCH DISCREPANCY IN WR1Nw ANY WORK DONE BY THE GENERAL CONTRACTOR AFTER DISCOVERY OF SUCH DISCREPANCY SHALL BE DONE AT THE GENERAL CONTRACTOR'S REM(. THE GENERAL CONTRACTOR SHALL VERIFY AND COORDINATE DAEMONS AMONG ALL DRAWINGS PRIOR TO PROCEEDING NTH ANY WORK OR FABRK:A11ON, THE STRUCTURE HAS BEEN DESIGNED TO RESIST CODE SPECIFIED VERTICAL AND LATERAL FORCES AFTER THE CONSTRUCTION OF ALL STRUCTURAL ELEMENTS HAS BEEN COMPLETED. STABLITY OF THE STRUCTURE PRIOR 10 COMPLETION 15 THE SOLE RESPONSIBIITY OF THE GENERAL CONTRACTOR. THIS REEPONSMIU Y INCLUDES BUT IS NOT WINED TO JOB SITE SAFETY: ERECTION MEANS, METHODS, AND SEQUENCES: TEMPORARY SHORN% FORMWORK. BRACING: USE OF EQUIPMENT AND CONSTRUCTION PROCEDURES. PROVIDE ADEQUATE RESISTANCE TO LOADS ON THE STRUCTURES DURING CONSTRUCTION PER SO/ASCE STANDARD NO. 37-02 "DESIGN LOADS ON STRUCTURES DURING CONSTRUCTION.' CONSTRUCTION OBSERVATION BY THE STRUCTURAL ENGINEER IS FOR GENERAL CONFORMANCE NTH DESIGN ASPECTS ONLY AND IS NOT INTENDED N ANY WAY TO REVIEW DIE CONTRACTORS CONSTRUCTION PROCEDURES. STANDARDS AU. IETH00S. MATERIALS AND WORKMANSHIP SHALL CONFORM TO THE 2012 INTERNATIONAL BUILDING CODE (IBC) AS AMENDED AND ADOPTED BY THE LOCAL BUILDING OFFICIAL OR APPLCABLE JURSOICION. CONTRACT DRAWINGS / DIMENSIONS ARCHITECTURAL DRAMS,ARE THE PINE CONTRACT DRAWINGS CONSULTANT DRAWINGS BY OTHER DISaPUNES ARE SUPPLEMENTARY TO ARCHITECTURAL CRAVINGS. REPORT DIMENSIONAL CAISSONS OR DISCREPANCIES BETWEEN ARCHITECTURAL DRAWINGS AND STRUCTURAL, MECHANICAL, ELECTRICAL OR CIVIL ORANNGS TO ARCHITECT PRIOR TD PROCEEDING NTH WOK. STRUCTURAL DRAWING$ SHALL BE USED N CONJUNCTION NTH ARCHITECTURAL DRAWINGS PRIMARY STRUCTURAL ELEMENTS ARE DIMENSIONED ON STRUCTURAL PLANS AND DETAILS AND OVERALL LAYOUT OF STRUCTURAL PORTION OF WORK SOME SECONDARY ELEMENTS ARE NOT DIMENSIONED SUCH AS, WALL CONFIGURATIONS INCLUDING EXACT DOOR AND MNDOW LOCATIONS, ALCOVES, SLAB SLOPES AND DEPRESSIONS, CURBS, ETC. VERTICAL DIMENSIONAL CONTROL IS DINNED BY ARCHITECTURAL WALL SECTIONS AND BUILDING SECTIONS. STRUCTURAL DETALS SHOW DIMENSIONAL RELATIONSHIPS TO CONTROL DMENSOIS DEFINED BY ARCHITECTURAL DRAWINGS. DETAIUNG AND SHOP DRAWING PRODUCTION FOR STRUCTURAL ELEMENTS TALL REQUIRE DUENSONAL INFORMATION CONTAINED IN RO1I ARCHITECTURAL AND STRUCTURAL DRAWINGS. DESIGN CRITERIA VERTICAL TOADS AREA DESGN DEAD LOAD LIVE LOAD (2) PARTITION LOAD CONCENTRATED LOADS ROOF - CANOPY 18 PSF 25 PSF (1) 300# Opt THE BUILDING MEETS THE CRITERIA TO USE TIE 'METHOD 2 - SIPLIFED ENVELOPE PROCEDURE' PER - ASCE 7-10. - EXPOSURE CATEGORY - B - BASK; WIND SPEED (3 SEC. GUST), Val = 110 MPH: Vas - 85 MPH - RISK CATAGORY PER TABLE 1.5-1 - 11 - TOPOGRAPHIC FACTOR Ktt = 1.0 - INTERNAL PRESSURE COEFFICIENT (ENCLOSED) = t 0.18 - COMPONENTS AND CLADDING LOADS, SEE 1HE FOLLOWING TABLES: ROOF SURFACES EFFECTIVE WIND AREA POSITIVE PRESSURES (PST) NEGATIVE PARES (PSI) 2OE 2 1 2 3 1 2 3 10 SF 16.0 16.0 18.0 -22.9 -38.3 -57.8 20 SF 16.0 16.0 16.0 -22.3 -34.2 -47.8 50 SF 16.0 16.0 16.0 -21.5 -28.9 -34.8 100 SF 16.0 16.0 16.0 -20.9 -29.8 -24.8 WALL SURFACES AND ROOF OVERHANGS 1 EFFECTIVE WILD AREA POSITIVE PRESSURE (PSF)[NEGATIVE PRESSURE (PSF) ROOF OVERHANGS (PSF) ZOtE 2 4 5 4 5 2 3 10 SF 22.9 22,9 -24.8 -30.6 -33.0 -54.2 20 SF 21.8 21.8 -23.7 -28.8 -32.3 -42,5 50 SF 20.5 20.5 -22.4 -25.8 -31.6 -27.2 100 SF 19.4 19.4 -21.4 -23.7 -31.0 -16.0 500 SF 17.0 17.0 -19.0 -19.0 - - 1. NET TARO PRESSURES AT ROOF SLNtFACES L.VALUE FROM TABLE ABOVE -2/3 ACTUAL DEAD LOAD. 2. ZONES ARE AS DEF9ED BY FIGURE 30.5-1 IN ASCE 7-10. 3 SEISMIC: (ASCE 7-10) V - CAW WHERE Cs =Sit;1a1H Cs MINIMUM = 0.044 Soda 2 0.01 Cs MINIMUM - 01 FOR Si > 0.6g Cs "OS" = T( ) FOR T S M. OR ) 1R S 4 Cs MAXIMUM = FOR T > h SEISMIC IMPORTANCE FACTOR, Ie = 1.00 RISK CATEGORY OF BUILDING PER TABLE 1.5-1 = B SPECTRAL RESPONSE ACCELERATIONS Se - 1.455g S1- 0.542g SITE CLASS PER TABLE 20,3-1 = D DESIGN SPECTRAL RESPONSE ACCELERATIONS Sos = 0.970g & SDI = 0.542g SEISMIC DESIGN CATEGORY = D ANALYSIS PROCEDURE USED = EQUIVALENT LATERAL FORCE PROCEDURE RESPONSE MODAICARON FACTOR PER TABLE 122-1, R - 8.5 Cs = 0.149 EaRDAD2LDENGIL.CRIERM SOIL BEARING PRESSURE: 1000 PSF (ASSUMED) AU. FOOTINGS SHALL BEAR al FIRM, UNDISTURBED EARTH OR 'STRUCTURAL BACKILL". NATIVE EARTH BEARING SHALL BE SURFACE COMPACTED. AREAS OVER-EXCAVAIED SHALL BE BACKFILLED WITH LEAN CONCRETE (F'c-2000 PE) 0R 'STRUCTURAL BACKFIU.. AREAS DESIGNATED 'STRUCTURAL BAGCIAL' SHALL BE FILLED WITH APPROVED WELL -GRADED BANKRUN MATERIAL MAXIMUM 5RE OF ROCK 4'. FROZEN SOL. ORGANIC MATERIAL AND DELETERIOUS MATTER NOT ALLOWED. COMPACT TO AT LEAST 95S OF ITS MAXINM DENSITY AS DETERMINED BY ASV D1557. CONTRACTOR SHALL EXERCISE EXTREME CARE DURING EXCAVATION TO AVOID DAMAGE TO BURIED LIES, TANKS, AND OTHER CONCEALED ITEMS UPON DISCOVERY, D0 NOT PROCEED NTH WORK UNTIL RECEIVING WRITTEN INSTRUCTIONS FROM ARCHITECT. A COMPETENT REPRESENTATIVE OF THE OVER SHALL INSPECT ALL FOOTING EXCAVATIONS FOR SUTABLITY OF BEARING SURFACES PRIOR TO PLACEMENT OF REINFORCING STEEL. PROVIDE DRAINAGE AND DEWATERING AROUND ALL WORK TO MVO WATER -SOFTENED FOOTINGS. CONCRETE CAST -IN -PLACE CONCRF1F IELJTESIDTK: THE CONTRACTOR SHALL DESIGN CONCRETE MIXES THAT MEET DR EXCEED THE REQUIREMENTS OF THE CONCRETE MIX TABLE. THE MDC DESIGNS SHALL FACIUTAIE ANTICPATED PLACEMENT METHODS, WEATHER, REBAR CONGESTION. ARCHITECTURAL MINES, CONSTRUCTION SEQUENCING, STRUCTURAL OETALS, AND ALL OTHER FACTORS REQUIRED ID PROVIDE A STRUCTURALLY SOUND, AESTHETICALLY ACCEPTABLE FINISHED PRODUCT. WATER REDUCING ADMIXTURES WILL LIKELY BE REQUIRED TO MEET THESE REQUIREMENTS CONCRETE MIX DESIGNS SHALL CLEARLY INDICATE THE TARGET SLUMP. SLUMP TOLERANCE SHAD. BE t 1-1/2 INCHES. AGGREGATE: COARSE AND FINE AGGREGATE SHALL CONFORM 10 AS1M C33 l:E11En CEMENT SHALL CONFORM TO AMU C150. TYPE 9 PORTLAND CEMENT, MESS NOTED OTHERWISE. MESH: SHALL CONFORM TO ASTM C818 CLASS C 0R F, MAXIMUM LOSS OF ONITION SHALL RE 1.0% $LAIC: GROUND GRANULATED BLAST -FURNACE (GCSE) SLAG SHALL CONFORM TO AS1M C989 GRADE 100 0R 120. ALTERNATE MIX MESS; VARIATIONS TO THE WX DESIGN PROPORTIONS MAY BE ACCEPTED P SUBSTANTIATED N ACCORDANCE WITH ACI 318. CHAPTER 5. PROVIDE SUBMITTALS A MINIMUM OF TWO WEEKS PRIOR TO BD FOR DETERIORATION OF ACCEPTAB6JTY. ADMIXTURES ADMIXTURES SHALL BE BY MASTER BIRDERS, W.R. GRACE, OR PRE -APPROVED EQUAL ALL MANUFACTURERS RECOMMENDATIONS SHALL BE FOLLOWED. TIMOk SHALL B0 CLEAN AND POTABLE. KAXIMNM CHLGROF CONTENT THE MAXIM WATER SOLUBLE CHLORIDE CONTENT SHALL NOT LR(LLU 0.1511 BY WEIGHT OF CEMENRTOUS MATERIAL UNLESS NOTED 0TIERIWSE. CONCRETE ET7IPGSED ICI t(ATHER: PROVIDE 5.0* TOTAL AR CONTENT FOR ALL CONCRETE EXPOSED 10 WEATHER TOTAL AIR CONTENT IS THE SUM OF ENTRAINED AR PROVIDED BY ADMIXTURES AND NATURALLY OCCURRING ENTRAPPED MR. AR CONTENT SHALL BE TESTED PRIOR TO BONG PLACED IN THE PUMP HOPPER 0R BUCKET: IT IS NOT REQUIRED 1O BE it4it0 AT THE DISCHARGE END OF THE PUMP HOSE. THE TOLERANCE ON ENTRAPPED AR SHALL BE +20X AND -1.5X NTH THE AVERAGE OF ALL TESTS NOT LESS THAN THE SPECIFIED AMOUNT. DOTAL CEMFNIITIOUS MAIFRIAI• TIE SUM OF ALL CEMENT PLUS FLYASH AND SLAG AT THE CONTRACTORS OP11ON FLYASH OR SLAG MAY BE SUBSTITUTED FOR CEMENT BUT SHALL NOT EXCEED 25% 8Y WEIGHT OF TOTAL CEMEN11D0US MATERIAL IN NO CASE SOU. THE AMOUNT OF FLYASH OR SLAG BE LESS THAN REQUIRED BY THE CONCRETE MDR DES GN TABLE. FD011NG PHIS SHALL CONTAIN NOT LESS THAN 5 SACKS OF CEMENMIOUS MATERIAL PER CUBC YARD, ALL OTHER WOES SHALL CONTAIN NOT LESS THAN 5-1/2 SACKS OF CEME211110US MATERIAL PER CUBIC YARD, UNLESS NOTED OTHERWISE. ITEM DESIGN fc (PSI) (AT 28 DAYS U.N.0.) MAX RAo MIN. FLYASH OR(cG AGGREGATE GRADING AASHTO NOTES ALL CONCRETE 2500 0.50 -- 57 OR 67 REVISION MA 5 7 CONCRETE PLACEMENT PLACE CONCRETE FOLLOWING ALL APPLICABLE ACI RECOMMENDATIONS. CONCRETE SHALL BE PROPERLY CONSOLIDATED PER ACT 309 USING INTERIOR MECHANICAL VIBRATORS, 00 NOT OVER -VIBRATE. CONCRETE SHALL BE POURED MONOLIINICALLY BETWEEN CONSTRUCTION OR EXPANSION JOINTS. 6 CONCRETE IS PLACED BY THE PUP METHOD, HORSES SHALL BE PROVIDED TO SUPPORT THE HOSE, THE HOSE SHALL NOT BE ALLOWED TO RIDE ON THE REINFORCING. WEATHER FORECASTS SHALL BE MONITORED AND ACI RECOMMENDATIONS FOR HOT AND COLD WEATHER CONCRETING SHALL BE FOLLOWED AS REQUIRED. CONCRETE SHALL NOT FREE FALL MORE THAN 5 FEET DURING PLACEMENT WITHOUT WRITTEN APPROVAL OF STRUCTURAL ENCNEER. con 9FATHFRJLACEMENT 1. COLD WEATHER 6 DEFINED BY Act 306 AS 'A PERIOD WHEN FOR MORE THAN 3 SUCCESSIVE DAYS THE MEAN DAILY TEMPERATURE DROPS BELOW 40' F.' 2 NO CONCRETE SHALL. BE PLACED ON FROZEN 0R PARTIALLY FROZEN GROUND. THAWING THE GROUND WITH HEATERS IS PERMISSIBLE. 3. CONCRETE MIX TEMPERATURES SHALL BE AS SHOWN BELOW. HEATING OF WATER AND/OR AGGREGATES MAY BE REQUIRED TO ATTAIN THESE TEMPERATURES. 4. THE CONCRETE MAY REQUIRE PROTECTION FOR 4-7 DAYS AFTER POURING IF TEMPERATURES REMAIN BELOW FREEZING, INSULATING BLANKET COVERAGE MS REQUIRED. IF TEMPERATURES ARE SLIGHTLY BELOW FREEING (30' F MIN.) AT NIGHT AND ABOVE FREEZING DURING THE DAY, KRAFT PAPER WITH COMPLETE COVERAGE MAY BE USED IN LJEIU OF INSULATED BLANKETS. 5. NO ADDITIVES CONTAINING CHLORIDES SHALL BE USED. USE 'POZZUTEC 20+' BY MASTER BUILDERS 0R 'POLARSET' BY W.R. GRACE 0R PRE -APPROVED EQUAL CONDITION OF PLACEMENT AND CUING WALLS & SLABS FOOTINGS MN. TEMP. FRESH CONCRETE AS ABOVE 30' F. 80' 55' MIXED FOR WEATHER INDICATED. 0 TO 30' F. 85' 60' DEGREES F. BELOW 0' F. 70' 65' MN. TEMP. FRESH CONCRETE AS PLACED AND MANTANED, 55. 57 DEGREES F. MAX. ALLOWABLE GRADUAL DROP N TEMP. THROUGHOUT FIRST HOURS AFTER END OF PROTECTION. DEGREES F. 40'24 HOT OR WINDY WEATHER PLACEMENT HOT WEATHER IS DEFINED BY ACI 305 AS 'ANY COMBINATION OF HIGH AR TEMPERATURE. LOW RELATIVE HUMIDITY, AND WIND V0.0a1Y, TENDING TO IMPAIR THE QUALITY OF FRESH HARDENED CONCRETE- AO 305 FIGURE 21.5 SHALL BE USED BY THE CONTRACTOR TO ESTIMATE THE RATE OF EVAPORATION. MEN THE ESTIMATED RATE OF EVAPORATION IS GREATER THAN 0.2 PSF/HOUR THE PLACEMENT SHALL BE CONSIDERED A HOT WEATHER PLACEMENT. PRECAUTIONS AGMNST PLASTIC SHRINKAGE CRACKING ARE NECESSARY. PRECAUTIONS TAKEN BY THE CONTRACTOR VARY DFPENDNG UPON THE FACTORS ASSOCIATED WITH WATER EVAPORA710N AND INCLUDE BUT ARE NOT UNITED T0: 1. LIMING CONCRETE TEMPERATURE TO 100T AT TIE OF PLACEMENT. 2. APPUCA11014 OF AN EVAPORATION RETARDER. 3. USE OF FOG SPRAY. 4. REDUCTION OF POUR SIZE. 5. PLACING CONCRETE AT NIGHT. 1. ATTACHMENT OF NEW CONCRETE TO DOSING WHERE SHOWN, ROUGHEN CONCRETE TO A MINIMUM AMPUTDE OF 1/4' USIIW RIPACT HAMMER. REMOVE ALL LOOSE 0R DAMAGED CONCRETE, THOROUGHLY FLUSH ALL SURFACES WITH POTABLE MOOR. AR BLAST WITH 0L FREE COMPRESSED AR TO REMOVE ALL WATER. OAKDOOLGEMS. 1. N0 ALUMINUM ITEMS SHALL DE EMBEDDED IN ANY CONCRETE 2. ALL EMBED PLATES SHALL BE SECURELY FASTENED IN PLACE. 3. ALL EMBEDDED STEEL 11E16 EXPOSED TO EARTH SHALL BE GALVANIZED. 4. ALL EMBEDDED STEEL ITEMS IMPOSED TO WEATHER SHALL 8E PANTED UNLESS NOTED AS GALVANIZED. SEE DRAWINGS AND SPECIFICATIONS FOR PANT, PRIER, Ate GALVNBZNG REQUIREMENTS. CA01lI NCI-6HRMI(1iR0IT: MASTER BUILDERS 'MASTERFLOW 555 0R PRE -APPROVED EQUAL GROUT SHALL CONFORM TO C O-C821 AND ASIA M107 WHEN TESTED AT A FLUID CONSISTENCY PER CRD- C611-855 FOR 30 NINES. GOUT MAY BE PLACED FROM A 25 SECOND FLOW TO A STFF PACKING CONSISTENCY. DLL OR PACK ENTIRE SPACE ODE( PLATES CO SHAPES. FOLLOW MAMIFACIUREWS RECOMMENDATIONS FOR PREPARATION. INSTALLATION, AND CUM. EPDXY GROUT IN MEM NIUTI NIT-HY 150 MAX -SD 0R PRE -APPROVED EQUAL TWO PART LOW SAG EPDXY. USE EQUIPMENT MICH TALL ACCURATELY MIX AND DISPENSE THE COMPONENTS. HOLE SHALL BE HAMMER-DRUED ONLY. HOLE SHALL BE DRY AND CLEANED NTH DIRE BRUSH AND PRESSURIZED AR JUST PRIOR TO WALING GROUT. THE REBAR OR RED SHALL 80 ROTATED AS R IS PUSHED INTO THE HOLE. COLD WEATHER GROUING SHALL BE DONE WL1H PROPER GROUT FO LIMA. FOLLOW ALL MANUFACTURER'S RECOMIENDA110NS. blL4O2,Zs $ RECEIVED CITY OF TUKWILA NOV 0 3 2014 PERMIT CENTER PERMIT SET MOCIEZUMA'S MEXICAN RESTAURANT AND TEQUILA BAR 1MIb1•UIOa ieB BLRB E.,chit c.( t< Dna% Till* GENERAL NOTES Oa" NM 16, 2014 Draw 1*1 MAW Clow li• :�� SO•1 BOOT NAB Ai,7@B<.11 D-3 J A I C D E a N 1 I R REINFORCING STEEL RENFORCING STEEL SHALL CONFORM T0: AST* A615, GRADE 60 TYPICAL UNLESS NOTED OTHERWISE. DETAIL FABRICATE AND PLACE PER ACI 315 MID ACI 318. RENFORCNG STEEL COVER PROVIDE CONCRETE COVER OVER REINFORCEMENT AS FOLLOWS, UNLESS NOTED 01HERYASE CONCRETE CAST AGAINST EARTH 3' EXPOSED TO WEATHER OR EARTH 2' STRUCTURAL STEEL DETAILING. FABRICATION AND ERECTION( AU. MORKMANSHP SHALL CONFORM TO THE AISC MANUAL OF STEEL CONSTRUCTION, 141H EDITION, THE AISC SPECIFICATION FOR STRUCTURAL STEEL WRONGS, DUNE 22, 2010, THE AMC CODE OF STANDARD PRACTICE, APRIL 14, 2010 AND THE AISC SEISMIC PREVISIONS FOR STRUCTURAL STEEL BUILDINGS JUNE 22, 2010. STEEL MEMBERS ARE EQUALLY SPACED BETWEEN COLUMNS AND/OR DIMENSION POINTS UNLESS NOTED OTHERWISE THE CONTRACTOR SHALL BE RESPONSIBLE FOR AU. ERECTION ADS AND JOINT PREPARATIONS THAT INCLUDE BUT ARE NOT UNITED T0, ERECTION ANGLES LFT HOLES, AND OTHER AIDES. WELDING PROCEDURES, REQUIRED ROOT OPEMNGS, ROOT FACE DIMENSIONS, GROOVE ANGLES, BACKING BARS. WELD EXTENSION TABS. COPES SURFACE ROUGHNESS VALUES AND TAPERS OF UNEQUAL PARTS. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE COMPLIANCE WITH ALL CURRENT OSHA REOUREMENTS. HOLES COPES OR OTHER CUTS OR MODIFICATIONS OF THE STRUCTURAL STEEL MEMBERS SHALL NOT BE MADE IN TIME FIELD WITHOUT WRITTEN APPROVAL FROM THE STRUCTURAL. ENGINEER. MATERIAL PROPFRTIFQ wori ANGF ¢CJSr1c• AST* A992 (Fy = 50 KS) OTHER SHAPES AND PLATES. AST* A36 (Fy = 36 KS) TYP. U.N.0,; AS1M A572 (Fy . 50 KS) THERE INDICATED Hg10W giw1r,TIAtA1 c,FONyc• RECTANGULM t SQUARE - AST* A500 GRADE B (Fy - 46 KS) ROUND - AVM A500 GRADE B (Fy - 42 KS) STRUCTURAL STEEL PWF4. AST* A53, GRADE B, TYPE E OR S (Fy - 35 K51) MACHINE BOLTS (M.B.); AST* A307, GRADE A NIGH -STRENGTH BOLTS A325-AS1M F1852, A490-AST* F2280 ANCHOR BOLTS (ALB.); AST* F1554, GRADE 55, UNLESS NOTED OTHERWISE, AST* F1554, GRADE 105 MERE INDICATED. WIELDING STRUCTURAL S1gj; WELD N ACCORDANCE WITH "STRUCTURAL WELDING coot- AVE D1.1. SMALL 8E �W1AUFl ALL WELDING EACH POSTON PERFORMED VE:LD TYPE MUCH BY WABO/AWS � ER*ELDER WILL BE PERFORMING. WELD TABS (ALSO KNOWN AS WELD 'EXTENSION' TABS OR 'RUN OFF' TABS) SHALL BE USED. AFTER THE WELD HAS BEEN COMPLETED THE WELD TABS SHAH BE REMOVED AND THE MELD END GROUND TO A SMOOTH CONTOUR. WELD 'DAMS' OR 'ETD DAVIS' SHALL NOT BE USED. THE PROCESS CONSUMABLES FOR ALL WED FLIER METAL INCLUDING TACK WELDS, ROOT PASS AND SUBSEQUENT PASSES DEPOSITED IN A JOINT SHALL BE COMPATIBLE. ALL WELD FILLER METAL AND WELD PROCESS SMALL PROVIDE THE TENSILE STRENGTH CHARPY V-NOTCH RATINGS AS FOLLOWS: GRANT? FRAME MELD TYPE FLIER METAL TENSILE STRENGTH CHARPY V-NOTCH (CNN) RATING FILLET 70 KS PARTIAL PENETRATION 70 KS COMPLETE PENETRATION 70 KS 20 FT-LBS • -20 DEG F Kap CONFECTIONS NSPECTIOI•I, 1. AU. REEDING SHALL BE CHECKED BY VISUAL MEANS AND BY OTHER METHODS DEEMED NECESSARY BY THE WELDING INSPECTOR THE STANDARDS OF ACCEPTANCE FOR WELDS TESTED BY ULTRASONIC METHODS SHALL CONFORM TO AWS D1.1. ALL WITS FOUND TO BE DEFECTIVE SHALL BE REPAIRED AND REINSPECTED BY THE SAME METHODS ORIGINALLY USED, AND THIS REPAIR AND REINSPECTON SHALL 80 PAD FOR 8Y THE CONTRACTOR. 8 I 4 I 6 SAL REQUIREMENTS OWED CONNECTIONS INSPECTION; CONNECTIONS MADE 1MTH BEARING TYPE BOLTS SHALL 8E INSPECTED PER SECTION 9.1 AND CONNECTIONS MADE MATH SUP -CRITICAL TYPE BOLTS (A325SC 0R A490SC) SHALL BE INSPECTED PER SECTION 9.3 OF RCSC SPECIFICATION. EPDXY GROUTED ANCNQBS: "ALL -THREAD' - AS1M A36 (FY - 36 KS) UNLESS NOTED OTHERWISE. EXPANSION ANCIiQBS: AT CONCRETE, PROVIDE 'KMAK80LT TZ' BY HILT, INC., OR 'STRONG -BOLT' BY OMPSON STRONG TIE, INC., 0R PRE -APPROVED EQUAL AT MASONRY WALLS. "KMA(BOLT 111' 8Y HILT, INC., 'POMR-BOLI' BY POWERS/RAM. FASTENING, INC. 0R '*EDGE -ALL" BY S MPSON STRONG TIE, INC 0R PRE -APPROVED EQUAL EMBED BOLT INTO CONCRETE 0R MASONRY 8 BOLT DIAMETERS MINIMUM, UNLESS NOTED OTHERWISE. INSTALL ANCHOR PER MANUFACTURER'S PUBUSHED RECOMMENDATIONS. 03151 ; STRUCTURAL STEEL SHALL BE UNPAINTED, UNLESS NOTED OTHERWISE, AND SHALL 80 CLEAN OF LOOSE RUST, LOOSE MILL SCALE, OIL GREASE AND OTHER FOREIGN SUBSTANCES AND SHALL MEET THE REQUIREMENTS OF SSPC-SPI. WHERE STRUCTURAL STEEL IS N01E0 TO BE PANTED, ALL AREAS COMPRISING TIE FAYING SURFACES OF BOLTED CONFECTIONS MADE WITH SUP-CRI11CAL TYPE BOLTS (A325SC 0R A490SC) SHALL COMPLY WITH THE REQUIREMENTS OF THE RCSC SPECIFICATION. WHERE STRUCTURAL STEEL IS NOTED TO BE GALVANIZED, IT SHALL BE HOT -DIP GALVANIZED IN ACCORDANCE WITH AS1M A123, A384, AND A385. ALL SURFACES WITHIN 1W0 INCHES OF ANY FIELD WELD LOCATION SHALL 80 FREE OF MATERIALS THAT WOULD PREVENT PROPER WELDING OR PRODUCE OBJECTIONABLE FUMES FIELD TOUCH-UP OF PRIED, PAINTED. AND GALVANIZED SURFACES SHALL BE PERFORMED TO REPAIR COATING ABRASUNS, AS WELL AS TO PROTECT ALL AREAS AT CONNECTIONS. COLD -FORMED STEEL FRAMING CONSTRUCTION; THE DESIGN, INSTALLATION AND CONSTRUCTION OF COLD -FORMED CARBON OR LOW -ALLOY STEEL, STRUCTURAL AND NON-STRUCTURAL STEEL FRAMING. SHALL BE IN ACCORDANCE WITH IBC SECTION 2211 AND AMERICAN IRON AND STEEL INSTITUTE (ANSI) STANDARD S100-07/S1-10 AND 5200-07 AND SHALL BE MANUFACTURED BY A MEMBER OF THE STEEL STUD MANUFACTURER'S ASSOCIATION (SSMA), AND HEAVIER GALVANIZED MEMBER SHALL BE FORMED FROM STEEL THAT NMLiD E7. ALL REQUIREMENTS OF AST* A653, QUAUTY SO, GRADE 50, CLASS 1, FY=50 KS. ALL 43 ML AND LIGHTER GALVANIZED MEMBERS SHALL BE FORMED FROM STEEL THAT MEETS THE REQUIREMENTS OF AST* A653, QUALITY S0, GRADE 33, FY-33 KSL BRIDGING PER MANUFACTURER'S REQUIREMENTS AND AS SHOWN IN THE STRUCTURAL CRAVINGS SHALL BE N PLACE PRIOR TO PLACING OF ANY CONSTRUCTION LOADS. ALL RUNS SHALL BE RIGIDLY ANCHORED TO END WALLS. FXTFRIOR WALL AND RFARING WAIL COLD -FORMED S1FF1 %RAMAL(= COLD -FORMED STEEL FRAMING MEMBERS SHALL MEET THE TYPE, SIZE AND THICKNESS AS INDICATED ON THE STRUCTURAL PLANS AND SPECFICA11ONS. POWDER ACTUATED FASTENERS: SHALL BE X-U UNIVERSAL KNURLED SHANK FASTENER 8Y HL11 0R PRE -APPROVED EQUAL. INSTALL PER ALL MANUFACTURER'S PUBUSHED RECOM ENDATDNS. COLD -FORMED STEEL TO STRUCTURAL STEEL: UNLESS NOTED OTHRISE, PROVIDE 0.157' SHANK DIAMETER X-U 15 LOW -VELOCITY FASTENER - FASTENER TIP SHALL PENETRATE STRUCTURAL STEEL COLD -FORMED STEEL TO CONCRETE: UNLESS NOTED 01HERWHSE, PROVIDE 0.157' SHANK DIAMETER X-U LOW -VELOCITY FASTENER - EMBED Uf' MNLIXM INTO CONCRETE. UNLESS NOTED OTHERWISE. MISCELLANEOUS; PRE -APPROVED suasmiumms SUBSTITUTIONS MAY BE ALLOWED ONLY IF THEY MEET THE REQUIREMENTS OF THESE GENERAL NOTES AND THE SPECIFICATIONS, AND F COMPLETE WRITTEN ENGINEERING DATA FOR EACH CONDITION REQUIRED FOR THIS PROTECT IS PROVIDED TO THE STRUCTURAL DOWER TWO WEEKS PRIOR TO BD DATE AND APPROVED N WRITTEN ADDENDA BY THE ARCHITECT. DATA IS TO INDICATE CODE BASIS BY YEAR. AUTHORITY FOR STRESSES AND STRESS INCREASES, F ANY. AND AMOUNT OF EXPECTED DEFLECTION FOR FLEXURAL MEMBERS UNDER (1) TOTAL LOAD AND (2) LIVE LOAD ONLY. ALL INCREASED COSTS N MECHANICAL, SPRIKLER, ELECTRICAL OR GENERAL NSTALLIDON AND ANY ARCHITECTURAL OR STRUCTURAL REDESRN RESULTING FROM SUBSTITUTION SHALL BE BORNE BY THE GENERAL CONTRACTOR. THE FOLLOWING SHOP DRAWINGS/SUBMITTALS SNAIL BE PROVIDED FOR RENEW AND APPROVAL BY THE STRUCTURAL ENGINEER PRIOR TO FABRICATION OR DELIVERY. 1. STRUCTURAL STEEL 2. MISCELLANEOUS STEEL 3. PRE -ASSEMBLED WALL PANELS 4. CONTRACTOR'S STATEMENT OF RESPONSBUTY STRUCTURAL ENCR. BLDG. DEPT. X X X X X X X X Sq9�c itancictik SPECIAL INSPECTION SHALL 8E PROVIDED BY AN INDEPENDENT TESTING LABORATORY PER THE REQUIREMENTS OF LTC CHAPTER 17 AND THE LOCAL BUILDING OFFICIAL 0R APPUCABLE JUISOICTKN AND THE CONTRACT DOCUENIS. THE SPECIAL INSPECTOR SHALL SUBMIT INSPECTION REPORTS AND A FINAL SIGNED REPORT 10 THE BUILDING OFFICIAL FOR THE ITEMS US1ED N THE QUAUTY ASSURANCE/SPECIAL *SPECTOR SECTION: B 7 5 RECEIVED CITY OF TUKWILA NOV 0 3 2014 PERManicEIFER MOCI7:IUMA'S RESTAURANT TEQUILA essikayearioNallon MEXICAN AND MR BLRB Oman, 6rJ,'LL,cts INN GENERAL NOTES Da1i 3406, 2014 M^"" rdw AwAod Own N" • m IOW NJS AICN ITICS D-4 J A ■ G D F T I 2 STATEMENT OF SPECIAL INSPECTIONS: SPECIAL INSPECTION: SPECIAL INSPECTION SHALL BE PROVIDED PER THE REQUIREMENTS OF IBC SECTION 1704 AM) AS NOTED HEREIN. 6 4 STRUCTURAL SYSTEM VERIFICATION AND INSPECTION CONTINUOUS PERIODIC COMMENTS REFERENCES STRUCTURAL STEEL MATERIAL. VERIFICATION OF HIGH -STRENGTH BOLTS. NUTS AND WASHERS X AISC 360 CHAPTER N5 HIGH -STRENGTH BOLING A. SNUG -TIGHT JOINTS X APSC 360 CHAPTER N5 MATERIAL VERFICATION OF STRUCTURAL STEEL A. FOR STRUCTURAL STEEL,IDENTFICA110N MARKINGS TO CONFORM TO RISC 360 B. MANUFACTURER'S CERTIFIED MILL TEST REPORTS X X MANUFACTURER TO PROVIDE CERTIFIED MILL TEST REPORTS AISC 360 CHAPTER N5 RISC 341 CHAPTER J6 MATERIAL VERIFICATION OF WELD FILLER MATERIALS A. IDENTIFICATION MARIONGS TO CONFORM TO AWS SPECIFICATIONS US1ED N GENERAL NOTES B. MANUFACTURER'S CERTIFICATE OF COMPLIANCE X X MANLIFACTURFR TO PROVIDE CERTIFICATE OF COMPLANCE MSC 360 CHAPTER N5 INSPECTION OF WELDING A. COMPLETE AND PARTIAL JOINT PENETRATION GROOVE WELDS B. MULTI -PASS FILLET MELDS C. SINGLE -PASS FILLET WELDS > 5/16' D. PLUG AND SLOT WELDS E. SINGLE -PASS FILLET WELDS S 5/16' F. FIELD -INSTALLED WELDED STUDS X X X X X X SPECIAL NSPEC110NS N THIS SECTION ARE WAIVED W1ERE FABRICATION 15 PERFORMED ON THE PREMISES OF A FABRICATOR REGISTERED AND APPROVED IN ACCORDANCE WITH IBC SECTION 1704,2.5 MSC 360 CHAPTER N5 MSC 341 CHAPTER J6 AWS 01.1 INSPECTION OF STEEL FRAME JOINT DETAILS FOR COMPLIANCE WITH APPROVED CONSTRUCTION DOCUMENTS X STEEL CONSTRUCTION OTHER THAN STRUCTURAL STEEL MATERIAL VERIFICATION OF COLD -FORMED STEEL DECK: A. IDENTIFICATION MARKINGS TO CONFORM TO ASIN STANDARDS SPECIFIED N THE APPROVED CONSTRUCTION DOCUMENTS B. MANUFACTURER'S CER11F1ED TEST REPORTS X X APPLICABLE ASTI MATERIAL STANDARDS INSPECTION OF WELDING A. COLD FORMED STEEL DECK WELDS B. REINFORCING STEEL 1. VERFICATON OF WELDABIUTY OF RELNFORCNG STEEL OTHER THAN ASTM A 706 2. RENFORONG STEEL N MOMENT FRAMES AND BOUNDARY ELEMENTS 3. SHEAR REINFORCEMENT 4. OTHER REINFORCING STEEL X X X X X AWS D1.3 AWS 131.4 A0 31B SECTION 3.5.2 COLD -FORMED STEEL FRAMING EXTERIOR WADS X IBC 1705.10.3, 1705.11.5 TESTING AND SPECIAL INSPECTION REPORTS SHALL BE PREPARED FOR EACH INSPECTION ITEM ON A DAILY BASIS WHENEVER WORK IS PERFORMED ON THAT ITEM. REPORTS SHALL BE DISTRIBUTED TO OWNER, CONTRACTOR. BUILDING OFFICIAL, ARCHITECT AND STRUCTURAL EN ONEER. STRUCTURAL OBSERVATIONS SHALL BE PERFORMED BY THE STRUCTURAL ENGINEER OF RECORD OR DESIGNATED REPRESENTATIVE IN ACCORDANCE WITH IBC 1704,5. STRUCTURAL OBSERVATION SHALL BE PERFORMED AS FOLLOWS: ▪ PERIODIC VISUAL OBSERVATION OF STRUCTURAL SYSTEMS FOR GENERAL CONFORMANCE TO CONSTRUCTION DOCUMENTS AT SIGNIFICANT CONSTRUCTION STAGES. s REVIEW OF TESTING AND INSPECTION REPORTS . REPORTS SHALL BE PREPARED FOR EACH SITE VISIT AND SHALL BE DISTRIBUTED TO ARCHITECT. GENERAL CONTRACTOR SHALL SUBMIT A WRITTEN CONTRACTOR'S STATEMENT OF RESPONSNUTY TO THE BUILDING OMCIAL AND OWNER PRIOR TO SIT OF WORK. THE CONTRACTOR'S STATEMENT OF RESPONSIBILITY SHALL INCLUDE ACKNOWLEDGMENT OF AWARENESS OF THE SPECIAL INSPECTION REQUIREMENTS CONTAINED N THE STATEMENT OF SPECIAL INSPECTION. ( 5 e 7 ABBREVIATION LIST • AT HER HANGER AS. ANCHOR BOLT T ORIZ. HORIZONTAL ADM ADDITNONAL H55 HOLLOW STRUCTURAL SECTION AFF. MOVE FINISH FLOOR HT 1EIOHT ALT. ALTERNATE INT. INTERIOR ARCH. ARCHITECTURAL J5T JOIST OLD* BUILDING IT JOINT ELK16 BLOGKINE L ANGLE BM BEAM LL. LIVE LOAD BAR. BOTTOM OF FOOTING LLH LONE LEE HORIZONTAL B.O.T. BOTTOM LLV LONE LEE VERTICAL ER6 WARM LOC. LOCATION OWN BETTEEN L5L LAMINATED STRAND LUMBER BD. BUILT UP LVL LAMINATE VENEER LUMBER (G.) CAMBER MAX. MAXIMA CANT. CANTILEVER MB. MACAW BOLT C.F.S. GOLD -FORMED 5TE9. MECH. MECHANICAL G.J. GONTROUGON51R41GTION JOINT P6Z2. MEZMNMIE IE CENTERLINE HER MANUFACTURER CL.R. CLEARANCE MIN, MINMA4 CMU CONCRETE MA501RY UNIT M15C. MISGELLAtECV5 GAL. COLUMN MTL FETAL CONG. CONCRETE NE. NEAR FACE COIN CONNECTION N5. TEAR SIDE WEST. CdGTRLKTION NI5 NOT TO SCALE CONT. CONTIH10U5 OL. ON CENTER CONTR. CONTRACTOR OPNS OPEMN6 COORD. COORDINATE OPP. OPPOSITE CP. COMPLETE PENETRATION PAF. POYOER ACTUATED FASTENER GIRD PERP, FERPENDICULAR U NIERFD G.Y. CULTIC YARD R PLATE DBL. POUBLE PP. PARTIAL PEEETRATION D.F. 000E1*5 FIR PP.T. FRESE RVATNE PFESBM€126*1ED DNA. 0R 0 DIAMETER P5F. PONDS PER S0UARE FOOT DIAS. DIAEONAL P5L PARAL LAM DIM. DIMENSION P.T. POST TENSION D.L. DEAD LOAD RI PLYWOOD DWG DRAWINS RENT. RE0FOR0I15 DM DOPE REM, REWIRED (F) EXISTN6 506667. SCHEDULE EA. EACH 5L1. STRUCTURAL COMPOSITE L VRE R EF. EACH FADE 9NT26 SHEATHE* EL ELEVATION 51M. SII ILA R ELEV. ELEVATOR 50.6. SLAB ON 6RADE BIER. E346I6EE R 90. SGUARE E0. EQUAL STD STANDARD EA EACH PAY STIFF. STIFFENER EXP. EXPANSION EFL STD. EXT. EXTERIOR STF6IOT. STRUCTURAL FON FOUNDATION TAB TOP l BOTTOM FF. FM FACE Tl6 T0N61E AND GROOVE FLR FLOOR WED THREADS) FDI4. FADE OF MASONRY TOP. TOP OF FOOTING F05. FACE OP STUD TAG. TOP OF STETS. FRMS FRANAN6 TRIO TREATED FRT. FIRE RETARDANT TREAT® TYP. TYPICAL F5. FAR six ONO. muss NOTED OTTERMISE FT6 FOOTN6 U.T. ULTRASONIC TESTED 6A. EASFJ6NI6E VE RT. YB2TIGAL 6ALV. 6ALVAN= RI MTh 6L. S LlAM RP. WORK POINT 6R 6RADE WT WEIGHT 6Y8 GYPSUM WALL BOARD WAR. MB.DEID ME REDFORCIN6 HDR HEADER e RECEIVED CITY OF TUKWILA NOV 0 3 2014 PERMIT CENTER PERMIT SET MOCTUZUNA'S RESTAURANT TEQUILA MEXICAN AND BAR Waller 0400•Adr BLRB dreI 1teC_tE Drawing lilt GENERAL NOTES "4 kW 16, 2014 I10'" TOM MAW 000.1, NO VL`��' S0.3 0 Toot WO AlC85 i.78 5 4 I 3 I 2 D-5 1 fi I 7 I 6 I 5 7 4 I 3 I 2 I 1 8 I 7 I 6 I 5 4 4 I 3 I 2 D-6 1 S I 7 I 6 1 5 T 4 I 3 ( 2 1 1 D-7 c B A 8 811X8"X3/16" STEEL C?IIMN= L` 7 6 5 4 4 3 2 S g 14) 9�, 53,0 8 14"X 14"X 1" BASEPLATE SECTION A -A SCALE 1 : 60 A 4"x4"x3/16" EGRESS COLUMN J III 11I III IIII 0 46.500 136.000 RECEIVED CITY OF TUKWILA NOV 0 3 2014 PERMIT CENTER 4- = TOLERANCES EXCEPT AS NOTED .X t .10 MOO( t .0005 .XX t Al Angles t 1' JOIN t .005 ten MACKIN AI 041 ORAVAN 1- TAJ 9/10/2014 POO= 05IC rAe0N c043-MOc1EzUMA MAIM Mel "\\\\ cabrio' STRUCTURES 702 Troy St. River Falls YN 54022 715.420.4000 COLUMN LAYOUT affigric DOWCRSCA1CAD HIE 3 1 2 1 SHEET S Of g I 7 t 6 1 5 T 4 8 7 6 5 4 3 2 D-8 c B A 12.00 2.00 ( 12.00 ) 12"X6"X3/16" HEADER - FLAT 3.50 (8.00) 10" X 8" X 1 /4" HEADER - TALL 2.00 T 2"X2"X 1/4" STEEL ANGLE .188 SECTION B-B SCALE 1 : 6 3.50 6.00 3 1/2"X31/2"X 1/4" STEEL ANGLE 1 7 1 6 6"X4"X5/16" STEEL ANGLE SECTION C-C SCALE 1 : 6 5 4 I L 102.00 B B 102.00 BOTH (2) 8" X 6" X 3/16" i END BEAM - FLAT ( 8.00 ) RECEIVED CITY OF TUKWILA NOV 0 3 2014 PERMIT CENTER 0- UNLESS OTHERWISE SPECIFIED DIMENSIONS ARE IN INCHES TOLERANCES EXCEPT AS NOTED .X ± .10 .XXXX ± .0005 .XX ± .01 Angles ± 1' .XXX ± .005 DA APPROVALS DATE DRAWN TAJ 9/10/2014 PROJECT DES NAT" C043-MOCTEZUMA MATERIAL FINISH /\\\\\ cabrio STRUCTURES 702 Troy St. River Fella WI 54022 715.426.4000 FRAME LAYOUT CONFIDENTIAL TH8 DOCUMENT IS THE PROPERTY OF CADREECO COMPANIES LLC AND MAY NOT BE USED, REPRODUCED PUBLISHED OR DISCLOSED meowAUTHORIZA110H FROM CABREECO COMPAMES U.C, T 3 2 SSE DWG NO. DO NOT SCAM CAD ERE REV. SHEET 4 OF 7 8 1 7 6 1 5 1 4 1 3 2 1 D-9 1 c 8 A 01.40 MIN 150.00 TOP OF HEADER FINISH GRADE 8 IRA 4 /- 6.90 149.500 MAX WIDTH 86.00" EGRESS HEIGHT 40.0" MIN EGRESS r to 44 i 189.00 STEEL HEIGHT 8.00 46.50 136.00 (14.00 ) (158.00 ) 7 ERA RECEIVED CITY OF TUKWILA NOV 0 3 2014 PERMIT CENTER UNLESS OTHERWLSE SPECIHED DIMENSIONS ARE IN NCHES TOLERANCES EXCEPT AS NOTED .X ± .10 .XXXX t .0005 .XX ± .01 Angles ± 1 .XXX ± .005 TIRRD ANGLE PROJECTON APPROVALS DATE DRAWN TAJ 9/10/2014 PROJECT DESIGNATION C043-MOCTEZUMA MAOISM FINISH /\ cabrio S'RUCTURES 702 Troy St. River Fels WI 54022 715.426.4000 SIDE VIEW SUE DWG. NO. LLo U.C. DO NOT SCAT CAD ILE: 2 1 CONFIDENTIAL TNIB DOCUMENT BT 18 TEE of CABREECO COMPARES NA MAY NOT BE USED, REPRODUCED PUBLIOF£D OR WTTOUTAUTHOi8ZM1ON FROM CAe4 EOOCOMPAMES 6 1 b S 4 1 3 REV, SHEET 5 OF 7 8 7 6 5 4 3 2 D-10 c B A 585.00 MAX WIDTH 1 144.00 -4 IL amommar amasama 144.00 Nommmaa 144.00 HANGING WALL SYSTEM APPROX. WEIGHT - 50 LBS/LAN. FT. 1 -T 144.00 198.18 MAX HEIGHT 144.00 BOTTOM OF HEADER alba RECEIVED CITY OF TUKWILA NOV 0 3 2014 PERMIT CENTER 4— UNLESS OTHERWISE SPE-CRIED DIMENSIONS ARE IN INCHES TOLERANCES EXCEPT AS NOTED .X t .10 .XXXX t .0005 .XX t .01 Angles t 1' .XXX t .005 PROJECTDESIGNATpN C043-MOCTEZUMA THRDANOLE PROJECTON APPROVALS DATE DRAWN TAJ 9/10/2014 MATERIAL /\\\\\ cabrio STRUCTURES 702 Troy St River Falls WI 54022 715.428.4000 FRONT VIEW CONFIDENTIAL TIME DOCUMENT IS THE PROPERTY OF CABREECO COMPANIES LLC AND MAY LOT BE USED. REPRODUCED PUBLISHED OR DISCLOSED WITHOUT AUTHORIZATION FROM CA REECO COMPANIES U.C. SEE DWG. NO. d REY. DO NOT SCALD CAD FILE: 1 SHEET 6 OF 7 g I 7 1 6 5 t 4 3 2 1 24.5 If 101.75 WIDTH - ALL 99.5° 141.50 48.18 I 003-BASE UNLESS OTHERWISE SPECFIED AIM •N AR IN IN TOLERANCES EXCEPT AS NOTED .X 2 .10 .XXXX 3 .0005 .XX Al:Angles 1' .XXX :.005 MATERIAL MEN D-11 LARGEST ROOF SEGMENT APPROX. WEIGHT - 400 LBS 006-END RECEIVED CITY OF TUKWILA NOV 0 3 2014 PERMIT CENTER fl*JECT DESGNA11O4 C043-MOCTEZUMA ROD AMME ►OO ON APPROVALS DATE DRAWN TAJ 9/10/2014 CONFIDENTIAL THIS DOCUMENT IS THE PROPERTY OF CASREECO COMPANIES U.0 AND MAY NOT BE USED. REPRODUCED PUBUBHED OR DISCLOSED WITHOUT AUTHORIZATION FROM CABREBCO COMPANIES U.C. \\ cabrio STRUCTURES 702 Troy St. River Falls WI 54022 715.428.4000 SaE a .. NOT SCALEI CAD ROOF 8 I 7 1 6 1 b t 4 1 3 1 2 1 1 REV B A 8 H5 s Crlttmn `--� L5ee flan) s Yi'x $'x ts" CA.p PI4'e (-974To H557x7x►/gxlo"Lh 6 w/(t) cAlfb A3Z5 'Tire C l+s COLUMN TO HEADER r COULD WE USE HSS 6" X 4" FOR STUB? COULD WE USE HSS 6" X 6" FOR STUB? THE WELDS INTERFERE WITH THE COLUMN }} 55'36km (.-re Hon) J Lf' 1'fz 4Xlog R. WfL2) Y -57hT ( II ) 601 Talskir HEADER SPLICE LOCATIONS IIAV CSC .,,} (Set- P1on� A T- �5+0�1o,[j�0.rT 344V- H5S7xf.;x'/N'xto"LU sf4 w/(y) 5/s''A";i 7hry � lfs irr/ I/ZYVS'v Cap F1,4-If St11 7-J•`G 114- (`+ .Side S ) (S-6 +6 'A+ V N557x.7x'/9x In"LG &i L W/(1) Wp A 32 s "Thr, L 1 4-� HSSC.n jvN1n l 5,e (-1,4 /I) HEADER TO MIDBEAM/ENDBEAM i3 1 7 6 5 1 4 3 RECEIVED CITY OF TUKWILA NOV 0 3 2014 PERMIT CENTER PROJECT DESIGNATION C037-AVA'S cabrlo'� STRUCTURES 702 Troy St. River Falls VN 54022 715.426.4000 CONNECTION TYPES SRE DWG NO. B DO NOI SCA1 CAD ERE: 2 1 C SHEET 7 OF 16 D-13 chl co ei aa� C� OF GOL. * FT6 J z w 0 d a_ zJ QO z oQ GONG. FILL z N z 0� O o� 5TL COL. PER PLA tYW Q 0 I- V 0 CD <kJ) 01 yO V Z „t -i W J 0 D-14 4, C ALCU L.ATIONS C-2 Structural Solutions Project: MOCTEZUMA'S SOUTIICENTER RECLAD CABRIO c Sheet: Originating Office: of Deathe Dwane Job Number. 