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Home My WebLink AboutPermit D13-209 - SEGALE PROPERTIES - TENANT IMPROVEMENTSEGALE PROPERTIES 18200 SEGALE PARK DR B D13-209 Parcel No: Address: Project Name: • City of Tukwila • Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Inspection Request Line: 206-438-9350 Web site: http://www.TukwilaWA.eov DEVELOPMENT PERMIT 3523049119 18200 SEGALE PARK DR B SEGALE PROPERTIES Permit Number: D13-209 Issue Date: 7/5/2013 Permit Expires On: 7/7/2014 Owner: Name: Address: Contact Person: Name: Address: Contractor: Name: Address: License No: Lender: Name: Address: SEGALE PROPERTIES LLC PO BOX 88028 , TUKWILA, WA, 98138 STEVE NELSON Phone: (206) 575-2000 PO BOX 88028, TUKWILA, WA, 98138 SEGALE PROPERTIES LLC PO BOX 88028 , TUKWILA, WA, 98138 SEGALPL902CQ SELF FUNDED BY SEGALE PROPERTI 11, Phone: (206) 575-2000 Expiration Date: 4/1/2014 DESCRIPTION OF WORK: SUBTYPE: AOFF STATUS: ISSUED DESCRIPTION: DEMOLITION OF APPROXIMATELY 10,400 SF OF MEZZANINE AND ASSOCIATED OFFICES. DEMOLISH EXISTING MEN AND WOMEN'S RESTROOMS ON MEZZANINE. UPGRADE STRUCTURAL ELEMENTS TO ACCOMMODATE MEZZANINE REMOVAL. INSTALL NEW ELEVATOR AND INSTALL NEW ADA RESTROOMS ON MEZZANINE. REVISION #1: KEEP MEZZANINE Project Valuation: $394,000.00 Fees Collected: $6,500.21 Type of Fire Protection: Sprinklers: YES Fire Alarm: NO Type of Construction: Occupancy per IBC: Electrical Service Provided by: TUKWILA FIRE SERVICE Water District: HIGHLINE Sewer District: TUKWILA SEWER SERVICE Current Codes adopted by the City of Tukwila: Internations 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 2012 2012 Public Works Activities: • • Channelization/Striping: N Curb Cut/Access/Sidewalk: N Fire Loop Hydrant: N Flood Control Zone: Hauling/Oversize Load: N Land Altering: Volumes: Cut: 0 Fill: 0 Landscape Irrigation: Sanitary Side Sewer: Number: 0 Sewer Main Extension: PRIVATE Storm Drainage: Street Use: Water Main Extension: Water Meter: PRIVATE Yes Permit Center Authorized Signature: I hearby certify that I have read and provisions of law and ordinances gov xamin rning Date: 02 [t1H d this permit and know the same to be true and correct. All 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 permit and agree to the conditions attached to this permit. Signature: 7f� ��4�j^ Print Name: I -eA)-e ki g / S\R Date: Z//1/Z0/� 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: 1: ***BUILDING DEPARTMENT CONDITIONS*** 2: No changes shall be made to the approved plans unless approved by the design professional in responsible charge and the Building Official. 3: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (206/431-3670). 4: All permits, inspection records, and approved plans shall be at the job site and available to the inspectors prior to start of any construction. These documents shall be maintained and made available until final inspection approval is granted. 5: The special inspections and verifications for concrete construction shall be required. 6: 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. 7: Installation of high-strength bolts shall be periodically inspected in accordance with AISC specifications. 8: The special inspection of bolts to be installed in concrete prior to and during placement of concrete. 9: 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. • • 10: 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. 11: New suspended ceiling grid and light fixture installations shall meet the non -building structures seismic design requirements of ASCE 7. 12: Partition walls that are tied to the ceiling and all partitions greater than 6 feet in height shall be laterally braced to the building structure. 13: All construction shall be done in conformance with the approved plans and the requirements of the International Building Code or International Residential Code, International Mechanical Code, Washington State Energy Code. 14: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 15: 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). 16: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Building Department (206-431-3670). 17: 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. 18: Prior to final inspection for this building permit, a copy of the roof membrane manufacturer's warranty certificate shall be provided to the building inspector. 19: ***FIRE DEPARTMENT CONDITIONS*** 20: The total number of fire extinguishers required for a light hazard occupancy with Class A fire hazards is calculated at one extinguisher for each 3,000 sq. ft. of area. The extinguisher(s) should be of the "all purpose" (2A, 10 B:C) dry chemical type. The travel distance to any extinguisher must be 75' or less. (IFC 906.3) (NFPA 10, 3-2.1) 21: 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) 22: Fire extinguishers shall not be obstructed or obscured from view. In rooms or areas in which visual obstruction cannot be completely avoided, means shall be provided to indicate the locations of the extinguishers. (IFC 906.6) 23: 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) 24: Maintain fire extinguisher coverage throughout. 25: 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) 26: Dead bolts are not allowed on auxiliary exit doors unless the dead bolt is automatically retracted when the door handle is engaged from inside the tenant space. (IFC Chapter 10) 27: Door handles, pulls, latches, locks and other operating devices on doors required to be accessible by Chapter 11 of the International Building Code shall not require tight grasping, tight pinching or twisting of the wrist to operate. (IFC 1008.1.8.1) • 28: Exit hardware and marking shall meet the requirements of the International Fire Code. (IFC Chapter 10) 29: Aisles leading to required exits shall be provided from all portions of the building and the required width of the aisles shall be unobstructed. (IFC 1013.4) 30: Maintain sprinkler coverage per N.F.P.A. 13. Addition/relocation of walls, closets or partitions may require relocating and/or adding sprinkler heads. (IFC 901.4) 31: Sprinklers shall be installed under fixed obstructions over 4 feet (1.2 m) wide such as ducts, decks, open grate flooring, cutting tables, shelves and overhead doors. (NFPA 13-8.6.5.3.3) 32: 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. 2327). 33: 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 #2328) 34: 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 #2328) (IFC 104.2) 35: An electrical permit from the City of Tukwila Building Department Permit Center (206-431-3670) is required for this project. 36: The maximum flame spread class of finish materials used on interior walls and ceilings shall not exceed that set forth in Table No. 803.5 of the International Building Code. 37: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2327 and #2328) 38: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 39: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575-4407. PERMIT INSPECTIONS REQUIRED Permit Inspection Line: (206) 438-9350 1700 BUILDING FINAL** 1400 FIRE FINAL 0201 FOOTING 0201 FOOTING 0201 FOOTING 0409 FRAMING 0409 FRAMING 0502 LATH & GYPSUM 0502 LATH & GYPSUM 0401 ROOF SHEATHING 4000 SI -CONCRETE CONST 4004 SI -WELDING City *Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-43 1-3670 Inspection Request Line: 206-431-2451 Web site: http://www.TukwilaWA.gov Parcel No.: 3523049120 Address: 18200 ANDOVER PK W TUKW Suite No: Project Name: SEGALE PROPERTIES DEVELOPMENT PERMIT Permit Number: D13-209 Issue Date: 07/05/2013 Permit Expires On: 01/01/2014 Owner: Name: SEGALE PROPERTIES LLC Address: PO BOX 88028 , TUKWILA WA 98138 Contact Person: Name: STEVE NELSON Address: PO BOX 88028 , TUKWILA WA 98138 Contractor: Name: SEGALE PROPERTIES LLC Address: PO BOX 88028 , TUKWILA WA 98138 Contractor License No: SEGALPL902CQ Lender: Name: SELF FUNDED BY SEGALE PROPERTIES Address: Phone: 206 575-2000 Phone: 206-575-2000 Expiration Date: 04/01/2014 DESCRIPTION OF WORK: DEMOLITION OF APPROXIMATELY 10,400 SF OF MEZZANINE AND ASSOCIATED OFFICES. DEMOLISH EXISTING MEN AND WOMEN'S RESTROOMS ON MEZZANINE. UPGRADE STRUCTURAL ELEMENTS TO ACCOMMODATE MEZZANINE REMOVAL. INSTALL NEW ELEVATOR AND INSTALL NEW ADA RESTROOMS ON MEZZANINE. Value of Construction: $394,000.00 Type of Fire Protection: Type of Construction: Electrical Service Provided by: PUGET SOUND ENERGY Fees Collected: $6,435.21 International Building Code Edition: 2009 Occupancy per IBC: **continued on next page** doc: IBC -7/10 D13-209 Printed: 07-05-2013 • Public Works Activities: Channelization / Striping: N Curb Cut / Access / Sidewalk / CSS: N Fire Loop Hydrant: Flood Control Zone: Hauling: Land Altering: Landscape Irrigation: Moving Oversize Load: N Number: 0 Size (Inches): 0 N Start Time: Volumes: Cut 0 c.y. Start Time: End Time: Fill 0 c.y. End Time: Sanitary Side Sewer: Sewer Main Extension: Private: Public: Storm Drainage: Street Use: Profit: N Non -Profit: N Water Main Extension: Private: Public: Water Meter: N Permit Center Authorized Signature:_ 1 Y v " Date: I hereby certify that I have read an• ' ned this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complie • , whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating construction or the performance of work. I am authorized to sign and obtain this development permit and agree to the conditions attached to this per Signature• Print Name `s �� € /' tg_ / v ", This permit shall become null and void if the work is not commenced within 180 days from the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. PERMIT CONDITIONS: 1: ***BUILDING DEPARTMENT CONDITIONS*** 2: No changes shall be made to the approved plans unless approved by the design professional in responsible charge and the Building Official. 3: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (206/431-3670). 4: All permits, inspection records, and approved plans shall be at the job site and available to the inspectors prior to start of any construction. These documents shall be maintained and made available until final inspection approval is granted. 5: The special inspections and verifications for concrete construction shall be required. 6: 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. 7: Installation of high-strength bolts shall be periodically inspected in accordance with AISC specifications. doc: IBC -7/10 D13-209 Printed: 07-05-2013 ill8: The special inspection of bolts to be inst in concrete prior to and during placement ncrete. 9: 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. 10: 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. 11: New suspended ceiling grid and light fixture installations shall meet the non -building structures seismic design requirements of ASCE 7. 12: Partition walls that are tied to the ceiling and all partitions greater than 6 feet in height shall be laterally braced to the building structure. 13: All construction shall be done in conformance with the approved plans and the requirements of the International Building Code or International Residential Code, International Mechanical Code, Washington State Energy Code. 14: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 15: 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). 16: All electrical work shall be inspected and approved under a separate permit' issued by the City of Tukwila Building Department (206-431-3670). 17: 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. 18: Prior to final inspection for this building permit, a copy of the roof membrane manufacturer's warranty certificate shall be provided to the building inspector. 19: ***FIRE DEPARTMENT CONDITIONS*** 20: The total number of fire extinguishers required for a light hazard occupancy with Class A fire hazards is calculated at one extinguisher for each 3,000 sq. ft. of area. The extinguisher(s) should be of the "all purpose" (2A, 10 B:C) dry chemical type. The travel distance to any extinguisher must be 75' or less. (IFC 906.3) (NFPA 10, 3-2.1) 21: 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) 22: Fire extinguishers shall not be obstructed or obscured from view. In rooms or areas in which visual obstruction cannot be completely avoided, means shall be provided to indicate the locations of the extinguishers. (IFC 906.6) 23: 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) 24: Maintain fire extinguisher coverage throughout. 25: 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) 26: Dead bolts are not allowed on auxiliary exit doors unless the dead bolt is automatically retracted when the door handle is engaged from inside the tenant space. (IFC Chapter 10) 27: Door handles, pulls, latches, locks and other operating devices on doors required to be accessible by Chapter 11 of the International Building Code shall not require tight grasping, tight pinching or twisting of the wrist to operate. (IFC doc: IBC -7/10 D13-209 Printed: 07-05-2013 1008.1.8.1) 28: Exit hardware and marking shall meet the requirements of the International Fire Code. (0Chapter 10) 29: Aisles leading to required exits shall be provided from all portions of the building and the required width of the aisles shall be unobstructed. (IFC 1013.4) 30: Maintain sprinkler coverage per N.F.P.A. 13. Addition/relocation of walls, closets or partitions may require relocating and/or adding sprinkler heads. (IFC 901.4) 31: Sprinklers shall be installed under fixed obstructions over 4 feet (1.2 m) wide such as ducts, decks, open grate flooring, cutting tables, shelves and overhead doors. (NFPA 13-8.6.5.3.3) 32: 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. 2327). 33: 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 #2328) 34: 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 #2328) (IFC 104.2) 35: An electrical permit from the City of Tukwila Building Department Permit Center (206-431-3670) is required for this project. 36: The maximum flame spread class of finish materials used on interior walls and ceilings shall not exceed that set forth in Table No. 803.5 of the International Building Code. 37: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2327 and #2328) 38: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 39: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575-4407. doc: IBC -7/10 D13-209 Printed: 07-05-2013 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 Accepted: Date Application Expires: (For office use only) CONSTRUCTION PERMIT APPLICATION Applications and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or by fax. **Please Print** SITE LOCATION Site Address- 18200 Andover Park West Tenant Name: Segale Properties King Co Assessor's Tax No.: 352304-9119 Suite Number: Floor: New Tenant: 0 Yes m..No PROPERTY OWNER Name: Steve Nelson Name: Segale Properties LLC Address: P.O. Box 88028 Address: P.O. Box 88028 City: Tukwila State: WA City: Tukwila State: WA Zip: 98138 CONTACT PERSON — person receiving all project communication Name: Steve Nelson Address: P.O. Box 88028 Address: P.O. Box 88028 Phone: (206) 575-2000 Fax: (206) 575-1662 City: Tukwila State: WA Zip: 98138 Phone: (206) 575-2000 Fax: (206) 575-1662 Email: snelson@segaleproperties.com GENERAL CONTRACTOR INFORMATION Company Name: Segale Properties LLC Address: P.O. Box 88028 City: Tukwila State: WA Zip: 98138 Phone: (206) 575-2000 Fax: (206) 575-1662 Contr Reg No.: SEGALPL902CQ Exp Date: 04/01/2014 Tukwila Business License No.: BUS -0101320 HrApphutium Forms -Applications On Line'.201 I Applicati,ns Permit Application Revised -FS -9-I I don, Revised- August 2011 bh ARCHITECT OF RECORD Company Name: Engineers Northwest Company Name: Lance Mueller & Associates Architect Name: Bob Fadden City:Seattle State: WA Zip: 98115 Address: 130 Lakeside Email: bobr@engineersnw.com City: Seattle State: WA Zip: 98122 Phone: (206) 325-2553 Fax: Email: bfadden@lmueller.com ENGINEER OF RECORD Company Name: Engineers Northwest Engineer Name: Bob Raichle Address: 9725 Third Avenue NE, Suite 207 City:Seattle State: WA Zip: 98115 Phone:(206) 525-7560 Fax: Email: bobr@engineersnw.com LENDER/BOND ISSUED (required for projects $5,000 or greater per RCW 19.27.095) Name: Self funded Address: City: State: Zip: Page 1 of 4 } l BUILDING PERMIT INFORMATION --206-431-3670 Valuation of Project (contractor's bid price): $ 394,000 Describe the scope of work (please provide detailed information): - Demo approximately 10,400 square feet of mezzanine and associated offices - Demo existing men and women's restrooms on mezzanine. - Upgrade structural elements to accommodate mezzanine removal - Install new elevator- install new ADA restrooms on mezzanine Will there be new rack storage? 