14-489.03 Name: SJW Date: 10/07/14 DESIGN CRITERIA, CHECKLIST CODE: IBC 2012, ASCE 7-10 LOCATION: TUKWILA, WA CONSTRUCTION REQUIREMENTS BUILDING TYPE' u - 8 FIRE RATING o SPRINKLERED? ves SPRINKLER SUBSTITUTED FOR FIRE RATING No VERTICAL DESIGN CRITERIA ROOF: DEAD SNOW PARTITION CONCENTRATED 10 PSF 25 PSF WIND DESIGN CRITERIA BASIC WIND SPEED (V) _, uo MPH RISK CATEGORY:' a EXPOSURE CATEGORY is TOPOGRAPHIC FACTOR (Krt):' 1.0 MEAN ROOF HEIGHT is FT ROOF SLOPE (_:12): 2.00:12 0 (degrees): 9.46 (Per ASCE 7-10 Sec. 26.5.1, Fig. 26.5-IA: 1B & IC, or as required by Bld'g Dept.) (Per ASCE 7-10 Table 1.5-1 & IBC Table 1604.5) (Per ACSE 7-10 Section 26.7.3) (Per ASCE 7-10 Section 26.8.1) (See ASCE 7-10 Section 26.2 - Definitions) (Enter vertical rise in 12 horizontal units) SEISMIC DESIGN CRITERIA RISK CATEGORY:1 & 11 SITE CLASS: o IMPORTANCE FACTOR (IE): STRUCTURAL SYSTEM (R): 1.25 OVERSTRENGTH FACTOR (no): 1.3 INFORMATION BELOW FROM "EARTHQUAKE SPECTRAL LATITUDE: LONGITUDE: 47.458 -122.257 (Per ASCE 7-10 Table 1.5-1 & IBC Table 1604.5) (Per IBC Section 1613.3.2, Assumed as "D" or per Geotech.) (Per ASCE 7-10 Table 1.5-2) (Per ASCE 7-I0 Table 12.2-1) (Per ASCE 7-10 Table 12,2-1) RESPONSE ACCELERATION MAPS" PER USGS Ss= 1.455 F,= SI= 0.542 F„= 1.00 1.50 DEFLECTION CRITERIA FLOOR (LIVE): FLOOR (TOTAL): WALLS: U:aso Lf; 360 1./1360 ROOF (LIVE): ROOF (TOTAL): SPECIAL: L/ 360 L/ 240 U SOIL DESIGN CRITERIA REPORT: BEARING: ACTIVE: PASSIVE: COEFFICIENT OF FRICTION: NO 1000 PSF 35 PCF 100 PCF PILE TYPE: 0.35 NONE VERTICAL CAPACITY UPLIFT CAPACITY Design Criteria - IBC2012 - Revised 09/21/12 *VALUES ASSUMED N/A N/A MINIMUM FOOTING DIMENSIONS: CONTINUOUS: SPREAD: FROST DEPTH: I'-6" 1'-6" LATERAL CAPACITY SIZE = N/A N/A Moctezuma PCS Design Criteria - IBC 2012.xis(01) C-3 41 PCS Structural Solutions Project: MOCTEZUMA'S SOUTHCENTER RECLAD CABRIO Job Number. 14-489.03 Cleats [Darn Sheet: Originating Office: of Name: SJW Date: 10/07/14 MATERIALS CONCRETE Footings/Piles Slabs/Walls 3000 PSI 4000 PSI Columns Beams: 4000 PSI 4000 PSI REINFORCING Steel Grade = 60 fy = 60000 PSI STRUCTURAL STEEL W-Flange Beams Shapes & Plates Pipes Tubes ASTM A992 ASTM A36 ASTM A53, Grade B ASTM A500, Grade B fy = 50000 PSI fy = 36000 PSI fy= 35000PS1 fy = 46000 PSI MASONRY ASTM C90 fm= 1500PSI SOLID GROUTED GLULAM BEAMS SCL PRODUCTS E_ Fh= F,. F, = FRAMING LUMBER Joists & Studs E_ Fb F,. = F� = Beams & Headers E= Fb = F„ Posts & Timbers E_ F, = Simple Spans 24F-V4 1.80E+06 PSI 2400 PSI 1850 PSI 240 PSI Zx SCL 1.30E+06 PSI 1700 PSI 285 PSI 1400 PSI 2x DF #2 1.60E+06 PSI 900 PSI 180 PSI 1350 PSI 4x DF #2 1.60E+06 PSI 900 PSI 180 PSI 6x DF #1 1.60E+06 PSI 1000 PSI Grade = E_ Fb (BOTTOM) _ Fb(TOP)= F,. _ Cantilevers 24F-V8 1.80E+06 PSI 2400 PSI 2400 PSI 240 PSI 1 J:" SCL 1.80E+06 PSI 2600 PSI 285 PSI 2400 PSI 2x HE #1 1.50E+06 PSI 975 PSI 150 PSI 1350 PSI 4x HE #1 1.50E+06 PSI 975 PSI 150 PSI 3%x.51/4 SCL 2.00E+06 PSI 2900 PSI 285 PSI 2600 PSI 6x DF #1 1.60E+06 PSI 1350 PSI 170 PSI Design Criteria - IBC2012 - Revised 00/21/12 Moctezuma PCS Design Criteria - IBC 2012.xls(M1) C-4 Structural Solutions Project MOCTEZUMA'S SOUTHCENTER RECLAD CABRJO Job Number: 14-489.03 Sheet: aa of Originating Office: Name: SJW Date: 10/07/14 DESIGN CRITERIA - WIND BASIC WIND SPEED (V): 110 MPH RISK CATEGORY: II EXPOSURE CATEGORY: B TOPOGRAPHIC FACTOR (Ku): 1.0 MEAN ROOF HEIGHT: 15 FT ROOF SLOPE L:12): 2.0:12 0 (degrees): 9.46 ASCE 7-10 CHAPTER 28.5 PART 2: ENCLOSED SIMPLE DIAPHRAGM LOW RISE BUILDINGS W/ H<60 FT ASCE 7-10 FIG. 28.6-1- MAIN WIND FORCE RESISTING SYSTEM - DESIGN WIND PRESSURES - METHOD 2 HORIZONTAL PRESSURES ZONE: A B C D - - CASE 1: 21.60 -9.00 14.40 -5.20 - - CASE 2: N/A N/A N/A N/A - - VERTICAL PRESSURES ZONE: E F G H EOH GOH CASE 1: -23.10 -14.10 -16.00 -10.80 -32.30 -25.30 CASE 2: N/A N/A N/A N/A N/A N/A ASCE 7-10 CH 28.5 PART 2: ENCLOSED LOW RISE BUILDINGS (SIMPLIFIED) W/ H<60 FT ASCE 7-10 FIGURE 30.5-1 - COMPONENTS AND CLADDING - DESIGN WIND PRESSURES - METHOD 1 ROOF SURFACES Effective Wind Area POSITIVE PRESSURES NEGATIVE PRESSURES ZONE 1 2 3 1 2 3 10 SF 12.5 12.5 12.5 -19.9 -34.7 -51.3 20 SF 11.4 11.4 11.4 -19.4 -31.9 -47.9 50 SF I0.0 10.0 10.0 -18.6 -28.2 -43.5 100 SF 8.9 8.9 8.9 -18.1 -25.5 -40.2 WALL SURFACES & ROOF OVERHANGS Effective Wind Area POSITIVE PRESSURES I NEGATIVE PRESSURES I ROOF OVERHANGS ZONE 4 5 4 5 2 3 10 SF 21.8 21.8 -23.6 -29.1 -40.6 -68.3 20 SF 20.8 20.8 -22.6 -27.2 -40.6 -61.6 SO SF 19.5 19.5 -21.3 -24.6 -40.6 -52.8 100 SF 18.5 18.5 -20.4 -22.6 -40.6 -46.1 500 SF 16.2 16.2 -18.1 -18.1 0.0 0.0 ASCE 7-10 SECTION 28.6.4 & SECTION 30.2.2 - MINIMUM PRESSURES MAIN WIND FORCE RESISTING SYSTEM - MINIMUM PRESSURES (ENVELOPE PROCEDURE) ASCE 7-10 28.6.4 The load effects of the design wind pressures from ASCE 7-10 Section 28.6.3 shall not be less than the minimum load defined by assuming the pressures, B for Zones A and C equal to +16.0 psf, Zones B and D equal to +8 psf, while assuming Zones E, F, G, and H all equal to 0 psf. COMPONENTS AND CLADDING - MINIMUM PRESSURES ASCE 7-10 30.2.2 The design wind pressure for components and caldding of buildings shall not be less than a net pressure of 16 psf acting in either direction normal of the surface. Design Criteria - IBC2012 - Revised 09/21/12 Moctezuma PCS Design Criteria - IBC 2012.xls(L1A(METHOD1)) C-5 Structural Solutions Project: MOCTEZUMA'S SOUTHCENTER RECLAD CABRJO Job Number. 14.489.03 BeattieSheet: Originating Office: aeons of Name: SJW Date: 10/07/14 DESIGN CRITERIA - WIND FIGURE 28.6-1, ASCE 7-10 Main Wind Force Resisting System — Method 2 b560ft. Figure 28.6-1 1 Design Wind Pressures Enclosed Rnildings Walls & Roofs Notes: 1. Pressures shown are applied to the horizontal and vertical projections, for exposure D, at h-30 ft (9.1m). Adjust to other exposures and heights with adjustment factor h.. 2. The load patterns shown shall be applied to each corner of the building in turn as the reference corner, (See Figure 28.4-1) 3. For Case B use B = 0°. 4. Load cases 1 and 2 must be checked for 25° < B 5 45°. Load case 2 at 25° is provided only for interpolation between 25° and 30°. 5. Plus and minus signs signify pressures acting toward and away from the projected surfaces, respectively. 6. For roof slopes other than those shown, linear interpolation is permitted. 7. The total horizontal load shall not be less than that determined by assuming ps > 0 in zones B & D. 8. Where zone E or 0 falls on a roof overhang on the windward side of the building, use Ep, and Clan, for the pressure on the horizontal projection of the overhang. Overhangs on the leeward and side edges shall have the basic zone pressure applied. 9. Notation: a: J 0 percent of least horizontal dimension or 0.4h, whichever is smaller, but not less than either 4% of least horizontal dimension or 3 ft (0.9 m). 1,: Mean roof height, in feet (meters), except that cave height shall be used for roof angles <10°. tit- Angle of plane of roof from horizontal, in degrees. Design Criteria - IBC2012 - Revised 09/21/12 Montezuma PCS Design Criteria - IBC 2012.xls(L1B) C-6 Structural Solutions Project: MOCTEZUMA'S SOUTHCENTER RECLAD CABRIO Job Nwnber: 14.489.03 Sheet: Deane +E acoma Originating Office: of Name: SJW Date: 10/07/14 DESIGN CRITERIA - WIND FIGURE 30.5-1, ASCE 7-10 Figure30.5-1 Design Wind Pressures Enclosed Buildings Flat Roof hS60ft. Walls & Roofs Hip Roof (7° <A<_27°) Gable Roof (0 _< 7°) Gable Roof (7° < 6 <_ 45°) El Interior Zones Roofs -Zone l lwrir-Zeal4 Notes: II End Zones Roots • Zero 2rWeft-Ions 5 III Corner Zones Room •isna a 1. Pressures shown are applied normal to the surface, for exposure B, et h-30 ft (9.1 m). Adjust to other conditions using Equation 30.5-1. 2. Plus and minus signs signify pressures acting toward and away from the surfaces, respectively. 3. For hip roofs with 0 5 25",Zone 3 shall be treated as Zone 2. 4. For effective wind areas hetwcen those given, value may be interpolated, otherwise use the value associated with the lower effective wind area. 5. Notation: a: 10 percent of leant horizontal dimension or 0.4h, whichever is smaller, but not Less than either 4% of feast horizontal dimension or 3 fl (0.9 m). It: Mean roof height, in feet (meters), except that eave height shall be used for roof angles <10°. t2 Anglo of plane of roof from horizontal, in degrees. Design Criteria - 1BC2012 - Revised 09/21/12 Moctezurna PCS Design Criteria - IBC 2012.xls(L1C) C-7 3 PCs Structural Solutions Project: MOCTEZUMA'S SOUTHCENTER RECLAD CABRIO Job Number. 14-489.03 Deal io Sheet: Originating Office: of Name: SJW Date: 10/07/14 DESIGN CRITERIA - SEISMIC ASCE 7-10 SECTION 12.8 - EQUIVALENT LATERAL FORCE PROCEDURE OCCUPANCY CATEGORY: I & II SITE CLASS: D IMPORTANCE FACTOR (IE): 1 STRUCTURAL SYSTEM (R): 1.25 OVERSTRENGTH FACTOR () ): 1.25 LATITUDE: 47.457998 LONGITUDE: -122.256991 Ss= 1.455 St = 0.542 F, = 1 F. = 1.5 ASCE 7-10 SECTION 11.4 SEISMIC GROUND MOTION VALUES Section 11.4.3 - Adjusted Maximum Considered Earthquake Spectral Response Acceleration Parameters SMs = F,*SS = 1.455 Section 11.4.4 - Design Spectral Response Acceleration Parameters Sim = 2/3*SMs = 0.970 SMt=Fv*S,= 0.813 So, = 2/3*SM, 0.542 ASCE 7-10 SECTION 11.6 - SEISMIC DESIGN CATEGORY - SECTION 12.8.2 - PERIOD DETERMINATION ASCE 7-10 TABLE 11.6-1 SEISMIC DESIGN CATEGORY BASED ON $s RISK CATEGORY: I & II III IV < 0.167g A A A <0.33g B B C < 0.50g C C D >— 0.50g D D D D ASCE 7-10 TABLE 11.6-2 SEISMIC DESIGN CATEGORY BASED ON %, RISK CATEGORY: I & II 111 IV < 0.067g A A A <0.133g B B C < 0.20g C C D >= 0.20g D D D D Each building and structure shall be assigned to the most severe Seismic Design Category in accordance with Table 11.6-1 or Table 11.6-2, irrespective of the fundamental period of vibration of the structure. PERIOD DETERMINATION: C, = 0.02 h„= 32FT x - 0.75 T,=C,*h„`= 0.269 ASCE 7-10 SECTION 12.8.1.1 - SEISMIC RESPONSE COEFFICIENT GENERAL EQUATION: MAXIMUM: Cs = Sus/(R/I) 0.776 Cs = So,/(T*(R/I)) = 1.611 MINIMUM: Cs=0.044*Sos*I>0.01 = 0.043 For structures located where Si > 0.6g Cs = 0.5*S1/(R/1) = 0.0 <--CONTROLS EQ. 12.8-2 EQ. 12.8-3 EQ. 12.8-5 EQ. 12.8-6 ASCE 7-10 SECTION 12.8.1 - SEISMIC BASE SHEAR V=Cs*W= 0.776*W Design Criteria - IBC2012 - Revised 09/21/12 W = the total dead load and applicable portion of other loads as indicated in Section 12.7.2 Moctezuma PCS Design Criteria - IBC 2012.xls(L2) • Structural Solutions O C ,Le Project Subject 7/Gwro <S h Originating Office: ❑ Seattle OFF o 90 es A- S& ZSPSF Sheet coma fr C 1§ — Lott,, /'z = J. 5 /--a2o4t POG� r 7.toi_ ,4 Za. o's�' c 4•- 5 = ZS_ S Os�' G$ Job No J 4' / ? 4 2 Name Date 16/ I.//� �LAet- G 'i-i S/t4 A L L. 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Oct 19, 2014 1:19 PM Checked By: Member Section Forces r Member label Sec M___ 2_ 6 9 10 11 12 14 15 1617 18-_I__. 201 r M3 M5 1 23 3 Axiatkl Y she,*1-T i Show T melk-itl Q � Q 06 0 0 0 .706 -.706 0 ! 0 1 -.7 0 -.706 0 r 0 t -.331 0 11 0 0 1 -.331 4 5 r 0 2i 0 40 0 0 0 -.331 -.331 -.706 -.706 0 -.706 0 -1 -.706 5 Q Q " -.706 1 1 0 0 1 -.688 2 0 48_ 3 t 0 0 1 -.688 4 3 0 0 0 0 0 0 0 0 o F 0 0 sic 4tit-5l 6.047 3.87 1.694 -.483 5.054 4.032 3,01 1966 8.224 6.047 3.87 1.694 -.483 8.15 6,029 3.907 1.786 -.335 2.931 0 0 0 0 0 0 0 0 0 0 0 24 I 1 4 T 0 0-I -.367 0 1.801 0 25 5 0 Q , -.367 0 .671 0 26 11 M6 1 1 [ 0 0 I, -.688 0 F 8.15 0 27 2 0 _t -.688 Q 0.029 0 28 1 1 3 1 0 0 r -.688 0 T 3.907 --- - -- i 0 30 32 33 34 35 36 37 38 39 40 42 1 i M7 8 4 0 5i 0 0 -688 0 .688 1 -.088 0 1 -2 -r -.088 0 3 -.088 4 -.088 0 2 J 3 -.341 4 ' -.341 5T -.341 1 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1.78B 0 I -.335 0 0 0 0 0 0 0 0 -.518 -.351 -.518 -.351 -.518 -.351 -.518 -.351 0 6.386 4.791 3.194 1.597 0 0 0 0 0 146�1 M10 47 48 49 50 51 r 53 1 54 M11 1 0 0 3T 0 0 4 _0 0 51 0 0 -.6 2 0 -.201 ®., .198 0 t .531 0 .531 56t1 M12 11r 0 .013 -.518 -.518 -.518 -.518 -.518 -.518 0 0 0 0 0 -.351 .351 .351 .351 .351 .351 .335 .335 -1 0 0 .335 0 ,35 0 6.388 r 0 4.791 0 3.194 0 1.59700 Q_ 0 1.201 • .028 -1.564 -1.213 RISA 3D Version 9.0.0 [G:\...\...\Calcs\Steel Frame.r3d] Page 1 C-13 Company Designer Job Number Oct 19, 2014 1:19 PM Checked By: Member Section Forces (Continued) Tornua(k- - mvrnv. - 7 2 Q .015 0 .335 ' 0 -1.252 58� r 3 i 0 1 .013 0 .335 0 429 .19 60 ' 4 0 .013 0 .335 -1.328 -1.366 1 r 5 1 0 .013 0 .335 ____0 0 _.61_ 62 1 M13 1 0 i -.013 0 -.335 0 -1.366 12 1 0 -.013 0 -.335 0 -1.328 6 4 ' 3 -.013 0 -.335 0 -1.29 4 _0_ 0 -.013 0 -.335 0 -1.252 65 `_. Q- -.013 Q -.335 0 -1. 1 661 1 M14 - 1 0 -.531 0 -.335 0 -1.564 ;._ 2 ' 0 -.531 0_ -.335 Q .028 68 1 j 3 1 0 -.198 0 -.335 0 1.205 4 0 _ _01 0 -.335 Q 1201 0 70 L 1 I 5 1 0 .6 0 -.335 1 0 71 1 M15 1 -.088 Q_ 0 0 72 1 1 21 -.088 .___.0 0 0 0 1 0 0 41 1 4 i -.088 0 0 0 0 C 0 5 1 1 1 -.Q88 0 Q 0 �j 0 0 76 11 I M16 0 -.794 .483 0 1 0 7 1 31 0 0 0 .004 .483 -2.371 • I 0 .336 .483 -.769 0 4 T 51 0 Q •336 48 1.248 80 F 0 0 .336 .4 3.266 ! 4� 81 1 M17 ' 1 11 0 -.336 -.483 3.266 0 82 1.--1 j 2 1 0 0 -.336 -.483 1 1.248 .-r 0 ,33__ 84 fi 1 i 4 0 0 0 -,336 -.483 -.769 0 0 -.004 -.483 r--- 2.371 1 0 RA I S n n 7A4 1 - 4R3 n n Member Section Deflections LC Amber Lam 1 1 M1 2 41 6 7 8 10 1 ' 11 11 M3 2 xi n] y O.N ;lIN_ x RQtatelradj r2 1 0 0 .04 0 0 Q .143 0 1 4 0 0 .286 1 i 0 0 .446 2 0 0 4 Q 0 1 5 .- 0_ 0 1 0 1 0 3 0 0 4 1- 0 0 167 1 i M4 I 1 I 0 1 0 18 -1-- 3 -_�SZ- 0 20 1 21 1 22 l 241 1 0 M5 t_ 00 1 4 1 0 0 0 0 0 .025 .092 .19 .309 0 .04 .143 .286 .446 0 .04 142 0 0 0 0 0 0 0 0 0 .191 I 0 (n) VY Ratio_ __ MIA Ratio NC NC NC 1 3706.36 ! NC 1037.104 NC 1 518.025 NC 331.618 NC NC NC 5932,354 NC 1 1612 202 779.21_6 NC 479.383 NC NC NC 3706.36 NC . 1037.104 NC ) 518.025 NC 8 NC I NC NC 3735.496 NC f 1043.05 NC 519.719 NC j 331.885 NC NC NC l 5798.363 NC 1586.964 NC 773.006 RISA-3D Version 9.0.0 [G:\...\...\Calcs\Steel Frame.r3d] Page 2 C-14 Company : Designer : Job Number : Oct 19, 2014 1:19 PM Checked By: Member Section Deflections (Continued) LC Member Label Sec x lini 82 1 I 2 0 83 3 0 8_5 , Basic Load Cases 4 0 5 0 zfIn o I- .342 0 0 ,406 .452 .446 x Rotaterradl jalt„joiliz Ratio 3.623e-3 f NC I NC 3.865e-3 NC r 9984.151 4.107e-3 J NC 7248.195 4.346e-3 _NC 8LC.De5C119tiOR Ca Gte900# ravityLerayity_ Joint Point petributegArealMe..,Surface (... 1 None 4 _ Hot Rolled Steel Deslan Parameters 1 1 M1 HSS8X8X3 12133' . 2 M2 HSS8X8X3 12.333 FT - Lateral Latera I Latera 1 3 ! M3 Pissaxsx.1 12.333 4 4 M4 HSS8X8Xi, 12.333 I 5 M5 HSS8X8X3, 12.333 , Latera , Latera I Latera 6 M6 HSS8X8X1 12.333 t 1 7 M7 HSS8X6X3 11.625 ------T 8 1 M8 -ISSSX6X3 11.825 t 1 1 -I r Latera I Lateral 9 M9 HSS8X8X3 12.333 , r 10 1 M10 1SS8X8X3 12.3331 1 r . 11M11 12 I, M12 HSS12X6j.. HSS12X6.: 12 12 I is , 1 Utte ra t , Lateral I Lateral Lateral Lateral Lateral 13 ' m13 HSS12X6.., 12 141 M14 Hss12x8. 12 1 1.--- 7 15 M15 I 18 I M16 11-18sioX8... HSS8X6X3 11.625 24 r —1- ---I- -I —1-- 17 f/117 HSS10X8..!. 24 Lateral Global Display Sections for Member Calcs 5 Max Internal Sections for Member Calcs 197 .11,011.SAU, ,101.0.ill 11,.11,101/ IMMO,. I lIndude Warping I ..0 Yes :Area Load Mesh (inA2) 144 IMerge Tolerance an) .12 .P-Delta Analysis Tolerance 0.50% IVertical Axis lY Hot Rolled Steel Code 'Cold Formed Steel Code ,Wood Code 'Wood Temperature Concrete Code Masonry Code Aluminum Code TAISC 360-05: ASD (Direct Analysis Meth ) AISI NAS-01: ASD AF&PA NDS-05: ASD < 100F ACI 318-05 ACI 530-05: ASD I AA ADM1-05: ASD RISA-3D Version 9.0.0 [GA..A...1Calcs\Steel Frame.r3d] Page 4 C-15 Company . Designer . Job Number : Oct 19, 2014 1:19 PM Checked By: Member Section Deflections (Continued) v r 26 5 0 Q .308 0 NC 479.928 26 1 M6 1 1 4 0 0 0 NC NC 27 ` 2 0 _-Q .04 0 NC 3735.496 28 1 1 3 0 0 .142 0 NC 1043.05 1!.719 I 29 4 0 0 .285 0 NC 30 5 0 0 .446 0 NC 331.685 31 1 M7 1 -.446 0 0 0 NC NC 32 1 2 -.446 0 0 0 NC NC 33 3 -.446 0 0 0 NC NC 34 f 4 -.446 0 0 0 NC NC 35 5 -.446 • 0 0 NC NC 36 1 i T M8 1 1 -.309 0 0 0 NC NC _I7 38 1 - -.309 0 0 NC NC 3 1 -.309 1 0 -1 -1 0 NC NC 39 4 -.308 0 0 0 NC NC 40 l 5 -.308 [ 0 0 0 NC NC 41 ! 1 M9 1 0 0 0 0 NC NC 42 1 2 0 1 0 .031 1.651e-4 NC 4752.655 43 3 0 0 .112 3.303e-4 1320.581 654.283 44 4 0 r 0 .226 4.954e-4 NC 45 ' 0 Q..357 6.606e-4 e-4 NC NCNC 41665 4. 46 1 i M10 1 0 0 0 NC 4752.655 48 -�- 3 I 0 0 1 .112� NC 1320.561 4.9. 501 l 4 5 0 0 .226 -4.954e-4 NC 0 I 0 .357 -6.606e-4 NC 414.65 51 1 M11 1 .446 0 4.39e-3 NC NC 52 1 f 2 ____Q_ 0 z .43 0 4.253e-3 NC NC 53 i 3 0 .409 A. 4.116e-3 NC NC 54 1 1 4 0 1 .383 1 0 3.979e-3 NC NC 5 56 ( 1 1 M12 .357 . = = NC 1 0 _Q 1 .357 1 0 3.842e-3 2966.229 NC 5_7_ 581 2 3 0 0 .336 .7I =-3 5221.169 NC 1 .321 1 0 3.568e-3 NC NC 52 4 312 ' 3.451 a-3 NC 60 C 5 _0 0 �-0 1 .308 --10 3.294e-3 NC NC 61 M13 1 0 .308 = NC _1 62 I 2 -.2- 1 .312 [ 0 3.431e-3 NC NC 63 ! 3 • 21 0 3.568e-3 NC NC 64 4 0 __ .3j 36 1 0 3.705e-3 5221.169 NC _6_5 66 5 0 0 3.842e-3 2966.229 NC 1 M14 1 0 .357 0 3.842e-3 NC NC 67 2 0 .383 0 3.979e-3 NC NC 68 3 0 .409 0 4.116e-3 NC NC 69 4 5 0 .44 0 4.253e-3 N 70 0 _3_ .446 0 4.39e-3 NC NC 7 2 1 1 M15 1 -.446 0 0 0 NC N 2 -.446 0 1 0 0 NC NC 73 3 -.446 0 0 0 NC NC 74 4 -.446 0 0 0 NC NC 75 5 -.446 • 0 0 NC NC 76 1 M16 1 0 0 .446 4.348e-3 NC NC 77 0 0 .452 4.107e-3 NQ 7248.195 78 _-.2 3 0 0 1 .406 3.865e-3 NC 9984.151 79 4 0___ .342 3.6238-5 NC NC 80 5 _-Q 0 0 .309 3.382e-3 NC NC 81 1 ': M17 1 - 0 .__ 0 .309 3.312e-3 i NC NC RISA-3D Version 9.0.0 [G:1...\...\Calcs\Steel Frame.r3d1 Page 3 C-16 Company . Designer Job Number . Oct 19, 2014 1:19 PM Checked By: Global, Continued Number of Shear Regions 1 4 Region Spacing Increment (in) 4 1 Biaxial Column Method Exact Integration Panne Beta Factor (PCA) 1.65 Concrete Stress Block Rectan ular Use Cracked Sections Yes Bad Framing Warnings No Unused Force Wamings Yes Seismic Base Elevation (ft) Not Entered Ct X .035 Ct Z .035 T X (sec) Not Entered T Z (sec) Not Entered R X 8.5 RZ 8.5 Ct Exp. X .75 tt Exp. Z .75 1 .36 ICa l�v .54 Nv 1 SD1 1 SDS 1 S1 1 TL (sec) Not Entered Occupancy Code 4 ;Seismic Zone 3 (Occupancy Cat I or II Use Gravity Self Wt In Diaphragm Mass Use Deck Self Wt in Diaphragm Mass Use Lateral Self Wt in Diaphragm Mass smlc Detailing Code OmX pm Z Rho X ho Z Yes Yes Yes None Joint Coordinates and Temperatures m Diaoh 1 N1 0 0 0 0 2 N2 12 i 0 0 0 3 N3 a 0 0 4 N4 36 1 0 _9 0 0 5 N5 48 Q._ 0 6 N6 0 1 0 _Q_ 11.625 0 7 N7 0 11.62Q 8 N8 __24 48 0 11.625 0 9 N9 0 12.333 Q____. Q 10 N10 12 112.333 0 0 1 11 N 11 24 12.333 Q___ 0 12 N12 36 I 12.333 0 0 7 N13 48 12.333 0 0 14 N14 0 i 12.333 11.825 0 15 16 N15 24 12.333 11.625 0 I N16 48 1 12.333 11.625 0 RISA-3D Version 9.0.0 [G:\...\...\Calcs\Steel Frame.r3d1 Page 5 a PCS Project: j'hUG'f E �: r� B�� iD C-17 Job No.fit t P/` °3 Subject Sheet Name: �'1"` Structural Solutions Originating Office: ❑ Seattle ICJ Tacoma Date. CO NT . T-I-C2 �`1Epz 8. I4.00k (It -== -) ►5•!e1' ,z 51 faS Zes() Seattle 811 First Avenue, Suite 620 • Seattle, WA 98104 • tel: 206.292.5076 www.pcs-structural.com m Tacoa 11250 Pacific Avenue, Suite 701 •11tcoma, WA 98402 • tel: 253.383.2797 Project: / " TGtJ�-I�a SC C-18 Job No• r "-a2_ O ? Subject. Vav `d! `r-�V Sheet Name' 5 Z� Structural Solutions Originating Office: ❑ Seattle Xacoma Date' i / t IC 3 EA -AA. G-if $G k. — Ghs£ 2 ( peooF sAtt,r� co -AA( I-'.4-12Fo r' r7 1 42.1.. w n = 5f #�rr - W s = ) u at/FT 4-R3 }�SSA.d'x"/y src)Pb it—x r r o r rr G es = RZ Po= z•s4" (Ps = 4/. 26 y` ee iii. ter 7r. 'hrt1 6112z R K 'I`qt 5 FQw,ur d3FAM•.— Ns! 17._A6A VJ( fLhT Po 51iti<T ws= 1uZ*Ar 6 A -A A L o. b E D ,4 lc A Z 13£i00,r, r‘e D.44 0,00- PG C EA.l.t 11 Fc k. r •✓' 1ZCP4 o. '317 'S = ®, 614" (123 —> PO - O.SgK O'S Seattle 811 First Avenue, Suite 620 • Seattle, WA 98104 • tel: 206.292.5076 Tacoma I 1250 Pacific Avenue, Suite 701 • Tacoma, WA 98402 • tel: 253.383.2797 GQa= 42Y=> Po= J. 09k Os- 1.?s" www.pcs-structural.com Project: 6C�C Zc�r>7a cG Subject: vGv i cc 1 �'s� h Sheet Structural Solutions Originating Office: Seattle Xracoma 8 AA, G1/.0"ck coiterz'ovvEo.. , - G h-sr - Otmo F D"OW 1 C-19 Job No. JV— tlie Met 3 Name. S l'$ W Date' )oi e /Jy W �► = 5 */9r (7)=• 1 '1/ SFr s = /NZ'jfr /7) = a6 #/FT re—,r fiQt 747 of C 4- 14 S s J$ X 8 ? Z v s rto.i• G A e r 0 4/V.7 / Os = 2 _bat` Pr = aa'` A't1l-x MFL- - _ 228 %h __ r 2' -r /lI#`fr yZ6 #/,�r Ozi /ASS ii_.s,4x 3�6„ fL A-T- �� ems>070= et? h cPs= 2.0‘ )4" 's=' " 40D-/(l3'7 G25)•?4=-0.01 -d_a2- Seattle I 811 First Avenue, Suite 620 • Seattle, WA 98104 • tel: 206.292.5076 www.pcs-structurat.com Tacoma I 1250 Pacific Avenue, Suite 701 • Thcoma, WA 98402 • tel: 253.383.2797 Project: 6G-tG ece/1•trt SC Subject: 1/44.4. OITA S•7 Structural Solutions Originating Office: ❑ Seattle Sheet ,"Tacoma Go .f<T04, ci Z-b . . (,boo r ///4 L F j(4. a AA A x 12. .- CP. 2 Seattle I 811 First Avenue, Suite 620 • Seattle, WA 98104 • tel: 206.292.5076 Tacoma I 1250 Pacific Avenue, Suite 701 • Tacoma, WA 98402 • tel: 253.383.2797 C-2° Job No' y` I$4•453 Name 5 5w Date )D1fVAK www.pcs-struct ural.com Title Block Line 1 You can change this area using the 'Settings' menu item and then using the °Printing & Title Block" selection. Title Block Line 6 Steel Beam Lic. # : KW-06002327 Description : Back HSS Beam Roof Shut CODE REFERENCES Calculations per AISC 360-10, IBC 2012, ASCE 7-10 Load Combination Set : ASCE 7-10 Material Properties Analysis Method : Load Resistance Factor Design Beam Bracing : Completely Unbraced Bending Axis : Major Axis Bending Load Combination ASCE 7-10 4 D(0.0571)(0.1421 Project Title: Engineer: Project Descr: C-21 Project ID: Printed: 20 0Cr:2019,8:22AM File = G:12014Jobs114489.03 Moctezuma's Soulhcenter Reeled CabriolCalcslEnercelc114489.03 sjw.ec6 ENERCALC, INC.1983.2014, Build:6.14.8,21. Vec6.14.8.21 Licensee : PCS STRUCTURAL SOLUTIONS Fy : Steel Yield E: Modulus : D(0.0571S(0,1421 46.0 ksi 29,000.0 ksi Applied Loads SS1O is 8 Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.0570, S = 0.1420 kfft, Tributary Width = 1.0 fl Load for Span Number 2 Uniform Load : D = 0.0570, S = 0.1420 k/ft, Tributary Width =1,0 fl DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span Mu : Applied Mn * Phi : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection 0.264 : 1 HSS10x8x114 23.806 k-ft 90.191 k-ft +1.20D+0,50L+1.60S+1,60H 24.000ft Span # 1 0.130 in 0.000 in 0.208 in 0.000 in t. Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V Maximum Shear Stress Ratio = Section used for this span Vu : Applied Vn * Phi : Allowable Load Combination Location of maximum on span Span # where maximum occurs Ratio = Ratio = Ratio = Ratio = 2,221 0 <480 1382 0 <360 Summary of Moment Values Design 0 0.046 : 1 HSS10x8x1/4 4.960 k 107.663 k +1.20D+0.50L+1.60S+1.60H 24.000 ft Span # 1 max Mu + max Mu - Mu Max Mnx Phi'Mnx Cb Rm Summary of Shear Values VuMax Vnx Ph°Vnx +1.400+1.60H Dsgn. L = 24.00 ft 1 0.096 0.017 4.89 Dsgn, L = 24.00 ft 2 0.096 0.017 4.89 +1.20D+0.50Lr+1.60L+1.60H Dsgn. L = 24.00 ft 1 0.083 0.014 4.99 Dsgn. L = 24.00 ft 2 0.083 0.014 4.19 +1.20D+1.60L+0.50S+1.60H Dsgn. L = 24.00 ft 1 0.139 0.024 7.06 Dsgn. L = 24.00 ft 2 0.139 0.024 7.06 +1.20D+1.60Lr+0.50L+1.60H Dsgn. L = 24.00 ft 1 0.083 0.014 4,19 Dsgn. L = 24.00 ft 2 0.083 0.014 4.19 +1.20D+1.60Lr+0.50W+1.60H Dsgn. L = 24.00 ft 1 0,083 0.014 4.19 Dsgn. L = 24.00 ft 2 0,083 0.014 4.19 +1.20D+0.50L+1.60S+1.601-1 Dsgn. L = 24.00 ft 1 0.264 0.046 13.39 Dsgn. L = 24.00 ft 2 0.264 0.046 13.39 +1.20D+1.60S+0.50W+1.60H Dsgn. L = 24.00 ft 1 0.264 0.046 13.39 Dsgn. L = 24.00 ft 2 0.264 0,046 13.39 -8.69 8.69 100.21 90.19 2,08 1.00 1.81 119.63 107.66 -8.69 8.69 100.21 90.19 2,07 1.00 1.81 119.63 107.66 -7.45 7.45 100.21 90.19 2.08 1.00 1.55 119.63 107.66 -7.45 7.45 100.21 90.19 2.07 1.00 1.55 119.63 107.66 -12.56 12.56 100.21 90.19 2.08 1.00 2.62 119.63 107.66 -12.56 12.56 100.21 90.19 2.07 1.00 2.62 119.63 107.66 -7.45 7.45 100.21 90,19 2.08 1.00 1,55 119.63 107.66 -7.45 7.45 100.21 90.19 2.07 1.00 1.55 119.63 107.66 -7.45 7.45 100.21 90.19 2.08 1.00 1.55 119.63 107.66 -7.45 7.45 100.21 90.19 2.07 1.00 1.55 119.63 107.66 -23.81 23.81 100.21 90.19 2.08 1.00 4.96 119.63 107.66 -23.81 23.81 100.21 90.19 2.07 1.00 4.96 119.63 107.66 -23.81 23.81 100.21 90.19 2.08 1.00 4.96 119.63 107.66 -23.81 23.81 100.21 90.19 2.07 1.00 4.96 119.63 107.66 Title Block Line 1 You can change this area using the "Settings" menu item and then using the 'Printing & Title Block' selection, Title Block Line 6 Steel Beam Project Title: Engineer: Project Descr: C-22 Project ID: Printed:2000T20t4 8:22AM File = G:12014 Jobs 14489.03 M3Ctezurna's Soulhcenier Reeled CabtioSalcart roe1c t4489.03sjwec6 ENERCALev NC..19834014,;Build:6.14:6:21, Ver:5,141$,21 Lic. # : KW-06002327 Licensee : PCS STRUCTURAL SOLUTIONS Description : Back HSS Beam Roof Shut Load Combination Max Stress Ratios Summary .of_Mament.Values , Summary of Shear Values. Segment Length Span # M V max Mu + max Mu - Mu Max Mnx Phi*Mnx Cb Rm VuMax Vnx Phi"Vnx +1.20D+0.50Lr+0.50L+W+1.60H Dsgn. L = 24.00 ft 1 0.083 0.014 4.19 -7.45 7.45 100.21 90.19 2.08 1.00 1,55 119.63 107.66 Dsgn. L = 24.00 ft 2 0.083 0.014 4.19 -7.45 7.45 100.21 90.19 2.07 1.00 1.55 119.63 107.66 +1,20D+0.50L+0.50S+W+1.60H Dsgn. L = 24.00 ft 1 0.139 0.024 7.06 -12.56 12.56 100.21 90.19 2.08 1.00 2.62 119.63 107.66 Dsgn. L = 24.00 ft 2 0.139 0.024 7.06 -12.56 12.56 100.21 90.19 2.07 1.00 2.62 119.63 107.66 +1.20 D+0.50 L+0.20 S+E+1.60 H Dsgn. L = 24.00 ft 1 0.105 0.018 5.34 -9.49 9.49 100.21 90.19 2.08 1.00 1.98 119.63 107.66 Dsgn. L = 24.00 ft 2 0.105 0.018 5.34 -9.49 9.49 100.21 90.19 2.07 1.00 1.98 119.63 107.66 +0.90D+W+0.90H Dsgn. L = 24.00 ft 1 0.062 0.011 3.14 -5.59 5.59 100.21 90.19 2.08 1.00 1.16 119.63 107.66 Dsgn. L = 24.00 ft 2 0.062 0.011 3.14 -5.59 5,59 100.21 90.19 2.07 1.00 1.16 119.63 107.66 +0.90D+E+0.90H Dsgn. L = 24.00 ft 1 0.062 0.011 3.14 -5.59 5.59 100.21 90.19 2.08 1.00 1.16 119.63 107.66 Dsgn, L = 24.00 ft 2 0.062 0.011 3.14 -5.59 559 100.21 90.19 2.07 1.00 1.16 119.63 107.66 Overall Maximum Deflections Load Combination Span Max. "--" Dell Location in Span Load Combination Max. "+" Defl Location in Span +D+S43 1 0.2084 10.154 0.0000- - 0.000 +0+5+4-1 2 0.2053 14.031 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 2.054 6.846-- 2.054 Overall MINimum 0.465 1.552 0.465 +D+H 0.776 2.586 0.776 +D+L+}i 0.776 2.586 0,776 +D+Lr+H 0.776 2.586 0.776 +D+S+H 2.054 6,846 2.054 +D+0.7501r+0,750L41 0.776 2.586 0.776 +D+0.750L+0.750S+H 1.734 5.781 1.734 +D+0,60W41 0.776 2.586 0.776 +D+0.70E+H 0.776 2.586 0.776 +D+0.750L+0.750Lr+0.450W+H 0.776 2.586 0.776 +D+0.750L+0.750S+0.450W+H 1.734 5.781 1.734 +D+0.750L+0.750S+0.525E+H 1.734 5.781 1.734 +0.60D+0.60W+0.60H 0.465 1.552 0.465 +0.60D+0.70E+0.60H 0.465 1.552 0.465 D Only 0.776 2.586 0.776 Lr Only L Only S Only 1.278 4.260 1.278 W Only E Only H Only Title Block Line 1 You can change this area using the "Settings" menu item and then using the °Printing & Title Block" selection. Title Block Line 6 Steel Beam Lic. # : KW-06002327 Description : Back HSS Beam Roof Open CODE REFERENCES Calculations per AISC 360-10, IBC 2012, ASCE 7-10 Load Combination Set : ASCE 7-10 Material Properties Project Title: Engineer: Project Descr: C-23 Project ID: Printed: 20 OCT 2014, 8:23AM File = G:12014 Jobs114489.03 Moclezuma's Soulhcenter Reclad CabriolCalcs\Enercalc114489.03 sjw,ec6 ENERCALC, INC. 1983-2014, Build:6.14.8.21, Ven6.14.8,21 Licensee : PCS STRUCTURAL SOLUTIONS Analysis Method : Load Resistance Factor Design Beam Bracing : Completely Unbraced Bending Axis : Major Axis Bending Load Combination ASCE 7-10 + (6.171) S(0.426)* Fy : Steel Yield : E: Modulus : 46.0 ksi 29,000.0 ksi * (0.1716 is(0.a2\ Applied Loads HSS10x8x1I4 H5510$X1/1 Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.1710, S = 0.4260 klft, Extent = 0.0 -» 8.50 ft, Tributary Width = 1.0 fi Load for Span Number 2 Uniform Load : D = 0.1710, S = 0.4260 kilt, Extent =15.50 -» 24,0 ft, Tributary Width = 1.0 fi DESIGN SUMMARY Maximum Bending Stress Ratio = 0.209: 1 Section used for this span HSS10x8x1/4 Mu : Applied 18.832 k-ft Mn * Phi : Allowable 90.191 k-ft Load Combination +1.20D+0.50L+1.60S+1.60H Location of maximum on span 6.462ft Span # where maximum occurs Span # 1 Maximum Deflection Max Downward L+Lr+S Deflection 0.144 in Max Upward L+Lr+S Deflection 0.000 in Max Downward Total Deflection 0.228 in Max Upward Total Deflection 0.000 in Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V Maximum Shear Stress Ratio = Section used for this span Vu : Applied Vn " Phi : Allowable Load Combination Location of maximum on span Span # where maximum occurs Ratio = Ratio = Ratio = Ratio = 2,003 0 <480 1266 0 <360 Design OK 0.055 : 1 HSS10x8x1/4 5.893 k 107.663 k +1.20D+0,50L+1.605+1.60H 0.000 ft Span # 1 Summary of Moment Values max Mu + max Mu - Mu Max Mnx Phi•Mnx Cb Summary of Shear Values Rm VuMax Vnx Phi"Vnx +1.400+1.60H, Dsgn. L = 24.00 ft 1 0,078 0.017 6.26 -7.00 7.00 100.21 90.19 1.62 1,00 1.87 119.63 107.66 Dsgn. L = 24.00 ft 2 0.078 0.017 6.26 -7.00 7.00 100.21 90.19 1.62 1.00 1.87 119.63 107.66 +1.20D+0.50Lr+1.60L+1.60H Dsgn. L = 24.00 ft 1 0.066 0.015 5.37 -6.00 6.00 100.21 90.19 1.62 1.00 1.61 119.63 107.66 Dsgn, L = 24.00 ft 2 0.066 0.015 5.37 -6.00 6.00 100.21 90,19 1.62 1.00 1.61 119.63 107.66 +1.20D+1.60L+0.50S+1,60H Dsgn. L = 24.00 ft 1 '0.106 0.027 9,57 -9.60 Dsgn. L = 24.00 ft 2 0.106 0.027 9.57 -9,60 +1,20D+1.60Lr+0.50L+1.60H Dsgn. L = 24.00 ft 1 0.066 0.015 5,37 -6.00 6.00 100.21 90.19 1.62 1.00 1.61 119.63 107.66 Dsgn. L = 24.00 ft 2 0.066 0.015 5.37 -6.00 6.00 100.21 90.19 1.62 1.00 1.61 119.63 107.66 +1.20D+1.60Lr+0.50W+1.60H Dsgn. L = 24.00 ft 1 0.066 0.015 5.37 -6.00 6.00 100.21 90.19 1.62 1.00 1.61 119.63 107.66 Dsgn. L = 24.00 ft 2 0.066 0.015 5.37 -6.00 6.00 100,21 90.19 1,62 1.00 1.61 119.63 107.66 +1.20D+0.50L+1.60S+1.60H Dsgn. L = 24.00 ft 1 0.209 0.055 18.83 -17.54 18.83 100.21 90,19 1.54 1.00 5.89 119.63 107.66 Dsgn. L = 24.00 ft 2 0.209 0.055 18.83 -17.54 18.83 100.21 90.19 1.54 1.00 5.89 119.63 107.66 +1.20D+1.60S+0.50W+1.60H Dsgn. L = 24.00 ft 1 0.209 0.055 18.83 -17.54 18.83 100.21 90,19 1.54 1.00 5.89 119,63 107.66 Dsgn. L = 24.00 ft 2 0.209 0.055 18.83 -17.54 18.83 100.21 90.19 1.54 1.00 5.89 119,63 107.66 9.60 100.21 90.19 1.53 1.00 2.95 119.63 107.66 9.60 100.21 90.19 1.53 1.00 2.95 119,63 107.66 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection, _Title Block Line6__ Steel Beam Lic. # : KW-06002327 Description: Back HSS Beam Roof Open Load Combination Max Stress Ratios Segment Length Span # M -- V +1.20D+0.50Lr+0.50L+W+1.60H Dsgn. L = 24.00 ft 1 Dsgn. L = 24.00 ft 2 +1.20D+0.50L+0.50S+W+1.60H Dsgn. L = 24,00 ft 1 Dsgn. L = 24.00 ft 2 +1.20D+0.50L+0.20S+E+1.60H Dsgn. L = 24.00 ft Dsgn. L = 24.00 ft +0.90D+W+0.901-1 0.066 0.066 0.106 0.106 0.015 0.015 0.027 0.027 1 0.082 0.020 2 0.082 0.020 Dsgn. L = 24.00 ft 1 0.050 0.011 Dsgn. L = 24.00 ft 2 0.050 0.011 +0.90D+E+0.90H Dsgn. L = 24.00 ft 1 0.050 0.011 Dsgn. L = 24.00 ft 2 0.050 0.011 Overall Maximum Deflections Load Combination Span Project Title: Engineer: Project Descr: C-24 Project ID: Printed: 20 OCT 2014, 8:23AM File = G:12014 Jobs114489.03 Moctezuma's Saulhcenter Reeled CabdolCa cslEnercalc114489.03 sJw.ece ENERCALC, INC.1983.2014, Bulld:6.14.8.21, Vec6.14.8,21 Licensee : PCS STRUCTURAL SOLUTIONS Summary of Moment Values max Mu + max Mu - Mu Max Mnx Phi'Mnx Cb Rm Summary of Shear Values VuMax Vnx Phi*Vnx 5.37 -6.00 6.00 100.21 90.19 1.62 1.00 1.61 119.63 107.66 5.37 -6.00 6.00 100.21 90.19 1.62 1.00 1.61 119.63 107.66 9.57 -9.60 9.60 100.21 90.19 1.53 1.00 2.95 119.63 107.66 957 -9,60 9.60 100.21 90.19 1.53 1.00 2.95 119.63 107.66 7.05 -7.44 7.44 100.21 90.19 1.57 1.00 2.14 119.63 107.66 7.05 -7.44 7,44 100.21 90.19 1.57 1.00 2.14 119,63 107.66 4.03 -4.50 4.50 100.21 90.19 1.62 1.00 1.20 119.63 107.66 4.03 -4.50 4.50 100.21 90.19 1.62 1.00 1.20 119.63 107.66 4.03 -4.50 4.50 100.21 90.19 1,62 1,00 1.20 119.63 107.66 4.03 -4.50 4.50 100.21 90.19 1.62 1.00 1.20 119.63 107.66 Max.' ° Defl Location in Span Load Combination Max. "+" Deft Location in Span +D+S+H 1 0.2276 +D+S+H 2 0.2236 Vertical Reactions Load Combination -8.862 15.323 Support notation : Far left is #1 0.0000 0.000 0.0000 0.000 Values in KIPS Support 1 Support 2 Support 3 Overall MAXimum Overall MINimum +D+H +D+L+H +D+Lr+H +D+S+H +0+0,750Lr+0,750L+H +0+0.750L+0.750S+H +D+0.60W+H +D+0.70E+H +D+0.750L+0.750Lr+0.450W+H +D+0.750L+0.750S+0.450W+H +D+0.750L+0,750S+0.525E+H +0.60D+0.60W+0.60H +0.60D+0.70E+0.60H D Only Lr Only L Only S Only W Only E Only H Only 4.018 0.803 1.338 1.338 1.338 4.018 1,338 3.348 1.338 1:338 1.338 3.348 3.348 0.803 0.803 1.338 3.515 0.979 1.632 1.632 1.632 3.515 1.632 3,044 1.632 1.632 1.632 3.044 3.044 0.979 0.979 1.632 4.018 0.803 1.338 1.338 1.338 4.018 1,338 3.348 1.338 1,338 1.338 3.348 3.348 0.803 0.803 1.338 2.679 1.883 2.679 Title Block Line 1 You can change this area using the °Settings° menu item and then using the 'Printing & Title Block' selection. Title Block Line 6 Steel Beam Project Title: Engineer: Project Descr: C-25 Project ID: Printed: 20 OCT 2014, &208M F8e = G:12014 Jobs114489.03 Moctezuma's Soufhcenter Reclad CabriolCalcs0Enercald14489.03 siw.ec6 ENERCALC, INC. 1983-2014.Bulld:6.14.8.21, Ver:6,14.8.21 Lic. # : KW-06002327 Licensee : PCS STRUCTURAL SOLUTIONS Description : Back HSS Beam Roof Half Open CODE REFERENCES Calculations per AISC 360-10, IBC 2012, ASCE 7-10 Load Combination Set : ASCE 7-10 Material Properties Analysis Method : Load Resistance Factor Design Beam Bracing : Completely Unbraced Bending Axis : Major Axis Bending Load Combination ASCE 7-10 i * + 0.05715(0.1421 0(0.114;(0.2841 Fy : Steel Yield : E: Modulus D(0.114 ,S(0.2841 * * + t 46.0 ksi 29,000.0 ksi i0.057)s[o.1421 %rss10X8x�t4 Applied Loads spar,=24.0n HSsioxexx4 Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.0570, S = 0.1420 kit, Extent = 0.0 -» 8.50 ft, Tributary Width = 1.0 fi Uniform Load : D = 0.1140, S = 0.2840 klft, Extent = 8.50 -» 17.20 ft, Tributary Width = 1.0 fi Load for Span Number 2 Uniform Load : D = 0.0570, S = 0.1420 k/ft, Extent = 15.50 -» 24.0 ft, Tributary Width =1,0 fi Uniform Load : D = 0.1140, S = 0.2840 klft, Extent = 7.0 -» 15.50 ft, Tributary Width = 1.0 fl DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span Mu : Applied Mn " Phi : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection 0.330 : 1 Maximum Shear Stress Ratio = HSS10x8x1/4 Section used for this span 29.765 k-ft Vu : Applied 90.191 k-ft Vn Phi : Allowable +1,20D+0.50L+1,60S+1,60H 24.000ft Span # 1 0.191 in 0.000 in 0.294 in -0.000 in Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Ratio = Ratio = Ratio = Ratio = Load Combination Location of maximum on span Span # where maximum occurs 1,508 0 <480 979 <360 Design 0 0.045 : 1 HSS10x8x1/4 4.859 k 107.663 k +1.20D+0.50L+1.60S+1.60H 24.000 ft Span # 1 Summary of Moment Values Segment Length Span # M V max Mu + max Mu - Mu Max Mnx Phi*Mnx Cb Summary of Shear Values Rm VuMax Vnx Phi*Vnx +1.40D+1.60H Dsgn. L = 24.00 ft Dsgn: L = 24.00 ft +1.20D+0.50Lr+1.60L+1.60H Dsgn. L = 24.00 ft Dsgn, L = 24.00 ft +1.20D+1.60L+0.50S+1.60H Dsgn. L = 24.00 ft Dsgn. L = 24.00 ft +1.20D+1.60Lr+0.50L+1.60H Dsgn. L = 24.00 ft Dsgn. L = 24.00 ft +1.200+1.6011+0.50W+1.60H Dsgn. L = 24.00 ft Dsgn. L = 24.00 ft +1.200+0.501.+1.60S+1.60H Dsgn. L = 24.00 ft Dsgn. L = 24.00 ft +1.200+1.605+0.50W+1.601-1 1 0.114 0.017 6.53 -10.30 2 0.114 0.016 6.44 -10.30 1 0.098 0,014 5.60 -8.83 2 0.098 0.014 5.52 -8.83 1 0.170 0.024 9.95 -15.37 2 0.170 0.023 9.79 -15.37 1 ,0,098 0.014 5.60 -8.83 2 ,0.098 0.014 5.52 -8.83 1 0.098 0.014 5.60 -8.83 2 0.098 0.014 5.52 -8.83 1 0.330 0.045 19.52 -29.77 2 0.330 0.044 19.19 -29.77 10.30 100.21 90.19 1.91 1.00 10.30 100.21 90.19 1.91 1.00 8.83 100.21 90.19 1.91 1.00 8.83 100.21 90.19 1.91 1.00 15,37 100.21 90,19 1.89 1.00 15.37 100.21 90.19 1.89 1.00 8.83 100.21 90.19 1,91 1.00 8,83 100.21 90.19 1.91 1.00 8.83 100.21 90.19 1.91 1.00 8.83 100.21 90.19 1.91 1.00 29.77 100.21 90.19 1.87 1.00 29.77 100.21 90.19 1,87 1.00 1.78 119,63 107.66 1.76 119.63 107.66 1.53 119.63 107.66 1.51 119.63 107.66 2.57 119.63 107.66 2.53 119.63 107.66 1.53 119.63 107.66 1.51 119.63 107.66 1.53 119.63 1.51 119.63 107.66 107,66 4.86 119.63 107.66 4.78 119.63 107.66 Title Block Line 1 You can change this area using the 'Settings' menu item and then using the Printing & Title Block' selection. TiIle Block Line 6 Steel Beam Lic. # : KW-06002327 Description : Load Combination Segment Length Bads HSS Beam Roof Half Open Max Stress Ratios Span # M V Project Title: Engineer: Project Desa: C-26 Project ID: Pointed:20OCT 2014, B:23M1 File = G:12014 Jobs114489.03 Moctezuma's Sout center Reeled CabrblCala1Etrercalc114489.03 s)+v,ec6 ENERCALC, INC. 1983-2014, Build:6.14.8.21, Ver.6.14.8.21 Licensee : PCS STRUCTURAL SOLUTIONS Summary of Moment Values max Mu + max Mu - Mu Max Mnx Phi'Mnx Cb Rm Summary of Shear Values VuMax Vnx Phi"Vnx Dsgn. L = 24.00 ft 1 0.330 0.045 Dsgn. L = 24.00 ft 2 0.330 0.044 +1.20D40.50Lr+0.50L+W+1.60H Dsgn. L = 24.00 ft 1 0.098 0.014 Dsgn. L = 24.00 ft 2 0.098 0.014 +1.20D+0.50L+O.50S+W+1,60H Dsgn. L = 24.00 ft 1 0.170 0.024 Dsgn. L = 24.00 ft 2 0.170 0.023 +1.20D40.50L+0.20S4E+1.60H Dsgn. L = 24.00 ft 1 0.127 0.018 Dsgn. L = 24.00 ft 2 0.127 0.018 40.90D+W+0.90H Dsgn. L = 24.00 ft 1 0.073 0.011 Dsgn. L = 24.00 ft 2 0.073 0.011 +0,90D4E+0.90H Dsgn, L = 24.00 ft 1 0.073 0.011 Dsgn. L = 24.00 ft 2 0.073 0.011 Overall Maximum Deflections 19.52 -29.77 29.77 100.21 90.19 1.87 1.00 4.86 119.63 107.66 19.19 -29.77 29.77 100.21 90.19 1.87 1.00 4.78 119.63 107.66 5.60 5.52 -8.83 8.83 100.21 90.19 1,91 1.00 1.53 119.63 107.66 -8.83 8.83 100.21 90.19 1.91 1.00 1.51 119.63 107.66 9.95 -15.37 15.37 100.21 90.19 1.89 1.00 2.57 119.63 107,66 9.79 -15.37 15.37 100.21 90.19 1.89 1.00 2.53 119.63 107.66 7.34 -11.44 11.44 100.21 90.19 1.90 1.00 1.94 119.63 107,66 7.23 -11.44 11.44 100.21 90.19 1.90 1.00 1.92 119.63 107.66 4.20 -6.62 6.62 100.21 90.19 1.91 1.00 1.15 119.63 107.66 4.14 -6.62 6.62 100.21 90.19 1.91 1.00 1.13 119.63 107.66 4.20 4.14 -6.62 6,62 100.21 90.19 1.91 1.00 '1,15 119.63 107.66 -6.62 6.62 100.21 90.19 1.91 1.00 1.13 119.63 107.66 Load Combination Span Max.' ° Defl Location In Span Load Combination Max. "+" Deft Location in Span +D+S+H +D+S+H Vertical Reactions Load Combination 1 0.2942 10.338 2 0.2817 13.846 +D+S+H Support 1 Support 2 Support 3 Support notation : Far left is #1 0.0000 -0.0001 Values in KIPS 0.185 0.185 Overall MAXimum Overall MlNimum +D+H +O+L+H +D+Lr+H 4 3+S+H +0+0.750Lr40.750L+H +040.750L+0.750S+H +D+0.60W4H +0+0.70E+H +040,750L40.750Lr40.450W411 40+0.750140.750S40.450W+H 40+0.750L+0.750S40.525E44 +0.60D+0.60W40.60H 40.60040.70E+0.60H 0 Only Lr Only L Only S Only W Only E Only H Only 2.499 0.542 0.903 0.903 0.903 2.499 0.903 2,100 0.903 0.903 0.903 2.100 2.100 0.542 0.542 0.903 6.654 1.519 2,531 2.531 2.531 6.654 2.531 5.624 2.531 2.531 2.531 5.624 5.624 1.519 1.519 2.531 1.596 4.123 2.476 0.538 0.897 0.897 0.897 2.476 0.897 2,081 0.897 0.897 0.897 2.081 2.081 0.538 0.538 0.897 1.580 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block° selection. Title Block Line Steel Beam Lic. # : KW-06002327 Description : Front MSS Beam Roof Shut CODE REFERENCES Project Title: Engineer: Project Descc C-27 Project ID: Primed: 20 OCT 2014, 8:24AM , Fite = G:12014 Jobs114489.03 Moctezumes'Suvchcentet Reeled Cabrio\Catcs\Enercalc114489.03`s0 ec6 .ENERCALC INC.1983-2014,euitd:6.14,8.21;Ver6:14.8.21 Licensee : PCS STRUCTURAL SOLUTIONS Calculations per AISC 360-10, IBC 2012, ASCE 7-10 Load Combination Set : ASCE 7-10 Material Properties Analysis Method : Load Resistance Factor Design Beam Bracing : Completely Unbraced Bending Axis : Minor Axis Bending Load Combination ASCE 7-10 --mm eroi Sr0,i4x) H$S12x,X3aF!G Applied Loads oto.957r1421. 'H5517lx§110 Fy : Steel Yield E; Modulus : Of O57 S .142* HSSi2t1 62x 1 16 46.0 ksi 29,000.0 ksi DIO.457lStO:i421: Span = '.HSS12x6x30116 Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.0570, S = 0.1420 k/ft, Tributary Width = 1.0 fl Load for Span Number 2 Uniform Load : D = 0.0570, S = 0.1420 k/ft, Tributary Width = 1.0 fl Load for Span Number 3 Uniform Load : D = 0.0570, S = 0.1420 k/ft, Tributary Width =1.0 fl Load for Span Number 4 Uniform Load ; D = 0.0570, S = 0.1420 k/ft, Tributary Width =1.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span Mu : Applied Mn * Phi : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection 0.155:1 HSS12x6x3l16 4.972 k-ft 32.128 k-ft +1.20D+0.50L+1.60S+1.60H 12.000ft Span # 1 0.029 in -0.001 in 0.046 in -0.002 in Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V Maximum Shear Stress Ratio = Section used for this span Vu : Applied Vn " Phi : Allowable Load Combination Location of maximum on span Span # where maximum occurs Ratio = 4,894 Ratio = 131892 Ratio = 3142 Ratio = 84661 Summary of Moment Values Desi. n 0 0.050 : 1 HSS12x6x3/16 2.348 k 47.354 k +1.20D+0,50L+1,60S+1.60H 12.000 ft Span # 1 max Mu + max Mu Mu Max Mny Phi Mny Cb Rm Summary of Shear Values VuMax Vny Phi"Vny +1:40D+1.60H Dsgn. L = 12.00 ft Dsgn. L = 12.00 ft Dsgn. L = 12.00 ft Dsgn. L = 12.00 ft +1.20D+0.50Lr+1.60L+1.60H Dsgn. L = 12.00 ft Dsgn, L = 12,00 ft Dsgn. L = 12.00 ft Dsgn. L = 12.00 ft +1.200+1.60L+0.50S+1.60H Dsgn, L = 12.00 ft Dsgn. L = 12.00 ft Dsgn. L = 12.00 ft Dsgn. L = 12,00 ft +1.20D+1.60Lr+0.50L+1.60H Dsgn, L = 12.00 ft 1 2 3 4 1 2 3 4 0.053 0.053 0.053 0.053 0.046 0.046 0.046 0.046 0.017 0.015 0.017 0.017 0.015 0.013 0.015 0.015 1.23 0.58 0.58 1,23 1.06 0.50 0.50 1.06 -1;71 -1.71 -1.71 -1.71 -1,47 -1.47 -1,47 -1.47 1.71 1.71 1.71 1.71 1.47 1.47 1,47 1,47 35.70 32.13 1.71 1.00 0.81 52.62 47.35 35.70 32.13 2.87 1.00 0.71 52.62 47.35 35.70 32.13 2.89 1.00 0.81 52.62 47,35 35.70 32.13 1.69 1.00 0.81 52.62 47.35 35.70 32.13 1.71 '1,00 0.69 52.62 47.35 35.70 32.13 2.87 1.00 0,61 52.62 47.35 35.70 32.13 2.89 1.00 0.69 52.62 47.35 35.70 32.13 1.69 1,00 0.69 52.62 47.35 1 0.080 0.026 1.85 -2.56 2,56 35.70 32.13 1.71 1.00 1.21 52.62 47.35 2 0,080 0.023 0.87 -2.56 2.56 35.70 32.13 2.87 1,00 1.07 52.62 47.35 3 0.080 0.026 0.87 -2.56 2.56 35.70 32.13 2.89 1.00 1.21 52.62 47.35 4 0.080 0.026 1.85 -2.56 2,56 35.70 32.13 1.69 1.00 1.21 52.62 47.35 0.046 0.015 1.06 -1.47 1.47 35.70 32.13 1.71 1.00 0.69 52.62 47.35 Title Block tine 1 You can change this area using the 'Settings" menu item and then using the 'Printing & Title Block' selection. Title Block Line 6 Steel Beam Project Title: Engineer: Project Descr. C-28 Project ID: PrInted:2000T,2014, 824AM _ FRB = G:12014 Jobs114489.03 Moctezuma's Southcenter Racial CelalolCalcslEnercalc114489.03 sjar.ec6 ENERCALC, INC.1083.2014, Buld:6:14,8:21, Ver:6.14.8.21 Lic. # : KW-06002327 Licensee : PCS STRUCTURAL SOLUTIONS Description : Load Combination Segment Length Front HSS Beam Roof Shut Max Stress Ratios Summary of Moment Values Summary of Shear Values Span # M V max Mu + max Mu - Mu Max Mnx Phi'Mnx Cb Rm VuMax Vnx Phi'Vnx Dsgn. L = 12.00 ft 2 0.046 0.013 0.50 -1.47 1.47 35.70 32.13 2.87 1.00 0.61 52.62 47.35 Dsgn. L = 12.00 ft 3 0.046 0.015 0.50 -1.47 1.47 35.70 32.13 2.89 1.00 0,69 52.62 47.35 Dsgn. L = 12.00 ft 4 0.046 0.015 1.06 -1.47 1.47 35.70 32.13 1.69 1.00 0.69 52.62 47.35 +1.20D+1.60Lr+0,50W+1.60H Dsgn. L = 12.00 ft 1 0.046 0,015 1.06 -1.47 1.47 35.70 32.13 1.71 1.00 0.69 52.62 47.35 Dsgn. L = 12.00 ft 2 0.046 0.013 0.50 -1.47 1.47 35.70 32.13 2.87 1.00 0.61 52.62 47.35 Dsgn. L = 12.00 ft 3 0.046 0.015 0.50 -1.47 1.47 35.70 32.13 2.89 1.00 0.69 52.62 47.35 Dsgn. L = 12.00 ft 4 0.046 0.015 1.06 -1.47 1.47 35.70 32.13 1.69 1.00 0.69 52.62 47.35 +1,20D+0,50L+1.60S+1.60H Dsgn. L = 12.00 ft 1 0.155 0.050 3.58 -4.97 4.97 35.70 32.13 1.71 1.00 2.35 52.62 47.35 Dsgn. L = 12.00 ft 2 0.155 0.044 1.69 -4.97 4.97 35.70 32.13 2,87 1.00 2.07 52.62 47.35 Dsgn. L = 12.00 ft 3 0.155 0.050 1.69 -4.97 4.97 35.70 32.13 2.89 1.00 2.35 52.62 47.35 Dsgn. L= 12.00ft 4 0.155 0.050 3.58 A.97 4.97 35.70 32,13 1.69 1.00 2.35 52.62 47.35 +1.20D+1,60S+0.50W+1.60H Dsgn. L = 12.00 ft 1 0.155 0.050 3.58 -4.97 4.97 35.70 32.13 1.71 1.00 2.35 52.62 47.35 Dsgn. L = 12.00 ft 2 0.155 0.044 1.69 -4.97 4.97 35.70 32.13 2.87 1.00 2.07 52.62 47.35 Dsgn.L= 12.00ft 3 0,155 0.050 1.69 4.97 4.97 35.70 32.13 2.89 1.00 2.35 52.62 47.35 Dsgn. L = 12.00 ft 4 0.155 0.050 3.58 -4.97 4.97 35.70 32.13 1.69 1.00 2.35 52.62 47.35 +1.20 D+0.50 L r+0.50 L+W+1.60 H Dsgn. L = 12.00 ft 1 0.046 0,015 1.06 -1.47 1.47 35.70 32.13 1.71 1.00 0.69 52.62 47.35 Dsgn. L = 12.00 ft 2 0.046 0.013 0.50 -1.47 1.47 35.70 32.13 2.87 1.00 0.61 52.62 47.35 Dsgn, L = 12.00 ft 3 0.046 0.015 0.50 -1.47 1.47 35.70 32.13 2.89 1.00 0.69 52.62 47.35 Dsgn. L = 12.00 ft 4 0.046 0.015 1.06 -1.47 1.47 35.70 32.13 1.69 1.00 0.69 52.62 47.35 +1.20D+0.50L40.50S+W+1.60H Dsgn. L = 12,00 ft 1 0,080 0.026 1.85 -2.56 2.56 35.70 32.13 1.71 1.00 1.21 52.62 47.35 Dsgn. L = 12.00 ft 2 0.080 0.023 0.87 -2.56 2.56 35.70 32.13 2.87 1.00 1.07 52.62 47.35 Dsgn. l = 12.00 ft 3 0.080 0.026 0.87 -2.56 2.56 35.70 32.13 2.89 1.00 1.21 52.62 47.35 Dsgn. L = 12.00 ft 4 0.080 0.026 1.85 -2.56 2.56 35.70 32.13 1.69 1.00 1.21 52.62 47.35 +1,20D+0.50L+0.20S+E+1.60H Dsgn. L = 12.00 ft 1 0.059 0.019 1.37 -1.90 1.90 35.70 32.13 1.71 1.00 0.90 52.62 47.35 Dsgn. L = 12.00 ft 2 0.059 0.017 0.65 -1.90 1.90 35.70 32.13 2.87 1.00 0.79 52.62 47:35 Dsgn. L = 12.00 ft 3 0.059 0.019 0.65 -1.90 1.90 35.70 32.13 2.89 1.00 0.90 52.62 47.35 Dsgn. L = 12.00 ft 4 0.059 0.019 1.37 -1.90 1.90 35.70 32,13 1.69 1.00 0.90 52.62 47.35 +0.90D+W+0.90H Dsgn. L = 12.00 ft 1 0.034 0.011 0.79 -1.10 1.10 35.70 32.13 1.71 1.00 0.52 52.62 47.35 Dsgn. L = 12.00 ft 2 0.034 0.010 0.37 -1.10 1.10 35.70 32.13 2.87 1.00 0,46 52.62 47.35 Dsgn. L = 12.00 ft 3 0.034 0.011 0.37 -1.10 1.10 35.70 32.13 2.89 1.00 0.52 52.62 47.35 Dsgn. L = 12.00 ft 4 0.034 0.011 0.79 -1.10 1.10 35.70 32.13 1.69 1.00 0.52 52.62 47.35 40.90D+E40.90H Dsgn.L= 12.00ft 1 0,034 0.011 0.79 -1.10 1.10 35.70 32.13 1.71 1.00 0.52 52.62 47.35 Dsgn. L = 12.00 ft 2 0.034 0.010 0.37 -1.10 1.10 35.70 32.13 2.87 1.00 0.46 52.62 47.35 Dsgn. L = 12.00 fl 3 0.034 0.011 0.37 -1.10 1.10 35.70 32.13 2.89 1.00 0.52 52.62 47.35 Dsgn. L = 12.00 ft 4 0.034 0.011 0.79 -1.10 1.10 35.70 32.13 1.69 1.00 0.52 52,62 47.35 Overall Maximum Deflections Load Combination Span Max. '= Deft Location in Span Load Combination Max. '+' Dell Location in Span +D+S+H 1 0.0458 5.388 0.0000 11.265 +D+S+H 2 0.0125 6.612 40+S+H -0.0017 0,980 +D+S+H 3 0.0129 5.633 +D+B+H -0.0012 11,265 +0+S41 4 0.0446 6.857 0.0000 11.265 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Support 4 Support 5 Overall MAXimum 1.043 3.034 2.465 3.034 1:03 Overall MINImum 0.224 0.652 0.530 0.652 0.224 +0+H 0.373 1.086 0.883 1.086 0.373 +0+L+H 0.373 1.086 0.883 1.086 0.373 +0+1.r+H 0.373 1.086 0.883 1.086 0.373 +O+S'1+1 1.043 3.034 2.465 3.034 1.043 +0+0.750Lr+0.750L+H 0.373 1.086 0.883 1.086 0.373 +0+0.750L40.750S+11 0.876 2.547 2.069 2.547 0.876 +0+0,60W+H 0.373 1.086 0.883 1.086 0.373 +0+0.70E+H 0.373 1.086 0.883 1.086 0.373 +0+0.750L+0.750Lr+0.450W+H 0.373 1.086 0.883 1.086 0.373 +0+0.7501+0.750S+0.450W+H 0.876 2.547 2,069 2.547 0.876 +D+0.7501+0.7505+0.525E+H 0.876 2.547 2.069 2.547 0.876 +0.60D+0.60W+0.60H 0.224 0.652 0.530 0.652 0.224 Title Block Line 1 You can change this area using the 'Settings' menu item and then using the °Printing & Title Block' selection. Title Block line 6 Steel Beam Project Title: Engineer: Project Descr. C-29 Project ID: Printed: 20OCT 20t4, 8.24AM File= G12014 Jobs 14489.03 Mxtezuma's Soulircettter Retied GabrtoiCalrslErtereek114d84.03stuard ENERCALC, IF4C:19834014, 6uild:6.14.8.21, Ver.&14.8,21 Lic. # : KW-06002327 Licensee : PCS STRUCTURAL SOLUTIONS Description : Front HSS Beam Root Shut Load Combination Support notation : Far left Is #1 Values in KIPS Support 1 Support 2 Support 3 Support 4 Support 5 40.60040.70E40.60H 0,224 0.652 0.530 0.652 0.224 D Only Lr Only L Only 0.373 1.086 0.883 1.086 0.373 S Only 0.669 1.947 1.582 1.947 0.669 W Only E Only H Only Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block° selection. Title Block Line 6 Steel Beam Lic. # : KW-06002327 Description : Front HSS Beam Roof Shut CODE REFERENCES Project Title: Engineer: Project Descr: C-30 Project ID: Printed: 20 OCT 2054, 8:25AM File = G:12014 Jobs114489.03 Moctezumas Southcsnter Reeled Cabrio\Calcs,Enercalc114489.03 sjw.ec6 ENERCALC, INC.1983.2014. Build:6.14.8.21. Ver:6.14.8.21 Licensee : PCS STRUCTURAL SOLUTIONS Calculations perAlSC 360-10, IBC 2012, ASCE 7-10 Load Combination Set : ASCE 7-10 Material Properties Analysis Method : Load Resistance Factor Design Beam Bracing : Completely Unbraced Bending Axis : Minor Axis Bending Load Combination ASCE 7-10 D10,0703421 D10.9574Sf0,142) Fy : Steel Yield: E: Modulus : 000A S10:1d2) 46.0 ksi 29,000.0 ksi o(OA57(A142) wir HSattxex3ls Applied Loads • Beam self weight calculated and Load for Span Number 1 Uniform Load : D = 0.0570, Load for Span Number 2 Uniform Load : D = 0.0570, Load for Span Number 3 Uniform Load : D = 0.0570, Load for Span Number 4 Uniform Load : D = 0.0570, an=12.40 s12z6,3rls anal 6 HSS12x$2,016 Service loads entered. Load Factors will be applied for calculations. added to loads S = 0,1420 k/ft, Tributary Width = 1.0 fi S = 0.1420 k/ft, Tributary Width =1.0 fl S = 0.1420 k/ft, Tributary Width = 1.0 fi S = 0.1420 k/ft, Tributary Width = 1.0 fl DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span Mu : Applied Mn " Phi : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection 0.155: 1 HSS12x6x3/16 4.972 k-ft 32.128 k-ft +1.20 D+0.50 L+1.60 S+1.60 H 12.000ft Span # 1 0.029 in -0.001 in 0.046 in -0.002 in Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Maximum Shear Stress Ratio = Section used for this span Vu : Applied Vn * Phi : Allowable Load Combination Location of maximum on span Span # where maximum occurs Ratio = 4,894 Ratio = 131892 Ratio = 3142 Ratio = 84661 Design 0 0,050 : 1 HSS12x6x3/16 2.348 k 47.354 k +1,20D+0,50L+1,60S+1.60H 12.000 ft Span # 1 Summary of Moment Values Segment Length Span # M V max Mu + max Mu - Mu Max Summary of Shear Values Mny Phi*Mny Cb Rm VuMax Vny PhrVny +1.40D+1.60H Dsgn. L = 12.00 ft 1 0.053 0.017 1.23 -1.71 1.71 35.70 32.13 Dsgn. L = 12.00 ft 2 0.053 0.015 0.58 -1.71 1.71 35.70 32.13 Dsgn. L = 12.00 ft 3 0.053 0.017 0.58 -1.71 1.71 35.70 32.13 Dsgn. L = 12.00 ft 4 0.053 0.017 1.23 -1.71 1.71 35.70 32.13 +1.20D+0.50Lr+1.60L+1,60H Dsgn. L = 12,00 ft 1 0.046 0.015 1.06 -1.47 1.47 35.70 32.13 Dsgn. L = 12.00 ft 2 0.046 0.013 0.50 -1.47 1.47 35.70 32.13 Dsgn. L = 12.00 ft 3 0.046 0.015 0.50 -1.47 1.47 35.70 32.13 Dsgn. L = 12.00 fl 4 0.046 0.015 1.06 -1.47 1.47 35.70 32.13 +1.20D+1,60L+0.50S+1.60H Dsgn. L = 12.00 fl 1 0.080 0.026 1.85 -2.56 2,56 35.70 32.13 Dsgn. L = 12.00 ft 2 0.080 0.023 0.87 -2.56 2.56 35.70 32.13 Dsgn. L = 12.00 fl 3 0.080 0.026 0.87 -2,56 2.56 35.70 32.13 Dsgn. L = 12.00 ft 4 0.080 0.026 1.85 -2.56 2,56 35.70 32.13 +1.20D+1.60Lr+0.50L+1.60H Dsgn. L = 12,00 ft 1 0.046 0.015 1.06 -1.47 1.47 35.70 32,13 1.71 1.00 0.69 52.62 47.35 1.71 1.00 2.87 1.00 2.89 1.00 1.69 1.00 1.71 1,00 2.87 1.00 2.89 1.00 1.69 1.00 1.71 1.00 2.87 1.00 2.89 1.00 1.69 1.00 0.81 52.62 47.35 0.71 52.62 47.35 0.81 52.62 47.35 0.81 52.62 47.35 0.69 52.62 47.35 0.61 52,62 47.35 0.69 52.62 47.35 0.69 52.62 47.35 1.21 52.62 47.35 1.07 52.62 47.35 1.21 52.62 47.35 1.21 52.62 47.35 Title Block Line 1 You can change this area using the 'Settings' menu item and then using the "Printing & Title Block° selection. Title Block Une 6 Steel Beam Project Title: Engineer: Project Descr: C-31 Project ID: Printed: 20 OCT 2014, 0:25AM Fle = G:12014 Jobs114489.03 Moctezuma's Southcenter Reclad CabrlolCalcanemalc114489.03 spi.ec6 ENERCALC, INC.1983.2014, Bu4d:6.14.8.21, Ver.6.14.821 Lic. # : KW-06002327 Licensee : PCS STRUCTURAL SOLUTIONS Description : Load Combination Front HSS Beam Roof Shut Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V maz Mu + max Mu - Mu Max Mnx Phi'Mnx Cb Rm VuMax Vnx Phi"Vnx Dsgn. L = 12.00 ft 2 0.046 0.013 0.50 -1.47 1.47 35,70 32.13 2.87 1.00 0.61 52.62 47.35 Dsgn. L = 12.00 ft 3 0.046 0.015 0.50 -1.47 1.47 35,70 32,13 2.89 1.00 0.69 52.62 47.35 Dsgn. L = 12.00 ft 4 0.046 0.015 1.06 -1.47 1.47 35.70 32.13 1.69 1.00 0.69 52.62 47.35 +1.20D+1.60Lr+0.50W+1.60H Dsgn. L = 12.00 ft 1 0.046 0.015 1.06 -1.47 1.47 35.70 32.13 1.71 1.00 0.69 52.62 47.35 Dsgn. L = 12.00 ft 2 0.046 0.013 0.50 -1.47 1.47 35.70 32.13 2.87 1.00 0.61 52.62 47.35 Dsgn. L = 12.00 ft 3 0.046 0.015 0.50 -1.47 1.47 35.70 32.13 2.89 1.00 0.69 52.62 47.35 Dsgn. L = 12.00 ft 4 0.046 0.015 1.06 -1.47 1.47 35.70 32.13 1.69 1.00 0.69 52.62 47.35 +1.20D+0,50L+1.605+1.60H Dsgn. L = 12.00 ft 1 0.155 0.050 3.58 -4.97 4.97 35.70 32.13 1.71 1.00 2.35 52.62 47.35 Dsgn. L = 12.00 ft 2 0.155 0.044 1.69 -4.97 4.97 35.70 32.13 2.87 1.00 2.07 52.62 47,35 Dsgn. L = 12.00 ft 3 0.155 0.050 1.69 -4.97 4,97 35.70 32.13 2.89 1.00 2.35 52.62 47.35 Dsgn. L = 12.00 ft 4 0.155 0.050 3.58 -4.97 4.97 35.70 32.13 1.69 1.00 2.35 52.62 47.35 +1.20D+1.60S+0.50W+1.60H Dsgn. L = 12.00 ft 1 0,155 0.050 3.58 -4.97 4.97 35.70 32.13 1.71 1.00 2,35 52.62 47.35 Dsgn. L = 12.00 ft 2 0.155 0.044 1.69 -4.97 4.97 35.70 32.13 2.87 1.00 2.07 52.62 47.35 Dsgn. L = 12.00 ft 3 0.155 0.050 1.69 -4.97 4.97 35.70 32.13 2.89 1.00 2,35 52.62 47.35 Dsgn. L = 12.00 ft 4 0.155 0.050 3.58 -4.97 4,97 35.70 32.13 1.69 1.00 2.35 52.62 47.35 +1.20D+0.50Lr+0.50L+W+1.60H Dsgn. L = 12.00 ft 1 0.046 0.015 1.06 -1.47 1.47 35.70 32.13 1.71 1.00 0.69 52,62 47.35 Dsgn. L = 12.00 ft 2 0.046 0.013 0.50 -1.47 1.47 35.70 32.13 2.87 1.00 0.61 52.62 47.35 Dsgn. L = 12.00 ft 3 0.046 0.015 0.50 -1.47 1.47 35.70 32.13 2,89 1.00 0.69 52.62 47.35 Dsgn. L = 12.00 ft 4 0.046 0.015 1.06 -1.47 1.47 35.70 32.13 1.69 1.00 0,69 52.62 47.35 +1.20D+0.50L+0,50S+W+1.60H Dsgn. L = 12.00 ft 1 0.080 0.026 1.85 -2.56 2.56 35.70 32.13 1.71 1.00 1.21 52,62 47.35 Dsgn. L = 12.00 ft 2 0.080 0.023 0.87 -2.56 2.56 35.70 32.13 2,87 1.00 1,07 52.62 47.35 Dsgn. L = 12.00 ft 3 0,080 0.026 0.87 -2.56 2.56 35.70 32.13 2.89 1.00 1.21 52.62 47.35 Dsgn. L = 12.00 ft 4 0.080 0.026 1.85 -2.56 2.56 35.70 32.13 1.69 1.00 1.21 52.62 47.35 +1.20D+0.50L+0.20S+E+1.60H Dsgn. L = 12.00 ft 1 0.059 0.019 1.37 -1.90 1.90 35.70 32.13 1.71 1.00 0.90 52.62 47.35 Dsgn. L = 12.00 ft 2 0.059 0.017 0.65 -1.90 1.90 35.70 32.13 2.87 1.00 ,0.79 52.62 47.35 Dsgn. L = 12.00 ft 3 0.059 0.019 0.65 -1.90 1.90 35.70 32.13 2.89 1.00 0.90 52.62 47,35 Dsgn. L = 12.00 ft 4 0.059 0.019 1.37 -1.90 1.90 35.70 32.13 1.69 1.00 '0.90 52.62 47.35 +0.90D+W+0.90H Dsgn. L = 12.00 ft 1 0.034 0.011 0.79 -1.10 1.10 35.70 32.13 1.71 1.00 0,52 52.62 47.35 Dsgn. L = 12.00 ft 2 0.034 0.010 0.37 -1.10 1.10 35.70 32.13 2.87 1.00 0.46 52.62 47.35 Dsgn. L = 12.00 ft 3 0.034 0.011 0.37 -1.10 1.10 35.70 32.13 2.89 1.00 0.52 52.62 47.35 Dsgn. L = 12.00 ft 4 0.034 0.011 0.79 -1.10 1.10 35.70 32.13 1.69 1.00 0.52 52.62 47.35 +0.90D+E+0.9011 Dsgn. L = 12.00 ft 1 0.034 0.011 0.79 -1.10 1.10 35.70 32.13 1.71 1.00 0.52 52.62 47.35 Dsgn. L = 12.00 ft 2 0.034 0.010 0.37 -1.10 1,10 35.70 32.13 2.87 1.00 0.46 52.62 47.35 Dsgn. L = 12.00 ft 3 0.034 0,011 0.37 -1.10 1.10 35.70 32,13 2.89 1.00 0.52 52.62 47.35 Dsgn. L = 12.00 ft 4 0.034 0.011 0.79 -1.10 1.10 35.70 32,13 1.69 100 0.52 52.62 47.35 Overall Maximum Deflections s _ Load Combination Span Max. "' Defl Location In Span Load Combination Max. "+" Defl Location in Span +D+S41 1 0.0458 5.388 0.0000 11.265 +D+S+H 2 0.0125 6.612 +D+S+H -0.0017 0.980 +D+S+H 3 0.0129 5.633 +O+S+H -0.0012 11.265 +D+S+H 4 0.0446 6.857 0.0000 11,265 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Support 4 Support 5 Overall MAXimum 1.043 3.034 2.465 3.034 1.043 Overall MlNimum 0.224 0.652 0.530 0.652 0.224 +041 0.373 1.086 0.883 1.086 0.373 '+D+L+H 0.373 1.086 0.883 1.086 0.373 +D+Lr+H 0.373 1.086 0.883 1.086 0.373 +D+S+H 1.043 3.034 2.465 3.034 1.043 +D+0.750Lr+0.750L+H 0.373 1.086 0.883 1.086 0.373 +D+0.750L+0.750S+H 0.876 2.547 2.069 2.547 0.876 +D+0.60W+H 0.373 1.086 0.883 1.086 0.373 +D+0.70E+H 0,373 1.086 0.883 1.086 0.373 +D+0.750L+0.750Lr+0.450W+H 0.373 1.086 0.883 1.086 0.373 +D+0.750L+0.750S+0.450W+11 0.876 2.547 2.069 2,547 0.876 +D+0.750L+0.750S+0.525E+H 0.876 2.547 2.069 2.547 0.876 +0,60D+0.60W+0.60H 0.224 0.652 0.530 0.652 0.224 Title Block Line 1 You can change this area using the "Settings' menu item and then using the "Printing & Title Block' selection. Title Biotic Line 6 Steel Beam Project Title: Engineer: Project Descr: C-32 Project ID: Printed: 20 OCT 20i 4, 8:26AM Re = G9014 Jobstt4489.03 Mociezuma's Southcenter Retied Catxic ICacstEnercelct14489.03 sjw.ec6 ENERCALC, INC.1983.2044, Ou7d:6,tb.8.21, Voc6.14,8.21 Lic. # : KW-06002327 Licensee : PCS STRUCTURAL SOLUTIONS Description : FrontHSS Beim Root Shut Vertical Reactions Load Combination Support notation : Far left is #1 Values in KIPS Support 1 Support 2 Support 3 Support 4 Support 5 +0.60D+0.70E+0.60H 0.224 D Only Lr Only L Only 0.373 0.652 0.530 0.652 0.224 1.086 0.883 1.086 0.373 S Only 0.669 1.947 1.582 1.947 0.669 W Only E Onty H Only • Title Block Line 1 You can change this area using the "Settings" menu item and then using the 'Printing & Title Block' selection. Title Block Line:fi Steel Beam Project Title: Engineer: Project Descr: C-33 Project ID: Printed 20 OCT 2014, 8:29AM File = G:12014 Jobs114489.03 Moctezuma's Southcenter Reeled CabdolCales\Enercaic114489.03 siw.ec6 ENERCALC, INC,1983.2014, Build:6,14.8.21, Vec6.14.8.21 Lic. # : KW-06002327 Licensee : PCS STRUCTURAL SOLUTIONS Description : FrontHSS Beam Roof Open CODE REFERENCES Calculations per AISC 360-10, IBC 2012, ASCE 7-10 Load Combination Set : ASCE 7-10 Material Properties Analysis Method : Load Resistance Factor Design Beam Bracing : Completely Unbraced Bending Axis : Minor Axis Bending Load Combination ASCE 7-10 Py : Steel Yield E: Modulus 46.0 ksi 29,000.0 ksi + O.17115r0,4264, (0.171 ,S(0,426k * Sppan=. 12.0 a HSS1280X3116 NSS12i 6;10 Span 12.0 ft . NSS12x8x3/16 HSS17 k 6. Applied Loads Service toads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.1710, S = 0.4260 k/ft, Extent = 0.0 -» 8.50 ft, Tributary Width = 1,0 fi Load for Span Number 4 Uniform Load : D = 0.1710, S = 0.4260 k/ft, Extent = 3.50 -» 12.0 ft, Tributary Width = 1.0 fi DESIGN SUMMARY Maximum Bending Stress Ratio = 0.333 : 1 Maximum Shear Stress Ratio = Section used for this span HSS12x6x3/16 Section used for this span Mu : Applied 10.704 k-ft Vu : Applied Mn * Phi : Allowable 32.128 k-ft Vn * Phi : Allowable Load Combination +1.20D+0.50L+1.60S+1.60H Load Combination Location of maximum on span 4.898ft Location of maximum on span Span # where maximum occurs Span # 1 Span # where maximum occurs Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection 0.099 in -0.028 in 0.143 in -0.038 in Ratio = Ratio = Ratio = Ratio = 1,456 5,142 1006 3742 Maximum Forces & Stresses for Load Combinations Desi • n OK 0.093 : 1 HSS12x6x3116 4.422 k 47.354 k +1.20D+0,50L+1,60S+1.60H 0.000 ft Span # 1 Load Combination Max Stress Ratios Segment Length Span # M V +1.40D+1.60H Dsgn. L = 12.00 ft Dsgn. L = 12.00 ft Dsgn. L = 12.00 ft Dsgn.L= 12.00ft +1.200+0.50Lr+1.60L+1.6011 Dsgn. L = 12.00 ft Dsgn, L = 12.00 ft Dsgn. L = 12.00 ft Dsgn. L = 12.00 ft +1.20D+1.60L+0.50S+1.60H Dsgn. L = 12.00 ft Dsgn. L = 12.00 ft Dsgn. L = 12.00 ft Dsgn. L = 12.00 ft +1.20D+1.60Lr+0.50L+1.60H Dsgn. L = 12.00 ft Dsgn. L = 12.00 ft Dsgn, L = 12,00 ft Dsgn. L = 12.00 ft +1.20D+1.60Lr+0.50W+1,60H 1 0.098 0.028 2 0.073 0.009 3 0.073 0.023 4 0.098 0.028 1 .+0.084 0.024 2 0.062 0.008 3 0.062 0.020 4 10.084 0.024 1 2 3 4 1 2 3 4 0.162 0.045 0.113 0.012 0.113 0.036 0.162 0.045 0.084 0.024 0.062 0.008 0,062 0.020 0.084 0.024 Summary of Moment Values max Mu + max Mu - •Mu Max Mny Phi'Mny Cb 3.15 0.61 0.61 3.15 2.70 0.52 0.52 2.70 5.20 1.34 1.34 5.20 2.70 0.52 0.52 2.70 -2.33 -2.33 -2.33 -2.33 -2,00 -2.00 -200 -2.00 -3.64 -3.64 -3.64 -3.64 -2.00 -2.00 -2.00 -2.00 3,15 2.33 2,33 3.15 2.70 2.00 2.00 2.70 5.20 3.64 3.64 5.20 2.70 2.00 2.00 2.70 35.70 35.70 35.70 35.70 35.70 35.70 35.70 35.70 35.70 35.70 35.70 35.70 35.70 35.70 35.70 35.70 32,13 32.13 32.13 32.13 32.13 32.13 32.13 32.13 32.13 32.13 32.13 32.13 32.13 32.13 32.13 32.13 Summary of Shear Values Rm VuMax Vny Phi'Vny 1.32 1.00 2.55 1.00 2.50 1:00 1.30 1;00 1.32 1.00 2,55 1.00 2.50 1.00 1.30 1.00 1.32 ;1.00 2.37 1.00 2.32 •1,00 1.30 1,00 1.32 1.00 2.55 1,00 2.50 1.00 1.30 1.00 1.31 52.62 47.35 0.43 52.62 47.35 1.10 52.62 47.35 1.31 52.62 47.35 1.12 52.62 47.35 0.37 52.62 47,35 0,94 52.62 47,35 1.12 52.62 47.35 2.15 52.62 47.35 0.58 52.62 47.35 1.72 52,62 47.35 2.15 52.62 47.35 1.12 52,62 47.35 0.37 52.62 47.35 0.94 52.62 47.35 1.12 52.62 47.35 Title Block Line 1 You can change this area using the 'Settings' menu item and then using the "Printing & Title Block' selection. Title Block Line 6 Steel Beam Project Title: Engineer: Project Descr: C-34 Project ID: Printed; 20 OCT 2014, &29A1v1 File = G:12014 Jobs114489.03 Moctezuma's Southcenter Reclad Cebrio\Calce\Enercalc114489.03 sjw.ec6 ENERCALC, INC.198342014, Bulld:6.14,6.21, Ver.6.14.8.21 Lic. # : KW-06002327 Licensee : PCS STRUCTURAL SOLUTIONS 'Description Load Combination Front HSS Beam Roof Open Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V max Mu + max Mu - Mu Max Mnx Phi'Mnx Cb Rm VuMax Vnx Phi'Vnx Dsgn. L = 12.00 ft 1 0.084 0.024 2.70 -2.00 2.70 35.70 32.13 1.32 1,00 1.12 52.62 47.35 Dsgn. L = 12.00 ft 2 0.062 0.008 0.52 -2.00 2.00 35.70 32.13 2.55 1.00 0.37 52.62 47.35 Dsgn. L = 12.00 ft 3 0.062 0.020 0.52 -2.00 2.00 35.70 32.13 2.50 1.00 0.94 52.62 47.35 Dsgn. L = 12.00 ft 4 0.084 0.024 2.70 -2.00 .2.70 35.70 32.13 1.30 1.00 1.12 52.62 47.35 +1.20D+0.50L+1.605+1.60H Dsgn. L = 12.00 ft 1 0.333 0.093 10.70 -7.27 10.70 35.70 32.13 1.31 1.00 4,42 52.62 47.35 Dsgn. L = 12.00 ft 2 0.226 0.022 3.15 -7.27 7.27 35.70 32.13 2.27 1.00 1.03 52.62 47.35 Dsgn. L = 12.00 ft 3 0.226 0.073 3.15 -7.27 7.27 35.70 32.13 2.22 1.00 3.44 52.62 47.35 Dsgn. L = 12.00 ft 4 0.333 0.093 10.70 -7.27 10.70 35.70 32.13 1.30 1.00 4.42 52.62 47.35 +1.20D+1.60S+0.50W+1.60H Dsgn. L = 12.00 ft 1 0.333 0.093 10.70 -7.27 10.70 35.70 32.13 1.31 1.00 4.42 52.62 47.35 Dsgn. L = 12.00 ft 2 0.226 0.022 3.15 -7.27 7.27 35.70 32.13 2,27 .1.00 1.03 52.62 47.35 Dsgn. L = 12.00 ft 3 0.226 0.073 3.15 -7.27 7.27 35.70 32.13 2.22 1.00 3.44 52.62 47.35 Dsgn. L = 12.00 ft 4 0.333 0.093 10.70 -7.27 10.70 35.70 32.13 1.30 1.00 4.42 52.62 47.35 +1.20D40.50Lr40.50L+W+1.60H Dsgn. L = 12.00 ft 1 0.084 0.024 2.70 -2.00 2.70 35.70 32.13 1.32 1.00 1.12 52.62 47.35 Dsgn. L = 12.00 ft 2 0.062 0.008 0.52 -2.00 2,00 35.70 32.13 2.55 1.00 0.37 52.62 47.35 Dsgn. L = 12.00 ft 3 0.062 0.020 0.52 -2.00 2.00 35.70 32.13 2.50 1.00 0.94 52.62 47.35 Dsgn. L = 12.00 ft 4 0.084 0.024 2.70 -2.00 2.70 35.70 32.13 1.30 1.00 1.12 52.62 47.35 +1.20D+0.50L40.505+W+1.60H Dsgn. L = 12.00 ft 1 0.162 0.045 5.20 -3.64 5.20 35.70 32.13 1.32 1.00 2.15 52.62 47.35 Dsgn. L = 12.00 ft 2 0.113 0.012 1.34 -3.64 3.64 35.70 32.13 2.37 1.00 0.58 52.62 47.35 Dsgn. L = 12.00 ft 3 0.113 0.036 1.34 -3.64 3.64 35.70 32.13 2.32 1.00 1.72 52.62 4735 Dsgn. L = 12.00 ft 4 0.162 0.045 5.20 -3.64 5.20 35.70 32.13 1.30 1.00 2.15 52.62 47.35 +1.20D+0.50L40.20S+E+1.60H Dsgn. L = 12.00 ft 1 0.115 0.032 3.70 -2.66 3.70 35.70 32,13 1.32 1,00 1.53 52.62 47.35 Dsgn. L = 12.00 ft 2 0.083 0.010 0.85 -2.66 2.66 35.70 32.13 2.45 1.00 0.45 52.62 47.35 Dsgn. L = 12.00 ft 3 0.083 0.027 0.85 -2.66 2.66 35.70 32,13 2.40 1.00 1.26 52.62 47.35 Dsgn. L = 12.00 ft 4 0.115 0.032 3.70 -2.66 3.70 35.70 32.13 1.30 1.00 1.53 52.62 47.35 40.90D+W40,90H Dsgn. L = 12.00 ft 1 0.063 0.018 2.03 -1.50 2,03 35.70 32.13 1.32 1.00 0.84 52.62 47.35 Dsgn. L = 12.00 ft 2 0.047 0.006 0.39 -1.50 1.50 35.70 32.13 2.55 1.00 0.28 52.62 47.35 Dsgn. L = 12.00 ft 3 0.047 0.015 0.39 -1.50 1.50 35.70 32.13 2.50 1.00 0.71 52.62 47.35 Dsgn. L = 12.00 ft 4 0.063 0.018 2.03 -1.50 2.03 35.70 32.13 1.30 1.00 0.84 52.62 47.35 +0.9004E40.90H Dsgn. L = 12.00 ft 1 0.063 0.018 2.03 -1.50 2.03 35.70 32.13 1.32 1.00 0.84 52.62 47.35 Dsgn. L = 12.00 ft 2 0,047 0.006 0.39 -1.50 1.50 35.70 32.13 2.55 1.00 0.28 52.62 47.35 Dsgn. L = 12.00 ft 3 0.047 0.015 0,39 -1.50 1.50 35.70 32.13 2.50 1.00 0.71 52.62 47.35 Dsgn. L = 12.00 ft 4 0.063 0.018 2.03 -1.50 2.03 35.70 32.13 1.30 1.00 0.84 52.62 47.35 Overall Maximum Deflections Load Combination Span Max, -" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+S+H 1 0.1431 5.633 0.0000 8.327 2 0.0000 5.633 +D+S+H -0.0385 3.918 3 0.0000 5.633 +0+S+H-0.0359 8.327 +0+5411 4 0.1406 6.612 0.0000 8.327 Vertical Reactions Support notation : Far left Is #1 Values In KIPS Load Combination Support 1 Support 2 Support 3 Support 4 Support 5 Overall MAXimum 2.997 3.064 -0.906 3.064 2.997 Overall MlNimum 0.560 0.657 -0.050 0.657 0.560 +0411 0.933 1.095 -0.083 1.095 0.933 40+1.