0 Yes Existing Building Valuation: $ 0 m.. No If yes, a separate permit and plan submittal will be required. Provide All Building Areas in Square Footage Below PLANNING DIVISION: Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: Floor area of principal dwelling:Floor area of accessory dwelling: Lot Area (sq ft): p p *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Compact: Handicap: Number of Parking Stalls Provided: Standard: Com p Will there be a change in use? ❑ Yes 0 No If "yes", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: tin Sprinklers 0 Automatic Fire Alarm ❑ None 0 Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? 0 Yes p 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 ❑ On-site Septic System — For on-site septic system, provide 2 copies of a current septic design approved by King County Health Department. H: ApplicationsWomis-Applications On LineQ01 I Applicatiotuu`Pennd Application Revised - 8-41 l.docx Revised: August 2011 bh Page 2 of 4 Existing Interior Remodel Addition to Existing Structure New Type of Construction per IBC Type of Occupancy, per IBC l' Floor 285,484 69,660 V -B S, B2 2nd Floor 3'd Floor Floors thru Basement Accessory Structure* Attached Garage Detached Garage Attached Carport Detached Carport Covered Deck Uncovered Deck PLANNING DIVISION: Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: Floor area of principal dwelling:Floor area of accessory dwelling: Lot Area (sq ft): p p *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Compact: Handicap: Number of Parking Stalls Provided: Standard: Com p Will there be a change in use? ❑ Yes 0 No If "yes", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: tin Sprinklers 0 Automatic Fire Alarm ❑ None 0 Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? 0 Yes p 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 ❑ On-site Septic System — For on-site septic system, provide 2 copies of a current septic design approved by King County Health Department. H: ApplicationsWomis-Applications On LineQ01 I Applicatiotuu`Pennd Application Revised - 8-41 l.docx Revised: August 2011 bh Page 2 of 4 PUBLIC WORKS PERMIT INFORMATION — 206-433-0179 Scope of Work (please provide detailed information): Call before you Dig: 811 Please refer to Public Works Bulletin #1 for fees and estimate sheet. Water District ❑ ...Tukwila ❑ ...Water District #125 ❑ ...Water Availability Provided Sewer District ❑ ...Tukwila ❑ ...Sewer Use Certificate 0 .. Highline [7 ...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) 0 .. Geotechnical Report 0 ...Bond ❑ .. Insurance 0 .. Easement(s) 0 .. Maintenance Agreement(s) Proposed Activities (mark boxes that apply): ❑ ...Right-of-way Use - Nonprofit for less than 72 hours 0 ...Right-of-way Use - No Disturbance ❑ ...Construction/Excavation/Fill - Right-of-way 0 Non Right-of-way 0 ❑ ...Total Cut cubic yards ❑ ...Total Fill cubic yards ❑ ...Sanitary Side Sewer ❑ ...Cap or Remove Utilities O ...Frontage Improvements ❑ ...Traffic Control ❑ ...Backflow Prevention - Fire Protection _ Irrigation Domestic Water ❑ ...Permanent Water Meter Size... ❑ ...Temporary Water Meter Size.. ❑ ...Water Only Meter Size ❑ ...Sewer Main Extension Public 0 ❑...WaterMain Extension Public 0 ❑.. ❑- ❑- ❑. ❑...Traffic Impact Analysis ❑ ... Hold Harmless — (SAO) ❑ ... Hold Harmless — (ROW) ❑ .. 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 77 WO # WO # WO # Private ❑ Private 0 ❑ .. Grease Interceptor ❑ .. Channelization ❑ .. Trench Excavation ❑ .. Utility Undergrounding ❑...Deduct Water Meter Size FINANCE INFORMATION Fire Line Size at Property Line 0 ...Water 0 ...Sewer Monthly Service Billing to: Number of Public Fire Hydrant(s) 0 ...Sewage Treatment Name: Day Telephone: Mailing Address: Water Meter Refund/Billingj Name: Mailing Address: City State Zip Day Telephone: City State Zip H:\ pplicatio s\Fotms-Applicatiora On Line\201 I Applications\Permit Application Revised - 8.9-I l.docx Revised: August 2011 bh Page 3 of 4 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 1 AM AUTHORIZED TO APPLY FOR THIS PERMIT. BUILDING Signature: OR AUTH 1;4 Print Name: Steven R. Nelson Mailing Address: P.O. Box 88028 H: Applications\Fornss-Applications On Line \2011 Applications\Permit Application Revised - 8.9.11.does Revised: August 2011 bh Day Telephone: Tukwila City Date: 44 010/— (206) 396-2011 WA 98138 State Zip Page 4 of 4 Cash Register Receipt City of Tukwila DESCRIPTIONS PermitTRAK ACCOUNT QUANTITY PAID D13-209 Address: 18200 SEGALE PARK DR B Apn: 3523049119 $65.00 DEVELOPMENT $65.00 ADDITIONAL PLAN REVIEW TOTAL FEES PAID BY RECEIPT: R1224 R000.345.830.00.00 $65.00 $65.00 Date Paid: Tuesday, February 11, 2014 Paid By: SEGALE PROPERTIES Pay Method: CHECK 636342 Printed: Tuesday, February 11, 2014 10:55 AM 1 of 1 CR! 4 SYSTEMS r I City of Tukwila o ti� Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Fax: 206-431-3665 Web site: http://www.TukwilaWA.gov Parcel No.: 3523049120 Address: 18200 ANDOVER PK W TUKW Suite No: Applicant: SEGALE PROPERTIES RECEIPT Permit Number: D13-209 Status: PENDING Applied Date: 06/12/2013 Issue Date: Receipt No.: R13-01873 Payment Amount: $2,533.31 Initials: JEM Payment Date: 06/12/2013 02:32 PM User ID: 1165 Balance: $0.00 Payee: SEGALE PROPERTIES LLC TRANSACTION LIST: Type Method Descriptio Amount Payment Check 2414 2,533.31 Authorization No. ACCOUNT ITEM LIST: Description Account Code Current Pmts PLAN CHECK - NONRES 000.345.830 2,533.31 Total: $2,533.31 Printed. OR -12-2013 INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 431-2451 Ns -2_09 ! Project: Typeof In. pection: Address: s Slob Date Called: .-c Special Instructions: Date Wanted:„..-- L— (� . ;�...-- 1. 'a.m. p.m. Requester` i FUSPn7C-J,- Sct //^^ff Approved per applicable codes. LJ Corrections required prior to approval. COMMENTS: \d S?e& � �`� S — 16T. w �a r I- I pct Insp- •r: Date: A U�r1iED. Prior to Blvd., Suite 100. C SPECTION FEE REQ xt inspection, fee must be t 6300 Southcenter ll to schedule reinspection. I' INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter. Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 431-2451 Project: - • e CA -LP Type of Inspection: A v\t kkk— Address: • - ..k 99 2, t � CIAtp�rtivV Date Called: Special Instructions: • Date Warmed_ V 9gym. te Requester: Phone No: Approved per applicable codes. a Corrections required prior to approval. COMMENTS: 1:1 t o0 -r I/MC Ir,p>%^./.n ivrvad c -)A..-) 1._...,cor_A-C,OC, — Ar J A 4 i Inspectoj l nom► __c.� . Date: .z -2L#1"1 EINS LECTION FEE REQ�IIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. - RMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 431-2451 Projec Type of lnspecti n: Address: Date Called: Special Instructions: Date Wanted;,. m. Requester: Phone No/:� 111 n QApproved per applicable • codes. Corrections required priorto approval. - COMMENTS: f LF,A4-iU2. S r - to i? 1V.l 4,1)RIJt2 I r: t Cite: . REI SPECTION FEE R QUIRED: Prior to. next inspection.. fee must be. d at 6300 Southcenter. Blvd.. Suite 100. Call to schedule reinspection. INSPECTION NO. INSPECTION RECORD Retain a copy with permit PERMIT NO CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter.Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 431-2451 Project: . C;COPL cs Type of Inspection: -j RAv1%1t'►c C,, Address: 1 Q,ZcO p .t•(. ... Date Called: - Special Instructions: 106, -S? ; -Ld p Date Wanted: P I - .(to- l . Requester: hone,.t - ! ` 35 G'"' ZD60.. Approved per applicable codes. COMMENTS: C . Corrections required prior to approval. ✓A -i Sviq;(1.--- kirl :11 ) INSPECTION FEE RE UIRED. Pr',/or next inspection, fee must be r o Aid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. Datr: 1 (- t✓� • Epi• .. INSPECTION RECORD Retain a copy with permit INSPECTION NO. ‘PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 12, Permit Inspection Request Line (206) 431-2451 Project:- D' CaALE_ PRot TttIr- Type of Inspection: • FcCTIr l(, Addr ss: (W 2.00 1-1.1aKx11 Date Called: P11. 0,) Special Instructions: . Date Wanted: a:m- C%— to- t'?, p.m. Requester: Phone No: -co77-fQo3� 117ll pproved per applicable codes. LJ Corrections required prior to approval. COMMENTS: c . I �} ."11.• EA.A. wN% "� t-FuvFi01? S REI PECTION FEE REQU RED. Prior to next inspection, fee must be a'd at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 431-2451 ,v/,3 -o?Oc Project: 6'. i E Pi?Q P. Type of Inspection: Fb cr7 //l/6. I ,qIrt/ A 1c1`c<- Addrress: /e200 /9iDJ Date Called: i (‘..119(1 -167( Special Instructions: Date Wanted: 2--,-Z Ci— / 3 r; a.rri. p.m. Requester: Phone No: - �vl C>o6396- ElApproved per applicable codes. Corrections required prior to approval. C9MMMENTS:'4\ — I ,qIrt/ A 1c1`c<- &'D irV..47 —Calvi r iii i (‘..119(1 -167( 0-I I--- , &Ir, Inspec r: Date' 400-2— /3 RE NSPECTION.FEE REQUIRED. Prior to net inspection, fee must be p4 d at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION NUMBER INSPECTION RECORD Retain a copy with permit D/3 0� I F -aC 7 PERMIT NUMBERS 11 CITY OF TUKWILA FIRE DEPARTMENT 444 Andover Park East, Tukwila, Wa. 98188 206-575-4407 Project: 5'54 /e /3/ciy . 26, 3 I Type of Inspection: FA- F4,,,, /, Fi►-e. F-/..-)1 Address: /f av D 5c54 4 Ur . 3 Suite #: Contact Person: 5/eci Xie /fok Special Instructions: Phone No.: WApproved per applicable codes. Corrections required prior to approval. COMMENTS: Fire ok Needs Shift Inspection: ") Sprinklers: `( Hrs.: Fire Alarm: - i Hood & Duct: Monitor: wA A -)c4'- . . Pre -Fire: Permits: Occupancy Type: S — / Inspector: /-1/,-, A I Date: S ,?-/y Hrs.: /, c $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. Billing Address Attn: Company Name: Address: City: State: Zip: Word/Inspection Record Form.Doc T.F.D. Form F.P. 113 .INSPECTION NUMBER INSPECTION RECORD Retain a copy with permit 13-5-,3D Iy-5- do X13- 7 . , 'L. PERMIT NUMBERS 1.� CITY OF TUKWILA FIRE DEPARTMENT 444 Andover Park East, Tukwila, Wa. /98188 206-575-4407 Project: Sprinklers: Type of Inspection: Hood & Duct: Address: #: I 6-2-or—Suite j if/ ' Contact Person: -' \ Special Instructions: Phone No.: Approved per applicable codes. Corrections required prior to approval. COMMENTS: Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type::-. Inspector: �� 9A/ Date: y/Z.�/`y Hrs.: 1. U / / $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. Billing Address Attn: Company Name: Address: City: State: Zip: Word/Inspection Record Form.Doc . 6/11/10 T.F.D. Form F.P. 113 INSPECTION NUMBER INSPECTION. RECORD Retain a copy with permit PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 444 Andover Park East, Tukwila, Wa: 98188 206-575-4407 Project: Sprinklers:. y Type of Inspection: Address: Suite #: 1 tZ.4o ` L Contact Person: Special Instructions: Occupancy Type: Phone No.: Approved per applicable codes. Corrections required prior to approval. COMMENTS: Sprinklers:. y Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: C(t r C__,e7✓Q. r- -1- S 1 Needs Shift Inspection: Sprinklers:. y Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector: i� Date: 2-/Z7 1 1 <( Hrs.: j , c- $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. Billing Address Attn: Company Name: Address: City: State: Zip: Word/Inspection Record Form.Doc 6/11/10 T.F.D. Form F.P. 113 INSPECTI1N NUMBER INSPECTION RECORD Retain a copy with permit - 2.0`f PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 444 Andover Park East, Tukwila, Wa. 98188 206-575-4407 Project: S.e5yrLe. 4tcA) -713 Sprinklers: Fire Alarm: Type of Inspection: 3 P colx.Qrl. Address: / 0 900 �'__I y�, Suite #: CX/ r g Contact Person: Special Instructions: Phone No.: _Approved per applicable codes. Corrections required prior to approval. COMMENTS: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: _ Permits: Occupancy Type: V 1 o b--q-f £ ) 'e -V JL 44,42-4 r , � di. BUD h 01-s `i- Pr c ti- rS / t-oAl1L--t-k.4N 1,7 /1 v . • Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: _ Permits: Occupancy Type: Inspector: A/\._Date: f/‘// Hrs.: f I $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule.a reinspection. Billing Address Attn: Company Name: Address: City: State: Zip: Word/Inspection Record Form.Doc 6/11/10 T.F.D. Form F.P. 113 CONSTRUCTION TESTING LABORATORIES, INC. 4 1 0 Valley Avenue NE, Suite 102 Puyallup, WA 98372 www.ctlwa.com Telephone (253) 383-8778 Facsimile (253) 770-8232 CONCRETE (6)(12) CYLINDER [ASTM C-39 / AASHTO'T-Z21 CONCRETE;INSPECTION & TEST REPORT `/ 1 1 Y I 1 0. 1 CUES Segale Properties, LLCINSPECTION BUILDING PERMIT NO. Sept. 13, 2013 18200 Segale Park Drive 8 N/A PROJECT TITLE REPORT 09 ADDRtS 18200 Segale Park Drive, Tukwila Washington PROTECT NUMBER 4939 CONTRACTOR Client WORKCONTRACT ORDER NO. ORDER NO. REEERNCE ORDER NO. L ., Jam. . ORDER S P.O. NO. FORM INSPECTED FIELD REMARKS �! Yes I INSPECTED es METHOD OFPump PLACEMENT CONCRETE SUPPIIER Truck METHOD OF COI1EOLDATION Mech. Vibrator Stoneway S&G ESTIMATED OF YARDS) PUICFq 1 I of 21 YRD(S Wall -- ground level elevator pit walls and new entrance way and steps with _ LOCAOTIONF PLACEMENT handicap ramp. LOCATION SAMPLED CEMENT 6 I CEMENT Iii. MORTAR N/A AGO. 112" SLUMP �_4 %2" ,CIE11 A % MIX# 6028 CITY OF TUKWILA MIX DATA ADMIXTURE Grace Air AMOUNT 4 oz/yds3 ✓2. ADMIXTURE AMOUNT OCT 0 1 2013 PERMIT CENTER CONCRETE TEMPERATURE 80 OF TEMPERARUTTURE 60 °F ` NUMBERTRUCK HR NUH n 468 WEATHER Foggy 3000 PSI. 433315 D�REQUIREDIGN I . SAMPLED D6:05 SPEC(S) CYL.NO. : • LAB NO., DATE TESTED : AGE .: AREA , •AVO:•DIA:. I BreakTYPe ' . ' DIMENSIONS :'TOTAL'LOAD • PS! .. 9A ; 8229 09/20/2013 ; 7 28.45in ? 6.01 I 3 ? 6" x 12" 112155 . 3940 18 8230 10/11/2013 i 28 ; i e 1C 8231 a ' 28- :« I 1 I I 1 iI NOTE: FIELD TESTS ASTM C-311 C-143, C-231 & C-1064 (If. applicable). FIELD TESTS AASTHO T-23, T-119, T=141, .T-152 & T-309. - FIELD REMARKS N/A 4, RESULT(S)STATUS 4. BREAK TYPE TYPE 1 Reasonably well formed cones on both ends, less than 1" of cracking through caps TYPE 2 %Yell formed cone on one end, vertical cracks running through caps, no well defined cone on other end. TYPE 3 Columnar vertical cracking through both ends, no well formed cones. TYPE 4 Diagonal fracture with no cracking through end. TYPE S ' Side fractures at top or bottom (occurs commonly with unhonded caps TYPE 6— Similar to type S but end of cylinder is pointed. L REMABKS AR 19 JET/ A f? / OFFICEARKS REM N/A DATE RECO ,HERB,G. 09-16-2013 LAB Y: Bob/ Mark INSPECTOR Lloyd/am Reviewed by: D. Smith REPORT SHALL NOT DE REPRODUCED EXCEPT IN FULL, WITHOUT THE WRITTEN APPROVAL OF THE LABORATORY (ma. 10.19-00). REPORT PERTAINS ONLY TO THE MATERIAL TESTED (rev. 05.1041) CONSTRUCTION TESTING LABORATORIES, INC. 4e0 Valley Avenue NE, Suite 102 Puyallup, WA 98372 www.ctlwa.com Telephone (253) 383-8778 Facsimile (253) 770-8232 CONCRETE (6x12) CYLINDER [ASTM C-39 / AASHTO T-221 CONCRETE INSPECTION I TEST" REPORT 47 E 1 °, 1 T 1,°'. 1 CUENT Segale Properties, LLC DATE OF Il AOF BUILDING PERMIT NO. Sept. 13, 2013 18200 Segale Park Drive 6 N/A PROJECT TALE REPORT NUMBER 09 PROJECT ADDRESS 18200 Segale Park Drive,Tukwila Washington N NUUMMBBEERR 4939 CONTRACTOR Client WORK ORDER NO. CONTRACT ORDER NO. - REFERNCE ORDER NO. I L )O8. . ORDER* P.O. NO. FORM INSPECTED FIELD REMARKS Yes / 1 IINSPECTEDYes METHOD OF PtACtmettr Pump Truck METHOD OF CONSOLIDATION Mech. Vibrator Stoneway S&GESTIMATED OF YARDS) PLACED 11 of 21 YRD(S .•CONCRETE 5UP_PUER Wall -- ground level elevator pit walls and new entrance way and steps with Wal _ LOCOF OF PLACEMENT handicap ramp. LOCATION SAMPLED CANT SACCK S MIX DATA 6CTYPE I/IISEMENT N/A AGO. 1SIZE12" SLUMP j 4 %a" AIR% 4.7 % MIX # 6028 ADMIXTURE L Grace Air AMOUNT L 4 oz/yds3 ADMIXTURE L_ AMOUNT L CONCRETE TEMPERATURE NUMBER SPEC(S) CAST 80 OF MRIR ERA "OO" lI : TRUCK "UF BER UR43331S . NN 468 WEATHER Foggy 3000 PSE. DESIGN STREWN RQUIE 3 SAMPLED 06'OJ CYL'.No. :. LAB NO.. DATE TESTED ; .: AGE .i . AREA -AVO. DMA:. : Break Type ' , DIMENSIONS TOTAL LOAD PSI 1A 8229 ? 