+11 0.933 1.095 -0.083 1.095 0.933 +0+Lr+H 0.933 1,095 -0.083 1.095 0.933 40+S4H 2.997 3.064 -0.906 3.064 2.997 +0+0.750Lr+0.750L41-1 0.933 1.095 -0.083 1.095 0.933 +D+0.750L+0.750541 2.481 2.571 -0.701 2.571 2.481 +0+0.60W4$ 0.933 1.095 -0.083 1.095 0.933 +0+0.70E4H 0.933 1.095 -0.083 1.095 0.933 +0+0.750L+0.750Lr+0.450W+H 0.933 1.095 -0.083 1.095 0.933 +0+0.750L40.750S40.450W41 2.481 2.571 -0,701 2.571 2.481 4040,750L40.750S40.525E+H 2.481 2.571 -0.701 2.571 2.481 +0.60D+0.60W+0.60H 0.560 0.657 -0.050 0.657 0.560 40.60D+0.70E40.60H 0,560 0.657 -0.050 0.657 0.560 D Only 0.933 1.095 -0,083 1.095 0.933 It Only L Only Title Block tine 1 You can change this area using the 'Settings' menu item and then using the 'Printing & Title Block° selection. Title Block Line 6 Steel Beam Lic, # KW-08002327 Description : Load Combination Front HSS t; m Root Project Title: Engineer: Project Descr: C-35 Project ID: Printed: 20 OCT 2014, 8:29AM Fd0 = G:12014 Job011189.03 Maclezuma's Southcenler Reeled Cabr<o\CalcslEnerca!e114489.03 siov ec6 ENERCALC, INC.1983.2011, Bu"d:6.141121, VerS.14.8.21 Support notation : Far left is #1 Licensee PCS STRUCTURAL SOLUTIONS Values In KIPS Support 1 Support 2 Support 3 Support 4 Support 5 S Only W Only E Only H Only 2.084 1.969 A.823 1.969 2.084 Title Block Line 1 You can change this area using the °Settings' menu item and then using the 'Printing & Title Block' selection, Title Block Line 6 - SteelBeam Lic. # : KW-0600232.7 Description : Front HSS Beam Roof Half Open CODE REFERENCES Calculations per AISC 360-10, IBC 2012, ASCE 7-10 Load Combination Set : ASCE 7-10 1 Material Properties Analysis Method : Load Resistance Factor Design Beam Bracing : Completely Unbraced Bending Axis : Minor Axis Bending Load Combination ASCE 7-10 Project Title: Engineer: Project Descr: C-36 Project ID: Printed: 20 OCT 2014,- It:30M,1 File ="GA20'14 dobs114489.03 Moctezuma's Southcenter Reclad CatmolCalcs\Enerca1c\14489.03 sjw.ec6 ENERCALC,,INC.1983-201'4 Build6.14.8.21, Vei:6.14.8.21 Licensee : PCS STRUCTURAL SOLUTIONS Fy : Steel Yield E: Modulus : 46.0 ksi 29,000.0 ksi io04) ia��� i D(0.1141p(0.2$41 i + i * * S12xdx3l16:'. HSS12x6x3116 Applied Loads Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.0570, S = 0.1420 k/ft, Extent = 0.0 -» 8.50 ft, Uniform Load : D = 0.1140, S = 0.2840 k/ft, Extent = 8.50 -» 12.0 ft, Load for Span Number 2 Uniform Load : D = 0.1140, S = 0.2840 k/ft, Extent = 0.0 -» 5.0 ft, T Load for Span Number 3 Uniform Load : D = 0.1140, S = 0.2840 k/ft, Extent = 7.0 -» 12.0 ft, Load for Span Number 4 Uniform Load : D = 0.0570, S = 0.1420 k/ft, Extent = 3.50 -» 12,0 ft, Uniform Load : D = 0.1140, S = 0.2840 k/ft, Extent = 0.0 -» 3.50 ft, DESIGN SUMMARY Maximum Bending Stress Ratio = 0.183 : 1 Section used for this span HSS12x6x3/16 Mu : Applied 5.889 k-ft Mn * Phi : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection 32.128 k-ft +1.20D+0.50L+1.60S+1.60H 12.000ft Span # 1 of io ialS(O �� ♦ o(+ 141S(0.2841 ♦ HSS12x'62x3/ 6 Sppan-12.00 HSS12x0x3116- Service loads entered. Load Factors will be applied for calculations, Tributary Width =1.0 fi Tributary Width = 1.0 fi ributary Width = 1.0 fi Tributary Width = 1.0 fi Tributary Width = 1.0 fl Tributary Width = 1.0 ft Maximum Shear Stress Ratio = Section used for this span Vu : Applied Vn * Phi : Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.034 in Ratio = -0.002 in Ratio = 0.053 in Ratio = -0.003 in Ratio = 4,178 67,462 2723 45762 Maximum Forces & Stresses for Load Combinations Design 0 0.070 : 1 HSS12x6x3/16 3.308 k 47.354 k +1.20D+0.50L+1.60S+1.60H 12.000 ft Span # 1 Load Combination Max Stress Ratios Segment Length Span # M V Summary of Moment Values max Mu + max Mu - Mu Max Mny Phi*Mny Summary of Shear Values Cb Rm VuMax Vny Phi`Vny +1,40D+1.60H Dsgn, L = 12.00 ft Dsgn. L= 12.00ft Dsgn, L = 12.00 ft Dsgn. L = 12.00 ft +1.20D+0.50Lr+1.60L+1.60H Dsgn. L = 12.00 ft Dsgn, L = 12.00 ft Dsgn.L= 12.00ft Dsgn. L = 12.00 ft +1.20D+1.60L+0.50S+1.60H Dsgn. L = 12.00 ft Dsgn. L = 12.00 ft Dsgn. L = 12.00 ft Dsgn.,L = 12.00 ft 1 0.061 0.023 2 0.061 0.020 3 .0.061 0.023 4 '0.061 0,023 1 0.052 0.019 2 0.052 0,017 3 0,052 0.019 4 0.052 0.019 1 0,093 0.035 2 0.093 0.031 3 0.093 0.035 4 0.093 0:035 1.33 0.36 0,36 1.33 1.14 0.31 0.31 1.14 2.01 0.52 0.52 2.01 -1.96 -1.96 -196 -1.96 -1.68 .1.68 --1.68 -1.68 -2.99 -2.99 -2.99 -2.99 1.96 1,96 1.96 1.96 1.68 1,68 1.68 1.68 2.99 2.99 2.99 2.99 35.70 35.70 35.70 35.70 35.70 35.70 35.70 35.70 35.70 35.70 35.70 35.70 32.13 32.13 32.13 32.13 32.13 32.13 32.13 32.13 32.13 32,13 32.13 32.13 1.71 1.00 3,00 1.00 3.00 1.00 1.70 '1.00 1.71 1.00 3.00 1.00 3.00 1,00 1.70 1.00 1.71 1.00 3.00 1.00 3.00 1,00 1.70 1.00 1.07 52.62 47,35 0.94 52.62 47.35 1.07 52.62 47.35 1.07 52.62 47.35 0.91 52.62 47.35 0.81 52.62 47.35 0.91 52.62 47.35 0.91 52.62 47.35 1.66 52.62 47.35 1.47 52.62 47.35 1.66 52.62 47.35 1.66 52.62 47,35 Title Block Line 1 You can change this area using the "Settings" menu item and then using the °Printing & Title Block" selection. Title Block lane 6 Steel Beam Project Title: Engineer: Project Descr: C-37 Project ID: Prinked: 20 OCT 2014. 8:30PM File = G:12014 Jobs114489.03 Moclezuma's Southcenter Reclad CabriolCalcs1Enerceio114489.03 sjw.ec6 ENERCALC, INC.1983.2014, 8uild:6.14.8.21, Ver:6.14.821 Lic. # : KW-06002327 Licensee : PCS STRUCTURAL SOLUTIONS Description : Load Combination Segment Length Span # M V max Mu + max Mu - Mu Max Mnx Phi Mnx Cb Rm VuMax Vnx Phi"Vnx Front HSS Beam Roof Half Open Max Stress Ratios Summary of Moment Values Summary of Shear Values +120D+1.60Lr40.50L+1.60H Dsgn. L = 12.00 ft 1 0.052 0.019 1.14 -1.68 1.68 35.70 32.13 1,71 1.00 0.91 52.62 47.35 Dsgn. L = 12.00 ft 2 0.052 0.017 0.31 -1.68 1.68 35.70 32.13 3.00 1.00 0.81 52.62 47.35 Dsgn. L = 12.00 ft 3 0.052 0.019 0.31 -1.68 1.68 35.70 32.13 3.00 1.00 0.91 52.62 47.35 Dsgn. L = 12.00 ft 4 0.052 0.019 1.14 -1.68 1.68 35.70 32.13 1.70 1.00 0.91 52.62 47.35 +1,200+1,60Lr40,50W+1.60H Dsgn. L = 12.00 ft 1 0.052 0.019 1.14 -1.68 1.68 35.70 32.13 1,71 1.00 0.91 52.62 47.35 Dsgn. L = 12.00 ft 2 0.052 0.017 0.31 -1.68 1.68 35.70 32.13 3.00 1.00 0.81 52.62 47.35 Dsgn. L = 12.00 ft 3 0.052 0.019 0.31 -1.68 1.68 35.70 32.13 3.00 1.00 0.91 52.62 47.35 Dsgn. L = 12.00 ft 4 0.052 0.019 1.14 -1.68 1.68 35.70 32.13 1.70 1.00 0.91 52.62 47.35 +1.20040.50L+1.60S+1.60H Dsgn. L = 12.00 ft 1 0,183 0.070 3.94 -5.89 5.89 35.70 32.13 1.71 1.00 3.31 52.62 47.35 Dsgn. L = 12.00 ft 2 0.183 0.062 0.99 -5.89 5.89 35.70 32.13 3.00 1.00 2.92 52.62 47.35 Dsgn. L = 12,00 ft 3 0.183 0.070 0.99 -5.89 5.89 35.70 32.13 3.00 1.00 3.31 52.62 47.35 Dsgn. L = 12.00 ft 4 0.183 0.070 3.94 -5.89 5.89 35.70 32.13 1.70 1.00 3.31 52.62 47.35 +1.200+1,60540.50W+1.601-I Dsgn. L = 12.00 ft 1 0.183 0.070 3.94 -5.89 5.89 35.70 32.13 1.71 1.00 3.31 52.62 47.35 Dsgn. L = 12.00 ft 2 0.183 0.062 0.99 -5,89 5.89 35.70 32,13 3.00 1.00 2.92 52.62 47.35 Dsgn. L = 12.00 ft 3 0.183 0.070 0.99 -5.89 5.89 35.70 32.13 3.00 1.00 3.31 52.62 47.35 Dsgn. L = 12.00 ft 4 0.183 0.070 3.94 -5.89 5.89 35.70 32.13 1.70 1.00 3.31 52.62 47.35 +1.20D40.50Lr+0,50L+W+1.60H Dsgn. L = 12.00 ft 1 0.052 0.019 1.14 -1.68 1.68 35.70 32.13 1.71 1.00 0.91 52.62 47.35 Dsgn. L = 12.00 ft 2 0.052 0.017 0.31 -1.68 1.68 35.70 32.13 3.00 1.00 0.81 52.62 47.35 Dsgn. L = 12,00 ft 3 0.052 0.019 0.31 -1.68 1.68 35.70 32.13 3.00 1.00 0.91 52.62 47.35 Dsgn. L = 12,00 ft 4 0.052 0.019 1.14 -1.68 1.68 35.70 32.13 1.70 1.00 0.91 52.62 47.35 +1.20D+0.501+0.50S+W+1.60H Dsgn. L = 12.00 ft 1 0.093 0.035 2.01 -2.99 2.99 35.70 32.13 1.71 1.00 1.66 52.62 47.35 Dsgn. L = 12.00 ft 2 0.093 0,031 0,52 -2.99 2.99 35.70 32.13 3.00 1.00 1.47 52.62 47.35 Dsgn. L = 12.00 ft 3 0.093 0.035 0.52 -2.99 2.99 35.70 32.13 3.00 1.00 1.66 52.62 47.35 0sgn. L = 12.00 ft 4 0.093 0.035 2.01 -2.99 2.99 35.70 32.13 1.70 1.00 1.66 52.62 47.35 +120040.501.40.20S+E+1.60H Dsgn. L = 12.00 ft 1 0.069 0.026 1.49 -2.21 2.21 35.70 32.13 1.71 1.00 1.21 52.62 47.35 Dsgn. L = 12.00ft 2 0.069 0.023 0.39 -2.21 2.21 35.70 32.13 3.00 1.00 1.07 52.62 47.35 Dsgn. L = 12.00 ft 3 0.069 0.026 0.39 -2.21 2.21 35.70 32.13 3.00 1.00 1.21 52.62 47.35 Dsgn. L = 12.00 ft 4 0.069 0.026 1.49 -2.21 2.21 35.70 32.13 1.70 1.00 1.21 52.62 47.35 40.90D+W40.90H Dsgn. L = 12.00 ft 1 0.039 0.014 0.85 -1.26 1.26 35.70 32,13 1.71 1.00 0.69 52.62 47.35 0sgn. L = 12.00 ft 2 0.039 0.013 0.23 -1.26 1.26 35.70 32.13 3.00 1.00 0.60 52.62 47.35 Dsgn. L = 12.00 ft 3 0.039 0.014 0.23 -1.26 1.26 35.70 32.13 3.00 1.00 0,69 52.62 47.35 Dsgn. L = 12.00 ft 4 0.039 0.014 0.85 -1.26 1.26 35.70 32.13 1.70 1.00 0.69 52.62 47.35 +0.90D4E+0.90H Dsgn. L = 12.00 ft 1 0.039 0.014 0.85 -1.26 1.26 35.70 32.13 1.71 1.00 0.69 52.62 47.35 Dsgn. L = 12.00 ft 2 0.039 0.013 0.23 -1.26 1.26 35.70 32,13 3.00 1.00 0.60 52.62 47.35 Dsgn. L = 12.00 ft 3 0.039 0.014 0,23 -1.26 1.26 35.70 32.13 3.00 1.00 0.69 52.62 47.35 Dsgn. L = 12.00 ft 4 0.039 0.014 0.85 -1.26 1.26 35.70 32.13 1.70 1.00 0.69 52.62 47.35 Overall Maximum Deflections _r _ _ Load Combination Span Max. "--' Deft Location In Span Load Combination Max. "+" Dell Location in Span +D+S+H 1 0.0529 5.633 0.0000 11.020 40+S+H 2 0.0045 6.367 +D+S44 -0.0031 1.224 +D+S+H 3 0.0051 6.122 +D+S+H -0.0025 11.020 +D+S4I 4 0.0516 6.612 0.0000 11.020 Vertical Reactions Support notation : Far left is #1 Values In KIPS Load Combination Support 1 Support 2 Support 3 Support 4 Support 5 Overall MAXimum 1.093 4.248 0.533 4.248 1.093 Overall MINimum 0.233 0.861 0.198 0.861 0.233 +D+H 0.388 1.434 0.329 1.434 0.388 +D+L+H 0.388 1.434 0.329 1.434 0.388 +04Lr+H 0.388 1.434 0.329 1,434 0.388 +0+S441 1.093 4.248 0.533 4.248 1.093 +040.750Lr+0.750L41 0.388 1.434 0.329 1.434 0.388 +0+0.750L+0.750S+H 0.917 3.545 0.482 3.545 0.917 +0+0.60W+H 0.388 1.434 0.329 1.434 0.388 +D40.70E+H 0.388 1.434 0.329 1.434 0.388 +0+0.750L40.750Lr+0.450W+H 0.388 1.434 0.329 1.434 0.388 +040.750L40,750S+0.450W-H 0.917 3.545 0.482 3.545 0.917 +D+0.750L+0.750S+0.525E4H 0,917 3.545 0.482 3.545 0.917 Title Block Line 1 You can change this area using the 'Settings' menu item and then using the 'Printing & Title Block' selection. Title Block Line 6 Steel Beam Project Title: Engineer: Project Descr: C-38 Project ID: Printed: 20 OCT 2014, 8:30AM Fiies G:12014Jobs114489.03 Moclazuma`s Soulheenler Rsctad'Cabrio1Ca'.csiEnerce1s114489:D3ajw.ec8 ENERCALC, INC.1983-2014, Buid:6.14,8:21, Veu8.14.8.21 Lic. # : KW-06002327 Licensee.: PCS STRUCTURAL SOLUTIONS Description : Front MSS Bum Root Half Open Vertical Reactions Load Combination 40.60D+0.60W40.60H 40.60D+0.70E40.60H D Only Lr Only L Only Support notation : Far Ieft is #1 Values in KIPS Support 1 Support 2 Support 3 Support 4 Support 5 0.233 " -0.861 — - 0.198 0.861 0.233 0.233 0.861 0.198 0.861 0.233 0.388 1.434 0.329 1.434 0.388 S Only 0.705 2.814 0.204 2.814 0.705 W Only E Only H Only Structural Solutions Project AOL G 00Mh � C-39 Job No.,.1y Nitre- ?' r!e14; .aC Lowri%5 Slicer - Name Subject - = l$ Originating Office: ❑ Seattle coma Date id g/V GoMO i '' l ya!-m-rvG c_so Gr4Sr G//E'-t. P p 2. (-les Ps:W.26". ?Fe -- Sc 8) 8g 3) Go l t'/kA) O./ ,e/1 A -SE )ex AL ---'• Peep r 2_ 8 '` lJt�n = 2, 16 6z -#mac @ /if /VtoAA 4.1 . d.-fr �PrcT-0p PA -Ft Ec_7=• �gZ' F5° l Z4�ooa�aa.' (sq. tv,nd) Fz' 3(a aoo,cam) cec4�w ,02 Seattle . 811 First Avenue, Suite 620 • Seattle, WA 98104 • tel: 206.292.5076 Tacoma 1250 Pacific Avenue, Suite 701 • Tacoma, WA 98402 • tel: 253.383.2797 www.pcs-structural.com Project. ./_."_' _OG 1C.- 4.I*+44- Subject• #34te CF*"4e. Sheet Structural Solutions Originating Office: ❑ Seattle Iyach(I eA sir iPc,(1 ry= S"G %'Pacoma C-40 /4/-4M07 Job No: Name.. _ S l5W Date: • ) a,! $i4Y AC o. (/Q y4 *-if) _ 13. t“ rr %‘3. 3 k-z.. e = Z... F2 a `` f 4 ' _ o 67' 1` ( S> + s) 5�, 0.7513ks:) % P,SJc.s: 2 - 2 N (E-C, vs v c "'I-- fir= - /-04..� /6 A -- =7-1 ) C c A s.0P-t r-t-€/raLTP 91— TAsk- S 4L•L /4 _ /5.96k(2- �/.92w .ti Cia _ ( (' S . /U " y 3 /. Q z Seattle I 811 First Avenue, Suite 620 • Seattle, WA 98104 • tel: 206.292.5076 Tacoma 1250 Pacific Avenue, Suite 701 • Tacoma, WA 98402 • tel: 253.383.2797 '70+-oh - CoLe/ V ,. 2 �4) 2136 z (Pt /6/4//61' (/" Y� www.pcs-structural.com Title Block Line 1 You can change this area using the "Settings" menu item and then using the 'Printing & Title Block" selection. Title Block Line 6 Steel Base Plate Project Title: Engineer: Project Descr: C-41 Lic. # : KW-06002327 Description : Column Base Plate Code References Project ID: Printed: 20 OCT 2014, 8:32AM He = G:12014 Jobs 14489.03 Moclezuma's Southcenter Reeled CabriolCalcanerca c1f 4489.03 slw.ec6 ENERCALC, INC. 1983-2014, Bulld:6.14.8.21, Ven6.14.8.21 Licensee : PCS STRUCTURAL SOLUTIONS Calculations per AISC Design Guide # 1, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set : ASCE 7-10 General information Material Properties AISC Design Method Allowable Strength Design Steel Plate Fy = 36.0 ksi Concrete Support fc = 3.0 ksi Assumed Bearing Area :Full Bearing Column & Plate Column Properties Steel Section : HSS8x8x3/16 Depth Width Flange Thickness Web Thickness S2 c : ASD Safety Factor. Allowable Bearing Fp per J8 8 in Area 5.37 in^2 8 in Ixx in^4 0.174 in lyy in^4 in Plate Dimensions N : Length 14.0 in B : Width 14.0 in Thickness 1.0 in Column assumed welded to base plate. Applied Loads Support Dimensions Width along "X" Length along "Z' 14.0 in 14.0 in P•Y V-Z D : Dead Load 2.780 k L : Live k Lr: Roof Live k S : Snow 4.260 k W : Wind k E : Earthquake _...,. k H : Lateral Earth k M•X k k-ft k k-ft k k-ft k k-ft k 12.960 k-ft k 19.440 k-ft k k-ft • P "= Gravity load, "+" sign is downward. "+ Moments create higher soil pressure at+2 edge. "+ Shears push plate towards +Z edge, Anchor Bolts 2.50 2.550 ksi Anchor Bolt or Rod Description .5in Max of Tension or Pullout Capacity 20.0 k Shear Capacity k Edge distance : bolt to plate 1.50 in Number of Bolts in each Row 2.0 Number of Boll Rows 1.0 x-- x Edge Dataree Title Block Line 1 You can change this area using the "Settings" menu item and then using the 'Printing & Title Block" selection. Title 8iock Line.6. Steel Base Plate Lic. # : KW-06002327 Description : Column Base Plate Project Title: Engineer: Project Descr: C-42 Project ID: Printed: 20 OCT 2014, 8:32AM File =4:12014Jobs11448903 M octezuma's Southcenter Reclad CabriolCalcslEnercalc114489.03ajw.ec6 ENERCAEC, INC. 1983.2014, Build:6.14.8.21, Ver.6.14.8.21 GOVERNING DESIGN LOAD CASE SUMMARY Plate Design Summary Design Method Governing Load Combination Governing Load Case Type Design Plate Size Pa : Axial Load Ma : Moment Load Comb. : +D+H Allowable Strength Design +0.600+0.70E+0.60H Axial + Moment, L/2 < Eccentricity, Tension on Bc 1'-2" x 1'-2" x 1" Loading Pa : Axial Load ..:. Design Plate Height Design Plate Width Will be different from entry if partial bearing used. Al : Plate Area A2: Support Area sett( A2/A1) Distance for Moment, Calculation "n, Lambda . n n' * Lambda L = max(m, n, n") Load Comb.: +D+L+H Loading Pa : Axial Load .... Design Plate Height, ,. Design Plate Width Will be different from entry if partial bearing used. Al : Plate Area A2: Support Area sort( A2/A1) Distance for Moment Calculation x : Lambda n' * Lambda L=max(m,n,n") •s Licensee : PCS STRUCTURAL SOLUTIONS Mu : Max. Moment fb : Max. Bending Stress Fb : Allowable : Bending Stress Ratio 1.668 k fu : Max. Plate Bearing Stress .... 13.608 k-ft Fp : Allowable : min( 0.85*Pc*sgrt(A2/A1),1.7* fc)*Omega Bearing Stress Ratio 2.780 k 14.000 in 14.000 in 196.009 inA2 196.000 inA2 1.000 3.200 in 3.200 in 0.000 inA2 0,000 0.030 in 0.000 in 3.200 in 2.780 k 14.000 in 14,000 in 196,000 inA2 196,000 inA2 1.000 3.200 in 3.200 in 0.000 inA2 0.000 0.030 in 0,000 In 3.200 in 3.231 k-in 12.925 ksi 21.557 ksi 0.600 Bending Stress OK 1.020 ksi 1.020 ksi 1.000 Bearing Stress OK Tension in each Bolt 6.462 Allowable Bolt Tension 20.000 Tension Stress Ratio 0,323 Bearing Stresses Fp : Allowable ..........r................... fa : Max. Bearing Pressure Stress Ratio Plate Bending Stresses Mmax = Fu*LA2 / 2 fb: Actual ...:...... .:.....:.... ,.:;..». Fb : Allowable Stress Ratio Bearing Stresses Fp : Allowable ta : Max. Bearing Pressure Stress Ratio Plate Bending Stresses Mmax=Fu*LA2/2 tb : Actual - - Fb : Allowable Stress Ratio Axial Load Only, No Moment 1.020 ksi 0.014 ksi 0.014 0.073 k-in 0.290 ksi 21.557 ksi 0.013 Axial Load Only, No Moment 1.020 ksi 0.014 ksi 0.014 0.073 k-in 0.290 ksi 21.557 ksi 0.013 OG 7G �-iw_ Sc.. Project_ Subject QG�i� PicAt_ .y _. Structural Solutions Originating Office: ❑ Seattle C-43 Job No:i�. a 4. el"3 S mow. tt- )sJ'? »i e-Nrc-A ,oaf G4f iL ,4 di c-N o 2 02-a Q •p rh /' 3. 3 %G — t 5 4ez O so ) 5-4(x 2.0 /Pc Hoet cco S low z.,6`` (4.2f42) f /65 4 --i► f 36,r rs ;yv - (0-6) 364- _ 2/•6 Seattle Tacoma eo.IAC$J(Q 5" -12-04 G r A -crV f, ecfe 6 _ ,) 74c) — (4484') clam 75.4 Yet i'S) -- . s E 811 First Avenue, Suite 620 • Seattle, WA 98104 • tel: 206.292.5076 1250 Pacific Avenue, Suite 701 • Tacoma, WA 98402 • tel: 253.383.2797 35.1 r/5 5 c( ozo o s www.pcs-structural.com Project /1l 0 t tt 0. Subject: A h ch ° Structural Solutions Originating Office: ❑ Seattle (of Sheet t'T'acoma C-44 )q/: c4 2i¢.o3 Job No :.. Name: S c5 L") Q .es-s6,0 7- 04.r!'r- Tw = ,d 6n k ) A. 6't _ ; 3 t • A j k _ 3•5> k- o/a%!4 Date. .-._ ._ __ �` — 3 15,ki( �� 1 o.a(36kr') . G. 4'W in ----> Seattle I 811 First Avenue, Suite 620 • Seattle, WA 98104 • tet: 206.292.5076 Tacoma 1250 Pacific Avenue, Suite 701 • Tacoma, WA 98402 • tel: 253.383.2797 www.pcs-structuraLcom C-45 www.hitti.us Company: Specifier: Address: Phone I Fax: E-Mail: Page. Project Sub -Project I Pos. No Date: Profis.Anchor:2.4.9, 10/20/2014 Specifiers comments: 1 Input data Anchor type and diameter, Effective embedment depth: Material: Proof: Stand-off installation: Anchor plate: Profile: Base material: Reinforcement: Seismic loads (cat. C, D, E, or F) Geometry (in,] & Loading [lb, in.ib] Hex Head ASTM F 1554 GR. 36 5/8 het =10.000 in. ASTM F 1554 design method ACI 318-08 / CIP eb = 0.000 in. (no stand-off); t = 1.000 in. I x ly x t = 14.000 in. x 14.000 in. x 1,000 in.; (Recommended plate thickness: not calculated) Square HSS (AISC); (L x Wx T) = 8.000 in. x 8.000 In. x 0.188 in. uncracked concrete, 3000, fe. = 3000 psi; h = 420.000 in. tension: condition B, shear: condition B; edge reinforcement: none or < No. 4 bar no z #; Input data and results must be checked for agreement watt the existing conditions and forpIausibetyi f ROFIS Anchor (c ) 2003-2009 Hitti AG, FL-9484 Schwan HBU Is a registered Trademark of HIM AG, Schoen C-46 www.hilti.us Company: Specifier: Address: Phone I Fax: E-Mail: Profis Anchor 2.4.9 Page: 2 Project Sub -Project I Pos. No.: Date: 10/20/2014 2 Load case/Resulting anchor forces Load case: Design loads Anchor reactions (Ib] Tension force: (+Tension, -Compression) Anchor Tension force Shear force Shear force x Shear force y 1 6502 0 0 0 2 0 0 0 0 3 6502 0 0 0 4 0 0 0 0 max, concrete compressive strain: 0.22 [eiw] max. concrete compressive stress: 939 (psi] resulting tension force in (x/y)=(-5.500/0.000): 13004 [lb] resulting compression force in (x/y)=(6.256/0,000): 14672 [lb] 3 Tension Toad Tension 02 Load N. lib] Capacity§Na [Ib] Utilization = Nud Na Status Steel Strength' 6502 831 67 OK Pullout Strength` 6502 10678 61 OK Concrete Breakout Strength"` 13004 49710 27 OK Concrete Side -Face Blowout, direction " N/A N/A N/A N/A ' anchor having the highest loading **anchor group (anchors in tension) 3.1 Steel Strength N8e = n A30, NGee12 Nu, Variables n 1 Calculations Nu [lb] 13108 Results N,c [lb] 13108 3.2 Pullout Strength Nprl = 9rap Np Np =8Ain l 140,12 NUe Variables wap 1.400 Calculations Np [lb) 10896 Results Npd [Ib] 15254 ACI 318-08 Eq. (D-3) ACI 318-08 Eq. (D-1) Aee.H [in,2] 0,23 0.750 ACI 318-08 Eq. (D-14) ACI 318.08 Eq, (D-15) ACI 318-08 Eq, (D-1) Abm [in.2) 0,45 O.i00 e fola [Psi) 58000 N. [lb] Nu„ [lb] 9831 6502 fc [psi] 3000 • No (lb] 10678 N. (lb) 6502 Input data and results must be checked for agreement with the existing conditions and for pleusibilityl PROFIS Anchor ( e ) 2003-2009 Higt AG, FL-9494 Schoen Hilti is a registered Trademark of HSU AG, Selman C-47 www.hiltl.us Company: Specifier. Address: Phone t Fax: E-Mail: Page: Project: Sub -Project I Pos. No 1 Date: 1 2111.."V' Profis Anchor 2.4.9 3 10/20/2014 3.3 Concrete Breakout Strength Ncbg — \ANco/11ipecN Wed,N Wo.N'Vcp,N Nb INIcbg2 Nua AN, see ACI 318-08, PartD.5.2,1, Fig. RD.5.2.1(b) ANd, =9ha 1 Wa<N 2 eN s 1.0 1+3het Wed.N = 0.7 + 0,3 ( 5h t) s 1.0 yr�,N = MAX(Ca,rdn 1.5hei\ s 1.0 Cao � Cac Nb = kc x 4 he'r Variables h,t (in.]jin. 10.004: 0;)U0, d"N ACI 318-08 Eq,.(D-5) ACI 318-08 Eq. (D-1) ACI 318-08 Eq. (D-6) ACI 318-08 Eq. (D-9) ACI 318-08 Eq. (D-11) ACI 318-08 Eq:,(D-13) ACI 318-08 Eq. (D-7) 61 MUc.N :250 Cap M=1 kc 1c [psi]:_ 0.000 24 1 3000 Calculations ANC [ln 1 :: ANco tint!.);, ,iilea N -. tiled i1: _ giaiiN . r, N Nb [lbl' 1230.00- ;900.00 1:000. 1000; 1;000' 1000` 41509, Results td .1lb7 43mfrc ota 4i Nftit .[lb1.. N,ue:`'[ib3 71014 0,700 49710 13004i--- Input data and results must be checked for agreement with the existing conditions end for plausibility! PROFIS Anchor ( c ) 2003.2009 Kg AG, FL-9494 Sthaan Hflti Is a registered Trademark of H16 AG. Schaan 411 Structural Solutions �OG --e C-48 )N_ o8�'.03 Project: Job No: 1G Subject �. ,, Sheet _.. ----- _ - Name. S' I� GJ Date. 1" / 41/41 Originating Office: ❑ Seattle A-0Aft Fg t,,,'r,iz.G07.0,'Ai r 7;- = ja 60 S (I f2 Fo ) ,405-- 7' T--�► ,Eo-® # 4' aoQI1 = o 20 f.1 ,X14Pacoma 9e. Seattle 1 811 First Avenue, Suite 620 • Seattle, WA 98104 • tel: 206.292.5076 Tacoma. 1250 Pacific Avenue, Suite 701 • Tacoma, WA 98402 • tel: 253.383.2797 o...9di, www.pcs-structural.com Project: 0 C t,�r•-a SG Name C-49 Job No. IIC/??- Q % a \ Sheet S 's Subject: S oc- L e7 Structural Solutions Originating Office: ❑ Seattle Tacoma Date / % Z0/Ate i" 1/ 2- >4- %6 3. 0A--7e 7- (3'/-/%z i 1 Z fAto ,c� ow EA C A Gov , 5_ 5 GI C a 3 . s o ,rt•At S,VF,4. re- -•-10 5: Sc1 4. f Js 1-:7. 6f'f- - C r') . 5 i A 32.5 ram 4. r- 51/rAg- GAP- —GOSP L 1 c E 7t O j` Y/ 6 A cJ Sjax 8x/+ -Fi 2.aI."- e n —,p cr. 3 / 74- 2.0 G, / 2_ Seattle ( 811 First Avenue, Suite 620 • Seattle, WA 98104 • tel: 206.292.5076 www.pcs-structural.com Tacoma 4 1250 Pacific Avenue, Suite 701 • Tacoma, WA 98402 • tel: 253.383.2797 J A C D gENERAL NOTES THESE GENERAL NOTES ARE ID BE USED AS A SUPPLEMENT TO THE SPECIFICATIONS ANY DISCREPANCIES FOUND AMONG THE DRAWINGS, THE SPECIFICATIONS, THESE GENERAL NOTES AND THE SITE CONDITIONS SHAU. BE REPORTED TO THE ARCHITECT, WHO SHALL CORRECT SUCH DISCREPANCY IN WRITING. ANY WORK DONE BY THE GENERAL CONTRACTOR AFTER DISCOVERY OF SUCH DISCREPANCY SHALL BE DONE AT THE GENERAL CONTRACTOR'S RISK. THE GENERAL CONTRACTOR SHALL VERIFY AND COORDINATE DIMENSIONS AMONG AU. DRAWINGS PRIOR TO PROCEEDING WITH ANY WORK OR FABRICATION. THE STRUCTURE HAS BEEN DESIGNED TO RESIST CODE SPECIFIED VERTICAL AND LATERAL FORCES AFTER THE CONSTRUCTION OF ALL STRUCTURAL ELEMENTS HAS BEEN COMPLETED. STABIUTY OF THE STRUCTURE PRIOR TO COMPLETION 15 THE SOLE RESPONSBIUTY OF THE GENERAL CONTRACTOR. THIS RESPONSIBIUTY INCLUDES BUT B NOT LIMITED TO JOB SITE SAFETY; ERECTION MEANS, METHODS. AND SEQUENCES; TEMPORARY SHORING, FORMWORK, BRACING; USE OF EQUIPMENT AND CONSTRUCTION PROCEDURES. PROVIDE ADEQUATE RESISTANCE TO LOADS ON THE STRUCTURES DURING CONSTRUCTION PER SEI/ASCE STANDARD NO. 37-02 "DESIGN LOADS ON STRUCTURES DURING CONSTRUCTION.' CONSTRUCTION OBSERVATION BY THE STRUCTURAL ENGINEER IS FOR GENERAL CONFORMANCE WITH DESIGN ASPECTS ONLY AND IS NOT INTENDED IN ANY WAY TO REVIEW THE CONTRACTOR'S CONSTRUCTION PROCEDURES. STANDARDS. ALL METHODS, MATERIALS AND WORKMANSHIP SHALL CONFORM TO THE 2012 INTERNATIONAL BUILDING CODE (BC) AS AMENDED AND ADOPTED BY ME LOCAL BUILDING OFFICIAL OR APPUCABLE JURISDICTION. CONTRACT DRAWINGS / DIMENSIONS ARCHITECTURAL DRAWINGS ARE THE PRIME CONTRACT DRAVANGS. CONSULTANT DRAWINGS BY OTHER DISCIPUNES ARE SUPPLEMENTARY TO ARCHITECTURAL DRAVANGS. REPORT DIMENSIONAL OMISSIONS OR DISCREPANCIES BETWEEN ARCHITECTURAL DRAWINGS AND STRUCTURAL MECHANICAL, ELECTRICAL OR CIVIL DRAWINGS TO ARCHITECT PRIOR TO PROCEEDING WITH WORK. STRUCTURAL DRAWING SHALL BE USED IN CONJUNCTION WITH ARCHITECTURAL DRAWINGS. PRIMARY STRUCTURAL ELEMENTS ARE DIMENSIONED ON STRUCTURAL PLANS AND DETAILS AND OVERALL LAYOUT OF STRUCTURAL PORTION OF WORK. SOME SECONDARY ELEMENTS ARE NOT DIMENSIONED SUCH AS, WALL CONFIGURATIONS. INCLUDING EXACT 000R.AND WINDOW LOCATIONS, ALCOVES, SLAB SLOPES AND DEPRESSIONS, CURBS, ETC. VERTICAL. DIMENSIONAL: CONTROL.15•DEFREO BY ARCHITECTURAL WALL SECTIONS AND BUILDING SECTIONS, STRUCTURAL. DETAILS SHOW DIMENSIONAL RELATIONSHIPS TO CONTROL DIMENSIONS DEFINED BY ARCHITECTURAL DRAWINGS. DETAIUNG AND SHOP DRAWING PRODUCTION FOR STRUCTURAL ELEMENTS WILL REQUIRE DIMENSIONAL INFORMATION CONTAINED IN ElQTh ARCHITECTURAL AND STRUCTURAL DRAWINGS. DESIGN CRITERIA VERTICAL LOADS AREA DESIGN -DEAD LOAD LIVE LOAD (2) PARTITION LOAD CONCENTRATED WADS .. ROC' - CANOPY 18 PSF 25 PSF (1) 300# WIND: THE BUILDING MEETS THE CRITERIA TO USE THE 'METHOD 2 - SMPUFIED ENVELOPE PROCEDURE' PER ASCE 7-10. - EXPOSURE CATEGORY = B - BASIC WIND SPEED (3 SEC. GUST), VW = 110 MPH; VAT = 85 MPH - RISK CATAGORY PER TABLE 1.5-1 = 11 - TOPOGRAPHIC FACTOR Kzt A. 1.0 - INTERNAL PRESSURE COEFFICIENT (ENCLOSED) = t 0.113 - COMPONENTS AND CLADDING LOADS, SEE THE FOLLOWING TABLES ROOF SURFACES/ EFFECTIVE WIND AREA POSITIVE PRESSURES (PSF) NEGATIVE PRESSURES (PSF) ZONE 2 1 2 3 1 2 3 10 SF 16.0 I 16.0 16.0 -22.9 : -38.3 -57.8 20 SF 16,0 16,0 16.0 -22.3 -34,2 -47,8 50 SF 16.0 16.0 16.0 -21.5 -28.9 -348 100 SF 16.0 16,0 16,0 -20,9 -29,8 -24,8 WALL SURFACES AND ROOF OVERHANGS1 EFFECTIVE WIND AREA POSITIVE PRESSURE (PSF) NEGATIVE PRESSURE (PSF) ROOF OVERHANGS (PSF) ZONE2 4 5 4 5 ' 2 3 10 SF 22.9 22.9 -24,8 -30.6 -33.0 -542 20 SF 21.8 21,8 -23.7 -28.6 -32,3 -42.5 50 SF 20.5 20,5 -22.4 -25.8 -31,6 -27,2 100 SF 19.4 19.4 -21.4 -23.7 -31.0 -16.0 500 SF 17,0 17,0 -19.0 -19,0 - - . . 1. NET WIND PRESSURES AT ROOF SURFACES = VALUE FROM TABLE ABOVE -Z/3 ACTUAL DEAD LOAu. 2. ZONES ARE AS DEFIED BY FIGURE 30.5-1 IN ASCE 7-10. 8 SEISMIC. (ASCE 7-10) V = CsW WHERE Cs = S WITH Cs MINIMUM = 0.044 Soak 2 0.01 OR Cs MINIMUM = 0SS' FOR Si > 0.62 Cs MAXIMUM = T(.-) FOR T S lL OR Cs MAXIMUM =T2( ) FOR T>Tt SEISMIC IMPORTANCE FACTOR, le = 1.0D RISK CATEGORY OF BUILDING PER TABLE 1.5-1 = D SPECTRAL RESPONSE ACCELERATIONS Ss = 1.455g Si = 0.542g SITE CLASS PER TABLE 20,3-1 = D DESIGN SPECTRAL RESPONSE ACCELERATIONS Sss = 0.970g & Set = 0.542g SEISMIC DESIGN CATEGORY = 0 ANALYSIS PROCEDURE USED = EQUIVALENT LATERAL FORCE PROCEDURE RESPONSE MODIFICATION FACTOR PER TABLE 12.2-1, R - 6.5 Cs = 0.149 FOUNDATION DESIGN CRITERIA SOL BEARING PRESSURE: 1000 PSF (ASSUMED) ALL FOOTINGS SHALL BEAR ON FIRM, UNDISTURBED EARTH OR "STRUCTURAL BACKFILL". NATIVE EARTH BEARING SHALL BE SURFACE COMPACTED. AREAS OVER -EXCAVATED SHALL BE BACKFILLED WITH LEAN CONCRETE (F'=2000 PS) OR "STRUCTURAL BACKFIU.":,ARIAS DESIGNATED `STRUCTURALBACKF1LL' SHAU, BE FILLED,W41W APPROVED WELL GRADED BANKRUN MATERIAL, MAXIMUM SIZE or -ROCK 4". FROZEN SOIL, ORGANIC MATERIAL AND DELETERIOUS 1AATTER'NOT ALtOWED. COMPACT,T0 AT LEAST 95%'OF ITS'MAKIMUM DENSITY AS DETERMINEO.BY *TM 01557::CONTRACTOR SHALL ,EXERCISE EXTREME CARE DURING EXCAVATION TO AVOID DAMAGE TO BURIED UNLS, TANKS, AND OTHER CONCEALED ITEMS, UPON DISCOVERY, DO. NOT PROCEED,'IMIH WORK UNTIL RECEMNG WRITTEN INSTRUCTIONS FROM ARCHITECT. A COMPETENT REPRESENTATIVE OE THE OWNER SHALL INSPECT ALL FOOTING EXCAVATIONS FOR SUITABIUTY OF BEFITTING SURFACESPRIOR TO PLACEMENT:' OF REINFORCING STEEL, PROVIDE DRAINAGE AND DEWATERING AROUND AU. WORK TO AVOID WATER -SOFTENED FOOTINGS. r.,ON F' F CAST -IN -PLACE CONCRETE MIX DESIGNS. THE CONTRACTOR SHALL DE:SION CONCRETE MIXES THAT MEET OR EXCEED THE REQUIREMENTS OF THE CONCRETE,MIK .TABLE, THE MIX. DESIGNS SHALL FACILITATE ANTICIPATED PLACEMENT METHODS, WEATHER. REBAR CONGESTION. _ARCHITECTURAL FINISHES, CONSTRUCTION SEQUENCING, STRUCTURAL DETAILS, AND ALL OTHER FACTORS REQUIRED TO PROVIDE A STRUCTURALLY SOUND, AESTHETICALLY ACCEPTABLE FINISHED PRODUCT. WATER REDUCING ADMIXTURES WILL UKELY BE REQUIRED TO MEET THESE REQUIREMENTS. CONCRETE MIX DESIGNS SHALL CLEARLY INDICATE THE TARGET SLUMP. SLUMP TOLERANCE SHALL BE t 1-1/2 INCHES. AGGREGATE; COARSE AND FINE AGGREGATE SHALL CONFORM 1O ASTM C33 CEMENT. CEMENT SHALL CONFORM TO ASTM C150, TYPE R PORTLAND CEMENT, UNLESS NOTED OTHERWISE. FLYASH: SHALL CONFORM 10 ASTM C618 CLASS C OR F, MAXIMUM LOSS OF IGNITION SHALL BE 1,0% SLAG; GROUND GRANULATED BLAST -FURNACE (GORE) SLAG SHALL CONFORM TO AS1M C989 GRADE 100 OR 120, ALTERNATE MIX DESIGNS. VARIATIONS 10 THE MIX DESIGN PROPORTIOiS MAY BE ACCEPTED F SUBSTANTIATED IN ACCORDANCE WITH ACI 318, CHAPTER 5, PROVIDE SUBMITTALS A MINIMUM OF 1WO WEEKS PRIOR TO BID FOR DETERMINATION OF ACCEPTABIUTY. ADMIXX1U ADIAIXTURES MASTER DW. BUILDERS. W.R. GRACE, OR PRE -APPROVED EQUAL MANUFACTURERSALL RECOMMENDATIONS SHALL WATER: SHALL BE CLEAN AND POTABLE. 0. 