09/20/2013 7 28.45in{! 6.01 ! 3 6" x 12" 112155 3940 IB 8230 10/11/2013 28 � i a 1 C 8231 u 28-; it I I l I i I I NOTE: FIELD TESTS ASTM C-31, C-143, C-231 & C-1064 (If. applicable). FIELD TESTS AASTHO T-23, T-119, T-141, .T-152 & T=309. FIELD REMARKS N/A .I-RESULT(S)STATUS 4. BREAK TYPE TYPE s Reasonably well formed cones on both ends, less Than 1" of cracking through caps TYPE 2 Well formed cone on one end, vertical cracks running Through caps, no well defined cone on other end. TYPE 3 Columnar vertical cracking through both ends, no well formed cones. TYPE 4 Diagonal fracture with no cracking through end. TYPE S ' Side tinctures at top or bottom (occurs Commonly with unbonded caps TYPE 6— Similar to type S but end of cylinder is pointed. LABRKS REMA lY !] JLT/ A ' OFFICE REMARKS N/A DATE ,TE RECOG. 09-16-2013 LAB BY; Bob / Mark INSPECTOR Lloyd/ a171 Reviewed by: De Smith REPORT SHALL NOT DE REPRODUCED EXCEPT IN FULL, WITHOUT THE WRITTEN APPROVAL OF THE LABORATORY (rev. 10.1950). REPORT PERTAINS ONLY TO THE MATERIAL TESTED (rev. OB -10.11) Construction Testing Laboratories, Inc. 400 Valley Avenue NE Suite 102 Puyallup, WA 98372 253-383-8778 fax 253-770-8232 www.ctlwa.com ::'v; %CLIENT•;, PROJECT. TITLE'` �: V0891T•�, ADDRss:. ,CONTRACTOR -. •> WORK-":: OROERHO,:. Segale Properties, LLC 18200 8g rive 18200 Segale Park Drive, Tukwila Client GATE OF ':INSPECTION REPORT • NUMBER July 17, 2013 4939 N/A CONTRACT ORDER H0. N/A ANO. N/A N/A ORDER HO. D13-2009 I arrived on the fobsite to perform special inspection; and_/or field testing for today's scheduled roof deck nailing. As requested I performed a visual Inspection of the roof deck nailing throughout grid lines 3.5- 5.5/J -K. The roof contractor nailing along grid lines 4/J -K using 10d nails - 2 rows at 4" on -center off set. All methods and materials conform to approved jobsite plans. RF CITY OF TUKw►LA UL 3 1 2013 PERMIT CENTER FIEID.',�' ;. REMARKS,. •• REPORT BHALL HOT BE REPRODUCEDEXCEPT IN FULL, WITHOUT THE WRITTEN APPROVALOF CONSTRUCTION TESTING LA Br IHC. REPORT PERTAINS ONLY TO THE YATERIAL TESTED Ir•v. 00.22.2071• DATE RECD: 07/18/013 FIELD !Pi SPECT)O)1 REPORT RUE Merge Fee/ C. SWART I x LNIL CIST.UST WEATHER CONDITION (5) . , _ i:'•••1 ,'_--- : 1. TEMPERATURE I TIME 1 .' \ • , ..1 '..INSPECTOR -. <"- F- E-'. .•_ CLEAR. : �• OVERCAST. PARTLY •• CLOUDY .:: :CLOUDY - -r.=..., RAIN ---o- - •SHOWER6„ ' E"-',.�., F- 4— 6N07!Y -: �- e ' INDOOR (S) • COVERED -.,, �.AR.EA • 590 F :�.` 7:00 �. /Y �.l1 G `&min/GCE N/A a i N/A ii' - : RSVIEWEO EY -. JI ;1 0.1.„414R(S1 I • ►..`--_� <- • ' -. _ .. .. I TIME BOX 1 - I. START TIME 4 - { ' 4 • FINISH TIME '1 . ' N/A ,1: i N/A h;;, ' N/A b ! N/A " w'. - D.Smttith •• REPORT BHALL HOT BE REPRODUCEDEXCEPT IN FULL, WITHOUT THE WRITTEN APPROVALOF CONSTRUCTION TESTING LA Br IHC. REPORT PERTAINS ONLY TO THE YATERIAL TESTED Ir•v. 00.22.2071• DATE RECD: 07/18/013 FIELD !Pi SPECT)O)1 REPORT RUE Merge Fee/ C. SWART I x LNIL CIST.UST ErNIWSTRUCTURAL ENGINEERS Enghieers Northwest Inc., P.S. • • rr SEGALE 763 T.I. 18200 Segale Park D Tukwila, WA 98118 REVIEWED FOR CODE COMPLIANCE APPROVED JUL 0 3 2013 City of Tukwila BUILDING DIVISION STRUCTURAL CALCULATIONS Code: Wind: Seismic: kT. 2009 International Building Code 85 mph (3 second gust) Exposure B SS= 1.393 SDS= 0.929 S1= 0.476 SDI= 0.484 Seismic Design Category: "D" June 7, 2013 ENW Project No. 05108005 • • RECEIVED CITY OF TUKWILA JUN 122013 PERMIT CENTER • • 9725 Third Avenue NE . Seattle, WA 98115 • 206.525.7560 . fax 206.522.6698 www.engineersnw.com ENGINEERS NORTHWEST, INC., P.S. STRUCTURAL ENGINEERS PROJECT # 05/420 [4v5 PROJECT -SUBJECT 9725 TFmW AVE NE, SUITE 207, SEATTLE, WA 98115 (206) 525-7560 FAx (206) 5224698 . 5Ce 3 i341ZI D/,ue7 T:.z' DATE �%� SHEET . • OF /4( D BY ......... .. •--_-...!_......_ :............ t 2 i i' 1 I i i i I1 i i ! I 1 1 ! ! 1 I + I ! i , I ! I -' l'0 J• 1 ! i I ! 1- I 1 i i ! 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Design Maps Summary Report 2122113 riusGs40 Design Maps Summar Report Y ser -Specified Input Report Title Segale Park Drive C Tukwila, WA 98188 Fri February 22, 2013 17:14:17 UTC Building Code Reference Document (006/2makes use 00 Inte2rnational l Buildiing hazard od Code which ta) Site Coordinates 47.43945°N, 122.25687°W Site Soil Classification Site Class D - "Stiff Soil" Occupancy Category Occupancy Category I Nrr r Highline=599�' , T Scjupk' "' East Renton -4S- gt Highlands SER Teen hlapio valley „ . 1 Maple; ielghts>Lake • De4e, al • USGS-Provided Output Ss = 1.393 g S1= 0.476g 1.40 1.25 1.12 0.92 Ch 0.24 SMS = 1.393 g SM1 = 0.725 g MCE Response Spectrum D.70 0.55 0.42 0.22 0.14 East Hill-Meric O p SE2 co • SDS = SD1 rn 1.10 1.00 0.90 0.20 0.70 0.60 0.50 0.40 D.20 0.20 D.10 0.929 g 0.484 g Design Response Spectrum 2 0,00 0.00 0.00 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.50 1:80 x.00 Q•QO 0.20 period, T (sec) D.40 0.50 0.80 1.00 1.20 1.40 1.50 1.90 Period, T (sec) X. 0 we provide no warranty, expressed or implied, ..:hough this information is a product of the U.S. Geological Survey, as to the accuracy of the data contained therein. This tool is not a substitute for technical subject -matter knowledge. _.......,.-,,,,t,„-x.nintR=minimal&latitude=47.439452&long itude=-122.256868&siteclass=3&riskoategory=0&edition=ibc-2... ENGINEERS -NORTH WEST,INC.P.S. 9725 THIRD AVE. N.E. (SUITE 207) SEATTLE, WA. 98115 0 „... Property of Engineers Northwest, Inc., Seattle - Use by others unlawful Input = Shaded cells Job number : Job name : Segale 763 Building TI • 05108005 SHEET 3 OF/`t 9/29/09 REV. 1: 7/7/10 SEISMIC IBC 2009 Section 1613.1 / ASCE 7-05 Section 12.8 Equivalent Lateral Force Procedure - Building design base shear All references below are to ASCE 7-05 (U.N.O.) Input Basic Seismic -Force -Resisting System = Basic Seismic -Force -Resisting System = Is this considered a Building Structure ? Is Diaphragm considered Flexible? hn = Ss = S1 = TL = Site Class (soil) = Occupancy Category = Top of wall elevation (parapet) = Elevation of top of wall lateral support (max.) = Elevation of top of wall lateral support (min.) = Regular Structure s 5 Stories? A5 Intermediate precast shear walls BWS Y Y 30.00 ft. 1.393 0.476 6 D II 30.00 ft. = Bearing Wall System Section 15.1.1 - for Nonbuilding Structure definition. Section 12.3.1 height to top level in main portion of structure (abv.base) Section 11.3 Spectral response acceleration at 0.2 seconds for Site Class B. Spectral response acceleration at 1.0 seconds for Site Class B. Long -period transition period Figure 22-15 thru 22-20 Section 20.1 Soil properties "D' is default unless the Geotech data orBuilding Table 1-1 page 3 Official thinks it is Site Class "E"or F. 30.00 ft. 30.00 ft. YES Output Site Coefficient Fa = 1.000 Site Coefficient Fv = 1.524 Sms = 1.393 Sm1 = 0.725 Sds = 0.929 Sd1 = 0.483 Seismic Design Category (SDC) = D To = 0.104 Ts = 0.520 Ct = 0.02 Period = T = 0.256 Sa = 0.929 R= 4 CIO = 2 Cd = 4 IE = 1 Detailing Reference Section = 14.2 Cs calc. = 0.232 0.472 0.041 0.232 0.232 Cs max. = Cs min. = Cs use = Vu design = V design = 0.163_ Ev = roof high point (minimum parapet) roof low point (maximum parapet) Section 12.8.1.3 W = Building weight (# or kips) Table 11.4-1 Table 11.4-2 Sms = FaSs Section 11.4.3 (Eq. 11.4-1) Sm1 = FvS1 Section 11.4.3 (Eq. 11.4-2) Sds = 2/3Sms Section 11.4.4 (Eq. 11.4-3) Sd1 = 2/3Sm1 Section 11.4.4 (Eq. 11.4-4) Section 11.6 & Tables 11.6-1 & 11.6-2 0.2Sd1/Sds Section 11.4.5 Sd1/Sds Section 11.4.5 Section 12.8.2.1 Table 12.8-2 seconds - Section12.8.2.1 (Eq. 12.8-7) Section 11.4.5 (Eq. 11.4-5)or (Eq.11.4-6)or (Eq. 11.4-7) Table 12.2-1 Response Modification Coefficient (reduces forces to USD) System Overstrength Factor modified for flexible diaphragm Deflection Amplification Factor for use in Sections 12.8.6, 12.8.7 & 12.9.2 Occupancy Importance Factor - Table 11.5-1 Table 12.8-1 Cu = 1.4 Section 12.8.1.1 (Eq. 12.8-2) Section 12.8.1.1 (Eq. 12.8-3 & Eq. 12.8-4) Section 12.8.1.1 (Eq. 12.8-5 & Eq. 12.8-6) Section 12.8.1.1 (Eq. 12.8-2 thru Eq. 12.8-6) At strength level USD (Eq. 12.8-1) *W Working (0.7*E ) ASD 0.186 *D = +/-.2 Sds D (Eq. 12.4-4) - May be Zero for proportioning foundations. Diaphragms wp = The weight tributary to the diaphragm at that level Fpu calc. = 0.232 Fpu min.