15% BY WEIGHT SHALL NOT EXCEED O' CEMENTITIOUS MATERIAL UNLESS NOTED OIHERW10. sllDNCRFIT` FXPQ$EO TO WEATHER; PROVIDE 5-0% TOTAL AIR CONTENT FOR ALL CONCRETE EXPOSED TO WEATHER. TOTAL AIR 'CONTENT IS THE SUM OF ENTRAINED AIR PROVIDED BY ADMIXTURES AND NATURALLY OCCURRING,ETIIRAPPED AIR. AIR CONTENT SHALL BE TESTED PRIOR TO BEING PLACED IN THE PUMP HOPPER 0R BUCKET; IT IS NOT REQUIRED TO BE TESTED AT THE DISCHARGE END OF RE PUMP HOSE. THE TOLERANCE ON ENTRAPPED AIR SHALL BE +2.0% AIM -1.5% WITH THE AVERAGE OF ALL TESTS NOT LESS THAN THE SPECIFIED AMOUNT. TOTAL C(IfNTITIOUS'MATERIAL; THE SUM OF ALL CEMENT PLUS FLYASH AND SLAG. AT THE CONTRACTORS,0PT10N.FLYASH OR SLAG MAY BE SUBSTITUTED FOR CEMENT BUT SHAD. NOT EXCEED .25% BY, WEIGHT OF TOTAL CE1ENTITIQUS MATERIAL IN 140 CASE SHALL THE AMDNT OF FLYASH OR SLAG BE LESS THAN REQUIRED BY THE CONCRETE MIX DESIGN TABLE. FOOTING MIXES SHALL CONTAIN NOT LESS THAN 5 SACKS OF CEMENTITIOUS MATERIAL PER CUBIC YARD, ALL OTHER MIXES SHALL CONTAIN NOT LESS THAN 5-1/2 SACKS OF CEMENTiT10US MATERIAL PER CUBIC YARD, UNLESS NOTED OTHERWISE. ITEM (ATDESIGN 28 DAYSfc U.NA.)(PS) W/C R MIN. . RYAS! OU(PCC AGGREGATE GRADING AASH1a NOTES ALL CONCRETE 2500 0,50 57 OR 67 CONCRETE PLACEMENT PLACE CONCRETE' FOL.OVANG ALL APPLICABLE AC .RECOMMENDATIONS. CONCRETE SHALL BE PROPERLY CONSOUDATE'D PER ACl',309 USING INTERIOR MECHANICAL 4BRATORS,.00.1101 OVER -VIBRATE. CONCRETE SHALL,BE POURED MONOLITHICALLY BE115EEN.'CONSTRUCTION 0R- EXPANSION JOINTS. IF CONOtETE IS'PLAC ED BY THE PUMP 11E1H0,0, HORSES SHALL BE PROVIOEU: TO SUPPORT THE HOSE. THE HOSE SHALL NOT BEAL10NE0 TO RIDE ON THE REINFORCING, WEATHER FORECASTS SHALL BE MONITORED AND ACl'RECOMMENOAT10N5 FOR TIDY ANO•COLA WEATHER CONCRETING SHALL BE FOLLOWED AS REQUIRED. CONCRETE SHALL NOT FREE FALL MORE THAN S FEET DURING, PLACEMENT WITHOUT WRITTEN APPROVAL OF STRUCTURAL ENGINEER. COLD WEATHER PI ACEMENT 1. COLD WEATHER IS DEFINED BY ACI 306AS 'A PERIOD WHEN FOR MORE THAN 3 SUCCESSIVE DAYS THE MEAN DAILY TEMPERATURE DROPS BELOW 40' F." 2. NO CONCRETE SHALL BE PLACED ON FROZEN OR PARTIALLY FROZEN GROUND. THAWING THE GROUND WITH HEATERS IS PERMISSIBLE. 3. CONCRETE MIX TEMPERATURES SHALL BE AS SHOWN BELOW. HEATING OF WATER AND/OR AGGREGATES MAY BE REQUIRED TO ATTAIN THESE TEMPERATURES. 4. THE CONCRETE MAY REWIRE PROTECTION 'FOR 4 ,7',DAYS AFTER POURING IF TEMPERATURES REMAIN BELOW FREEZING, INSULATING BLANKET COVERAGE IS REQUIRED. IF TEMPERATURES ARE SLIGHTLY BELOW FREEZING-(30'-F MIN)AT.NIGHT AND%ABOVE FREEZING DURING THE DAY, KRAFT PAPER 'VATHCOMPLETE 'COVERAGE ` MAY 8E USED IN UEU OF INSULATED BLANKETS, 5. NO ADDITIVES CONTAINING CHLORIDES SHALL BE USED. USE "POZZUTEC 20+' BY MASTER BUILDERS OR 'POLARSEr BY W.R. GRACE OR PRE -APPROVED EQUAL CONDITION OF PLACEMENT AND CURING WALLS & SLABS . - FOOTINGS 1 MIN. TEMP. FRESH CONCRETE AS ABOVE 30' F. 60' 55' MIXED FOR WEATHER INDICATED. 0 TO 30' F. 65' 60' l DEGREES F. BELOW 0' F. 70' 65' MIN. TEMP. FRESH CONCRETE AS PLACED AND MAINTAINED, DEGREES F. 55' - - ' MAX :ALLOWABLE GRADUAL ORO?. IN TEMP...T'HROUGHOUT FIRST: 24 HOURS AFTER END "OF PROTECTION: DEGREES F,. . . HOT OR WINDY WEATHER PLACEMENT 1101 WEATHER IS 0E014E0 8Y ACI 305 AS TANY:'CO.1BINA110N OF NIGH .AMR TEMPERATURE, LE 8ELA71VE HUMIDITY, AND WIND VELOCITY, LENDING TO IMPAIR THE OUAUTY OF FRESH. HARDENED' CONCRETE.. AC 305 FIGURE 2,1.5:SH.ALL BE ;USED BY THE CONTRACTOR TO ESTIMATE THE RATE OE £VAPORATIOP. WHEN THE ESTIMATED RATE OF EVAPORATION IS GREATER THAN'0.2 PSF/HOUR.1NE PLACEMENT SHALL BE CONSIDERED.A NOT;WEATHER'PLACEMENT, PRECAUIIONS:AGAINST PLASTIC., SHRINKAGE CRACKING ARE-NECESSARY.'PRECAUT1ONS TAKEN BY THE, CONTRACTOR VARY DEPENDING: H1PON THE FACTORS -ASSOCIATED WITH WATER EVAPORATION AND 1NCLUDE:BUT ARE NOT LIMITED 10: 1. LIMITING CONCRETE TEMPERATURE TO 100T AT TIME OF PLACEMENT. 2. APPLICATION OF AN EVAPORATION RETARDER. 3. USE OF FOG SPRAY. 4. REDUCTION OF POUR SIZE. 5. PLACING CONCRETE AT NIGHT. CONTROL AND CONSTRUCTION JOINTS 1. ATTACHMENT OF NEW CONCRETE TO EXISTING: WHERE SHOWN. ROUGHEN CONCRETE ID A MINIMUM AMPUIUDE OF 1/4" USING IMPACT HAMMER. REMOVE ALL LOOSE 0R DAMAGED CONCRETE, THOROUGHLY FLUSH ALL SURFACES WITH POTABLE WATER. AIR BLAST WITH OIL FREE COMPRESSED AIR TO REMOVE ALL WATER. FMRFDOFD WHIMS 1. N0 ALUMINUM ITEMS SHALL BE EMBEDDED IN ANY CONCRETE, 2. ALL EMBED PLATES SHALL BE SECURELY FASTENED IN PLACE. 3. ALL EMBEDDED STEEL ITEMS EXPOSED TO EARTH SHALL 8E GALVANIZED. 4. ALL EMBEDDED STEEL ITEMS EXPOSED TO WEATHER SHALL BE PANTED UNLESS NOTED AS GALVANIZED. SEE DRAWINGS AND SPECIFICATIONS FOR PAINT. PRIMER, AND GALVANIZING REQUIREMENTS. tIDN_SHRINK GROUT MASTER BUILDERS 'MASTERFLOW 555. 0R PRE -APPROVED EQUAL CROU7 SHALL, CONFORM TO CRD-C621 *140 ASTM C1107 %HEN, TESTED AT A FLUID'CONSISTENCY PER CRD- C611.65'FOR 30 MINUTES. GROUT MAY BE' PLACER FROM A 25 SEC01 0 FLOW TO'A STIFF PACKING CONSISTENCY, FI14. OR PACIR ENTIRE SPACE UNDER PLATES 08 SHAPES. FOLLOW MANUFACTURERS RECOMMENDATIONS FOR PREPARATION, INSTALLATION, AND CURING EPDXY GROUT :IN CERICRF1T• HLT1 HFt-THY 150.MAX-SD OR PRE -APPROVED EQUAL TWO PART LOW SAG EPDXY. USE EQUIPMENT %MCA WILL ACCURATELY AIM AND OSPENSE:THE COMPONENTS. HOLE SHALL, BE HAMMER-DRIILEO ONLY, HOLE SHALL 8E DRY AND CLEANED WITH WIRE BRUSH AND PRESSURIZED AIR .841" PR10R 10 IINSIALLNG GROUT, THE REBAR OR ROD SHALL BE ROTATED AS IT IS PUSHED INTO -THE HOLE, COLD WEATHER GROUTING SHALL BE DONE MATH PROPER GROUT FORMULA. FOLLOW ALL MANUFACTURER'S RECOMMENDATIONS. REVISIONNO l bl,l-OA,a.,� 5" FILE copy '1Ar REVIEWED FOR CODE COMPLIANCE. APPROVED NOV 2 0 2014 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA NOV 0 3 2014 PERMIT CENTER PERMIT SET MOCTEZUMA'S MEXICAN RESTAURANT AND . TEQUILA BAR 'Souhmntglatallon TACOMA. 4) a eLaa Drawing a44 GENERAL NOTES ms' ] Iy 16, 2014 _ Shoiti;. vr- if 1 v ,�!e� SU, t0 2001 SURD 22211222219 J A C R 2 REINFORCING STEEL, REINFORCING STEEL SHALL CONFORM TO: ASTM A615, GRADE 60 TYPICAL UNLESS NOTED OTHERWISE. DETAIL FABRICATE AND PLACE PER ACI 315 AND ACI 318. REINFORCING STEEL COVER PROVIDE CONCRETE COVER OVER REINFORCEMENT AS FOLLOWS, UNLESS NOTED OTHERWISE CONCRETE CAST AGAINST EARTH 3" EXPOSED TO WEATHER 0R EARTH 2" STRUCTURAL STEEL OETAIUNG. FABRICATION AND ERECTION AU. WORKMANSHIP SHALL CONFORM TO THE AISC MANUAL OF STEEL CONSTRUCTION, 14TH EDITION, THE RISC SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS, JJNE 22, 2010, THE MSC CODE OF STANDARD PRACTICE, PRIL 14, 2010 AND THE AISC SEISMIC PROVISIONS FOR STRUCTURAL STEEL BULDINGS JUNE 22, 2010. STEEL MEMBERS ARE EQUALLY SPACED BETWEEN COLUMNS AND/CR DIMENSION POINTS UNLESS NOTED OTHERWISE THE CONTRACTOR SHALL 8E RESPONSIBLE FOR ALL ERECTION AIDS AND JOINT PREPARATIONS THAT INCLUDE BUT ARE NOT LIMITED T0, ERECTION ANGLES, UFT HOLES, AND OTHER AIDES, WELDING PROCEDURES, REQUIRED ROOT OPENINGS, ROOT FACE DIMENSIONS, GROOVE ANGLES, BACKING BARS. WELD EXTENSION TABS, COPES, SURFACE ROUGHNESS VALUES AND TAPERS OF UNEQUAL PARTS THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE COMPUANCE WITH ALL CURRENT OSHA REQUIREMENTS. HOLES, COPES OR OTHER CUTS OR MODIFICATIONS OF THE STRUCTURAL STEEL MEMBERS SHAU. NOT BE MADE IN THE FIELD WITHOUT WRITTEN APPROVAL FROM THE STRUCTURAL ENGINEER MATERIAL PROPERTIES. VIDE FLANGE S CE_TIONS: ASTM A992 (Fy = 50 KSI) OTHER SHAPES AND PLATES. ASTM A36 (Fy = 36 KS) TYP. U.N.O.; AS1M A572 (Fy = 50 KSI) WHERE INDICATED RWNDW A5 O STRUCTURAL SECTIONS; B REI�KA TAdo SQUARE - AS1M A500 GRADE B (Fy = 46 KSI) STRUCTURAL STEEL PIPES; ASTM A53, GRADE 8, TYPE E OR S (Fy = 35 KS) MACHINE BOLTS (M.B.L• AS1M A307, GRADE A HIGH -STRENGTH BOLTS; A325-ASTM F1852, A490-ASTM F2280 ANCHOR BOLTS (A.B)• ASTM F1554, GRADE 55, UNLESS NOTED OTHERWISE, ASTM F1554, GRADE 105 WHERE INDICATED. WELDING STRUCTURAL STEEL WELD IN ACCORDANCE WITH 'STRUCTURAL WELDING CODE' AIMS D1.1. CERTIFICATION' All WELTING SHAU. BE PERFORMED BY WABO/AWS CERTIFIED WEL)ERS. WELDERS MALL BE PREQUAUFlED FOR EACH POSITION AND WELD TYPE WHICH THE WELDER WILL BE PERFORMING. WELD TABS (ALSO KNOWN AS WELD 'EXTENSION' TABS OR 'RUN OFF' TABS) SHALL BE USED. AFTER THE WELD HAS BEEN COMPLETED THE WELD TABS SHALL BE REMOVED AND THE MELD END GROUND 10 A SMOOTH CONTOUR. WELD 'DAMS' OR 'END DAMS' SHALL NOT BE USED. 1HE PROCESS CONSUMABLES FOR ALL WELD FILLER METAL INCLUDING TACK WELDS, ROOT PASS AND SUBSEQUENT PASSES DEPOSITED IN A SIT SHALL BE COMPATIBLE. ALL WELD FILLER METAL AND WELD PROCESS SHALL PROVIDE THE TENSRE STRENGTH CHARPY V-NOTCH RATINGS AS FOLLOWS: GRAVITY FRAME WELD TYPE FILLER METAL 1ENSLE STRENGTH CHARPY V-NOTCH (CVO) RATING FILLET 70 KS _ _ _ PARTIAL PENETRATION 70 KS COMPLETE PENETRATION 70 KSI 20 FT-UM-0 -20 DEG F 1EELDED CONNECTIONS INSPECTION' 1. ALL WELDING SHALL BE CHECKED BY VISUAL MEANS AND BY OTHER METHODS DEEMED NECESSARY BY THE WELDING INSPECTOR. THE STANDARDS 07 ACCEPTANCE FOR WELDS TESTED BY ULTRASONIC METHODS SHALL CONFORM TO AIMS D1.1. ALL WELDS FOUND TO BE DEFECTIVE SHAU. BE REPAIRED AND REINSPECTED BY THE SAME METHODS ORIGINALLY USED, AND THIS REPAIR AND REINSPECTION SHALL BE PAID FOR BY THE CONTRACTOR. 3 ( 4 �, b GENERAL REQUIREMENTS. BOLTED CONNECTIONS INSPECTION; CONNECTIONS MADE WITH BEARING TYPE BOLTS SHALL BE INSPECTED PER SECTION 9.1 AND CONNECTIONS MADE MTh SLIP -CRITICAL TYPE BOLTS (A325SC OR A490SC) SHALL BE INSPECTED PER SECTION 9.3 OF RCSC SPECIFICATION. EPDXY GROUTED ANCHORS. 'ALL -THREAD" - ASTM A36 (FY = 36 KSI) UNLESS NOTED OTHERWISE. EXPANSION ANCHORS: AT CONCRETE, PROVIDE 'KWIKBOLT TY BY HIL11, INC., 0R 'STRONG-BOIr BY SMPSON STRONG 71E, INC., OR PRE -APPROVED EQUAL. AT MASONRY WALLS, 'KWO(BOLT II' BY HILTI, INC., "POWER -BOLT BY POWERS/RAWL FASTENING, INC. OR 'WEDGE -ALL" 8Y SIMPSON STRONG 11E, INC OR PRE -APPROVED EQUAL. EMBED BOLT INTO CONCRETE OR MASONRY 8 BOLT DIAMETERS MINIMUM, UNLESS NOTED OTHERWISE. INSTALL ANCHOR PER MANUFACTURER'S PUBLISHED RECOMMENDATIONS: EIN121; STRUCTURAL STEEL SHALL BE -PAINTED, UNLESS NOTED OTHERWISE, AND SHALL BE CLEAN OF LOOSE RUST, LOOSE MILL SCALE. OIL, GREASE AND OTHER FOREIGN SUBSTANCES AND SHALL MEET THE REQUIREMENTS OF SSPC-SPI. WHERE STRUCTURAL STEEL IS NOTED TO BE PANTED, ALL AREAS COMPRISING THE EATING SURFACES OF BOLTED CONNECTIONS MADE WITH SUP -CRITICAL TYPE BOLTS (A325SC OR A490SC) SHALL COMPLY WITH THE REQUIREMENTS 07 THE RCSC SPECIFICATION. WHERE STRUCTURAL STEEL IS NOTED TO BE GALVANIZED, IT SHALL BE HOT -DIP GALVANIZED IN ACCORDANCE WITH ASTM A123, A384, AND A385. ALL SURFACES WITHIN TAD INCHES OF ANY FIELD WELD LOCATION SHALL BE FREE OF MATERIALS THAT WOULD PREVENT PROPER WELDING CR PRODUCE OBJECTIONABLE FUMES FIELD TOUCH-UP OF PRIMED, PAINTED, AND GALVANIZED SURFACES MALL BE PERFORMED TO REPAIR COATING ABRASIONS, AS WELL AS TO PROTECT ALL AREAS AT CONNECTIONS. COLD —FORMED STEEL FRAMING CONSTRUCTION: THE DESIGN, INSTALLATION AND CONSTRUCTION OF COLD -FORMED CARBON OR LOW -ALLOY STEEL, STRUCTURAL AND NON-STRUCTURAL STEEL FRAMING, SHAH BE IN ACCORDANCE WITH IBC SECTION 2211 AND AMERICAN IRON AND STEEL INSTITUTE (AISI) STANDARD SI00-07/S1-10 AND 5200-07 AND SHALL BE MANUFACTURED BY A MEMBER OF THE STEEL STUD MANUFACTURER'S ASSOCIATION (SSMA), OR PRE -APPROVED EQUAL IN ACCORDANCE WITH SSMA ICC ER-4943P AND S200-07. ALL 54 MIL AND HEAVIER GALVANIZED MEMBERS SHALL BE FORMED FROM STEEL THAT MEETS THE REQUIREMENTS OF ASTM A653, QUALITY SQ, GRADE 50, CLASS 1, FY=50 KSI. ALL 43 NIL AND UGHTER GALVANIZED MEMBERS SHALL BE FORMED FROM STEEL THAT MEETS THE REQUIREMENTS OF ASTI( A653, QUALITY SQ, GRADE 33, FY=33 KS. BRIDGING PER MANUFACTURER'S REQUIREMENTS AND AS SHOWN IN THE STRUCTURAL DRAWINGS SHALL BE IN PLACE PRIOR TO PLACING OF ANY CONSTRUCTION LOADS. ALL RUNS SHALL BE RIGIDLY ANCHORED TO END WALLS EXTERIOR WALT AND' BEARING WAU).COLD-FORMED STEEL FRAMIN($. COLD -FORMED STEEL FRAMING MEMBERS •SHALL MEET 114671'PE. 52E AND THICKNESS ASINDICATED ON THE STRUCTURAL PLANS AND SPECIFICATIONS. POWDER ACTUATED ERS; SHAU. BE X-UIVERSAL KNURLED SHANK FASTENER BY MILD PRE -APPROVED EQUALS INSTAL PER ALL MANUFACTURERS PUBLISHED RECOMMENDATIONS. OR COLD -FORMED STEEL TO STRUCTURAL STEEL UNLESS NOTED OTHERWISE, PROVIDE 0.157' SHANK DIAMETER X-U 15 LOW -VELOCITY FASTENER - FASTENER TIP MALL PENETRATE STRUCTURAL STEEL. COLD -FORMED STEEL TO CONCRETE UNLESS NOTED OTHERWISE, PROVIDE 0.157' SHANK DIAMETER X-U LOW -VELOCITY FASTENER - EMBED 1)¢' MINIMUM INTO CONCRETE, UNLESS NOTED OTHERWISE. MISCELLANEOUS: PRE -APPROVED SUBSTITUTIONS SUBSTITUTIONS MAY BE ALLOWED ONLY IF THEY MEET THE REQUIREMENTS OF THESE GENERAL NOTES AND THE SPECIFICATIONS, AND IF COMPLETE WRITTEN ENGINEERING DATA FOR EACH CONDITION REQUIRED FOR THIS PROJECT IS PROVIDED TO THE STRUCTURAL ENGINEER TWO WEEKS PRIOR TO BID DATE AND APPROVED N WRITTEN ADDENDA BY THE ARCHITECT. DATA IS 10 INDICATE CODE BASIS BY YEAR, AUTHORITY FOR STRESSES AND'S1RESS INCREASES IF ANY AND AMOUNT OF EXPECTED DEFLECTION FOR `FLEXURAL,MEMBERS UNOE4A1) TOTAi:LOAD *ND12) U.UVE top (OILY ALL INCREASED COSTS IN MECHANICAL, SPRINKLER ELECTR4C,AI OQ•:GENERAL INSTALLAROIN AND ,ANY ARCHITECTURAL OR STRUCTURAL REDESIGN 'RESUL11N0 FROM SIJQSTT1UTIN SHAUI BE BORNE BY THE GENERAL CONTRACTOR. SHOP DRAWINGS/SUBMITTALS THE FO LOVING SHOP DRAWINGS/SUBMITTALS SHALL BE PROVIDED FOR REVIEW AND APPROVAL BY THE STRUCTURAL ENGINEER PRIOR TO FABRICATION OR DEUVERY. STRUCTURAL ENGR. BLDG DEPT. 1. STRUCTURAL STEEL X X 2. MISCELLANEOUS STEEL X X 3. PRE -ASSEMBLED WALL PANELS X X 4. CONTRACTOR'S STATEMENT OF RESPONSIBILITY X X SPECIAL INSPECTION: SPECIAL INSPECTION SHALL BE PROVIDED BY AN INDEPENDENT TESTING LABORATORY PER THE REQUIREMENTS 07 IBC CHAPTER 17 AND THE LOCAL BUILDING OFFICIAL 0R APPLICABLE JURISDICTION AND THE CONTRACT DOCUMENTS, THE SPECIAL INSPECTOR SHALL SUBMIT INSPECTION REPORTS AND A FINAL SIGNED REPORT TO THE BUILDING OFFICIAL FOR THE ITEMS LISTED IN THE QUALITY ASSURANCE/SPECIAL INSPECTION SECTION: 8 7 8 RECEIVED CITY OF TUKWILA NOV 0 3 2014 PERMIT CENTER PERMIT SET MOCTEZUMA'S MEXICAN RESTAURANT AND TEQUILA BAR 'SautImeate, LawWn BLRB architects TACOMA Lr may nUa GENERAL NOTES iiiEMMI ma ' J0ty 16, 2014 iaIMIIIIIIIII ammo r!f S0.2 e1 l L5 2001 Dole APCH1T 78 } J A 8 m E 4 i 0 1 F 2 I s i STATEMENT OF SPECIAL INSPECTIONS. SPECIAL INSPECTION: SPECIAL INSPECTION SHALL BE PROVIDED PER THE REQUIREMENTS OF IBC SECTION 1704 AND AS NOTED HEREIN. 4 STRUCTURAL SYSTEM VERIFICATION AND INSPECTION CONTINUOUS PERIODIC COMMENTS REFERENCES STRUCTURAL STEEL MATERIAL VERIFICATION OF HIGH -STRENGTH BOLTS. NUTS AND WASHERS X AISC 360 CHAPTER N5 HIGH -STRENGTH BOLTING A. SNUG -TIGHT JOINTS X : AISC 360 CHAPTER N5 MATERIAL VERIFICATION OF STRUCTURAL STEEL A. FOR STRUCTURAL STEEL, IDENTIFICATION MARKINGS TO CONFORM TO AISC 360 B. MANUFACTURERS CERTIFIED MILL TEST REPORTS X X MANUFACTURER TO PROVIDE CERTIFIED MILL TEST REPORTS RISC 360 CHAPTER N5 AISC 341 CHAPTER J6 MATERIAL VERIFICATION OF WELD FILLER MATERIALS A. IDENTIFICATION MARKINGS TO CONFORM TO AVE SPECIFICATIONS USED IN GENERAL NOTES 8. MANUFACTURER'S CERTIFICATE OF COMPUANCE X X MANUFACTURER TO PROVIDE CERTIFICATE OF COMPLIANCE AISC 360 CHAPTER N5 INSPECTION OF WELDING A. COMPLETE AND PARTIAL JOINT PENETRATION GROOVE WELDS 8. MULTI -PASS FILLET WELDS C. SINGLE -PASS FILLET WILDS > 5/16' D. PLUG AND SLOT WELDS E. SINGLE -PASS FILLET WELDS 6 5/16' F. FIELD -INSTALLED WELDED STUDS X X X X X X SPECIAL INSPECTIONS IN THIS SECTION ARE WAIVED WHERE FABRICATION IS PERFORMED ON THE PREMISES OF A FABRICATOR REGISTERED AND APPROVED IN ACCORDANCE WITH IBC SECTION 1704.2.5 AISC 360 CHAPTER N5 AISC 341 CHAPTER J6 AWS D1.1 INSPECTION OF STEEL FRAME JOINT DETAILS FOR COMPUANCE WITH APPROVED CONSTRUCTION DOCUMENTS X STEEL CONSTRUCTION OTHER THAN STRUCT1RiAL STEEL MATERIAL VERIFICATION OF COLD -FORMED SILEL DECK: A. IDENTIFICATION MARKINGS TO CONFORM TO ASTM STANDARDS SPECIFIED IN THE APPROVED CONSTRUCTION 000UMENTS B. MANUFACTURER'S CERTIFIED TEST REPORTS X X APPLICABLE AS1M MATERIAL STANDARDS INSPECTION OF WELDING A. 001.8 FORMED STEEL DECK WELDS B. REINFORCING STEEL 1, VERIFICATION OF WELDABUIIY OF REINFORCING STEEL OTHER THAN AS1M A 706 2. REINFORCING STEEL IN MOMENT FRAMES AND BOUNDARY ELFNENTS 3. SHEAR REINFORCEMENT 4. OTHER REINFORCING STEEL X X X X X AWS D1,3 AWS D1.4 ACI 318 SECTION 3.5.2 COLA -FORMED STEEL FRAMING EXTERIOR WALLS X IBC 1705.10.3, 1705.11.5 TESTING AND SPECIAL INSPECTION REPORTS SHALL BE PREPARED FOR EACH INSPECTION ITEM ON A DAILY BASIS WHENEVER WORK IS PERFORMED ON THAT ITEM. REPORTS SHALL BE DISTRIBUTED TO OWNER, CONTRACTOR, BUILDING OFFICIAL ARCHITECT AND STRUCTURAL ENGINEER. STRUCTURAL OBSERVATIONS SHALL BE PERFORMED BY THE STRUCTURAL ENGINEER OF RECORD OR DESIGNATED REPRESENTATIVE IN ACCORDANCE WITH IBC 1704.5. STRUCTURAL OBSERVATION SHALL BE PERFORMED AS FOLLOWS: s PERIODIC VISUAL. OBSERVATION OF STRUCTURAL 1T51LMS FOR GENERAL CONFORMANCE TO CONSTRUCTION DOCUMENTS AT SIGNIFICANT CONSTRUCTION STAGES. s REVIEW OF TESTING AND INSPECTION REPORTS. s REPORTS SHALL BE PREPARED FOR EACH SITE VISIT AND SHALL BE DISTRIBUTED TO ARCHITECT. GENERAL CONTRACTOR SHALL SUBMIT A WRITTEN CONTRACTOR'S STATEMENT OF RESPONSIBILITY TO THE BUILDING OFFICIAL AND OWNER PRIOR TO COMMENCEMENT OF WORK. THE CONTRACTOR'S STATEMENT OF RESPONSIBIUTY SHALL INCLUDE ACKNOWLEDGMENT OF AWARENESS OF THE SPECIAL INSPECTION REQUIREMENTS COSTUMED IN THE STATEMENT OF SPECIAL INSPECTION. 5 6 7 ABBREVIATION LIST 0 AT H$R HANGER AS. ANCHOR BOLT HORIZ. HORIZONTAL ADM ADDITIONAL H55 HOLLOW STRUCTURAL SECTION A.F.F. ABOVE FINISH FLOOR HT HEIGHT ALT, ALTERNATE INT. INTERIOR ARCH. ARCHITECTURAL J5T JOIST BLDY' BUILDING JT JOINT BLK'6 BLOCKING L ANGLE BM BEAM L.L. LIVE LOAD BAH. BOTTOM OF FOOTINS LLH LONG LEG HORIZONTAL B.O.T. BOTTOM LLV LONG LE-6 VERTICAL BRG BEARING LOG. LOCATION MINN LSl. LAMINATED STRAND LUMBER.. 6811€EN B.U. BUILT UP LVL LAMINATED VENEER UMBER (G.') CAMBER MAX. MAXIMJM CANT. CANTIEV80 145. MACHINE BOLT CPS. GOLD -FORMED STEEL MECH. MECHANICAL G.J. CONTROL/CONSTRUCTION JOINT MEZZ. MEZZANINE Ti. GENTERLUE MFR MANUFACTURER CLR. CLEARANCE MIN. MNMM GMT CONCRETE MA50ME' UNIT MISC. MISCELLANEOUS COL. COLUMN MTL METAL GONG. CONCRETE NY. 1NEAR FACE CONN. CONNECTION N.S. DEAR SIDE CONTT. CONSTRUCTION NT5 NOT TO SCALE CONT. GON11N101U5 O.G. ON CENTER CONTR. CONTRACTOR OPN* OPENING GOORD. COORDINATE , CEP. OPPOSITE CP. COMPLETE PENETRATION P.A.F. POWDER ACTUATED FASTENER GIRD CENTERED PERP. PSZFE NDICUAR G.Y. CUBIC YARD IP PLATE DBL. DOUBLE PP, PARTIAL PEENETRATION DP. DOIIGLAS FIR PP.T, FFESERVAITYE ERMINE TREATED DIA. OR 4. DIAMETER P5F, POUNDS PER SQUARE FOOT DIAL. DIAGONAL PSI. PARALLAM DIM. DIM£NFi10N P.T., PO5719E4014 D.L. DEAD LOAD Pit PLYWOOD DWG DRAWING REINF. REINFORCING Dl4L DOWEL. REQD REQUIRED .. (E) EXISTING SGIED. SCSEDLLE EA. EACH SCL STRUCTURAL COH'Ft751TE LUP'B82 E.F. EACH FACE SWIG SHEATHING E.. ELEVATION 51M. SIMILAR ELEV. ELEVATOR SOb. SLAB ON GRADE DER H15RNEER SQ. SQUARE EQ. ECi8AL STD STANDARD EI81 EACH WAY STIFF. STIFFENER EXP. EXPANSION ST1. - STEEL EXT. EXTERIOR STRICT. STRUCTURAL FDN FOUNDATION 745 TOP 4 BOTTOM FF. FAR FACE T46 TONGUE AND GROOVE FLR FL,0OR THRD THREADED FAl4. FACE OF MASONRY TDF. TOP OF FOOTING FA5. FACE OF 57110 TA5. TOP OF STEM FRIG FRAMING TRTD 'TREATED FIT. FIRE RETARDANT TREATED TYP. TYPICAL F5. FAR SIDE UNA. UNLESS NOTED OTIERNISE FT& FOOTING U.T. ILTRAS0NIG TESTED - GA. 6AOE/6AUGE VBZT. VERTICAL 6ALV. GALVANIZED E4U NTH 61. GLUAM WP. WORK POINT 6R GRADE WT WE16HF GWB GYPSUM WALL BOARD NKR. 8ELDFD WIRE REINFORCING MDR HEADER 8 RECEIVED CITY OF TUKWILA NOV 0 3 2014 PERMIT CENTER PERMIT SET MDQCAN AND BAR MOCTEZUMA'S RESTAURANT TEQUILA Southwateiwnden TACOMA um °mobq Title GENERAL NOTES Tble July 16, 2014 .. 11 = Vic/ft :VP If": ' 444, Of S0.3 ® 2001 BIRB ARCHITECTS j 1 A 8 C . 1.G 4 wgk� �I I 4i0 — 2-"w6s 0 0 2 0 645 1D' O•L. 5' G y OF (E) THIOKRED SLAB EDGE SEA PAe'HAI. 0 3 4 (t15` 51.A8 ON &RADE t &RADE BEAM P4/ PILES FOUNDATION 5761EM �1 � a tr 0 .• PARTIAL FOUNDATION PLAN 1/9•=1"•O' (E) waA4 _ fE) 11442 4 ARTIAL ROOF FRAMING PLAN 0 ;JB 7 8 RECEIVED CITY OF TUKWILA NOV 0 3 2014 PERMIT CENTER PERMIT SET MEXICAN AND BAR MOCrFZUMA'S RESTAURANT TEQUILA Swn csabirmanwn BLRB a1•c:+;:< t:. 1 ',COMA SLOP. DraAp tatr - -. PARTIAL FOUNDATION PLAN & PARTIAL ROOF FRAMING PLAN Dom 11Ay 16, 2014 _.. - Dr..n rdxlaua Rem frii?r fro-% m tot' 018D ARCHITECTS M ti 4. 0 f j' U- 0 r%. RECEIVED CITY OF TUKWILA NOV 0 3 2014 PERMIT CENTER M RECEIVED CITY OF TUKWILA NOV . 0 3 2014 PERMIT CENTER pcs Project: Job No: Subject Sheet Name• Structural Solutions Originating Office: ID Seattle [] Tacoma Date. (L�S1DS� r:t! i:l s�-t- CpL 0" TAP Vr7 (y) Ye..g1 ANGtIL!? i3ot,Ts '' ± P4-slIQlbik GRCM' Seattle 1811 First Avenue, Suite 620 • Seattle, WA 98104 - tel: 206.292.5076 Tacoma 11250 Pacific Avenue, Suite 701 - Tacoma, WA 98402 • tel: 253.383.2797 RECEIVED CITY OF TUKWILA NOV 0 3 2014 PERMIT CENTER a hazi 1 - mor AEI' Sao 0 I � I 6 (6'r HICIt45 J;D ttsG V ER-►r`f r►v YICt..0 NUS A-1r SnM www.pcs-structural.com d / / 4 o c N J RECEIVED CITY OF TUKWILA NOV 0 3 2014 PERMIT CENTER RECEIVED CITY OF TUKWILA NOV 0 3 2014 PERMIT CENTER a PCS Project: Job No Subject Sheet Name Structural Solutions Originating Office: ❑ Seattle ❑ Tacoma Date. Luxe! 1/2! :'2 I fit'/a (1) -4!®"fit, A3zS nl RECEIVED CITY OF TUKWILA NOV. 0 3 2014 PERMIT CENTER Seattle Tacoma 811 First Avenue, Suite 620 • Seattle, WA 98104 • tel: 206.292.5076 www.pcs-structural.com 1250 Pacific Avenue, Suite 701 • Tacoma, WA 98402 • tel: 253.383.2797 �P 9N 19Vd5 N ry 0 -§ =O BEAM TO BEAM RECEIVED CITY OF TUKWILA NOV 0 3 2014 PERMIT CENTER TYPE "B" MIN. DECK PROPERTIES W O CNI TYPICAL ROOF METAL DECK RECEIVED CITY OF TUKWILA NOV. 0 3 2014' PERMIT CENTER Pcs Project: Job No Subject Sheet Name• Structural Solutions Originating Office: ❑ Seattle ❑ Tacoma Date. Uov�; { 3fJ(; N1)N, ? Q GLADDIniC, �•�. s ��. ARCA, rap,. x 1-knfr AND topnIL. INO. o 69,0 ,0 Seattle 811 First Avenue, Suite 620 • Seattle, WA 98104 • tel: 206.292.5076 Tacoma 11250 Pacific Avenue, Suite 701 • Tacoma, WA 98402 • tel: 253.383.2797 I'AcAct f ors (_I kQ ao�nt� PiZOVtpf._ VPsi r NOLSs e, ti a,c,. 1N 1301• 5_4T-TNEY 14T 1465 kT G ' C.Lt? PRom gym, gc.APg , RECEIVED CITY OF TUKWILA NOV 0 3 2014 PERMIT CENTER www.pcs-structural.com PCS Structural Solutions &,tL yFLUL PEA • Ivaco OF ANGLE- (3) 410E5 ,14 xirLL Project: Job No. Subject: Sheet Name. Date. Originating Office: ❑ Seattle ❑ Tacoma X14) GO ‘16S i;$A - CANN• f'E2 0--CA S`iifr, YE:-s row - ALiGN uJ/ uss CCt. uu_ 'Jiro 31‘ }10 1.0> `s%X 0/6-1p lI `/i YY10. (3) S1oE5 CC i c. , St Ip CA.) ViI1 -AL DE Ck , (t `1iE;' 1\116r^ Lun1 �.' ! _ (� W 234.8y - CPU. to t3.0 F. 1GFb J v 521cti I N tV-E FIaL /_ tt46 ‘r hC 3/8 W/ VEe7 , L�N(9 5L rt c 11Oi.�S \IS�c�t�j ,irL 6'1)0 rip r wf4LL It=J.ofr RECEIVED CITY OF TUKWILA NOV 0 3 2014 PERMIT CENTER Seattle 811 First Avenue, Suite 620 • Seattle, WA 98104 • tel: 206.292.5076 Tacoma 11250 Pacific Avenue, Suite 701 • Tacoma, WA 98402 • tel: 253.383.2797 www.p cs-st ru ctural. com 41 PCS Project: Job No Subject Sheet Name• Structural Solutions Originating Office: ❑ Seattle ❑ Tacoma Date. 54,C) d)la. - 6R.AGc_ -To Ct) 51AS i\Nb (0 WF$M�'s' ROOD• p eR. RECEIVED CITY OF TUKWILA NOV 0 3 2014 PERMIT CENTER Seattle Tacoma 811 First Avenue, Suite 620 • Seattle, WA 98104 • tel: 206.292.5076 www.pcs-structural.com 1250 Pacific Avenue, Suite 701 • Tacoma, WA 98402 • tel: 253.383.2797 la PCS Project: Job No Subject Sheet Name• Structural Solutions Originating Office: ❑ Seattle ❑ Tacoma Date. (Z) 4/8 ,g A3l M cfi 3` Sh.ot»N ST-l.• gM 69,0 Btu % L 3x 3�8 4 RECEIVED CITY OF TUKWILA NOV. 0 3 2014 PERMIT CENTER Seattle I 811 First Avenue, Suite 620 • Seattle, WA 98104 • tel: 206.292.5076 wwwpcs-structural.com Tacoma I 1250 Pacific Avenue, Suite 701 • Tacoma, WA 98402 • tel: 253.383.2797 Pcs Project: Job No Subject: Sheet Name• Structural Solutions Originating Office: ❑ Seattle ❑ Tacoma Date' li 1\1I7ek) 1 1 /z -17IOoO Arg,t4 l$S "NM 5� sr" CO SiDtS L x3u 1% K O _ •i" @. r A, uN KN-kt Z 61 A10-4 T G`r'!GK) RECEIVED CITY OF TUKWILA► NOV 0 3 2014 PERMIT CENTER Seattle 811 First Avenue, Suite 620 • Seattle, WA 98104 • tel: 206.292.5076 Tacoma 11250 Pacific Avenue, Suite 701 • Tacoma, WA 98402 • tel: 253.383.2797 www.pcs-structural.com a PCS Project: Job No Subject Sheet Name: Structural Solutions Originating Office: ❑ Seattle ❑ Tacoma Date• oa y NT e L30 3,c 3//(0 unr-, CIl '' e 11.a•c 3//6. Z•17- 1kb z-i z, ID_ - 5 a 1121.J-» - R ItV.A4 pEA 590 RECEIVED CITY OF TUKWILA NOV 0 3 2014 PERMIT CENTER Seattle I 811 First Avenue, Suite 620 • Seattle, WA 98104 • tel: 206.292.5076 www.pcs-structural.com Tacoma I 1250 Pacific Avenue, Suite 701 • Tacoma, WA 98402 • tel: 253.383.2797 a PCS Project Job No Subject: Sheet Name: Structural Solutions Originating Office: ❑ Seattle ❑ Tacoma Date - es, NtIto CA. • Dom' w 1 P' /1 L Q�k-SLopE.r E? RQ,t,N \Ai4xr3 1/��RDlvs ARC - AltAGti w/ �"11,-Q)(14N(, D@1Li 1/6 f g6 AS- 2.,E_6i;b RECEIVED CITY OF TUKWILA NOV 0 3 2014 PERMIT CENTER Seattle 811 First Avenue, Suite 620 • Seattle, WA 98104 • tel: 206.292.5076 www.pcs-structural.com Tacoma 1250 Pacific Avenue, Suite 701 • Tacoma, WA 98402 • tel: 253.383.2797 41 PCS Project: Job No Subject: Sheet Name• Structural Solutions Originating Office: ❑ Seattle ❑ Tacoma Date s€€, I�l (: lorj 4,40 Is`=1_dA RECEIVED CITY OF TUKWILA NOV 0 3 2014 PERMIT CENTER Seattle 1811 First Avenue, Suite 620 • Seattle, WA 98104 • tel: 206.292.5076 Tacoma 1250 Pacific Avenue, Suite 701 • Tacoma, WA 98402 • tel: 253.383.2797 www.pcs-structural.com a PCS Project: Job No Subject: Sheet - -- Name• Structural Solutions Originating Office: ❑ Seattle ❑ Tacoma Date: Typ• 17- 54,0 RECEIVED CITY OF TUKWILA NOV 0 3 2014 PERMIT CENTER Seattle 811 First Avenue, Suite 620 • Seattle, WA 98104 • tel: 206.292.5076 Tacoma 11250 Pacific Avenue, Suite 701 • Tacoma, WA 98402 • tel: 253.383.2797 www.pcs-structural.com pcs Project: Job No Subject Sheet Name• Structural Solutions Originating Office: ❑ Seattle ❑ Tacoma Date• k ccpa. n-�- w F 4, r3o`t • Ft,SN(,fi RECEIVED CITY OF TUKWILA NOV 0 3 2014 PERMIT CENTER Seattle 811 First Avenue, Suite 620 • Seattle, WA 98104 • tel: 206.292.5076 www.pcs-structural.com Tacoma 11250 Pacific Avenue, Suite 701 • Tacoma, WA 98402 • tel: 253.383.2797 F1Crtni2111,� r()n Moctezuma's Night-time Lighting Concept - All lighting will comply with Westfield Southcenter Expansion Tenant Exterior Storefront Criteria - Recessed portions of storefront will be illuminated with incandescent pendant mounted fixtures - Up -lighting will be used to illuminate wall and bring drama to facade - also will illuminate pergola structure - Strung decorative lighting will enhance the patio - Blue lighting will illuminate through the glazing around and above the main entry doors - Lighting within the canopy structure above door will illuminate the entry - Plumb Signs will be lead design build sign consultant and will comply with City of Tukwila Sign reg- ulations and Wesfield Southcenter Expansion Tenant Exterior Storefront Criteria - Lighted signs will be submitted in a separate signage permit by Plumb signs RECEIVED CITY OF Ti UKWILA AUG 2 5 2014 PERMIT CENTER REVIEWED FOR ir CODE COMPLIANCE SEP 17 20ika 11 City of Tuktrf ;1 G3UILDIG�G DIVISION CORRECMP High Temperature, Heat, Flame, Fire, Molten Metal & Weld Splatter Protection Materials Fax Orders: 610-340-9054 Telephone Orders: 610-906-3549 orders@abthermal.com 1500°F / 815°C: Very High Temperature & Heat Resistant Vermiculite Coated Fiberglass Rope: Twisted Vermiculite coated fiberglass rope is manufactured from texturized fiberglass yarns then coated with Vermiculite, a 100% inorganic dispersion. Vermiculite coated rope will withstand temperatures up to 1500°F / 815°C constant exposure with excursions to 2000°F / 1093°F. Also offers abrasion resistant stability. FILE COPY Permit T!o. 1500°F / 815°C continuous rating, high insulation value & excellent personnel protection • An alternative to asbestos and ceramic based textiles. • Highly flexible and minimal shrinkage. • High abrasion resistance and tensile strength. Very High Temperature & Heat Resistant Vermiculite Coated Fiberglass Twisted Rope Part Number OD Size inch / mm Price per foot Feet per Spool R-FG-VC-T-M003-02 0.125 / 3 / -02 $ 0.32 2,525 R-FG-VC-T-M006-04 0.250 / 6 / -04 $ 1.20 1,275 R-FG-VC-T-M010-06 0.375 / 10 / -06 $ 1.60 969 R-FG-VC-T-M013-08 0.500 / 13 / -08 $ 2.88 523 R-FG-VC-T-M016-10 0.625 / 16 / -10 $ 4.60 305 R-FG-VC-T-M019-12 0.750 / 19 / -12 $ 8.36 168 R-FG-VC-T-M022-14 0.875 / 22 / -14 $ 9.72 144 R-FG-VC-T-M025-16 1.000 / 25 / -16 $ 12.32 114 R-FG-VC-T-M032-20' 1.250 / 32 / -20 $ 16.33 R-FG-VC-T-M038-24' 1.500 / 38 / -24 $ 32.47 R�y�VIIEWEI R-FG-VC-T-M051-32' 2.000 / 51 / -32 $ 69.47 COQE COME This Product is Available By -The -Foot Except Where Indicated RECEIVED CITY OF TUKWILA AUG 2 5 2014 PERMIT CENTER *These items are sold in full length spools only. CORRECTION LTfl#J.� Day )FOR LIANCE mrrrtruVED SEP 17 2014 City of Tukwila BUILDING DIVISION Page 3-20 Thermal Protection Solutions from A-B Thermal Technologies - Product Catalog & Price List # 19 / Jan 2012 J. FILE COPY 1100 Data Sheet 9§ w 0121 0 O SERIES: 1000 WOOD GRILLES STYLE: 1100 CROSS PIECE GRILLE Overview 1 SELF TAPPING SCREWS (BY OTHERS) REVEAL BETWEEN PANEL ENDS SINGLE CROSSPIECE BACKER GRILLE (READY TO INSTALL) The 9Wood Cross Piece Grille wood ceiling offers a design where the individual wood member is deeper than it is wide. Panel width is typically 12", with backers direct -attached to T Bar main runners every 2'. See page 3 for typical member sizes and SKUs. Attachment for the Cross Piece Grille is via screws fastened directly through the backer into standard T Bar grid. This provides basic accessibility for each panel. RECEIVED CITY 9-F—TIJKWILA Your Wood Ceiling Experts. Design to Delivery. AUG 2 5 2Di C©RRECTON PERMIT CENTER LTR# _I ©e 0 0 HIM D n i� 022.c 1100 Data Sheet ❑C CIE O 0 SERIES: 1000 WOOD GRILLES STYLE: '+ 100 CROSS PIECE GRILLE Product Data Application The Cross Piece Grille uses a pre -assembled panel fabrication process. This product can be installed through- out the country and is the preferred design in areas requiring seismic compliance. Full panel access is available by means of removing attachment screws hidden in reveals. Repeated removal requires threaded 9Wood T-BoltT"' attachment as opposed to screws. Performance Acclimatization Cross Piece Grilles must be cared for in a controlled interior environment (RH 25%-55% max; temp. 60°-80°) and installed only after reaching equilibrium moisture content. Should the building fall outside these limits consult 9Wood, Inc. for our 3 Tests/3 Tracks Acclimatization Advisory. Acoustics The Cross Piece Grille can enhance acoustics via soundabsorbing material placed over open reveals within the T-Bar grid. Insulation is typically provided locally. Fire Rating Individual members and components can be treated with Class I (A) Fire Retardant chemicals (solid wood use FR coatings, veneered particleboard use FR formulas). Particular species or styles have not been tested. LEED Cross Piece Grilles may qualify toward MR-3, MR-4.1/4.2, MR-5.1/5.2, MR-6, MR-7, IEQ-4.2 or IEQ-4.4. As all products are custom -fabricated, LEED credit opportunities are project by project. Please contact 9Wood, Inc. for specifics. 999 South A Street Springfield, OR 97477 tel 888.767.9990 MEP The Cross Piece Grille permits MEP penetrations in the ceiling's surface. Cut panels may require supple- mental reinforcement. Fixtures and diff users must be independently supported. Seismic Cross Piece Grilles provide seismic code compliance by means of mechanical direct screw attachment to T-Bar via the cross -piece backer. Please consult local code or a licensed engineer for any additional require- ments. Species & Finishes 9Wood can offer both domestic and imported species for the Cross Piece Grille. Clear, satin sheen finish is standard; custom stain matches are available. Suspension Cross Piece Grilles are directly attached to 15/16" heavy duty T-Bar main runners. Main runners are typically 2' on center. System Weight Cross Piece Grilles typically weigh 2-4 pounds per square foot, depending on members per linear foot and species. fax 888.767.9998 REVIEWED FOR CODE COMPLIANCE APPROVED SEP 17 2014 City of Tukwila auk " cinDIVIs%'O ' 20 • d.com _ — — aculfirsi PLANTING PLAN 1/4" = 1'-0* LOQUAT TREE (6HEIGHT) ;-4 ;s. CHOISYA 'AZTEC PEARL' (3' HEIGHT) POTENTILLA TANGERINE (2' HEIGHT) COTONEASTER TOM THUMB' (6' HEIGHT) PLANT SCHEDULE TREES *111% SHRUBS 0 0 0 BERBERIS BUXIFOLIA 'NANA' (2' HEIGHT) knViElikED FOR L LCPARLIANCE Z:-TPRWEDT - su 17 20ib, orifuturcela 8UCLDMIG DiVaSiON -It•XX=1- YUCCA COLOR GUARD' (1.5' HEIGHT) 0 2 4 8 BOTANICAL NAME Erlobatrya japonica BOTANICAL NAME Berberis tandfalia 'Nana' Carex buchananii Choisya temata 'Aztec Pearl' COMMON NAME QTY Loquat 2 COMMON NAME QTY Dwarf Barberry 15 Leather Leaf Sedge 31 Mexican Orange 12 Cotoneaster adpressus 'Tom Thumb' Early Cotoneaster 6 Potentilla frutioosa Tangerine' Scheifiera delavayi Yucca filamentosa 'Color Guard' COMECTMN LTJL CAREX BUCHANII (1' HEIGHT) 022C Richard Herbage Land Morphology 223 Rub Ave N, Suite 11:08 Seaga. WA 93109 208 4432120 wwidandnophulogyzan Tangerine Patentilla 12 Scheffiera 6 Adams Needle 12 RECEIVED CITY OF TUKWILA AUG 2 5 2014 PERMIT CENT R SCHEFFLERA DELAVAYI (3' HEIGHT) PERMIT SET Moctezuma's Restaurant & Tequila Bar • Westfield Southcenter Location 0111V4111] Tida PLANTING PLAN August 21. 2014 Revised Cams. So. ©2014 BLRB ARCHfTECTS. P.$ 14.30 pcs FILE COPY111 Structural Solutions Permit hlo. Seattle 811 First Avenue, Suite 620 • Seattle, WA 98104 • tel: 206.292.5076 Tacoma 1250 Pacific Avenue, Suite 701 • Tacoma, WA 98402 • tel: 253.383.2797 www.pcs-structural.com STRUCTURAL CALCULATIONS FOR MOCTEZUMAt'S SOUTHGENTER REGLAD TUKINILA, WAS REVIEWED FOR CODE COMPLIANCE APPROVED SEP 17 2014 City of Tukwila BUILDING DIVISION PREPARED BY PGS STRUCTURAL SLUT/ON5 Fot #ouvvL14o' W Cork. O VI`I JULY 16, 2014 14-48q RECEIVED CITY OF TUKWILA JUL 1 8 2014 PERMIT CENTER 17ItoI — 022S Structural Solutions Project: MOCTEZUMA'S SOUTHCENTER RECLAD Job Number: 14-489 Sheet: 1 Originating Office: of Seattle Tacoma Name: KMW Date: 07/15/14 DESIGN CRITERIA CHECKLIST CODE: IBC 2012, ASCE 7-10 LOCATION: TUKWILA, WA CONSTRUCTION REQUIREMENTS BUILDING TYPE: it - a • j FIRE RATING: 0 •! SPRINKLERED? YES SPRINKLER SUBSTITUTED FOR FIRE RATING? NO VERTICAL DESIGN CRITERIA ROOF: DEAD SNOW PARTITION CONCENTRATED 18 PSF 25 PSF WIND DESIGN CRITERIA BASIC WIND SPEED (V) =1110 MPH • RISK CATEGORY:1 n • EXPOSURE CATEGORY:j e • TOPOGRAPHIC FACTOR (KZ,):J MEAN ROOF HEIGHT:; 35 Fr • ROOF SLOPE (_:12): 0.25:12 0 (degrees): 1.19 1.0 (Per ASCE 7-10 Sec. 26.5.1, Fig. 26.5-IA; I B & IC, or as required by Bldg Dept.) (Per ASCE 7-10 Table 1.5-1 & IBC Table 1604.5) (Per ACSE 7-10 Section 26.7.3) (Per ASCE 7-10 Section 26.8.1) (See ASCE 7-10 Section 26.2 - Definitions) (Enter vertical rise in 12 horizontal units) SEISMIC DESIGN CRITERIA RISK CATEGORY:I i & it _ v (Per ASCE 7-10 Table 1.5-1 & IBC Table 1604.5) ! SITE CLAASS:' D ' • (Per IBC Sec}on 1613,3,2, Assrmed as "D" or per Geotech.) I,�PO,(r;TA1WE FACT ,(I1: rJ 1,. IJC�"i*itJII`A+L., SYSTE1vM (R): O ( 0): VERTRENGTH FACTOR S2 INFORMATION BELOW FROM "EARTHQUAKE SPECTRAL LATITUDE: LONGITUDE: 47.458 -122.257 (PerASCE7-10 Tdt3lleF I e 1.5-2) (P?� 7 0TiRile) Y Syr w .,,,. (Per ASCE 7-10 T ible 12.2-1) i RESPONSE ACCELERATION MAPS" PER USGS Ss = 1.455 F, = S t — 0.542 F,, = 1.00 1,50 DEFLECTION CRITERIA FLOOR (LIVE): FLOOR (TOTAL): WALLS: L/ L/'' 980 L./ 360 360 ROOF (LIVE): ROOF (TOTAL): SPECIAL: L/ 360 U 240 L/ SOIL DESIGN CRITERIA REPORT: BEARING: ACTIVE: PASSIVE: COEFFICIENT OF FRICTION: PILE TYPE: NO 1000 PSF 35 PCF 250 PCF 0.35 NONE t1VER IC L CAP CITY = UlL1!'CAP CITY = *VALUES ASSUMED N/A N/A MINIMUM FOOTING DIMENSIONS: CONTINUOUS: SPREAD: FROST DEPTH: 1'-4" I'-6„ l'-6" LATERAL CAPACITY = SIZE = N/A N/A I — - Design Criteria - IBC2012 - Revised 09/21/12 • Moctezuma PCS Design Criteria - IBC 2012.xls(D1) 41 PCS Structural Solutions Project: MOCTEZUMA'S SOUTHCENTER RECLAD Job Number. 14-489 Sheet: 2 of Originating Office: ❑ Seattle j Tacoma Name: KMW Date: 07/15/14 DESIGN CRITERIA - WIND BASIC WIND SPEED (V): 110 MPH RISK CATEGORY: II EXPOSURE CATEGORY: B TOPOGRAPHIC FACTOR (Kit): 1.0 MEAN ROOF HEIGHT: ROOF SLOPE (_:12): 0 (degrees): 35FT 0.3:12 1.19 ASCE 7-10 CHAPTER 28.5 PART 2: ENCLOSED SIMPLE DIAPHRAGM LOW RISE BUILDINGS W/ H<60 FT ASCE 7-10 FIG. 28.6-1 - MAIN WIND FORCE RESISTING SYSTEM - DESIGN WIND PRESSURES - METHOD 2 HORIZONTAL PRESSURES ZONE: A B C 1 D - - CASE 1: 20.16 -10.50 13.34 -6.20 - - CASE 2: N/A N/A N/A N/A - - VERTICAL PRESSURES ZONE: E F - G H EOH GOH CASE 1: 24.26 -13.76 -16.80 -10.61 -33.92 -26.57 CASE 2: N/A N/A N/A N/A N/A N/A ASCE 7-10 CH 28.5 PART 2: ENCLOSED LOW RISE BUILDINGS (SIMPLIFIED) W/ H<60 FT ASCE 7-10 FIGURE 30.5-1 - COMPONENTS AND CLADDING - DESIGN WIND PRESSURES - METHOD 1 ROOF SURFACES Effective Wind Area r POSITIVE PRESSURES NEGATIVE PRESSURES ZONE 1 2 3 1 2 3 10 SF 9.3 9.3 9.3 -22.9 -38.3 -57.8 20 SF 8.7 8.7 8.7 -22.3 -34.2 -47.8 50 SF 8.0 8.0 8.0 -21.5 -28.9 -34.8 100 SF 7.4 7.4 7.4 -20.9 -24.8 -24.8 WALL SURFACES & ROOF OVERHANGS _ Effective Wind Area POSITIVE PRESSURES _ I NEGATIVE PRESSURES I ROOF OVERHANGS ZONE 4 5 4 5 2 3 10 SF 22.9 22.9 -24.8 -30.6 -33.0 -54.2 20 SF 21.8 21.8 -23.7 -28.6 -32.3 -42.5 50 SF 20.5 20.5 -22.4 -25.8 -31.6 -27.2 100 SF 19.4 19.4 -21.4 -23.7 -31.0 -15.5 500 SF 17.0 17.0 -19.0 -19.0 0.0 0.0 ASCE 7-10 SECTION 28.6.4 & SECTION 30.2.2 - MINIMUM PRESSURES MAIN WIND FORCE RESISTING SYSTEM - MINIMUM PRESSURES (ENVELOPE PROCEDURE) ASCE 7-10 28.6.4 The load effects of the design wind pressures from ASCE 7-10 Section 28.6.3 shall not be less than the minimum load defined by assuming the pressures, p5, for Zones A and C equal to +16.0 psf, Zones B and D equal to +8 psf, while assuming Zones E, F, G, and H all equal to 0 psf. COMPONENTS AND CLADDING - MINIMUM PRESSURES ASCE 7-10 30.2.2 The design wind pressure for components and caldding of buildings shall not be less than a net pressure of 16 psf acting in either direction normal of the surface. Design Criteria - IBC2012 - Revised 09/21/12 Moctezuma PCS Design Criteria - IBC 2012.xls(LIA(METHOD1)) Project: MOCTEZUMA'S SOUTHCENTER RECLAD Job Number: 14-489 Structural Solutions Sheet 3 of Seattle Q i scan Originating Office: Name: KMW Date: 07/15/14 DESIGN CRITERIA - SEISMIC ASCE 7-10 SECTION 12.8 - EQUIVALENT LATERAL FORCE PROCEDURE OCCUPANCY CATEGORY: I & 11 SITE CLASS: D IMPORTANCE FACTOR (IE): 1 STRUCTURAL SYSTEM (R): 6.5 OVERSTRENGTH FACTOR (S4): 3 LATITUDE: 47.457998 LONGITUDE: -122.256991 Ss = 1.455 SI = 0.542 Fa = 1 F„= 1.5 ASCE 7-10 SECTION 11.4 SEISMIC GROUND MOTION VALUES Section 11.4.3 - Adjusted Maximum Considered Earthquake Spectral Response Acceleration Parameters SMS = Fa*Ss = 1.455 SMI = Fv*SI = 0.813 Section 11.4.4 - Design Spectral Response Acceleration Parameters SDS = 2/3*SMS = 0.970 SDI=2/3*SMI = 0.542 ASCE 7-10 SECTION 11.6 - SEISMIC DESIGN CATEGORY - SECTION 12.8.2 - PERIOD DETERMINATION ASCE 7-10 TABLE 11.6-1 _ SEISMIC DESIGN CATEGORY BASED ON SDS RISK CATEGORY: I&II 11I IV < 0.1 67g A A A < 0.33g B B C < 0.50g C C D >= 0.50g D D D D ASCE 7-10 TABLE 11.6-2 SEISMIC DESIGN CATEGORY BASED ON SDI RISK CATEGORY: I & II III IV < 0.067g A A A <0.133g B B C < 0.20g C C D >= 0.20g D D D D Each building and structure shall be assigned to the most severe Seismic Design Category in accordance with Table 11.6-1 or Table 11.6-2, irrespective of the fundamental period of vibration of the structure. PERIOD DETERMINATION: C, = h„ = x= Ta=C,*h„x= 0.02 32 FT 0.75 0.269 ASCE 7-10 SECTION 12.8.1.1 - SEISMIC RESPONSE COEFFICIENT GENERAL EQUATION: MAXIMUM: MINIMUM: Cs = 0.044*SDS*I > 0.01 = 0.043 For structures located where S1 > 0.6g Cs=0.5*Si/(R/I)= 0.0 Cs = Sus/(R/I) = 0.149 <--CONTROLS EQ. 12.8-2 Cs = Soi/(T*(R/I)) = 0.310 EQ. 12.8-3 EQ. 12.8-5 EQ. 12.8-6 ASCE 7-10 SECTION 12.8.1 - SEISMIC BASE SHEAR v = Cs*W = 0.149*W W = the total dead load and applicable portion of other loads as indicated in Section 12.7.2 Design Criteria - IBC2012 - Revised 09/21/12 Moctezuma PCS Design Criteria - IBC 2012.xls(L2) 7/15/2014 Design Maps SummaryReport USGS Design Maps Summary Report User -Specified Input Report Title Moctezuma's Southcenter Reclad Wed July 16, 2014 00:16:36 UTC Building Code Reference Document 2012 International Building Code (which utilizes USGS hazard data available in 2008) Site Coordinates 47.458°N, 122.25699°W Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/II/III 1 5mi I 5000m 0Bu Vashon 0 TRAMP HAR13OR . mapquest USGS-Provided Output SS = 1.455 g S1 = 0.542 g Center De OTukwila . SeaTa Moines SMS = 1.455 g SM1 = 0.813 g enton Sgirii East Renton Slit °Highlands R O R T' AMERICA 020141 0 MapQuest Sos = 0.970 g Sol = 0.542 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 0.90 0.75 0.60 0.45 0.30 0.15 0.00 0.00 MCER Response Spectrum 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 Period, T (sec) 2.00 Design Response Spectrum 1.10 1.00 0.90 0.80 0.70 tT 0.60 0.50 0.40 0.30 0.20 0.10 0.00 0.00 0.20 0.40 0.60 0.80 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 wr.... u..�...n .,....�,......i,,.,... .,, r,'.,.....,,r,,.,t..,oto..,nI,to-.,,,S70QRRInnniturion-1772g.AQQ1Rcitar.lace-38,rickratannrk=(1R 1/2 7/15/2014 Design Maps Detailed Report 6 U GS Design Maps Detailed Report 2012 International Building Code (47.458°N, 122.25699°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 Ss) and 1.3 (to obtain Si). Maps in the 2012 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) Ill Ss = 1.455 g From Figure 1613.3.1(2) IZI S1 = 0.542 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 NCh su 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 600 to 1,200 ft/s 15 to 50 1,000 to 2,000 psf E. Soft clay soil <600 ft/s <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 s„ < 500 psf F. Soils requiring site response analysis in accordance with Section 21.1 See Section 20.3.1 For 5I: lft/s = 0.3048 m/s 1Ib/ft2 = 0.0479 kN/m2 httn•/k.hn9_z. rthn,mlea..r ilenc nrrdrlocinnmanc/ihomrt nhn?tamnlato=minimaiRIAtli" nrla=47457n9RRI(Inn itiIrtA=-122.25R991&SiteclASS=3&risirGateaOrtFO&edi... 1/4 7/15/2014 Design Maps Detailed Report Section 1613.3.3 - Site coefficients and adjusted maximum considered earthquake spectral response acceleration parameters TABLE 1613.3.3(1) VALUES OF SITE COEFFICIENT Fa Site Class Mapped Spectral Response Acceleration at Short Period S550.25 Ss=0.50 Ss=0.75 Ss=1.00 SS>_1.25 A B C D E F 0.8 0.8 0.8 0.8 0.8 1.0 1.0 1.0 1.0 1.0 1.2 1.2 1.1 1.0 1.0 1.6 1.4 2.5 1.7 1.2 0.9 See Section 11.4.7 of ASCE 7 1.0 0.9 Note: Use straight-line interpolation for intermediate values of Ss For Site Class = D and Ss = 1.455 g, Fa = 1.000 TABLE 1613.3.3(2) VALUES OF SITE COEFFICIENT F Site Class Mapped Spectral Response Acceleration at 1-s Period Sl<_0.10 S,=0.20 S, = 0.30 5,=0.40 S,?0.50 A B C D E F 0.8 0.8 0.8 0.8 0.8 1.0 1.0 1.0 1.0 1.0 1.7 1.6 1.5 1.4 1.3 2.4 2.0 1.8 1.6 3.5 3.2 2.8 1.5 2.4 2.4 See Section 11.4.7 of ASCE 7 Note: Use straight-line interpolation for intermediate values of S, For Site Class = D and Si. = 0.542 g, F„ = 1.500 14tn•/I..hn')_n.arf1.n..el.o.....enc nn.d.iacinnma"se h.e/ram-sr! nhn'Nemnlata=mini malRIatihtrio=d7 4C7QQRRlnnnih.rla=-177 75RQQ1RcitarlAAR= lar:atan.. 214 7/15/2014 Design Maps Detailed Report 1 Equation (16-37): SMS = FaSs = 1.000 x 1.455 = 1.455 g Equation (16-38): SM1 = F„S1 = 1.500 x 0.542 = 0.813 g Section 1613.3.4 — Design spectral response acceleration parameters Equation (16-39): SDS = % SMs = % x 1.455 = 0.970 g Equation (16-40): SD1 = % SM1 = % x 0.813 = 0.542 g Lai..•//..h..7 nn.Ih.,cteam taw I.e..e nrt. d,a„otot "Imo nento/.nnnrtnhn'kmmrlotn=minimnIRIatihIda=d7A 7QQRRInnnit!wia=_19995R9Q1RcitQr1acc_3Rriclo'.atAnnmcfRMI. 1/4 7/15/2014 Design Maps Detailed Report 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 AC C ELERATION VALUE OF Sps RISK CATEGORY IorII III IV Sps < 0.167g A A A 0.167g <_ Sin < 0.33g B B C 0.33g <_ Sos < 0.50g C C D 0.50g 5 Sps D D D For Risk Category = I and Sps = 0.970 g, Seismic Design Category = D TABLE 1613.3.5(2) SEISMIC DESIGN CATEGORY BASED ON 1-SECOND PERIOD RESPONSE ACCELERATION VALUE OF SDI RISK CATEGORY I or II III IV SDI < 0.067g A A A 0.067g <_ SDI < 0.133g B B C 0.133g5Sp1<0.20g C C D 0.20g 5 SDI D D D For Risk Category = I and Sol = 0.542 g, Seismic Design Category = D Note: When Si 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- Fig1613p3pl(2).pdf httn•//eahnrk.,rthrt mina lac Ilene newhiacinnmanch i¢/ronnrt nhn7FPmnlato-rninimal Rlatitl idp=G74F7Q5IRRInnn it! I dA=-177 2.r1R 1RSItP.(;Ia.CS=.;RfiskrAIPII nr) Medi .. 4/4 Project: n/+ Subject. '� V'"C Sheet Structural Solutions Originating Office: ❑ Seattle Tacoma - ;$-�i,,�...._. -- _7 4 y *rw/"n'I;c2?.- \t,ta' v-to- ?11 ?LC: Loc * G}- t 22 t .0 W +- L -I- S • Wu o C3-11171k) tL�YG� _ o �.,LC1 I I .�1 IL it'SS 4 cA atdQ 11 I �rst venue, e,WA98104 • t Tacoma 1250 Pacific Avenue, Suite 701 • Tacoma, WA 984 te1:253. 3.279 G Job No: Name - Date• l4-- '7/1511¢ 3,t l.1 '11. 2 3i- = 14%`(tt (,`) ` Ilog �2E27S o 0. al (tbr = 1.a rates 1,p = 21.1 1,5: 37,51 www.pcs-structural.com u General Beam Analysis Lic. # : KW-06002327 Description : Parapet General Beam Properties Elastic Modulus 29,000.0 ksi Span #1 Span Length = Span #2 Span Length = 10.50 ft 4.0 ft File = g:12014 Jobs114489 Moctezuma's Southcenter RecladlCatcst14489 calcs krnw.ec6 ENERCALC, INC.1983'2014, Build:6.14.6.15, Ver:6.14.6.15 Licensee : PCS STRUCTURAL SOLUTIONS Area = Area = 000.3801 t 10.0 in"2 10.0 inA2 Moment of Inertia = Moment of Inertia = 100.0 in^4 100.0 in"4 Span = 10.50 ft Applied Loads Loads on all spans... Uniform Load on ALL spans : W = 0.380 k/ft, DESIGN SUMMARY Maximum Bending = Load Combinetidl0D+0.50Lr+0.50L+W+1.60H, LL Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection Span = 4.0 ft Service loads entered. Load Factors will be applied for calculations. Tributary Width = 1.0 ft 3.827 k-ft Comb Run (*L) 4.523ft Span # 1 Overall Maximum Deflections - Unfactored Loads 0.000 in 0.000 in 0.024 in -0.011 in Maximum Shear = Load Combinetic20D+0.50Lr-r0.50L+W+1.60H, LL Location of maximum on span Span # where maximum occurs 0 0 5291 8634 2.285 k Comb Run ('L) 10.500 ft Span # 1 Load Combination Span Max. ' " Defl Location in Span Load Combination Max. -+- Dell Location in Span W Only 1 0.0238 2 0.0000 Vertical Reactions - Unfactored Load Combination Support 1 Support 2 4.927 4.927 W Only Support notation : Far left is #1 0.0000 -0.0111 Values in KIPS 0.000 4.000 Support 3 Overall MAXimum Overall MlNimum W Only 1.705 1.705 1.705 3.805 3.805 3.805 Project: ktr>_, .t.,i.wtn s Job No: Subject: it,.tr-rs Sheet I Name BMW Structural Solutions Originating Office: Q Seattle Tacoma 91(.4 r s ( Mt3 '11, se = 2- L;•\ Lc Date• "7 l � J 14- zkL Lo\OS 1 uYL - L - o.'7,, " or t,.... cgs L- 1{.2vt1.Cc, Vag - 4-S1( ,ems U.)L 1,15 1 L-e : .-C N \lox 2ro o. 2 I` Seattle 811. First Avenue, Suite 620 • Seattle, WA 98104 • tel: 206.292.5076 Tacoma 1250 Pacific Avenue, Suite 701 • Tacoma, WA 98402 • tel: 253.383.2797 www.pcs-structural.com 12 Gravity Beam Design RAM SBeam v5.01 14489 Scenario 1 07/15/14 17:33:13 STEEL CODE: AISC 360-05 LRFD SPAN INFORMATION (ft): I -End (0.00,0.00) J-End (27.50,0.00) Beam Size (Optimum) = W16X26 Fy = 50.0 ksi Total Beam Length (ft) = 27.50 Mp (kip-ft) = 184.17 Top flange not braced by decking. LINE LOADS (k/ft): Load Dist (ft) DL LL 1 0.000 0.026 0.000 27.500 0.026 0.000 2 0.000 0.045 0.060 27.500 0.045 0.060 SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 2.49 kips 0.90Vn =105.97 kips MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb Cb Phi Phi*Mn kip-ft ft ft kip-ft Center Max + 1.2DL+1.6LL 17.1 13.8 27.5 1.14 0.90 28.41 Controlling 1.2DL+1.6LL 17.1 13.8 27.5 1.14 0.90 28.41 REACTIONS (kips): DL reaction Max +LL reaction Max +total reaction (factored) DEFLECTIONS: Left Right 0.98 0.98 0.82 0.82 2.49 2.49 Dead load (in) at 13.75 ft = -0.105 L/D = 3147 Live load (in) at 13.75 ft = -0.088 L/D = 3731 Net Total load (in) at 13.75 ft = -0.193 L/D = 1707 Project: MC v:; ) 46 Subject:SA ld'i feet (� Structural Solutions Originating Office: ❑ Seattle Tacoma • - Are,, c-.,,,,, Job No. '�`r" Name: t"" Date (( :/ t4 ' o.a u.AD= 11•-5 C ion,) — 45 t Ls INA) s i. V-.9V- 0 ( r&c)X2-/St) 49s Po� C.P 2 eM) .eat" \NA.W,(a G)! Gt.6s�U ��. L. s -R.0 = 4s 2,io Wes = t c, w,,,., (431 be F) = \} 4-- ?u= } (2� 1, ` - SC -tas 04-7— c - Seattle 811 First Avenue, Suite 620 • Seattle, WA 98104 • tel: 206.292.5076 Tacoma 1250 Pacific Avenue, Suite 701 • Tacoma, WA 98402 • tel: 253.383.2797 www.pcs-structural.com Gravity Beam Design RAM SBeam v5.01 14489 Scenario 2 '4 07/15/14 17:33:39 STEEL CODE: AISC 360-05 LRFD SPAN INFORMATION (ft): I -End (0.00,0.00) J-End (27.50,0.00) Beam Size (User Selected) = W16X26 Fy = 50.0 ksi Total Beam Length (ft) = 27.50 Mp (kip-ft) = 184.17 Top flange not braced by decking. LINE LOADS (k/ft): Load Dist (ft) DL LL 1 0.000 0.026 0.000 27.500 0.026 0.000 2 0.000 0.045 0.000 27.500 0.045 0.000 3 0.000 0.000 0.495 3.330 0.000 0.495 SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 3.65 kips 0.90Vn =105.97 kips MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb Cb Phi Phi*Mn kip-ft ft ft kip-ft Center Max + 1.2DL+1.6LL 10.4 11.8 27.5 1.12 0.90 27.92 Controlling 1.2DL+1.6LL 10.4 11.8 27.5 1.12 0.90 27.92 REACTIONS (kips): DL reaction Max +LL reaction Max +total reaction (factored) DEFLECTIONS: Left Right 0.98 0.98 1.55 0.10 3.65 1.37 Dead load (in) at 13.75 ft = -0.105 L/D = 3147 Live load (in) at 13.34 ft = -0.026 L/D = 12863 Net Total load (in) at 13.34 ft = -0.130 L/D = 2531 16 Steel Column Lic. #: KW-06002327 Description : Scenario 3A - Full Wind Load Code References File = g:12014 Jobs114489 Moctezurna's Southcenter RecladlCalcs114489 calcs knnv.ec6 ENERCALC, INC. 1983-2014, Build:6.14.6.15, Ver:6.14.6.15 Licensee : PCS STRUCTURAL SOLUTIONS Calculations per AISC 360-10, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used : ASCE 7-10 General Information Steel Section Name : W16x26 Analysis Method : Steel Stress Grade Fy : Steel Yield E : Elastic Bending Modulus Load Combination : Load Resistance Factor 50.0 ksi 29,000.0 ksi ASCE 7-10 Applied Loads BENDING LOADS... Lat. Uniform Load creating Mx-x, D = 0.0710, L = 0.060 k/fl Lat. Uniform Load creating My-y, W = 0.1140 klfl DESIGN SUMMARY Overall Column Height 27.50 ft Top & Bottom Fixity Top & Bottom Pinned Brace condition for deflection (buckling) along columns : X-X (width) axis : Unbraced Length for X-X Axis buckling = 27.50 ft, K = 1.0 Y-Y (depth) axis : Unbraced Length for Y-Y Axis buckling = 27.50 ft, K =1.0 Service loads entered. Load Factors will be applied for calculations. Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = Load Combination +1.20D+0.50Lr+0. Location of max.above base At maximum location values are ... Pu 0.9 * Pn Mu-x 0.9*Mn-x: Mu-y 0.9*Mn-y: 0.9599 :1 50L+W+1.60H 13.658 ft 0.0 k 19.985 k 10.890 k-ft 25.002 k-ft 10.776 k-ft 20.550 k-ft PASS Maximum Shear Stress Ratio = 0.02351 : 1 Load Combination +1.20D+0.50Lr+1.60L+1.60H Location of max.above base At maximum location values are ... Vu : Applied Vn • Phi : Allowable 0.0 ft 2.492 k 105.975 k Maximum Deflections for Load Combinations - Unfactored Loads Maximum SERVICE Load Reactions .. Top along X-X Bottom along X-X Top along Y-Y Bottom along Y-Y Maximum SERVICE Load Deflections ... Along Y-Y 0.1952 in at for load combination : D+L Along X-X 5.332 in at for load combination :W Only 1.568 k 1.568 k 1.801 k 1.801 k 13.842ft above base 13.842ft above base X-X Slenderness Ratio kllr > 200 Load Combination Max. X-X Deflection Distance Max. Y-Y Deflection Distance D Only L Only W Only 0+L D+W D+L+W 0.0000 0.0000 5.3317 0.0000 5.3317 5.3317 in in in in in 0.000 0.000 13.842 0.000 13.842 13.842 ft ft ft ft ft ft 0.106 in 0.089 in 0.000 in 0.195 in 0.106 in 0.195 in 13.842 13.842 0.000 13.842 13.842 13.842 ft ft ft ft ft ft (te Steel Column Lic. # : KW-06002327 Description : Scenario 38 - 42% Wind Load Code References File = g:12014 Jobs114489 Moctezuma's Southcenler Recta:ACalc04489 calcs knxv.ec6 ENERCALC, INC.1983.2014, Build:6.14.6.15, Ven6.14.6,15 Licensee : PCS STRUCTURAL SOLUTIONS Calculations per AISC 360-10, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used : ASCE 7-10 General Information Steel Section Name : Analysis Method : Steel Stress Grade Fy : Steel Yield E : Elastic Bending Modulus Load Combination : W16x26 Load Resistance Factor 50.0 ksi 29,000.0 ksi ASCE 7-10 Applied Loads BENDING LOADS... Lat. Uniform Load creating Mx-x, D = 0,0710, L = 0.060 k/fi Lat. Uniform Load creating My-y, W = 0.0480 k/ft DESIGN SUMMARY Overall Column Height 27.50 ft Top & Bottom Fixity Top & Bottom Pinned Brace condition for deflection (buckling) along columns : X-X (width) axis : Unbraced Length for X-X Axis buckling = 27.50 ft, K = 1.0 Y-Y (depth) axis : Unbraced Length for Y-Y Axis buckling = 27.50 ft, K = 1.0 Service loads entered. Load Factors will be applied for calculations. Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = 0.6851 Load Combination +1.20D+0.50Lr+1.60L+1.60H Location of max.above base 13.658 At maximum location values are .. . Pu 0.9' Pn Mu-x 0.9 ' Mn-x : Mu-y 0.9 ' Mn-y : 0.0 k 19.985 k 17.128 k-ft 25.002 k-ft 0.0 k-ft 20.550 k-ft PASS Maximum Shear Stress Ratio = 0.02351 :1 Load Combination +1.20D+0.50Lr+1.60L+1.60H Location of max.above base At maximum location values are ... Vu : Applied Vn * Phi : Allowable 0.0 ft 2.492 k 105.975 k Maximum Deflections for Load Combinations - Unfactored Loads 1 Maximum SERVICE Load Reactions .. Top along X-X ft Bottom along X-X Top along Y-Y Bottom along Y-Y Maximum SERVICE Load Deflections ... Along Y-Y 0.1952 in at for load combination : D+L Along X-X 2.245 in at for load combination :W Only 0.660 k 0.660 k 1.801 k 1.801 k 13.842ft above base 13.842ft above base X-X Slenderness Ratio kl/r > 200 Load Combination Max. X-X Deflection Distance Max. Y-Y Deflection Distance D Only L Only W Only D+L D+W D+L+W 0.0000 0,0000 2.2449 0.0000 2.2449 2.2449 in in in in in in 0.000 0.000 13.842 0.000 13.842 13.842 ft ft ft ft ft ft 0.106 0.089 0.000 0.195 0.106 0.195 in in in in in in 13.842 13.842 0.000 13.842 13.842 13.842 ft ft 11 ft ft ft Structural Solutions Originating Office: ❑ Seattle ® Tacoma Date. IDevb.s (rt m a4ae.--no,v D.-LA -4- 1 etA-25e. A - 2. 2.4S A -- ©, i 4 " — Project: M 0`'1C-''� Job No: 14-45°1 no Subject:;%t� --+\-"'r t/�, Sheet �1 Name: riA AAl Is L IT D .-O 4P�i Ki M�Y�- fit, �✓ .Q=1s`M Seattle 811. First Avenue, Suite 620 • Seattle, WA 98104 • tel: 206.292.5076 Tacoma 11250 Pacific Avenue, Suite 701 • Tacoma, WA 98402 • tel: 253.383.2797 www.pcs-structural.com Pcs Project: h>162- Job No: Subject: Sheet v Name k. Structural Solutions Originating Office: ❑ Seattle Tacoma Date VNir cook-0 IAANV � � P-,,, = 9 CC35F) = IS-1-11 LA-x4 '(e. L _ t ,)c-pr 27.E c-Py= -7.2-a -7L;=2,`jtd- 7r 9,f Seattle 811 First Avenue, Suite 620 • Seattle, WA 98104 • tel: 206.292.5076 www.pcs-structural.corn Tacoma l 1250 Pacific Avenue, Suite 701 • Tacoma, WA 98402 • tel: 253.383.2797 a PCS NlieDUrc Project: ^ �' Job No �� `'� /n�,�,�� M Subject: W� Sheet Name. Structural Solutions Originating Office: ❑ Seattle jTacoma Date' -i11S 1 CAL S SVAPoiefl W1b 1-) 'BM o W OKT " C ' L 2 t� —�- `1;\"v,.-i, L OPT• —I c4- ,o 0.0-r 5 k- l . `2.tt + t 1.5S 14 Cat +kr — ID -- ► -lsc, — 4--4 eVe 4fc4c % ° w CA Ott- t Low- 0. 2 �`- Lper.,&S 2%1 017sF-) 1-4e2 1 GCS •k- t J 4v/, vvt-, 1 Seattle Tacoma 811. First Avenue, Suite 620 • Seattle, WA 981.04 • tel: 206.292.5076 www.pcs-structural.com 1250 Pacific Avenue, Suite 701 • Tacoma, WA 98402 • tel: 253.383.2797 Steel Column Lic. # : KW-06002327 Description : COLUMN with Wind Code References File = g:12014 Jobs114489 Moclezuma's Southcenter Reclad'Calcs114489 calcs kmw.ec6 ENERCALC, INC.19832014, Build:6.14.6,15, Ver.6.14,6.15 Licensee : PCS STRUCTURAL SOLUTIONS Calculations per AISC 360-10, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used : ASCE 7-10 General Information Steel Section Name : Analysis Method : Steel Stress Grade Fy : Steel Yield E : Elastic Bending Modulus Load Combination : HSS4x4x3/8 Load Resistance Factor 46.0 ksi 29,000.0 ksi ASCE 7-10 Applied Loads Column self weight included : 171.975 Ibs * Dead Load Factor AXIAL LOADS .. Axial Load at 10.0 ft, Xecc = 5.000 in, D = 1.0, L = 0.820 k BENDING LOADS... Lat. Uniform Load creating Mx-x, W = 0.2610 k/ft DESIGN SUMMARY Overall Column Height 10.0 ft Top & Bottom Fixity Top & Bottom Pinned Brace condition for deflection (buckling) along columns : X-X (width) axis : Unbraced Length for X-X Axis buckling = 10.0 ft, K =1.0 Y-Y (depth) axis : Unbraced Length for Y-Y Axis buckling =10.0 ft, K = 1.0 Service loads entered. Load Factors will be applied for calculations. Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = 0.1708 :1 Load Combination +1.20D+0.50Lr+0.50L+W+1.60H Location of max.above base At maximum location values are ... Pu 0.9 * Pn Mu-x 0.9*Mn-x: Mu-y 0.9'Mn-y: 5.235 ft 1.816 k 126.401 k 3.255 k-ft 22.046 k-ft -0.3512 k-ft 22.046 k-ft PASS Maximum Shear Stress Ratio = 0.03059 :1 Load Combination +1.20D+0.50Lr+0.50L+W+1.60H Location of max.above base At maximum location values are ... Vu : Applied Vn * Phi : Allowable 0.0 ft 1.305 k 42.667 k Maximum Deflections for Load Combinations - Unfactored Loads Maximum SERVICE Load Reactions .. Top along X-X Bottom along X-X Top along Y-Y Bottom along Y-Y 0.07583 k 0.07583 k 1.305 k 1.305 k Maximum SERVICE Load Deflections ... Along Y-Y 0.1987 in at for load combination :W Only Along X-X -0.02839 in at for load combination :D+L 5.034ft above base 5.839ft above base Load Combination Max. X-X Deflection Distance Max. Y-Y Deflection Distance D Only L Only W Only D+L D+W D+L+W -0.0156 -0.0128 0.0000 -0.0284 -0.0156 -0.0284 in in in in in in 5.839 5.839 0.000 5.839 5.839 5.839 ft ft ft ft ft ft 0.000 in 0.000 in 0.199 in 0.000 in 0.199 in 0.199 in 0.000 0.000 5.034 0.000 5.034 5.034 ft ft ft ft ft ft Steel Column Lic. # : KW-06002327 Description : 0 0 COLUMN with Wind *Load 1 File = 9:12014 dobs%14489 Moctezuma's Soulhcenter Redad\Calcs114489 cats kmw.ec6 ENERCALC, INC.1983.2014, Build:6.14.6.15, Ver.6.14.6:i5 Licensee : PCS STRUCTURAL SOLUTIONS utn 0 0 M-x Loads Loads are total entered value Arrows do not reflect absolute direction. Steel Column Lic. # : KW-06002327 Description : COLUMN with 42% Wind Code References File = g:12014 Jobs114489 Moctezuma's Soulhcenter Reclad\Calcs114489 calcs kmw.ec6 ENERCALC, INC. 1983-2014, Build:6.14.6.15, Ver.6.14.6.15 Licensee : PCS STRUCTURAL SOLUTIONS Calculations per AISC 360-10, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used : ASCE 7-10 General Information Steel Section Name : Analysis Method : Steel Stress Grade Fy : Steel Yield E : Elastic Bending Modulus Load Combination : HSS4x4x3/8 Load Resistance Factor 46.0 ksi 29,000.0 ksi ASCE 7-10 Applied Loads Column self weight included : 171.975 Ibs * Dead Load Factor AXIAL LOADS ... Axial Load at 10.0 ft, Xecc = 5.000 in, D = 1.0, L = 0.820 k BENDING LOADS ... Lat. Uniform Load creating Mx-x, W = 0.110 k/fl DESIGN SUMMARY Overall Column Height 10.0 ft Top & Bottom Fixity Top & Bottom Pinned Brace condition for deflection (buckling) along columns : X-X (width) axis : Unbraced Length for X-X Axis buckling =10.0 ft, K =1.0 Y-Y (depth) axis : Unbraced Length for Y-Y Axis buckling = 10.0 ft, K = 1.0 Service Toads entered. Load Factors will be applied for calculations. Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = 0.08570 :1 Load Combination +1.20D+0.50Lr+0.50L+W+1.60H Location of max.above base 5.638 ft At maximum location values are ... Pu 0.9 * Pn Mu-x 0.9*Mn-x: Mu-y 0.9*Mn-y: 1.816 k 126.401 k 1.353 k-ft 22.046 k-ft -0.3782 k-ft 22.046 k-ft PASS Maximum Shear Stress Ratio = 0.01289 :1 Load Combination +1.20D+0.50Lr+0.50L+W+1.60H Location of max.above base At maximum location values are ... Vu : Applied Vn * Phi : Allowable 0.0 ft 0.550 k 42.667 k Maximum Deflections for Load Combinations • Unfactored Loads Maximum SERVICE Load Reactions .. Top along X-X Bottom along X-X Top along Y-Y Bottom along Y-Y 0.07583 k 0.07583 k 0.550 k 0.550 k Maximum SERVICE Load Deflections ... Along Y-Y 0.08375 in at for load combination :W Only Along X-X -0.02839 in at for load combination : D+L 5.034ft above base 5.839ft above base Load Combination Max. X-X Deflection Distance Max. Y-Y Deflection Distance D Only L Only W Only D+L D+W D+L+W -0.0156 -0.0128 0.0000 -0.0284 -0.0156 -0.0284 in in in in in in 5.839 5.839 0.000 5.839 5.839 5.839 ft ft ft ft ft ft 0.000 in 0.000 in 0.084 in 0.000 in 0.084 in 0.084 in 0.000 0.000 5.034 0.000 5.034 5.034 ft ft ft ft ft ft Steel Column Lic. # : KW-06002327 Description 0 0 COLUMN with 42% Wind 4.00in X *Load 1 File = 02014 Jobs114489 Moctezuma's Soulhcenler RecladlCalcs414489 cats kmrr.ec6 ENERCAI.C, INC.1983-2014, 8uild:6.14.615, Vei 6.14.6.15 Licensee : PCS STRUCTURAL SOLUTIONS 0 0 M-x Loads 0Ind Loads are total entered value. Arrows do not reflect absolute direction. a PCS Project: I �V~" Job No \�►` Subject Sheet ' Name Structural Solutions Originating Office: Seattle Tacoma Date: )eia )tAdc?c'4 C .s A lts-114- v se- ) > 2 : S-3sw Lam) Seattle I 811 First Avenue, Suite 620 • Seattle, WA 98104 • tel: 206.292.5076 Tacoma 1 1250 Pacific Avenue, Suite 701 • Tacoma, WA 98402 • tel: 253.383.2797 www.pcs-structural.com Search Results for Map Pagelofl 2.6 Home About This Site Lat/Long Finder Related Resources Sponsors About ATC Contact Search Results Latitude: 47.4589 Longitude: -122.2587 ASCE 7-10 Wind Speeds (3-sec peak gust MPH*): Risk Category I: 100 Risk Category II: 110 Risk Category III -IV: 115 MRI" 10 Year: 72 MRI" 25 Year: 79 MRI" 50 Year: 85 MRI" 100 Year: 91 ASCE 7-05: 85 ASCE 7-93: 70 'MPH(Miles per hour) "MRI Mean Recurrence Interval (years) Users should consult with local building officials to determine if there are community-apedfic wind speed requirements that govern tJ Download a PDF of your results IES Print your results Canada Alberta British Columbia Edmonton Seskatchew.en Oregon Cary Idaho Wyoming Sari Cake' Nebt Nevada United Sta Colorado K California Utah etas Vegas Los Angeles st4p,g,r ata 02(114 Google INEGI WIND SPEED WEB SITE DISCLAIMER: While the information presented on this web site is believed to be correct, ATC assumes no responsibility or liability for its accuracy. The material presented in the wind speed report should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. ATC does not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the wind speed report provided by this web site. Users of the information from this web site assume all liability arising from such use. Use of the output of this web site does not imply approval by the goveming building code bodies responsible for building code approval and interpretation for the building site(s) described by latitude/longitude location in the wind speed report. Sponsored by the ATC Endowment Fund • Applied Teohnoloav Council • 201 Redwood Shores Parkway, Suite 240 • Redwood City, California 94065 • (650) 595-1542 http://windspeed.atcouncil.org/index.php?option=corn content&view=article&id=10&dec=... 