= 0.186 Fpu max.= 0.372 Fpu design = 0.232 Fp design = 0.163 *wp (Eqs. 12.8-2 thru 12.8-6 above) *wp (min. Section 12.10.1.1) *wp (max. Section 12.10.1.1) *wp USD *wp ASD (0.7*USD) 2/22/2013 EQ. ASCE7-05 20091BC Seismic ENGINEERS -NORTH W E ST, I N C. P. S. 9725 THIRD AVE. N.E. (SUITE 207) SEATTLE, WA. 98115 0 * ** Property of Engineers Northwest, Inc., Seattle - Use by others unlawful Input = Shaded cells Job number : Job name : Segale 763 Building TI • 05108005 SHEET 3•' OF /WO 9/29/09 REV. 1: 7/7/10 SEISMIC IBC 2009 Section 1613.1 / ASCE 7-05 Section 12.8 Equivalent Lateral Force Procedure - Building design base shear All references below are to ASCE 7-05 (U.N.O.) Input Basic Seismic -Force -Resisting System = Basic Seismic -Force -Resisting System = Is this considered a Building Structure ? Is Diaphragm considered Flexible? hn = Ss = S1 = TL = Site Class (soil) = Occupancy Category = Top of wall elevation (parapet) = Elevation of top of wall lateral support (max.) = Elevation of top of wall lateral support (min.) = Regular Structure s 5 Stories? B4 Ordinary steel concentrically braced frames BFS Y Y 30.00 ft. 1.393 0.476 6 D I I 30.00 ft. 30.00 ft. 30.00 ft. YES Site Coefficient Fa = Site Coefficient Fv = Sms = Sm1 = Sds = Sd1 = Seismic Design Category (SDC) = To = Ts = Ct = Period = T = Sa = R= clo = Cd = Output 1.000 1.524 1.393 0.725 0.929 0.483 D 0.104 0.520 0.02 0.256 0.929 3.25 2 3.25 le = 1 Detailing Reference Section = 14.1 9 tc.AS'c SIAS* \NA\A-S co Cs calc. = Cs max. = Cs min. = Cs use = Vu design = V design = Ev = = Building Frame System Section 15.1.1 - for Nonbuilding Structure definition. Section 12.3.1 height to top level in main portion of structure (abv.base) Section 11.3 Spectral response acceleration at 0.2 seconds for Site Class B. Spectral response acceleration at 1.0 seconds for Site Class B. Long -period transition period Figure 22-15 thru 22-20 Section 20.1 Soil properties "D" is default unless the Geotech data orBuilding Table 1-1 page 3 Official thinks it is Site Class "E"or "F". roof high point (minimum parapet) roof low point (maximum parapet) Section 12.8.1.3 W = Building weight (# or kips) Table 11.4-1 Table 11.4-2 Sms = FaSs Section 11.4.3 (Eq. 11.4-1) Sm1 = FvS1 Section 11.4.3 (Eq. 11.4-2) Sds = 2/3Sms Section 11.4.4 (Eq. 11.4-3) Sd1 = 2/3Sm1 Section 11.4.4 (Eq. 11.4-4) Section 11.6 & Tables 11.6-1 & 11.6-2 0.2Sd1/Sds Section 11.4.5 Sd1/Sds Section 11.4.5 Section 12.8.2.1 Table 12.8-2 seconds - Section12.8.2.1 (Eq. 12.8-7) Section 11.4.5 (Eq. 11.4-5)or (Eq.11.4-6)or (Eq. 11.4-7) Table 12.2-1 Response Modification Coefficient (reduces forces to USD) System Overstrength Factor modified for flexible diaphragm Deflection Amplification Factor for use in Sections 12.8.6, 12.8.7 & 12.9.2 Occupancy Importance Factor - Table 11.5-1 Table 12.8-1 Cu = 1.4 0.286 Section 12.8.1.1 (Eq. 12.8-2) 0.581 Section 12.8.1.1 (Eq. 12.8-3 & Eq. 12.8-4) 0.041 Section 12.8.1.1 (Eq. 12.8-5 & Eq. 12.8-6) 0.286 Section 12.8.1.1 (Eq. 12.8-2 thru Eq. 12.8-6) 0.286 *W At strength level USD (Eq. 12.8-1) 0.201 *W Working (0.7*E ) ASD 0.186 *D = +l-.2 Sds D (Eq. 12.4-4) - May be Zero for proportioning foundations. 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B.r• s• sernoN "w/ is Sac -.......I' 2355 earo.sert. ales. 2,555. dr ..,.......a a..:..K-faW..,Ae, to • -.565k/ft \I/ 'I/ V *1 164.2 -.562k,/$31 1k/ft /V\y' V\I�'VVVWVV\ Loads: LC 1, sss Results for LC 1, sss iReaction units are k and k -ft E-'& a.s &NISI: Pi A P1 tR44 r-1 -.713k/ft 6,0 !VV V VVv OR.441 13L As_ Is k'ft. / \/VV -.581k/ft -.565k/ft V\ IV V V\V\ /V\ 167.5 Engineers Northwest Henry Feb 22, 2013 at 10:29 PM untitled.r2d =ti 0 DhRAIZ ton-' Cls?? '/APNRa4/- As- i 1) 0 -2920 -5840 -8760 -11680 c -14600 a) o -17520 2 -20440 -23360 -26280 -29200 0 Member Ml, LC 1: sss -23 83.423 0 56 112 168 224 280 336. Member Location (ft) 392 448 504 560 • cgoreo M Z. ej 42:' G p 1go 1/ Ic 6-"C/ST- 'DIIJ Pk/RAG, Pi AS Is I2 - i 204.5 163.6 122.7 - 81.8 v 40.9 u.0 L N -40.9 U) -81.8 -122.7 -163.6 -204.5 Member Ml, LC 1: sss 164.243 0 -167.51 56 112 168 224 280 336 Member Location (ft) 392 448 504 560 16-7.SI i< ti- - PM( tel 01 • .. o. 00 1 410 Company : Engineers Northwest Designer : Henry Job Number : Feb 22, 2013 10:28 PM Checked By: l3 Member Section Forces L 1 Shearfkl tf k -ft 1 LL 1 Member abe• M 1 V1 y �0 164.243 0 2 N2 0 2 0 85.678 -17462.076 3 0 331.753 3 0 2.378 -23679.776 4 Y: 0 4 0 -85.794 -17792.292 5 5 0 -167.51 0 Joint Reactions (By Combination) • 1 LU 1 JuinL Lauri N1 .. um 0 . ..., 164.243 0 2 1 N2 0 167.51 0 3 1 Totals: 0 331.753 4 1 COG (ft): X: 282.758 Y: 0 RISA -2D Version 6.0 [C:\ENW\Programs\untitled.r2d] Page 1 IA • •.0'.• dIO eoUAL• nAT,e s? -d• S1o'-o• •' .• • -O 'I • r.........• .. ' W4�/' I3� l ob T 1' A K A ... - W , Plia. 1V+ i 3v341‘. 3zapf .,..ID08 4•A.A. rS A Sq? 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PP -A 4 t. oS s Hawn = TN 212,5 PROJGCT 765 aerT. 10.374 ,..3A._...o, lett. wa • IEI1 \ W ENGINEERS NORTHWEST, INC., P.S. ^' STRUCTURAL ENGINEERS PROJECT # 0510'000 5 SUBJECT PROJECT 9725 THIRD AVE NE, SUITE 207, SEATTLE, Wa 98115 (206) 525-7560 Fax (206) 522-6698 5Eeill 1 760 0 /34.m...00'40 /A G' 14RA4w1 OGta &. S'tL. cmNc .itw4aW( EtRAceO F�AM�s Ci. -o to . , : I i . 6:00; I-- 0. 6".-F'_._(1,1,1-1 .'x.1,''1 I nr` ), I I 44. `�5 ).2,4Ca Ido 15( eir` C.Nafto DATE / SHEET -I 5 OF /4C) BY Max: 42.848 at 0 ft 22 ksQr oK vr' Min: -42.088 at 152 ft -162:4-11I -10- ;� t I.. • Ido';...-+( Asni' I I ,(1.21x'1 .11 D 1 sS'2.2 Itt, I. Min: -1624.73 at 76 ft I ! i I I Il I I ifiiI I E ! i 1 i I^ Max: 45.976 at O ft IIII i I I I ; i I I I ,.....I..._...... 1i = I IIII II I i I I i 1 Min: -45.976 at 153 ft I I i I ! i i I i I T. I... _1 ..I i I ; i ' ; I i IiiI i i i 11-1 f 1 1 I t ; } Min: -1758.601 at 76.5 ft k -ft 1 ..... _ .... i i 1 i i 1 ;;— i Ii • El \ W ENGINEERS NORTHWEST, INC., P.S. 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STRUCTURAL ENGINEERS PROJECT # 6251 oevos SUBJECT PROJECT 9725 THIRD AVE NE, SUITE 207, SEATTLE, WA 98115 (206) 5257560 FAX (206) 522-6698 56r-incE. 76.5 /94 -rix -Dy I:X DATE SHEET /67 OF s vutpggiel6P4 : : t : i • : t t ; I ! I I i ! I I I -- ; - ; z ...• • . I. I -11111j -- (1) - - 1 • ; 1 t4q62 It • -1 • (9,16.3 (11,M7) e ; 000 I I i .. • ; I i . i 4 I I , •••-1 • I-- I :1 -- ;-- Irlji . ............--1 ,.._ I ----1----.t.-1—__ , ; • T,ceo R_JoF Oe. BY ;4. /, 57S 1 I - I f ! I ; I I !, 1 -- i --- t -- i I I I 1 I • I i 1 1 1 I I I . 1 , l j4... - 4. !.... I ._1.. - 1 ..... ; • I 1 i i I I i I I I • I : I ! i t i I 1 1 j i t : I '' 1 - • i 1 , 1 • • , 1 i t i f i I I 4 I I II 1 I -r'--1 1 I 1 „.... .... i I , . 1 1 i I 1 1 ,••••! ; 1 . . • -1 1 • • ....... • .. •-• ..... I i1 I ! " 1 I .1-•. ........I ... 7 1. ' t I ; I • 4 .-t .. . I ; : I I I i I 1. . t ... . . . .. ... 7-7 1 1 1 I 1 ; I ENWENGINEERS NORTHWEST, INC., P.S. — STRUCTURAL ENGINEERS 9725 THIRD AVE NE, SUITE 207, SEATTLE, WA 98115 (206) 525-7560 FAX (206) 522-6698 PROJECT # 051178°05 SUBJECT PROJECT 5 LG. 76'3 Ati/e_DmiC T.< S PheiPia.aafin ; 1 , • I DATE 2-0 SHEET BY OFM2 1-. ... , 1 ! . .1.........1. ..... .. , ......... r.----1---, .. : . ! &pi IP- 06 ... Pt 4A1-. 1 ; ! i ' " 1 0 gt ! ; ,-......- • .. • 1 I 1 I • 1 I i 4. • r- ........ • E1N'S\,T ENGINEERS NORTHWEST, INC., P.S. ^' STRUCTURAL ENGINEERS 9725 THIRD AVE NE, SUITE 207, SEATTLE, WA 98115 (206) 5257560 FAx (206) 5226698. PROJECT # PROJECT SUBJECT c'ta/U-E 76; 3 '% o g S/IE?7R £/,1L4. -S. DATE SHEET 9) OFAID BY o/k.14-Y 5 .%4.3.1../ X24. / ySI-p 71J s c nrCnr-z cow I U5E Olr 5e7g,V1417 div ,a. 4 P r, 1 i`/+ 5e PA' (S sPize,4> 5/JI°Z. rci 5 /�. T 1 I I I I I 1 .......I 1 i 1 I 1 • • • l j 1 I 1 ; II• itI 1 I i1 ; I 1 1 f ! I I I 1 I I I 1 • PIH3 ..