7/3/2014 a PCS Project:WID 6T%►ttnK Job No Subject: Sheet Name. 7/16a Structural Solutions Originating Office: ❑ Seattle ® Tacoma Date: PA-APEr 5` LoA45 CUMnorr5-) w►ncc� �q wR,- tJ 4 I )4A4 20, 2 A I°u, 2&,21,s41 + VrOS /33,5 l& Zps. Ft p Z w,A,A v5tvA0e. 14,617 PaFm U5 - 600 .5Z00 -'t3 C, /67.o c , k- (1- Y r = 2 t43 ',,4 (MEETS o\ VxRu- wYz f4,5.,z 10., �JriL,41 GL46 bLc- jYSx ll'Ae_/Zct,ie "41* W L- S?O 4- KO. 6= 31?-4 CAS) ScArcv AC-33() t. / a 4o �e-ROWS $ - V Hotiz c.ifAcA T `► 3� Foufau, Ac.-srvik"r0 FASPE NE.PS Y"c) 5L,Ag d•- Seattle 811 First Avenue, Suite 620 • Seattle, WA 98104 • tel: 206.292.5076 www.pcs-structuraLcom Tacoma 11.250 Pacific Avenue, Suite 701 'Tacoma, WA 98402 • tel: 253.383.2797 5C4FC13 Steel Stud Mfg. Co. Direct Supplier to the Contractor The Secure Clip "AC" connects an exterior wall stud that by-passes the building structure through the use of a 90° angle. Secure Clip "AC" is designed to resist horizontal and vertical loads. Pre -punched guide holes are provided in each leg allowing for superior installation efficiency. The Secure Clip "AC" may be attached to the structure with either an approved fastener or a weld, depending on the material properties of the structure and the proposed design. 1 %: " Model No. AC350 Width 3 Y" Qty. /Bucket 100 Lbs. /Bucket 53 Buckets /Skid 40 Lbs. /Skid 2160 AC550 5 %" 75 57 40 2320 AC750 7 %" 50 49 40 2000 AC950 9 Y=" 35 43 40 1760 AC1150 11 %." 35 50 40 2040 2 Screws 3 Screws • • • o • 4 Screws • • Priceless'M Steel Products • Provides pre -punched guide holes for quick attachment to structure and stud • A variety of different lengths allowing for all requirements and construction tolerances • Replaces the expensive traditional method of bracing • Thicker steel for improving welded attachments • ASTM A653/A653M • Yield Strength: 50 ksi • G-90 Hot Dipped Galvanized Coating • Material Thickness = 68 mil (14 gauge) Model No. AC350 AC550 Stud Thickness Mils Gauge 33 43 54 20 18 16 Yield Strength (ksi) 33 33 50 Allowable Loads (Ibs) F1 w/2 #10 F1 w/3 #10 Fl w/4 #10 F3 W/2 #10 F3 w/3 #10 F3 w/4 1410 Screws Screws Screws Screws Screws Screws 354 526 740 531 789 1110 708 1052 1480 354 526 740 531 789 1110 708 ,§ 1052 1480 1 68 97 14 12 50 50 1046 1046 1569 1569 2092 2092 1046 1046 1569 1569 2092 2092 T I. onrt c •l A c7 C...... 00"0.010 77[0 ♦ «.•.J Cry... i I alcr nern ne ." ♦ tuAllnu crn C/^rl m i i i s Structural (S) Section Properties ti{�' Y:,7:itlit li1(] )t.):�'. ' 1! 7:gF Ix a k a,fir; {IWft44.41 1 r{11. `.i, f0 ftxhIrOj =" (1 )0 I� �'t(Xy �l rrl E e/r )Q xr 1ilt (t 1N t{¢l4" 116)+-liol`.amt1Q�1O' 1_, i13 : ' it4,I N� tw 'f1' q' i' `v+l .i �i Ui)i 6006200.33 0.0346 33 0.379 1.29 2.075 0.692 2.340 0.209 0.743 2.058 0.621 12.28 10.77 638 638 0.151 1.593 -1.457 0.901 2.855 0.740 51.6 6006200-43 0.0451 33 0.492 1.67 2.683 0.894 2.335 0.268 0.739 2.683 0.873 17.24 15.39 1416 1240 0.334 2.033 -1.446 0.894 2.844 0.742 51.4 6006200-54 0.0566 33 0.613 2.09 3.319 1.106 2.327 0.328 0.732 3.319 1.106 24.07' 22.07 2739 1890 0.655 2.493 - .432 0.887. 2.829 0.744 48.9 6006200-54 0.0566 50 0.613 2.09 3.319 1.106 2.327 0.328 0.732 3.319 1.015 30.40 27.38 2823 1947 0.655 2.493 - .432 0.887 2.829 0.744 .41.6 6006200-68 0.0713 33 0.764 2.60 4.101 1.367 2.316 0.400 0.723 4.101 1.367 30.42' 29.97 4347 2339 1.295 3.047 - .415 0.878 2.809 0.746 48.2 6006200-68 0.0713 50 0.764 2.60 4.101 1.367 2.316 0.400 0.723 4.101 1.317 43.71' 39.69 5350 2879 1.295 3.047 - .415 0.878 2.809 0.746 39.3 6006200-97 0.1017 33 1.067 3.63 5.612 1.871 2.293 0.530 0.705 5.612 1.871 43.49' 43.49 6911 2512 3.679 4.080 - .378 0.859 2.767 0.752 46.9 600S200-97 0.1017 50 1.067 3.63 1612 1.871 2.293 0.530 0.705 5.612 1.871 64.53' 63.67 10472 3805 3.679 4.080 - .378 0.859 2.767 0.752 38.3 6006200.118 0.1242 33 1.283 4.36 6.641 2.214 2.275 0.611 0.690 6.641 2.214 53.05' 53.05 8267 2391 6.595 4.753 - .351 0.845 2.735 0.756 46.1 600S200-118 0:1242 50 1.283 4.36 6.641 2.214 2:275 0.611 0.690 6.641 2.214 78.44 2 78.44 12526 3622 "6.595 4.753 - .351 0.845 2.735 0.756 37.6 6006250-43 0.0451 33 0.537 1.83 3.082 1.027 2.396 0.458 0.923 3.082 0.918 18.14 16.21 1416 1240 0.364 3.411 -1.874 1.136 3.179 0.652 62.4 6006250-54 0.0566 33 0.670 2.28 3.819 1.273 2.388 0.562 0.917 3.819 1.159 22.90 21.90 2739 1890 0.715 4.194 - .860 1.129 3.163 0.654 62.3 6006250.54 0.0566 50 0.670 2.28 3.819 1.273 2.388 0.562 0.917 3.766 1.069 32.00 28.71 2823 1947 0.715 4.194 - .860 1.129 3.163 0.654 50.5 6006250-68 0.0713 33 0.836 2.84 4.727 1.576 2.378 0.688 0:908 4.727 1.508 32.822 31.50 4347 2339 1.416 5.145 - .842 1.119 3.142 0.656 59.2 6006250-68 0.0713 50 0.836 2.84 4.727 1.576 2.378 0.688 0.908 4.723 1.386 41.49 39.07 5350 2879 1.416 5.145 - .842 1.119 3.142 0.656 50.4 6006250-97 0.1017 33 1.169 3.98 6.496 2.165 2.357 0.923 0.889 6.496 2.161 48.812 48.91 6911 2512 4.030 6.947 -1.803 1.100 3.098 0.661 58.0 6006250-97 0.1017 50 1.169 3.98 6.496 2.165 2.357 0.923 0.889 6.496 2.063 69.38 2 66.81 10472 3805 4.030 6.947 -1.803 1.100 3.098 0.661 47.3 6006250-118 0,1242 33 1.407 4.79 7.713 2.571 2.342 1.075 0.874 7.713 2.571 59.58 2 59.59 8267 2391 7.234 8.142 -1.775 1.085 3.066 0:665 57.3 6006250-118 0.1242 50 1.407 4.79 7.713 2.571 2.342 1.075 0.874 7.713 2.498 85.92 2 86.83 12526 3622 7.234 8.142 -1.775 1.085 3.066 0.665 46.6 6006300-54 0.0566 33 0.726 2.47 4.319 1.440 2.439 0.875 1.098 4.269 1.211 23.93 22.80 2739 1890 0.775 6.452 -2.299 1.372 3.527 0.575 72.8 600S300-54 0.0566 50 0.726 2.47 4.319 1.440 2.439 0.875 1,098 4.014 1.106 33.13 29.62 2823 1947 0.775 6.452 -2.299 1.372 3.527 0.575 59.1 600S300-68 0.0713 33 0.907 3.09 5.354 1.785 2.430 1.075 1-.089 5.344 1.581 31.23 30.88 4347 2339 1.537 7.937 -2.280 1.363 3.505 0.577 72.8 6006300-68 0.0713 50 0.907 3.09 5.354 1.785 2.430 1.075 1.089 5.221 1.446 43.30 40.53 5350 2879 1.537 7.937 -2.280 1.363 3.505 0.577 59.0 6006300-97 0.1017 33 1.271 .4.32 7.381 2.460 2.410 1.454 1.070 7.381 2.352 52.072 52.40 6911 2512 4.381 10.776 -2.241 1.343 3.461 0.581 68.8 600S300-97 0.1017 50 1.271 4.32 7.381 2.460 2.410 1.454 1.070 7.280 2.247 67.28 64.67 10472 3805 4.381 10.776 -2.241 1.343 3.461 0.581 58.8 6006300-118 0.1242 33 1.531 5.21 8.785 2.928 2.395 1.704 1.055 8.785 2.840 64.29 2 66.28 8267 2391 7.872 12.683 -2.212 1.328 3.427 0.583 68.1 600S300-118 0.1242 50 1.531 5.21 8.785 2.928 2.395 1.704 1.055 8.713 2797 94.24 2 90.37 12526 3622 7.872 12683 -2.212 1.328 3.427 0.583 55.3 6006350.54 0.0566 33 0.825 2.81 5.022 1.674 2.467 1.491 1.344 4.911 1.452 28.70 27.98 2739 1890 0.881 12.942 -3.037 1.787 4.137 0.461 .91,6 6006350.54 0.0566 50 0.825 2.81 5.022 1.674 2.467 1.491 1.344 4.721 1.335 39.97 36.56 2823 1947 0.881 12.942 -3.037 1.787 4.137 0.461 74.4 6006350-68 0.0713 33 1.032 3.51 6.237 2.079 2.459 1.841 1.336 6.237 1.949 38.50 37.63 4347 2339 1.748 15.968 -3.018 1.777 4.115 0.462 91.8 600S350-68 0.0713 50 1.032 3.51 6.237 2.079 2.459 1.844, 1.336 6.166 1.771 53.01 49.69 5350 2879 1.748 15.968 -3.018 1.777 4.115 0.462 74.4 6006350-97 0.1017 33 1.449 4.93 8.631 2.877 2441 2.5181 1.318 8.631 2.822 61.55 2 62.49 6911 2512 4.994 21.811 -2.979 1.757 4.071 0.464 87.5 6006350-97 0.1017 50 1.449 4.93 8.631 2.877 2.441 2.518 1.318 8.631 2.593 77.64 78.36 10472 3805 4.994 21.811 -2.979 1.757 4.071 0.464 74.4 6006350-118 0.1242 33 1.748 5.95 10.304 3.435 2428 2.978 1.305 10.304 3.435 76.392 76.40 8267 2391 8.990 25.791 -2.951 1.742 4.038 0.466 86.9 6006350.118 0.1242 50 1.748 5.95 10.304 3.435 2428 2.978 1.305 10.304 3.268 108.43 2 107.66 12526 3622 8.990 25.791 -2.951 1.742 4.038 0.466 70.6 8006137-33' 0.0346 33 0.388 1.32 3.198 0.799 2873 0.073 0.435 2.998 0.622 12.30 10.71 474 474 0.155 0.957 -0.696 0.460 2.987 0.946 32.5 8006137-43 0.0451 33 0.503 1.71 4.134 1.033 2.866 0.093 0.430 4.001 0.896 17.70 15.78 1051 1051 0.341 1.214 -0.687 0.454 2.978 0.947 32.2 8006137.54' 0.0566 33 0.627 2.13 5.110 1.277 2.855 0.112 0.423 5,077 1.179 23.29 21.74 2091 2091 0.670 1.478 -0.676 0.448 2.964 0.948 32.0 800S137-54 0.0566 50 0.627 2.13 5.110 1.277 2855 0.112 0.423 4.974 1.083 32.42 28.47 2091 2091 0.670 1.478 -0.676 0.448 2.964 0.948 25.9 8006137-68 0.0713 33 0.782 2.66 6.303 1.576 2.839 0.134 0.414 6.303 1.541 30.45 29.75 4221 3367 1.325 1.7139 -0.661 0.440 2.944 0.950 31.6 8005137-68 0.0713 50 0.782 2.66 6.303 1.576 2.839 0.134 0.414 6.285 1.468 43.96 39.57 4221 3367 1.325 1.789 -0.661 0.440 2.944 0.950 25.6 80052137-97 0.1017 33 1.093 3.72 8.597 2.149 2.805 0.169 0.394 8.597 2.149 53.092 53.09 8843 4824 3.767 2.349 -0.630 0.423 2.902 0,953 27.6 8006137-97 0.1017 50 1.093 3.72 8.597 2.149 2.805 0.169 0.394 8.597 2.149 64.35 63.91 10885 5938 3.767 2.349 -0.630 0.423 2.902 0.953 25.0 800S137-118 0.1242 33 1.314 4.47 10.147 2.537 2.779 0.188 0.378 10.147 2.537 65.14 65.14 11341 4971 6.755 2.694 -0.608 0.411 2.870 0.955 26.6 800S137-118 0.1242 50 1.314 4.47 10.147 2.537 2.779 0.188 0.378 10.147 2.537 95.56 95.56 16235 7115 6.755 2.694 -0.608 0.411 2.870 0.955 21.9 800S162-331 0.0346 33 0.413 1,41 3.582 0.896 2.943 0.125 0.550 3.384 0.710 14.03 12.61 474 474 0.165 1.630 -0.936 0.607 3.137 0.911 40.1 8006162-43 0.0451 33 0.537 1.83 4.633 1.158 2.937 0.160 0.546 4.500 1.019 20.14 18.33 1051 1051 0.364 2.076 -0.926 0.601 3.128 0.912 39.8 8006162-54 0.0566 33 0.670 2.28 5.736 1.434 2.927 0.194 0.539 5.702 1.334 26.36 24.98 2091 2091 0.715 2.539 -0.914 0.594 3.113 0.914 39:6 8005162-54 0.0566 50 0.670 2.28 5.736 1.434 2.927 0.194 0.539 5,600 1.229 36.79 32.81 2091 2091 0.715 2.539 -0.914 0.594 3.113 0.914 32.1 8006162-68 0.0713 33 0.836 2.84 7.089 1.772 2.913 0.235 0.530 7.089 1.737 34:32 33.84 4221 3367 1.416 3.093 -0.899 0.586 3.094 0.916 39.3 800S162-68 0.0713 50 0.836 2.84 7.089 1.772 2.913 0.235 0.530 7.070 1.663 49.80 45.11 4221 3367 1.416 3.093 -0.899 0.586 3.094 0.916 31.9 8006162-97 0.1017 33 1.169 3.98 9.713 2.428 2.883 0.305 0.510 9,713 2.428 58:272 58.27 8843 4824 4.030 4.114 '-0.866 0.568 3.053 0.919 35.1 800S162-97 0.1017 50 1.169 3.98 9.713 2.428 2.883 0.305 0.510 9.713 2.428 72.70 71.93 10885 5938 4.030 4.114 -0.866 0.568 3.053 0.919 31.4 8006162-118 0.1242 33 1.407 4.79 11.504 2.876 2.860 0.345 0.496 11.504 2.876 71.47 2 71.47 11341 4971 7.234 4.766 -0.642 0.556 3.022 0.922 34.1 800S162-118 0.1242 50 1.407 4.79 11.504 2.876 2.860 0.345 0.496 11.504 2.876 105.23 2 105.23 16235 7115 7.234 4.766 -0.842 0.556 3.022 0.922 28.0 8006200-33' 0.0346 33 0.448 1.52 4.096 1.024 3:023 0.227 0.712 4.096 0.816 16.12 14.52 474 474 0.179 2.971 -1.288 0.817 3.363 0.853 50.6 800S200-43 0.0451 33 0.582 1.98 5.302 1.325 3.018 0.292 0.708 5.302 1.293 25.54 20.99 1051 1051 0.395 3.797 -1.277 0.811 3.353 0.855 50.3 8006200-54 0.0566 33 0.726 2.47 6.573 1.643 3.009 0:357 0.701 6.573 1.643 35.75 2 30.37 2091 2091 0.775 4.663 -1.265 0.804 3.338 0.856 47.8 8006200-54 0.0566 50 0.726 2.47 6.573 1.643 3.009 0.357 0.701 6.573 1.499 44.87 37.37 2091 2091 0.775 4.663 -1.265 0.804 3,338 0.856 40.7 8006200.68 0.0713 33 0.907 3.09 8.140 2.035 2.996 0.435 0.692 8.140 2.035 45.29 2 41.79 4221 3367 1.537 5.7.12 -1.248 0.796 3.319 0.859 47.0. 8008200-68 0.0713 50 0.907 3.09 8.140 2.035 2.996 0.435 0.692 8.140 1.964 65.212 54.70 4221 3367 1.537 5.712 -1.248 0.796 3.319 0.859 38.4 8006200-97 0.1017 33 1.271 4.32 11.203 2.801 2969 0.576 0:673 11.203 2.801 65.12 2 65.12 8843 4824 4.381 7.684 -1.214 0.777 3:278 0.863 45.5 8006200-97 0,1017 50 1.271 4.32 11.203 2.801 2.969 0.576 0.673 11.203 2.801 96.632 89.76 10885 5938 4.381 7.684 -1.214 0.777 3.278 0.863 37.2 8006200-118 0.1242 33 1.531 5.21 13,316 3.329 2.949 0.665 0.659 13.316 3.329 79,782 79.78 11341 4971 7.872 8.981 -1.188 0.764 3.247 0.866 44.6 8006200-118 0.1242 50 1.531 5.21 13.316 3.329 2.949 0.665 0.659 13.316 3.329 117.95 2 117.55 16235 7115 7.872 8.981 -1.188 0.764 3.247 0.866 36.5 'Web height -to -thickness ratio exceeds 200. Web stiffeners are required at a//support points and concentrated loads. 2A//owab/e moment includes cold work of forming. See Table Notes on page 7. t "it riflitc..z.'''lr.• a'tr a PCS Project: ^ Job No Subject: Sheet v Name• Structural Solutions Originating Office: ❑ Seattle ❑ Tacoma Date. F G .-- VJ1IVA; WP-IP k. {'lc1 I z 40* •SfJbMiL 1. E.LiGo9LE... ii_l 06E. crArvsY 4,0,1NEZ Ecz FMrA Seattle 811 First Avenue, Suite 620 • Seattle, WA 98104 • tel: 206.292.5076 Tacoma 1250 Pacific Avenue, Suite 701 -Tacoma, WA 98402 • tel: 253.383.2797 www.pcs-structural.com tau ate,;S 14-4?' 61) PCS TJ R 14-489 Moctezuma's SK-6 July 16, 2014 at 12:58 PM Canopy Addl Post.r3d Company : PCS Designer : TJR Job Number : 14-489 Moctezuma's 14-481 3t July 16, 2014 11:14 AM Checked By: Envelope Joint Reactions -ftl LC MY rk-fti LC MZ fk- 1 N10 max .272 8 8.543 6 .275 5 0 1 0 1 0 1 2 min -.351 5 -3,71 7 -.194 8 0 1 0 1 0 1 3 N12 max .177 8 4.268 7 .249 5 0 1 0 1 0 1 4 min -.249 5 -8.487 6 -.226 8 0 1 0 1 0 1 5 N14 max .488 1 17.464 1 -.094 4 0 1 0 1 0 1 6 min .063 8 .932 7 -.509 1 0 1 0 1 0 1 7 N8 max -.034 4 4.924 5 .179 1 0 1 0 1 0 1 8 min -.183 1 -4.104 8 -.007 7 0 1 0 1 0 1 9 N16 max .198 7 0 1 5.101 6 0 1 0 1 0 1 10 min -.841 1 0 1 -4.394 7 0 1 0 1 0 1 11 N15 max 4.257 5 0 1 -.021 7 0 1 0 1 0 1 12 min -3.773 8 0 1 -.866 1 0 1 0 1 0 1 13 N19A max 0 1 7.255 1 0 1 0 1 0 1 0 1 14 min 0 1 1.313 4 0 1 0 1 0 1 0 1 15 Totals: max 3.973 7 21.601 1 4.096 8 16 min -3.973 6 7.818 4 -4.096 5 Load Combinations BLC Fact.. BLC Fact.. BLC Fact.. BLC Fact.. BLC Fact.. 1 1.2D+1.6S+., Y 1 1.2 2 1.6 4 .5 Y -1.2 2 1.2D+1.6S-... _Yes Yes Y 1 1.2 2 1.6 4 -.5 Y -1.2 3 1.2D+0.5S+,. Yes Y 1 1.2 2 .5 4 1 Y -1.2 4 1.2D+0.5S-... Yes Y 1 1.2 2 .5 4 -1 Y -1.2 5 1.2D+1.0E+.. Yes Y 1 1.2 3 1 2 .2 Y -1.2 6 1.2D-1.0E+,.. Yes Y 1 1.2 3 -1 2 .2 Y -1.2 7 0.9D+1.0E Yes Y 1 .9 3 1 Y -.9 8 0.9D+1.OE Yes Y 1 .9 3 -1 Y -.9 g 1.0D+0.45... Yes Y 1 1 2 .75 4 .45 Y -1 SDI` member Distributed Loads (BLC 1 : Dead) Strt_[Na nitude�k(ft deg] 1 M5 ...,.. .. ,, Y g _ -.045 _.. .., �...._ .,..�. �_a, -.045 _...---_.._. « 0 .._ 0 2 M6 Y -.045 -.045 0 0 3 M3 Y -.045 -.045 0 0 4 M4 Y -.045 -.045 0 0 5 M19 Y -.09 -.09 0 0 6 M20 Y -.09 -.09 0 0 Member Distributed Loads (BLC 2 : Snow) itudelk/it.deol Start Locall onff.. End Locationffl... 1 M3 Y -.075 -.075 0 0 2 M4 Y -.075 -.075 0 0 3 M5 Y -.075 -.075 0 0 4 M6 Y -.075 -.075 0 0 5 M19 Y -.15 -.15 0 0 6 M20 Y -.15 -.15 0 0 Member Distributed Loads (BLC 3 : Seismic) Menlber Label Direction Start Magal udgatf degl .23 M3 M5 z z .23 End Manniiudejklkdeg] Start Localion((,..End Location[ft.. .23 0 f 100 .23 0 100 RISA-3D Version 9.0.0 [G:\...\14489 Moctezuma's Southcenter Reclad\Calcs\Canopy Addl Post.r3d] Page 3 Company : PCS Designer : TJR Job Number : 14-489 Mx-75 Moctezuma's 4-481 32 July 16, 2014 11:14 AM Checked By: Member Distributed Loads (BLC 4 : Wind) ember Label Direction Start Maanitudefklft.de EndMaefktft.deat Start Locationff.. End Lo 1 M3 Y -.093 -.093 0 0 2 M4 Y -.093 -.093 0 0 3 M5 Y -.093 -.093 0 0 4 M6 Y -.093 -.093 0 0 5 M19 Y -.186 -.186 0 0 6 M20 Y -.186 -.186 0 0 Envelope AISC 360-05: ASD Steel Code Checks Member Shape Code Check Locjft LC Shea...Loc1Ltj.DirLC Pnc,Lo. Pnt/om.. Mnyy/o.. Mnzz/o:..Cb EQn_ H1-1 b 1 M 1 W10x33 .406 3.233 1 .361 3.233 y 1 230.345 290.719 34.93 96.8061.. 2 M2 W10x33 .254 2.345 5 .097 2.345 y 6 239.404 290.719 34.93 96.8061•. H1-1b 3 M3 W10x33 .227 12.4.. 1 .107 4.006 y 1 189.147 290.719 34.93 96.806 2.. H1-1b 4 M4 W10x33 .291 0 1 .116 1.818 y 1 282.933 290.719 34.93 96.8061.. H1-1b 5 M5 W10x33 .492 12.4.. 1 .109 8.399 y 1 189.147 290.719 34.93 96.806 1.. H1-1b 6 M6 W10x33 .618 0 1 .266 1.396 y 1 282.933 290.719 34.93 96.8061.. H1-1b 7 M7 W10x33 .179 5.917 1 .058 2.835y 1 263.636 290.719 34.93 96.806 1.. H1-1b 8 M W10x33 .265 5.424 6 .025 5.424 z 6 68.206 290.719 34.93 96.8061.. H1-1 b 9 M9 W10x33 .295 5.424 5 .062 5.424 y 5 68.206 290.719 34.93 88.795 1.. H1-1 b 10 M 10 W10x33 .284 5.424 5 .066 5.424 y 6 68.206 290.719 34.93 87.4751.. H1-1 b 11 M 11 W10x33 .457 0 1 .038 5.424 z 5 68.206 290.719 34.93 93.432 1.. H1-1 a 12 M12 W10x33 .157 0 5 .097 1.668 y 5 282.508 290.719 34.93 96.806 2.. H1-1b 13 M13 W10x33 .116 3.203.6 .088 1.735 v 6 282.508 290.719 34.93 96.806 2.. H1-1b 14 M14 PIPE 2.0 - KL/r > 200 for compression mem... 15 M15 PIPE 2.0 - KUr > 200 for compression mem... 16 M16 W10x33 .304 5.993 5 .197 5.993 y 1 220.856 290.719 34.93 96.8061.. H1-1b 17 M17 W10x33 .286 0 1 .132 4.755 y 1 230.345 290.719 34.93 96.806 2.. H1-1b 18 M18 W10x33 .252 0 1 .081 3.02 y 1 263.636 290.719 34.93 96.8061.. H1-1b 19 M19 W10x33 .111 7.882 1 .059 1.551 y_1 189.146 290.719 34.93 94.357 1.. H1-1b 20 M20 W10x33 52 L 4 1 .062 1.559 z 1 282.931 290.719 34.93 96.8061.. H1-1b Member Primary Data L int in t Rotaie(de..Section/Shane 7voe Desi 1 M1 N13 N22 W10x33 Beam Wide Flange A992 Default 2 M2 N9 N21 W10x33 Beam Wide Flange A992 Default 3 M3 N5 N1 W10x33 Beam Wide Flange A992 Default 4 M4 N1 N2 W10x33 Beam Wide Flange A992 Default 5 M5 N6 N3 W10x33 Beam Wide Flange A992 Default 6 M6 N3 N4 W10x33 Beam Wide Flan.e A992 Default 7 M7 N5 N23 W10x33 Beam Wide Flange A992 Default 8 M8 N7 N8 135 W10x33 Column Wide Flange A992 Default 9 M9 N9 N10 135 W10x33 Column Wide Flange A992 Default 10 M10 N11 N12 135 W10x33 Column Wide Flange A992 Default 11 M11 N13 N14 135 W10x33 Column Wide Flange A992 Default 12 M12 N17 N16 W10x33 Beam Wide Flange A992 Default 13 M13 N19 N15 W10x33 Beam Wide Flange A992 Default 14 M14 N5 N3 PJPE 2.0 1-iBrace Pipe A36 Gr.36 Default 15 M15 N6 N1 PIPE 2.0 !HBrace Pipe A36 Gr.36 Default 16 M16 N21 N11 W10x33 Beam Wide Flange A992 Default 17 M17 N22 N7 W10x33 Beam Wide Flange A992 Default 18 M18 N23 N6 W10x33 Beam Wide Flange A992 Default 19 M19 N23 N22 W10x33 Beam Wide Flange A992 Default 20 M20 N22 N21 W10x33 Beam Wide Flange �A992 Default RISA-3D Version 9.0.0 [G:\...\14489 Moctezuma's Southcenter Reclad\Calcs\Canopy Addl Post.r3d] Page 4 Company : PCS Designer : TJR Job Number : 14-489 Moctezuma's July 16, 2014 11:14 AM Checked By: Joint Boundary Conditions JvintL bei ___ Xik/i ini ot.I.k ftLradl Y RotJk-ft/radt Z Rot. fk-R/radl Eootin 1 N10 Reaction Reaction Reaction 2 N12 Reaction Reaction Reaction 3 N14 Reaction Reaction Reaction 4 N8 Reaction Reaction Reaction 5 N16 Reaction Reaction 6 N15 Reaction Reaction 7 N19A Reaction RISA-3D Version 9.0.0 [G:1...114489 Moctezuma's Southcenter Reclad\Calcs\Canopy Addl Post.r3d] Page 5 OCR ZoI. 4'S 14 -481 Company : PCS Designer : TJR Job Number : 14-489 Moctezuma's July 16, 2014 1:06 PM Checked By: Joint Reactions BY Combination) MX Ik- t1 MZ fk- 1 1 N10 -.111 4.854 .114 0 0 0 2 1 N12 -.097 -7.537 .129 0 0 0 3 1 N14 .488 17.464 -.509 0 0 0 4 1 N8 -.183 -.435 .179 0 0 0 5 1 N16 -.841 0 1.054 0 0 0 6 1 N15 .744 0 -.866 0 0 0 7 1 N19A 0 7.255 0 0 0 0 8 1 Totals: 0 21.60 0 9 1 COG ft : X:-82.315 Y: -2.123 Z:-82.389 10 2 N10 -.072 3.614 .074 0 0 0 11 2 N12 -.065 -4,52 .02 0 0 0 12 2 N1 .324 11.867 -.336 0 0 0 13 2 N8 -.12 .101 .118 0 0 0 14 2 N16 -.529 0 .667 0 0 0 15 2 N15 .462 0 -.543 0 0 0 16_ 17 2 N19A 0 4.765 0 0 0 0 2 Totals: 0 15.827 0 18 2 COG (ft) : -81.978 Y: -2.897 Z: -82.01 19 3 N10 -.096 4.374 .098 0 0 0 20 3 N12 -.085 -6.37 .025 0 0 0 21 ® N14 .424 15.298 -.442 0 0 0 3 N8 -.158 -.227 .155 0 0 0 23 3 N16 -.721 0 .904 0 0 0 24 3 N15 .635 0 -.741 0 0 0 25 3 N19A 0 6.291 0 0 0 0 26 3 Totals: 0 19.366 0 27 3 COG ft : X:-82.209 Y: -2.368 Z: -82.269 28 4 N10 -.018 1.898 .019 0 0 0 29 4 N12 -.019 -.333 _007 0 0 0 30 4 N14 .091 4.093 -.094 0 0 0 31 4 N8 -.034 .846 .033 0 0 0 32 4 N16 -.09 0 .125 0 0 0 33 4 N15 .07 0 -.091 0 0 0 34 4 N19A 0 1.313 0 0 0 0 35 4 Totals: 0 7.818 0 36 4 COG (ft): X: -80.685 Y: -5 866 Z: -80.556 37 5 N10 -.351 -2.854 .275 0 0 0 38 5 N12 -.249 3.262 .249 0 0 0 39 5 N14 .309 3.678 -.253 0 0 0 40 5 N8 -.071 4.924 .02 0 0 0 41 5 N16 .078 0 -4.243 0 0 0 42 5 N15 4.257 0 -.144 0 0 0 43 5 N19A 0 3.185 0 0 0 0 44 5 Totals: 3.973 12.195 -4.096 45 5 COG ft : X:-81.602 Y: -3.76 Z:-81.587 46 6 N10 .256 8.543 -.177 0 0 0 47 6 N12 .162 -8.487 -.222 0 0 0 48 6 N14 .138 12.988 -.206 0 0 0 49 6 N8 -.1 -4.066 1 .145 0 0 0 50 6 N16 -. 61 0 5.101 0 0 0 51 6 N15 -3.668 .0 -.546 0 0 0 52 6 N19A 0 3.216 0 0 0 0 6 Totals: -3.973 12.195 4.096 6 COG ft): X: :-81.602 Y: -3.76 Z:-81.587 55 7 N10 -.334 -3.71 .258 0 0 0 56 7 N12 -.234 4.268 .245 0 0 0 RISA-3D Version 9.0.0 [G:\...\14489 Moctezuma's Southcenter Reclad\Calcs\Canopy Addl Post.r3d] Page 6 Company : PCS Designer : TJR Job Number : 14-489 Moctezuma's July 16, 2014 1:06 PM Checked By: Joint Reactions (Bv Combination) (Continued) In t Label X Ikl Y Ik Z Ikl MX Ik-ft MY Ik- MZfk- 57 7 N14 .236 .932 -.176 0 0 0 58 7 N8 -.044 4.873 -.007 0 0 0 59 7 N16 .198 0 -4.394 0 0 0 60 7 N15 4.152 0 -.021 0 0 0 61 7 N19A 0 2.084 0 0 0 0 62 7 Totals: 3.973 8.448 -4.096 63 7 COG (ft): X: -81.467 Y: -4.071 Z:-81.435 64 8 N10 .272 7.681 -.194 0 0 0 65 8 N12 .177 -7.451 -.226 0 0 0 66 8 N14 .063 10.208 -.1.8 0 0 0 67 8 N8 -.072 -4.104 .118 0 0 0 68 8 N16 -.639 0 4.948 0 0 0 69 8 N15 -3.773 0 -.422 0 0 0 70 8 N19A 0 2.115 0 0 0 0 71 8 Totals: -3.973 8.448 4.096 72 8 COG (ft): X: -81.467 Y: -4.071 Z:-81.435 73 9 N10 -.075 3.502 .078 0 0 0 74 9 N12 -.067 -4.963 .02 0 0 0 75 9 N14 .336 12.109 - -.349 0 0 0 76 9 N8 -.125 -.128 1 122 0 0 0 77 9 N16 -.567 0 .711 0 0 0 78 79 9 N15 .497 0 -.581 0 0 0 9 N19A 0 4.957 0 0 0 0 80 9 Totals: 0 15.477 I 0 81 9 COG (ft): X: -82.165 Y: -2.469 „ Z: -82.22 1A M!kacti A -1 Fez-iit.V_P 12.117" 12.t s .-R- aC= ppAtiDED IS - • 014- RISA-3D Version 9.0.0 [G:\...\14489 Moctezuma's Southcenter Reclad\Calcs\Canopy Addl Post.r3d] Page 7 dr „4-• 4) c/1 Lu C".• Cr 0ga U -2.11° .ter PERMIT CENTER • co C.) 11111.1.0 CL w w O : C (723 } , . . : C— cc a a( 0_0 0 u moo. a 0 w a0 u< �O z a ZQ <i1. ux = a a(Li LL I D;0: nO >. 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PSI XIMIX • Xr • XXI 0.1051 Wit • 9.19 I XX 4 0 os @CABRIOCOMPANIES.COM Cr; 1.14 CC Ca CC CI) CC C.3 vimeo.com/cabriostructures o co CABRIO CO r 1PArIES 2014 OFF HOURS INSPECTION Reimbursement authorization/approval to conduct inspection activities during off hours. Date: /2/1Z fi� Requested By: g,-('Arn S7 S e 1t4ic/(e✓ Firm/Company: [. mile{ S vt cc"(--I°civi Permit Number: Dan Inspection Information rr fli1'YCIF .r.ur;��lA Project Name: r 4(c_.-e.2�W(ok IOEC i12 2014 Project Address/Location: (i'SPO '- ulna ( PERMIT CENTER Requested Date for Inspection: (Z if 3 Requested Time: % ( 'PM Contact Name: t'Of Si/ / Phone Number: ZOO' SFS ''- 9.0 5 7 Special Conditions for Consideration: ** Contractor will be charged a minimum for three (3) hour inspection time for any off -hours inspection work at $97.50 per hour (minimum total of $292.50). This is to be paid at the time of request. ** The undersigned, as an authorized representative of the above firm, hereby agrees to reimburse the City for its overtime inspections on the above referenced project. A separate invoice will be issued for all inspection time in excess of (3) hours. Signature: Date: (2-/ VP1 Printed Name: P6y fart City Use Only: Approved: -�-_`--- Disapproved: Paid: Receipt No: Date of Approval/Disapproval: Remarks: Authorized Reviewer: H:\Permit Center Forms\Off Hours Inspection.docx Moctezuma's Mexican Restaurant and Tequila Bar November 4, 2014 Detailed list of plan changes for permit resubmittal review The drawing changes are a result primarily of value engineering because the project was over budget. Other changes are tweaks to the design to improve constructability or to improve efficiency. All of the changes have simplified project complexity and have resulted in a reduced scope and difficulty constructing. Any changes affecting the structural design have been redesigned by the project structural engineer (PCS Structural Solutions) and are included in the two supplementary design packets. Drawing Name Detail# Nature of Changes A2.1 Floor Plan F1/G4 Door 101A — Reverse door swing for non -egress door Reuse existing door and frame — eliminate door N-2 F1/G4 Revised exterior entry area surrounding door 100A Eliminated new exterior wall and custom door type E-1 Utilized existing exterior wall and storefront system Reduced length of vertical screen from_11_-8_' to 6' =0" Reduced length of overhead canopy from 15'-8" to 8'-0" Structural changes shown in separate packet F1/H1/G4 Reduce amount of new storefront along primary fagade Eliminate types E-2, E-3, E-4, E-5 & E-6 Retain existing windows at these locations H2/G4 Revise width of door type A from 19'-2" to 16'-8" Switch to gravity supported system (solar innovations) Revise width of door type B from 26'-10" to 22'-8" Switch to gravity supported system (solar innovations) G4 Eliminate exterior pergola structure Remove columns/foundations, beams, wood joists Add additional planters around patio Planter design depicted on new sheet A3.2 G4 Revise geometry of bar from U-shaped to two counters Added a third bartender station G4 Removed room 110 — bus station Replaced with additional seating G4 Changed door locations for restrooms #114 and #115 Kept existing walls and doors as currently configured G4 Lengthened wall in bus station #109 from 13'-4" to 15'-0" G4 Added Cabrio Structure exterior patio system into project scope Separate structural drawings and calculations included G4 Added a new architectural "portal" element at grids J.4 & 28 Page 1 1250 Pacific Avenue, Suite 700 Tacoma, Washington 98402 253.627.5599 A2.2 Roof Plan F3 A3.1 E6 Exterior Elevations D1 D5 El H1 A3.2 Planter Planters E2/E4/E6 H2 A4.1 Building Sections H1 tevai7erl Ow) go-r6e)/i 5*9n 0000(doorkf 2/et/ 1,4 Jhtus Reduced size of canopy and vertical screen as described in A2.1 Revised entry to eliminate new exterior wall Eliminated parapet braces Braces were in Westfield as-builts but did not exist As a result we were forced to lower parapet elevations Revised parapets depicted in exterior elevations A3.1 Eliminate entire pergola system as described in A2.1 above Added Cabrio Structure patio system as described in A2.1 Separate structural drawings and calculations included Eliminated enlarged plan due to scope reduction Reduced height of parapets as described in A2.2 Revised entry/canopy/vertical screen as described in A2.1 Revised windows and operable doors as described in A2.1 Added Cabrio Structure patio system as described in A2.1 Same changes as described in detail D1 above Eliminated pergola system as described in A2.1 Added additional planters as described in A2.1 Moved interior elevation to E2/A5.1D Eliminated elevation — not needed for construction Window E-5 eliminated — reuse existing window and opening Added planter plans, sections, and elevations for types 1,2 & 3 Added soil system and lighting callouts Added planter plan, sections, and elevations for type 4 Added soil system and lighting callouts Added location for pedestrian signage (Westfield approval) Added six exterior tiki torches Reduced height of parapets as described in A2.2 Original low parapet wall height remains Revised entry/canopy/vertical screen as described in A2.1 Removed parapet brace as described in A2.2 Added additional information for canopy and vertical screen Show structure and footing locations Structural changes shown in separate packet Reduced height of parapets as described in A2.2 Front parapet was removed Back parapet extended — sister metal stud extension Page 2 1250 Pacific Avenue, Suite 700 Tacoma, Washington 98402 253.627.5599 4 1 R A4.1 Building Sections H3 H4 H6 Cl D4 A5.1A Interior Elevations Removed pergola system as described in A2.1 Removed new window system, added existing window Removed parapet brace as described in A2.2 Reduced height of parapets as described in A2.2 Front parapet was removed Back parapet extended — sister metal stud extension Removed pergola system as described in A2.1 Removed parapet brace as described in A2.2 Added Cabrio Structure patio system as described in A2.1 Separate structural drawings and calculations included Added bar section for clarity Removed pergola system as described in A2.1 Removed new window system, added existing window Added enlarged elevation/section of canopy and new wood slat Added elevations of both sides of entry screen C2 Changed ceiling type from fireplace to the right Changed from fully framed soffit to suspended GWB El Retained the existing low GWB ceiling on the right side E4 Added suspended GWB system described in C2 above E6 Revise elevation to include wood "portal" element from A2.1 H1 Removed curved soffit H4 Changed soffit to GWB system described in C2 above A5.1B Interior Elevations B1 Revise elevation to include wood "portal" element from A2.1 B2 Removed bus station #110 and extended the seating area Add section through wood "portal" element from A2.1 Revised the entry to the restrooms Keep the existing opening, reduce framing changes BS Replace enclosed VIP room with typical booth D1 Window E-3 & E-4 eliminated — reuse existing window opening D6 Revise entry as described in A2.1 above Retain existing window opening and storefront system G1 Removed curved soffit H1 Window E-2 & E-3 eliminated — reuse existing window opening Revised operable doors as described in A2.1 H5 Revise window and entry door described in A2.1 Page 3 1250 Pacific Avenue, Suite 700 Tacoma, Washington 98402 253.627.5599 A5.1C Interior Elevations B2/B3/B5 Revised outside of casework for new bar geometry B7 Revised geometry of bar described in A2.1 above Reorganized bar equipment to improve efficiency Added a third bartender station D2/D3/D5 Revised interior of bar casework reflecting new equipment F2/F4/F7 Revise tortilla station to accommodate wall change from A2.1 G4/G7 Extended bus station wall described in A2.1 H1/H3/H7 Resize bus station walls to accommodate wall tile module A5.1D Interior Elevations B6 El E2 E6 E7 A6.1 Reflected Ceiling Plan Revise hostess plan — reusing existing hostess casework Eliminated elevations— existing casework Added existing fire extinguisher cabinet Revised wall finishes per Westfield requirements Revised wall finishes per Westfield requirements Added new window for the Tortilla Station Revised entry to reuse relocated door and frame Added existing fire extinguisher cabinet Added Westfield required blade sign Revise wall size due to relocated door per A2.1 Added Westfield required blade sign Reduce wall size due to relocated door per A2.1 Revised wall finishes per Westfield requirements Reduce area of wood ceiling from Dining Rooms 1 & 3 Eliminate rope ceiling design feature from Dining Room 2 Eliminate decorative ceiling in bar Revise exterior entry, canopy and vertical screen from A2.1 Revise GWB soffit above bar Remove curved soffit around bar perimeter Added staggered light pendants in bar and dining room 3 Remove patio pergola as described in A2.1 Clarified lighting types (OFCI and CFCI) A9.1 Enlarged Toilet Room Plans E6 Revised door locations to match existing conditions A9.3 Booth and Furniture Plan New sheet shows booth and furniture sizes K-1/4 Kitchen Plans Added reach -in coolers in server area Page 4 1250 Pacific Avenue, Suite 700 Tacoma, Washington 98402 253.627.5599 City of Tukwila Department of Community Development November 13, 2014 BEN FERGUSON 1250 PACIFIC AVE STE 700 TACOMA, WA 98403 RE: Correction Letter # 1 DEVELOPMENT Permit Application Number D14-0225 MOCTEZUMA'S RESTAURANT - 1150 SOUTHCENTER MALL Dear BEN FERGUSON, Jim Haggerton, 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. 1. The revision submitted shall require additional information that clearly states all the changes to include black and red clouded areas. The revision form was confusing for revisions proposed. Provide specific information that stipulates exactly what's existing and everything that shall be altered or new. Include specific details as necessary for all elements of any construction changes. Those areas clouded shall have specific notes specifying why those areas are clouded with the intended alterations. The information on submittal documents and plans shall be clear for all reviewers and inspectors. Please address the comments above in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that four (4) sets of revised plan pages, specifications and/or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a'Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections/revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions, I can be reached at 206-433-7165. File No. D14-0225 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 September 11, 2014 CITY OF TUKWILA DEPARTMENT OF ECONOMJNC DEVELOPMENT 6300 SOUTHCENTER BLVD, SUITE #100 TUKWILA, WASHINGTON 98188 Dear Allen and Moira, RECEIVED CITY OF TUKWILA SEP 1 1 Qi , PERMIT CENTER This letter is our response to your letter of correction dated August 29, 2014 and incorporates details and agreements from our meeting at your offices on September 10, 2014. Our owner and design team appreciate your willingness to talk through the various permitting issues and assistance in finding solutions that can work for the City of Tukwila, Westfield Malls, and Moctezuma's Mexican Restaurant and Tequila Bar. The items below represent our understanding of the agreed resolution. We request that any requirements that are not reflected in the drawings are listed as requirements on the permit drawings, and our design and construction team will implement them during construction. BUILDING DEPARTMENT A correction was requested to include emergency lighting on the code plan. Yesterday BLRB added a red line pathway on sheet AC2.1 that defines the extents of the exit pathway. Allan, you agreed to place a sticker on the plan that will require an average lighting level of 1 footcandle and a minimum lighting level of 0.1 footcandle throughout this pathway. The emergency lighting along this pathway will be included in a separate permit for power and lighting by the design -build subcontractor. PLANNING DEPARTMENT Moira, during our meeting yesterday we reviewed the design guidelines and photographic examples of other exterior storefront restaurants at the Westfield Southcenter Mall including Joey's, Duke's, BJ's, and the existing Racha Thai. The design guidelines were created to set a baseline quality level for design and durability as well as to create a visually congruent context. Many of the exterior retail and restaurant storefronts at Southcenter have implemented deviations from the design guidelines to accommodate unique characteristics of their site and their individual programmatic and branding needs. For the Moctezuma's Mexican Restaurant and Tequila Bar project we are requesting relief from portions of the guidelines for the same reasons. The unique attributes of our project include limited visual access from the parking lots, being buried behind a parking garage, being adjacent to a BJ's restaurant that is out of scale for the context, remodeling an existing building and attempting to make minimal changes to the envelope while making it appear like a completely new project. The restaurant space is the location of a CORRECTION LT9# TACOMA // (253) 627.5599 SPOKANE // (509) 25 5080 PORTIAND // (503) 535.0707 BEND // (541) 330.6506 failed restaurant. We are attempting to remedy thc perceived obstacles Racha failed to overcome. The proposed resolutions to the design guideline are: Correction: Modulation is encouraged for flat storefronts longer than 30'. Response: The building is existing and the lease line is identical to Racha Thai. It is impractical to redesign the mall to modulate the storefront. The proposed design includes new architectural elements that add variation to the building profile and includes a partially covered patio that adds the perception of storefront modulation. Correction: The base of the solid portions of storefront should be stone, cast stone, or cultured stone no less than three feet high. Response: The design proposes exterior finishes that meet, the northwest contemporary theme for Southcenter, is approved by the Westfield design process, and is of higher quality and detail level than required in the design guidelines. The design is more consistent with current northwest contemporary restaurant trends than the guidelines. Correction: Guideline finishes refer to finished wood that is stained or painted. There is concern about the applicability and durability of wood siding. Response: The proposed wood siding and trim are stained. Wood exterior materials require more maintenance than materials listed in the guidelines and the owner is motivated to keep the restaurant looking new. All exterior materials being utilized are common in the northwest and have been used successfully throughout our region. Correction: The vertical limit for entry canopies should be fourteen feet. Response: Entry canopies serve multiple purposes including visual wayfinding to entries, weather protection, and as architectural expression. The purpose of the proposed twenty-four foot high canopy is primarily intended to be a wayfinding element to draw attention to the restaurant buried behind the parking garage, and to make it simple for patrons to find the front door. Due to the proximity to the mall entry, a deep canopy will not be allowed by Westfield as it obstructs vision to the entry. A short canopy at fourteen foot elevation would provide very little weather protection. It is anticipated that patrons will wait within the mall entry during inclement weather. Correction: Column enclosures for patios are intended to be covered in stone or brick and thc vertical limit of the patio is not to exceed twelve feet. Response: None of the patios on the south side of the mall conform to this design guideline. Duke's and Joey's each have exposed steel columns. We also propose exposed steel columns and believe this is more consistent with the modern industrial aesthetic of the northwest. Sixteen inch square column wraps would be incongruent with the rest of the design palette. The top of canopy structure is proposed as 12'-10" to conform to existing conditions with the existing Racha Thai exterior. The 10" difference is de minimis. Correction: Please identify drainage for the exterior canopy system. Pitched roofs should be minimized. Response: The Cabrio Structure covered patio system is a proprietary building system that is being permitted separately. The manufacturer will provide a design for stoz m water capture that meets Westfield and Tukwila standards. During our meeting it was clear that exposed downspouts will not be allowed and that water must be diverted to the tight lined storm drainage system. This information is not included in this permit submittal. Correction: Surface materials should be a combination of brick veneer, cast stone, and wood slats. Response: The proposed design is aligned with the current vision for Westfield Mall and is regarded as a very high quality product. The wood and steel material palette rneets the contemporary northwest design aesthetic. In conclusion the owner and design team request that the project is approved and permitted and described above. The owner has taken control of the space and is paying rent. Our goal is to open for Black Friday and time is of the essence. Thank you for your time meeting with us and helping us find resolution that works for everyone. Regards, Ben Ferguson, AIA Director, mmercial Design Studio City of Tukwila Department of Community Development August 29, 2014 BEN FERGUSON 1250 PACIFIC AVE STE 700 TACOMA, WA 98403 RE: Correction Letter # 2 DEVELOPMENT Permit Application Number D14-0225 MOCTEZUMA'S RESTAURANT - 1150 SOUTHCENTER MALL Dear BEN FERGUSON, Jim Haggerton, 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. • 1. With the new information and details for the ceiling layout, the emergency lighting has not been shown. This space most likely has emergency lighting, however the space layout is changed and emergency illumination shall be required to conform with the new layout. Please provide an egress plan for this tenant that clearly identifies all common paths of egress leading to the exit discharge. Emergency illumination shall be provided along the common paths of egress and shall have at least an average 1 foot-candle and a minimum at any point of 0.1 foot candle measured along the path of egress at the floor level. Emergency lighting shall also be required at exterior landings for exit discharge doorways where two or more exits are required. In addition show the width of the pathways in the seating areas that lead to the common paths of travel. The common path of egress travel shall not exceed 30 feet from any seat to a point where an occupant has a choice of two paths of egress travel to two exits. (IBC 107.2.3 & Section 1006 with 1028.8, 1028.9 & 1028.10.1) PLANNING DEPARTMENT: Moira Bradshaw at 206-431-3651 if you have questions regarding these comments. • Westfield Tenant Exterior Storefront Criteria Deviations from the guidelines are proposed for Moctezuma and need to be discussed with staff. Modulation is encourage and long expanses of flat storefront are not permitted. (longer than 30') (page 4) The base of the solid portion of the storefront must be stone, cast stone or cultured stone no less than three feet high (page 4) Permitted finished materials refer to finished wood that is stained or painted (appropriate for an exterior application). The reclaimed wood is a concern and its applicability and durability should be described. The vertical limit of the canopy should be 14 feet versus the proposed 24 feet at the entry. (page 4) Column enclosures for patios are intended to be covered in stone or brick and the vertical limit of the patio is not to exceed 12 feet measured to the highest point of the roof. (page 5) Please identify the drainage system for the patio roof. Guidelines specify a preference for a flat roof, therefore pitch should be minimized. In addition to the above general criteria are specific tenant details for this location on page 13. Surface materials should be a combination of brick veneer and cast stone. The tenant is encouraged to incorporate the base building brick and or stone as part of the storefront design. When wood is referenced as a desirable element, the guidelines specify slats. Please address the comments above in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that four (4) sets of revised plan pages, specifications and/or other documentation be resubmitted with the appropriate revision block. 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 In order to better expedite your resubmittal, a 'Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections/revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions, I can be reached at 206-431-3655. Sincerely, !1 Bill Rambo Permit Technician File No. D14-0225 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 August 22, 2014 City of Tukwila Department of Community Development 6300 Southcenter Boulevard Suite 1000 Tukwila, WA 98188 RE: CORRECTION LETTER #1- AE RESPONSES DEVELOPMENT PERMIT APPLICATION NUMBER D14-0225 MOCTEZUMA'S RESTAURANT - 1150 SOUTHCENTER MALL • RECEIVED CITY OF TUKWILA AUG 2 5 2014 PERMIT CENTER This letter is in response to the City of Tukwila's review comments for Montezuma's restaurant dated August 07,2014. We have not written out each individual review comments e have attached this for reference. Below are our responses for corrections made. BUILDING DEPARTMENT: Allen Johannessen comments: 1. Cover Sheet A0.1 note was added to indicate building construction type- Building Type IIB fully Sprinklered . 2. On sheet AC2.1 general notes have been added to indicate interior finishes and materials to meet the building construction requirements for Type IIB construction 3. A6.1 The reflective Ceiling plan provided notes and specifications for the suspended wood ceiling and rope feature fire resistance requirements. Included in the package are specifications for both these products in a 8 1/2 x 11 format. A new Sheet A6.2 add the Seismic connection details and requirements. 4. A6.1 a General note was added that indicates that "major modifications to the HVAC system are not anticipated. HVAC is being permitted separately. Ceiling modifications will be initiated if HVAC coordination issues are necessary." Pacific Plaza • 1250 Pacific Avenue ■ Suite 700 • Tacoma. Washington • 98402.359 PLANNING DEPARTMENT: Moira Bradshaw comments: a. A colored elevation and a materials board has been provided for your review. b. Proposed nighttime lighting was addressed in an attached 8 1/2 x 11 package. A nighttime lighting rendering with descriptions of lighting were included. c. The back of the proposed parapet will not be visible. Part of the elevations were showing the existing Mall elevation beyond but the brick was not shown on our elevation drawings. New included renderings clearly show intent of materials and extent of materials. d. Canopy specifications and cut sheets have been included in the 8 1/2" xl 1 packet information kit. Please note that the material is not the fabric version. e. A Planting Palette has been included in the drawing package and in a color 11x17. See drawing L1.0 Planting Plan submitted by Land Morphology - Landscape Architects. Sincerely Andy Cottril, AIA, LEED® Submitting on behalf of Ben Ferguson, the PM/Project Architect RECEIVED CITY OF TUK WlLq AUG 2 5 2014 PERMIT CENTER City of Tukwila Department of Community Development August 07, 2014 BEN FERGUSON 1250 PACIFIC AVE STE 700 TACOMA, WA 98403 RE: Correction Letter # 1 DEVELOPMENT Permit Application Number D14-0225 MOCTEZUMA'S RESTAURANT - 1150 SOUTHCENTER MALL Dear BEN FERGUSON, Jim Haggerton, 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. 1. On the cover sheet specify the Building type of construction. (IBC Chapter 6). 2. Provide specifications and requirements for the interior finishes and materials that meet type of construction for this restaurant and the mall. (IBC 402.6 & Chapter 8). 3. Provide a reflective ceiling plan for the proposed suspended ceiling materials and elements with details to show finishes comply with type of construction. Include frame work details with material specifications including details for suspension system and seismic connections. This information shall be included with this permit. 4. On the reflective ceiling plan, show modifications if any to the mechanical systems and ducts. Construction of the suspended ceiling shall be coordinated with mechanical systems. Mechanical and plumbing alterations with plans shall be included with this permit set for review. Mechanical and plumbing permits are separate. PLANNING DEPARTMENT: Moira Bradshaw at 206-431-3651 if you have questions regarding these comments. Please provide the following for review: Colored elevations and materials board Proposed nighttime lighting The back of the new parapet appears to be visible. Please indicate how that will be finished. A description of the canopy specifications that will be part of the design build process. A plant palette and sample of the plant density and layout for the pots. For your information: A separate sign permit must be obtained for any exterior signage and is not approved as part of the building permit. Please address the comments above in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that four (4) sets of revised plan pages, specifications and/or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a'Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections/revisions must be made in person and will not be accepted through the mail or by a messenger service. 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 If you have any questions, I can be reached at 206-433-7165. Sincerely, enrfer( Marghall 4444P t Techni\Cian File No. D14-0225 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 Food and Facilities Program 401 Fifth Avenue, Suite 1100 Seattle, WA 98104-1818 206-296-4632 Fax 206-296-0188 ---T1Y Relay:.7H _—_— -- - www. kingcounty.gov/health August 5, 2014 Ben Ferguson BLRB Architects 1250 Pacific Ave, Ste 700 Tacoma, WA 98402 Re: PLANS AND SPECIFICATIONS FOR: Moctezuma's Restaurant & Tequila Bar, 633 Southcenter Mall - R5, Tukwila, WA 98188 SR1356679 PIE 6743 (Risk 3) Public Health La Seattle & King County Dear Mr. Ferguson: CITY OF TV ED KVI/1� AUG 062014 PERMIT CENTER The plans and specifications for the proposed remodel have been reviewed and, in accordance with the provisions of Title 5, the Code of the King County Board of Health (The Food Code) are hereby APPROVED and subject to the following conditions: • All prep sinks, espresso machine, and ice machine must be indirectly plumbed. Plumbing systems must be designed, constructed, and installed according to law (applicable local, state, and federal statutes, regulations, and ordinances). • Hot water generation and distribution systems must be sufficient to meet the peak hot water demands throughout the food establishment. • Consumer Advisory: A written consumer advisory notice must be posted to disclose specific food items that are raw or undercooked in their entirety and to remind customers of the health risks associated with consuming these foods (please refer to the enclosed Code Clarification — Consumer Advisory handout). • The bar must be equipped with a hand sink and a dump sink. • No changes shall be made without Health Department approval. Your establishment has been assigned the following plan review service number (SR1356679). Please use this SR# in all future contact with us. As required in The Food Code, upon completion of the construction and before opening for business, the food service establishment operator/owner shall: 1. Complete an application for the annual operations permit if you do not have a current permit. Include a copy of this letter when applying for the annual permit. Please call me prior to paying for your permit to verify the correct fee amount. Please be advised that the penalty for commencing operation of a food service establishment without the required permit is 50% of the applicable permit fee. 2. Obtain a pre -operational inspection approval. Contact me at 206-263-8484 at least one week in advance to schedule a pre -operational inspection. Be sure all other inspections (plumbing, building, etc.) are done before you call the Health Department for an inspection. This approval letter only addresses the equipment, plumbing fixture locations and finishes. It does not include piping, grease traps, back flow prevention or other piping systems. Your application for a food service establishment permit from Public Health - Seattle & King County may be approved during this inspection; however, it is the responsibility of the food service establishment operator/owner to obtain all necessary permits and approvals from other agencies. For example, applicants in the City of Seattle must go to Seattle Dept. of Planning and Development (DPD) to check if a building permit is required. A Page 2, Plan Approval Letter for Moctezuma`s Restaurant & Tequila Bar, 633 Southcenter Mall — R5, Tukwila, WA 98118 ... Operating the establishment without these required permits or approvals may subject the operator/owner to legal action by the appropriate agencies. If the establishment is opened without the Health Department pre -operational inspection, it may be subject to closure. Failed pre -operational inspections will require a $402 fee (plus $201 per hour after two hours) for a repeat inspection. Please be aware that additional hourly fees will be charged if the total plan review and pre -operational inspection goes beyond the base three (3) hours for this proposed remodel. An invoice will be sent to you after the pre -operational inspection and must be paid immediately. Contact your local building department or water district if pre-treatment facilities are required when wastewater contains more than 100 parts per million by weight of fat, oil or grease of animal, vegetable or mineral petroleum origin. If you have any questions, please do not hesitate to contact me. Thank you for your compliance in this matter and I look forward to working with you. Regards, Pat Murphy Health and Environmental Investigator III Food Plan Reviewer Public Health - Seattle and King County 401 Fifth Avenue, Suite 1100 Seattle, WA 98104-1818 patrick.murphy(a�kingcounty. gov 206-263-8484 Fax: 206-296-0189 Enclosures PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D14-0225 DATE: 11/17/2014 PROJECT NAME: MOCTEZUMA'S RESTAURANT SITE ADDRESS: 1150 SOUTHCENTER MALL Original Plan Submittal X Response to Correction Letter # 1 Revision # before Permit Issued X Revision # 1 after Permit Issued DEPARTMENTS: Burg Division Public Works kit .H n Fire Prevention Structural n Planning Division Permit Coordinator ❑ PRELIMINARY REVIEW: Not Applicable 111 (no approval/review required) DATE: 11/18/14 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 12/16/14 Approved Corrections Required (corrections entered in Reviews) Approved with Conditions Denied (ie: Zoning Issues) Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: 12/18/2013 PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D14-0225 DATE: 11/03/14 PROJECT NAME: MOCTEZUMA'S RESTAURANT & TEQUILA SITE ADDRESS: 1150 SOUTHCENTER MALL Original Plan Submittal Revision # before Permit Issued Response to Correction Letter # X Revision # 1 after Permit Issued DEPARTMENTS: its Corr (Z tl-4v114 Building Division 111 Fu lic Work ifr AM— I 14-4 14 4419 Fire Prevention IN Planning Division Structural Permit Coordinator II PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) DATE: 11/04/14 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 12/02/14 Approved Corrections Required Isf (corrections entered in Reviews) Approved with Conditions Denied (ie: Zoning Issues) Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Fire ❑ Ping ❑ PW ❑ Staff Initials: PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D14-0225 DATE: 09/11/14 PROJECT NAME: MOCTEZUMA'S RESTAURANT & TEQUILA SITE ADDRESS: 1150 SOUTHCENTER MALL Original Plan Submittal Revision # X Response to Correction Letter # 2 Revision # before Permit Issued after Permit Issued DEPARTMENTS: kT AWL iie-'"A Building Division Public Works ❑ Fire Prevention Structural Planning Division Permit Coordinator PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) DATE: 09/16/14 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 10/14/14 Approved Corrections Required Approved with Conditions Denied (corrections entered in Reviews) (ie: Zoning Issues) Notation: rit,\NLn a,vvi d tek i- c a_e REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: 12/18/2013 PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D14-0225 DATE: 08/25/2014 PROJECT NAME: MOCTEZUMA'S RESTAURANT & TEQUILA SITE ADDRESS: 1150 SOUTHCENTER MALL Original Plan Submittal X Response to Correction Letter # 1 Revision # before Permit Issued Revision # after Permit Issued DEPARTMENTS: PCS (43 yille Building Division Public Works ❑ Fire Prevention Structural n M1(S Cc nrt e» Planning Division Permit Coordinator PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) DATE: 08/26/14 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 09/23/14 Approved n Approved with Conditions ❑ Corrections Required (corrections entered in Reviews) Denied (ie: Zoning Issues) n Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only 1 CORRECTION LETTER MAILED: 404—L` Departments issued corrections: BIdgFire ❑ Ping PW ❑ Staff Initials: 12/18/2013 PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D14-0225 DATE: 07/18/2014 PROJECT NAME: MOCTEZUMA'S RESTAURANT & TEQ BAR SITE ADDRESS: 1150 SOUTHCENTER MALL X Original Plan Submittal Response to Correction Letter # Revision # Revision # before Permit Issued after Permit Issued DEPARTMENTS: copfi- iv-itH Awl podc Building Division Fire Prevention el 4NJS of Public Works Structural Planning Division E' Permit Coordinator PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) DATE: 07/22/14 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 08/19/14 Approved Corrections Required Approved with Conditions ❑ Denied (corrections entered in Reviews) / (ie: Zoning Issues) Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: bk ol y I. Departments issued corrections: BIdgA Fire ❑ Ping' PW ❑ Staff Initials: `' pj1,� PROJECT NAME: 1V �r C.i�i/�I/1i1G1 � ERMIT NO: 2 SITE ADDRESS: lVS axmklp V Ce,{,4 /�j,10RIGINAL ISSUE DATE: ll l 27 IL( REVISION LOG REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INI(�TILS l�,b �� ('\ W µ �.6'-1 �.�+` ""' 1. Summary of Revision: .9,�. ,y vU a M I � yj,,Ar « o�,(�(,tikwc vA Received by: yj jyl Sr�keS REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS ' Summary of Revision: Received by: (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) Project Name: City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.TukwilaWA.gov REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: i \ ^ \' ^' 4 Plan Check/Permit Number: P " ° 2 2-S ❑ Response to Incomplete Letter # Response to Correction Letter # ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner )--/) 0 Cr &2v)-k'S Project Address: \\ 55 0 Sd 01.- Contact Person: gSK.3 \P Phone Number: 2581 Summary of Revision: V G C0ThTLt tJt NOV 1 7 2014 t''ERMlrcEpara Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila m IPerit Center by: Entered in TRAKiT on `� f City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.TukwilaWA.gov REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: r Plan Check/Permit Number: D t\ -- ©Z Z.s- Response to Incomplete Letter # Response to Correction Letter # Revision # after Permit is Issued Revision requested by a City Building Inspector or Plans Examiner Project Name: P-eS`T vil.A4J7 2 rt.g2c.01kA Project Address: 1 \ 5-O S OU`\\ Contact Person: 2SI--) G V SO t`-) Phone Number: 2�3_ 51' . ( Summary of Revision: () s))),rA) oF CJ &O ?�` -� a�— "P MA 0 21) 1_ov-� � � SUE \'P vim Gk1-se \---=-011_ c.-t-A81-- SI-0,0-M)0A-TM- (NR\ v.) 4) 611;.vCE S►2 ate ' C (Yen J SCALE &--)0s1-‘NG 0?Gt-)11J%S l A I�`r J pJ,vv— 'SC�26r-� C �I,t'.L�E DNG �C St Goo sAC—"1)-`) coo �cS ? i--A. /3N \c_Lo ol--)5 tA),04bV6. �� E� (63..)-3 t)) ugiN\ rro. (Acco0\_o0P\' QxtS`��G Sheet Number(s): "Cloud" or highlight all areas of revision including date of revisi Received at the City of Tukwila Permit Center by: Entered in Permits Plus on H:\ApplicationsWorms-Applications On Line\2010 Applications \7-2010 - Revision Submittal.doc Revised: May 2011 t:ITY OF 'Tin ikitty NOV '0 3 2014 PERMIT CENTER City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.TukwilaWA.gov REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: (71-evvibev9(17 IA ❑ Response to Incomplete Letter # Response to Correction Letter # 2-. ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Plan Check/Permit Number: t) l4 — Cf2-- Project Name: Aook--e"ZtufvLct .SoutvACQvt4eV?TVIC Project Address: Contact Person: Be IA F-en cizrvI Phone Number:C2 )) %21"'�SSGI9 Summary of Revision: J 0-, 4 1t. U S D (42iA,1-e✓ MG�<< Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: ha) 0 Entered in TRAKiT on City of Tukwila REVISION SUBMITTAL Department of Community Development 6300 Southcenter Boulevard, Suite # 100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.TukwilaWA.gov Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: ❑ Response to incomplete Letter # Response to Correction Letter # 1 ❑ Revision # after Permit is Issued Revision requested by a City Building Inspector or Plans Examiner Plan CheckfPermit Number: D 14-0225 Project Name: Moctezuma's Retaurant and Tequila Bar Project Address: 1150 Southcenter Mali Contact Person: APO li rk i LL t Summary of Revision: a ro"sciNi rukwitd AUG 2 5 2Oi� PERMIT CENTEki Phone Number: ZS 3 -1,17 .SS1/ SCE o 1-0 oF n Hcef Sheet Number(s): 4 0, I AC 2.(! A I0. I i A_(0' �.. t A N b 1- 1. 0 "Cloud" or highlight all areas of revision including dateofrevision Received at the City of Tukwila Permit Center by: v"'‘ 4 Entered in TR.AKiT on CAUxts\icnnitiv-ti ?esMwp\Revision Submittal Fu,m.due Revised May 20i 1 R MILLER CONSTRUCTION CO T' T" Page 1 of 2 Washington State Departrrtent of Labor & Industries R MILLER CONSTRUCTION CO INC Owner or tradesperson MILLER, ROBIN L Principals MILLER, ROBIN L, PRESIDENT MILLER, CAROL METTERT, VICE PRESIDENT Doing business as R MILLER CONSTRUCTION CO INC WA UBI No. 600 389 405 18321 98TH AVE NE STE 1 BOTHELL, WA98011 206-583-0238 KING County Business type Corporation License Verify the contractor's active registration / license / certification (depending on trade) and any past violations. Construction Contractor Active. Meets current requirements. License specialties GENERAL License no. RMILLCI190L5 Effective — expiration 06/25/1981— 01/02/2016 Bond TRAVELERS CAS & SURETY CO Bond account no. 103826158 Received by L&I 05/29/2002 Insurance American Fire & Casualty Co Policy no. BKA 52904719 Received by L&I 12/09/2013 $12,000.00 Effective date 06/09/2002 Expiration date Until Canceled $1,000,000.00 Effective date 01/01/2013 Expiration date 01 /01 /2015 https://secure.lni.wa.gov/verify/Detail.aspx?UBI=600389405&LIC=RMILLCI190L5&SAW= 09/22/2014