� Pi 344 -f pi34-6- • ENGINEERS-NORTHWEST,ING.P.S. 6869 WOODLAWN AVE.N.E. (SUITE 205) SEATTLE, WA. 98115 SHEET 2 OF LSD * * * * * Property of Engineers Northwest, Inc., Seattle - Use by others unlawful * * * * * Job Number = 05-108-005 Y Job Name = Segale 763 Building T.I. Location/direction = Grid K Wall relative rigidities with direct shears & moments to each pier ( No rotation included ) t = wall thickness (in.) V/pier = kips h = wall height (ft.) Mom./pier = kip -ft d = wall length (ft.) f = wall is fixed top & bottom c = wall is cantilevered (pinned top or bottom) =4- MR=4- Total OTM = 1554 k -ft. h ave. = 12.79 ft. Total shear on wall = 121.5 kips (including wall self -weight shear) pier # I t I h d I h/d I f or c multiple R*/pier %/100 V/ pier Mom./ pier v/pier 1 7.25 12.792 25.938 0.49 c " 1 5.1036 2.7795 2.7795 0.479 0.261 0.261 58.16 31.67 31.67 743.92 405.15 405.15 2.24 klf 1.77 klf 1.77 klf 2 7.25 12.792 17.917 0.71 c 1 3 7.25 12.792 17.917 0.71 c 1 , 4 0 0 0 0.00 f 1 0.0000 0.0000 0.0000 0.000 0.000 0.000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 klf 0.00 klf 0.00 klf 5 0 0 0 0.00 f 1 6 0 0 0 0.00 f 1 7 0 0 0 0.00 f 1 0.0000 0.0000 0.0000 0.000 0.000 0.000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 klf 0.00 klf i 0.00 klf 8 0 0 0 0.00 f 1 9 0 0 0 0.00 f 1 10 0 0 0 0.00 f 1 0.0000 0.0000 0.0000 0.000 0.000 0.000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 klf 0.00 klf 0.00 klf 11 0 0 0 0.00 f 1 12 0 0 0 0.00 f 1 13 0 0 0 0.00 f 1 0.0000 0.0000 0.0000 0.000 0.000 0.000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 klf 0.00 klf 0.00 klf 14 0 0 0 0.00 f 1 15 0 0 0 0.00 f 1 16 0 0 0 0.00 f 1 0.0000 0.0000 0.0000 0.000 0.000 0.000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 klf 0.00 klf 0.00 klf 17 0 0 0 0 0 f 1 18 0 0 0 0.00 f 1 19 0 0 0 I 0.00 f 1 0.0000 0.0000 0.0000 0.000 0.000 0.000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 klf 0.00 klf 0.00 klf 20 0 0 0 0.00 f 1 21 0 0 0 0.00 f 1 22 0 0 0 0.00 f 1 0.0000 0.0000 0.0000 0.000 0.000 0.000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 klf 0.00 klf 0.00 klf 23 0 0 0 0.00 f 1 24 0 0 0 0.00 f 1 25 0 0 0 0.00 f 1 0.0000 0.0000 0.0000 0.000 0.000 0.000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 klf- 0.00 klf 0.00 klf 26 0 0 0 0.00 f 1 27 0 0 0 0.00 f 1 28 0 0 0 0.00 f 1 0.0000 0.0000 0.000 0.000 0.000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 klf 0.00 klf 0.00 klf 29 0 0 0 0.00 f 1 30 0 0 0 0.00 f 1 0.0000 lax.thk. 7.25 TOTALS = 10.6627 1.000 121.50 * = Based on a wall thickness of 7.25 inches Maximums = 58.16 k 744 k -ft. Total wall length = 61.77 ft. Percentage of wall total = 47.86 % Rigidity 3/13/2013 Rigidity Grid 1.xlsx • ENGINEERS-NORTHWEST,ING.P.S. 6869 WOODLAWN AVE.N.E. (SUITE 205) SEATTLE, WA. 98115 SHEET %� OF /46 * * * * * Property of Engineers Northwest, Inc., Seattle - Use by others unlawful * * * * Job Number = 05-108-005 I - Job Name = Segale 763 Building T.I. Location/direction = Grid K Wall relative rigidities with direct shears & moments to each pier Cs=" 0.(46 R=4- ( No rotation included ) Cs= o, Zvi t = wall thickness (in.) V/pier = kips h = wall height (ft.) Mom./pier = kip -ft d = wall length (ft.) f = wall is fixed top & bottom c = wall is cantilevered (pinned top or bottom) o. 20 i . CS: o •20 CoS=163 x o�'1 x►.2332 1lia �I shear on wall =� 121.5 kips (including wall self -weight shear) Total OTM = 1554 k -ft. h ave. = 12.79 ft. pier # t h d I h/d I f or c multiple R*/pier %/100 V / pie4 Mom./ pier v/pier 1 7.25 12.792 25.938 0.49 c 1 5.1036 2.7795 2.7795 0.479 0.261 0.261 58.16 iltra 31.6731.4, 31.6734146 743.92114.59.24 405.15441.411.77 405.15/M6(1.77 klf klf klf 2 7.25 12.792 17.917 0.71 c 1 3 7.25 12.792 17.917 0.71 c 1 4 0 0 0 0.00 f 1 0.0000 0.0000 0.0000 0.000 0.000 0.000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 kif 0.00 klf 0.00 klf 5 0 0 0 0.00 f 1 6 0 0 0 0.00 f 1 7 0 0 0 0.00 f 1 0.0000 0.0000 0.0000 0.000 0.000 0.000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 klf 0.00 klf 0.00 klf ' 0.00 f 1 9 0 0 0 0.00 f 1 10 0 0 0 0.00 f 1 0.0000 0.0000 0.0000 0.000 0.000 0.000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 klf 0.00 klf 0.00 klf 11 0 0 0 0.00 f 1 12 0 0 0 0.00 f 1 13 0 0 0 0.00 f 1 0.0000 0.0000 0.0000 0.000 0.000 0.000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 klf 0.00 klf 0.00 klf 14 0 0 0 0.00 f 1 15 0 0 0 0.00 f 1 16 0 0 0 0.00 . f 1 0.0000 0.0000 0.0000 0.000 0.000 0.000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 kif 0.00 kif 0.00 klf 17 0 0 0 0.00 f 1 • 18 0 0 0 0.00 f 1 19 0 0 0 0.00 f 1 0.0000 0.0000 0.0000 0.000 0.000 0.000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 klf 0.00 klf 0.00 klf 20 0 0 0 0.00 f 1 21 0 0 0 0.00 f 1 22 0 0 0 0.00 f 1 0.0000 0.0000 0.0000 0.000 0.000 0.000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 klf 0.00 klf 0.00 klf 23 0 0 0 0.00 f 1 24 0 0 0 0.00 f 1 25 0 0 0 0.00 f 1 0.0000 0.0000 0.0000 0.000 0.000 0.000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 klf 0.00 kif 0.00 klf 26 0 0 0 0.00 f 1 0 0 0 0.00 f 1 28 0 0 0 0.00 f 1 0.0000 0.0000 0.0000 0.000 0.000 0.000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 klf 0.00 klf 0.00 klf 29 0 0 0 0.00 f 1 30 0 0 0 0.00 f 1 9ax.thk. 7.25 TOTALS =I 10.6627 I 1.000 121.50 *= Based on a wall thickness of 7.25 inches Maximums = 58.16 k 744 k -ft. 2.24 kif Total wall length = 61.77 ft. Percentage of wall total = 47.86 % Rigidity 3/13/2013 Rigidity Grid 1.xlsx .r-4,,nc:sbn SW 1• ‘ „ Arid 1\,-t_c.Z'rt'.1 • -1S9\t'bA.L.0'1,-t \mo, �'Q-.0}yN+)1'M J\ . •S$1kL. %\9l�3'C�\l�_ . 5 M 1,+b'. +11'8S= 0"°':0°9/R• ..•�v u�., . &i CcL g • • krALvi: :/ rld 1114 . s15sor$`,"\t) �h99� ,off h•rz'o 2i'Id 44Id N • 7 .II -LI Y� .II -ti l, •2i15 X52 „z ,, . ,.3/,-,`03 kM 1111; off 7:71/1 — V, �N 1'1 NOfIVA;1; . 140 V a� ; •'-1,1-17v ate, aZIG• r, u ` o .• Ilk lid (As6) -3o Tt.i g5 . II � AS.T • ELEVAT.ION LIIJE'A NORTH SGT fO - 44.161 t 14 -ii Y4' ©420 •L %i' 25' 'f " 2411-4qt" 24'-4vs la ' -II' lz 19111. rise Plat ?I . PI54-15 0424 141 tP134-A o .r a • RoL=3.S66 4 v5w=yaieZ• • -71/4" T 41 c . THI. PANel. _31.• 4 k ,Gt k ft 4A:6 so • ioox GPNfr hlZe • ' •l (&,eiq Sty:4 LLcg41.6, `10.66\ • \Iw.tAw;.\�=`3p.rly3\c • M C��1�:164.1(0...\.-7k Orr• / c▪ £ Is E L VA LINA 'I4' UPS H 1212()IAA PiA6'3.143L• • 014 .%a=1'0" Ta tc / vcn-T 3.2-5 op -m .s tc- �` •0i•. N.tiLte (coKf.),_ • 1.*4. • • • ?VV.% t 913Ll( RoaF -Co MG22.• t.EUEL. EN NV PROJECT : STRUCTURAL ENGINEERS CLIENT : Honda of Marysville JOB NO.: 12055000 DATE : Shear Wall Design Based on ACI 318-05 / IBC 2006 INPUT DATA DESIGN SUMMARY CONCRETE STRENGTH (ACI 318 5.1.1) f,' = 3 ksi SHEAR WALL LENGTH REBAR YIELD STRESS fy = 60 ksi SHEAR WALL THICKNESS FACTORED AXIAL LOAD FACTORED MOMENT LOAD FACTORED SHEAR LOAD LENGTH OF SHEAR WALL THICKNESS OF WALL DEPTH AT FLANGE WIDTH AT FLANGE P, = 32.2 k M° = 973.5 ft -k V„ = 79.96 k L = 17.92 ft t = 7.25 in D = 8 in B = 7.25 in END REINFORCING WALL HORIZ. REINF WALL VERT. REINF TOTAL WALL HEIGHT TO TOP hv, = 12.79 ft REINF. BARS AT BULB 1 # 5 WALL DIST. HORIZ. REINF. 1 # 4 @ 15 in. o.c. WALL DIST. VERT. REINF. 1 # 4 @ 15 in. o.c. HOOP REINF - WIDTH, B, DIR. 0 legs 01 # 3 HOOP REINF - LENGTH DIR. 0 legs 01 # 3 I PAGE : DESIGN BY : REVIEW BY : L = 17.92 ft t = 7.25 in 1 # 5 1 # 4 @ 15 in o.c. 1 # 4 @ 15 in o.c. L t L -- ANALYSIS Pn (k) 2500 2000 1500 1000 500 0 -500 2000 4000 6000 8000 100 Mn (ft -k) 00 Ts Cs fy/Es L FORCE DIAGRAM 1 °=Ptc 1 C STRAIN DIAGRAM rM 0 0 0 CHECK MINIMUM REINFORCEMENT RATIOS AND SPACING (ACI 318-05 21.7.2.1 & 14.3) (Pt )min. = 0.0020 [ for Acv (f')°5 = 85.38 kips > Vu , and bar size # 4 horizontal] ✓ (Pt )min. = 0.0012 [ for Acv (fe5 = 85.38 kips > Vu , and bar size # 4 vertical] kr (pt )provd. = 0.0018 < (Pt )min. GUnsatisfactojy]) — t t f E , i Hts t S AN E><%$ TMG WALL. • (Pt )provd. = 0.0018 > (Pt )min. [Satisfactory] where Acv = 1559 in2 (gross area of concrete section bounded by web thickness and length in the shear direction) The proposed spacing is less than the maximum permissible value of 18 in and is satisfactory. Since wall V° < 2 Acv (fc )o.5 one curtain reinforcement required. (ACI 318-05 21.7.2.2) CHECK SHEAR CAPACITY (ACI 318-05 21.7.4.1 & 21.7.4.4) 4)V, =MIN [ (1)Acv (ac (fc)05+ Ptfy). (8 Acv (03.5] = 256.88 kips > V° [Satisfactory] where 4) = 0.60 (conservatively, ACI 318-05 9.3.4 a) OCc= 3.0 (for hv,/L = 0.71 <1.5) pt > pt [Satisfactory] (only for hw I L > 2.0, ACI 318-05 21.7.4.3) CHECK FLEXURAL & AXIAL CAPACITY MAXIMUM DESIGN AXIAL LOAD STRENGTH (ACI 318-05 21.7.5.1 & Eq.10-2) Pmax =0.8 4) [ 0.85 fc' (Ag - Ast) + fy Asp] = 2171 kips. > P„ [Satisfactory] ✓ where 4) = 0.65 (ACI 318-05 9.3.2.2) Ag = 1559 int. Ast = 3.47 in2. DESIGN MOMENT CAPACITY AT MAXIMUM AXIAL LOAD STRENGTH ARE FROM 0 TO 4031 ft -kips. FOR THE BALANCED STRAIN CONDITION UNDER COMBINED FLEXURE AND AXIAL LOAD, THE MAXIMUM STRAIN IN THE CONCRETE AND IN THE TENSION REINFORCEMENT MUST SIMULTANEOUSLY REACH THE VALUES SPECIFIED IN ACI 318-05 10.3.2 AS Ec = 0.003 AND £t = fy I Es = 0.002069 . THE DEPTH TO THE NEUTRAL AXIS AND EQUIVALENT RECTANGULAR CONCRETE STRESS BLOCK ARE GIVEN BY Cb = d £c / (£c + £s) = 125 in a = Cb at = 106 in Rt = 0.85 ( ACI 318-05 10.2.7.3 ) = 0.65 + (Et -0.002)(250/3) = 0.656 (ACI 318-05 Fig. R9.3.2) d = (L - 0.5D) = 211 in DESIGN AXIAL AND MOMENT CAPACITIES AT THE BALANCED STRAIN CONDITION ARE 1310 kips AND 6487 ft -kips. IN ACCORDANCE WITH ACI 318-05 9.3.2 THE DESIGN MOMENT CAPACITY WITHOUT AXIAL LOAD IS 4) Mn = 0.9 Mn = 2062 kips. TO KEEP TENSION SECTION WITH SHEAR CAPACITY PER ACI SEC. 11.10.6, THE PURE AXIAL TENSION CAPACITY IS —4)Pn=-0.9MIN(AstFy,3.3fc'0•54Lt)= -188 kips. SUMMARY OF LOAD VERSUS MOMENT CAPACITIES ARE SHOWN IN THE TABLE BELOW, AND THEY ARE PLOTTED ON THE INTERACTION DIAGRAM AT FRONT PAGE. 4) Pn (kips) 4) Mn (ft -kips) AT AXIAL LOAD ONLY = 2171 0 AT MAXIMUM LOAD = 2171 4031 AT 0 % TENSION = 2171 3529 AT 25 % TENSION = 1923 5159 AT 50 % TENSION = 1667 5934 AT 6 t = 0.002 = 1319 6420 AT BALANCED CONDITION = 1310 6487 AT 6 t= 0.005 = 1054 7866 AT FLEXURE ONLY = 0 2062 AT TENSION ONLY = -188 0 DESIGN FORCES & Mu ARE ALSO PLOTTED ON THE INTERACTION DIAGRAM. FROM THE INTERACTION DIAGRAM. THE ALLOWABLE MOMENT AT AN AXIAL LOAD P„ IS GIVEN BY / 4) Mn = 2314 kips. > M„ [Satisfactory] ✓ where 4) = Min{0.9, Max[0.65 + (C1- 0.002)(250/3) , 0.65]} = 0.900 (ACI 318-05 Fig. R9.3.2) CHECK BOUNDARY ZONE REQUIREMENTS AN EXEMPTION FROM THE PROVISION OF BOUNDARY ZONE CONFINEMENT REINFORCEMENT IS GIVEN BY ACI318-05 21.7.6.2, 21.7.6.3, and 21.7.6.5(a) PROVIDED THAT c < (L hW) / (600 S„) and fc < 0.2 fc' [Satisfactory] where c = 16 in. ( distance from the extreme compression fiber to neutral axis at P„ & Mn loads. ) S„ = 1.1 in. ( design displacement, assume 0.007hw as a conservative short cut, see ACI 318-05 21.7.6.2a. ) fc = (Pu / A) + (M„ y / I) = 0.225 ksi. ( the maximum extreme fiber compressive stress at P„ & M„ loads. ) y = 108 in. ( distance from the extreme compression fiber to neutral axis at P„ & M„ loads. ) A = 1591 in2. ( area of transformed section. ) I = 6128750 in4. ( moment of inertia of transformed section.) / And the longitudinal reinforcement ratio at the wall end = 0.005 < 400 / f [Satisfactory] t HENCE BOUNDARY ZONE DETAIL REQUIREMENTS ARE NOT NECESSARY AND OMIT THE CALCULATIONS BELOW. The boundary element length = MAX( c - 0.1L , 0.5 c ) = 8.01 in. ( ACI 318-05 21.7.6.4 ) The maximum hoop spacing = MIN[ B/4 , 6db , 6 , 4+(14-hx)/3 ] = 8 in.o.c. ( ACI 318-05 21.4.4.2 & 21.7.6.5a ) • PNL 143 goon `To r.47 , LE.\e L... ENW STRUCTURAL ENGINEERS PROJECT: CLIENT : JOB NO. : Segale 763 Building T.I. 05108005 DATE : PAGE: DESIGN BY : REVIEW BY : Shear Wall Design Based on ACI INPUT DATA CONCRETE STRENGTH (ACI 318 5.1.1) fc = REBAR YIELD STRESS fy = 318-05 / IBC 2006 FACTORED AXIAL LOAD FACTORED MOMENT LOAD FACTORED SHEAR LOAD LENGTH OF SHEAR WALL THICKNESS OF WALL DEPTH AT FLANGE WIDTH AT FLANGE DESIGN SUMMARY 3 ksi SHEAR WALL LENGTH 60 ksi SHEAR WALL THICKNESS P„ = 46.61 k M„ = 1990 ft -k V„ = 161.2 k L = 25.94 ft t = 7.25 in D = 8 in B = 7.25 in TOTAL WALL HEIGHT TO TOP hv, = 12.79 ft REINF. BARS AT BULB 1 # 5 WALL DIST. HORIZ. REINF. 1 # 4 @ 15 WALL DIST. VERT. REINF. 1 # 4 @ 15 HOOP REINF - WIDTH, B, DIR. 0 legs of # 3 HOOP REINF - LENGTH DIR. 0 legs of # 3 END REINFORCING WALL HORIZ. REINF WALL VERT. REINF in. o.c. in. o.c. IIB L = 25.94 ft t = 7.25 in 1 # 5 1 # 4 1 # 4 L @ 15 in o.c. @ 15 in o.c. t ANALYSIS Pn (k) 3500 3000 2500 2000 1500 1000 500 0 -500 5000 10000 15000 200 Mn (ft -k) Ts fiiiii>t�__ Tis 00 fy/Es L FORCE DIAGRAM Cs Csn Cc 1 a=P1c C CHECK MINIMUM REINFORCEMENT RATIOS AND SPACING (ACI 318-05 21.7.2.1 & 14.3) 0.0025 [ for Acv (fc)o.5 = 123.60 kips < Vu , and bar size # 4 horizontal] 0.0025 [ for Acv (fc)°5 = 123.60 kips < Vu , and bar size # 4 vertical] ((Pt )min. = (Pt )min. = (Pt )provd. = (Pt )provd. = where STRAIN DIAGRAM 0.0018 0.0018 Acv = < (Pt )min. < (Pt )min. [Unsatisfactory] tGt.10Rf. 7-jtS sS AA.1 EAIS'jtlAJG WALL . [Unsatisfactory] 2257 in2 (gross area of concrete section bounded by web thickness and length in the shear direction) O O 0 The proposed spacing is less than the maximum permissible value of 18 in and is satisfactory. Since wall V„ < 2 Acv (fc)°5 one curtain reinforcement required. (ACI 318-05 21.7.2.2) CHECK SHEAR CAPACITY (ACI 318-05 21.7.4.1 & 21.7.4.4) 4)Vn =MIN [4) Acv (ac (fc)o.5+Pty. 4)8Acv (fc)o.51 = where ac= Pt 371.87 kips > Vu 0.60 (conservatively, ACI 318-05 9.3.4 a) 3.0 (for hv,/L = 0.49 <1.5) Pt [Satisfactory] (only for hw / L > 2.0, ACI 318-05 21.7.4.3) [Satisfactory] 00 00 CHECK FLEXURAL & AXIAL CAPACITY MAXIMUM DESIGN AXIAL LOAD STRENGTH (ACI 318-05 21.7.5.1 & Eq.10-2) Pmax =0.8 [ 0.85 fb' (Ag - Ast) + fy Ast] = 3134 kips. > Pu where 4) = 0.65 (ACI 318-05 9.3.2.2) Ag = 2257 in2. Ast = 4.76 in2. DESIGN MOMENT CAPACITY AT MAXIMUM AXIAL LOAD STRENGTH ARE FROM 0 TO 8422 ft -kips. [Satisfactory] "V - FOR FOR THE BALANCED STRAIN CONDITION UNDER COMBINED FLEXURE AND AXIAL LOAD, THE MAXIMUM STRAIN IN THE CONCRETE AND IN THE TENSION REINFORCEMENT MUST SIMULTANEOUSLY REACH THE VALUES SPECIFIED IN ACI 318-05 10.3.2 AS 8s = 0.003 AND £t = fy / Es = 0.002069 . THE DEPTH TO THE NEUTRAL AXIS AND EQUIVALENT RECTANGULAR CONCRETE STRESS BLOCK ARE GIVEN BY Cb = d £c / (£c + Ss) = 182 in a = COI = 155 in 131 = 0.85 ( ACI 318-0510.2.7.3 ) = 0.65 + (Et -0.002)(250/3) = 0.656 (ACI 318-05 Fig. R9.3.2) d = (L - 0.5D) = 307.3 in DESIGN AXIAL AND MOMENT CAPACITIES AT THE BALANCED STRAIN CONDITION ARE 1907 kips AND 13499 ft -kips. IN ACCORDANCE WITH ACI 318-05 9.3.2 THE DESIGN MOMENT CAPACITY WITHOUT AXIAL LOAD IS Mn = 0.9 Mn = 4141 kips. TO KEEP TENSION SECTION WITH SHEAR CAPACITY PER ACI SEC. 11.10.6, THE PURE AXIAL TENSION CAPACITY IS —4)Pn=-0.9MIN(AstFy,3.3fs'054Lt)= -257 kips. SUMMARY OF LOAD VERSUS MOMENT CAPACITIES ARE SHOWN IN THE TABLE BELOW, AND THEY ARE PLOTTED ON THE INTERACTION DIAGRAM AT FRONT PAGE. 4' Pn (kips) 4) Mn (ft -kips) AT AXIAL LOAD ONLY = 3134 0 AT MAXIMUM LOAD = 3134 8422 AT 0 % TENSION = 3134 7189 AT 25 % TENSION = 2796 10666 AT 50 % TENSION = 2425 12322 AT E t = 0.002 = 1920 13359 AT BALANCED CONDITION = 1907 13499 AT E t = 0.005 = 1539 16407 AT FLEXURE ONLY = 0 4141 AT TENSION ONLY = -257 0 DESIGN FORCES P❑ & Mu ARE ALSO PLOTTED ON THE INTERACTION DIAGRAM. FROM THE INTERACTION DIAGRAM. THE ALLOWABLE MOMENT AT AN AXIAL LOAD Pu IS GIVEN BY ( Mn = 4658 kips. > M„ [Satisfactory] ✓ where 4) = Min{0.9, Max[0.65 + (Et - 0.002)(250/3) , 0.65]} = 0.900 (ACI 318-05 Fig. R9.3.2) CHECK BOUNDARY ZONE REQUIREMENTS AN EXEMPTION FROM THE PROVISION OF BOUNDARY ZONE CONFINEMENT REINFORCEMENT IS GIVEN BY ACI318-05 21.7.6.2, 21.7.6.3, and 21.7.6.5(a) PROVIDED THAT c < (L hW) / (600 Su) and ff < 0.2 fc' [Satisfactory] t." -- where where c = 23 in. ( distance from the extreme compression fiber to neutral axis at P„ & Mn loads. ) = 1.1 in. ( design displacement, assume 0.007hN, as a conservative short cut, see ACI 318-05 21.7.6.2a. ) fc = (P„ / A) + (M„ y I I) = 0.220 ksi. ( the maximum extreme fiber compressive stress at P„ & M„ loads. ) y = 156 in. ( distance from the extreme compression fiber to neutral axis at Pu & Mu loads. ) A = 2301 in2. ( area of transformed section. ) I = 18574035 in4. ( moment of inertia of transformed section. ) And the longitudinal reinforcement ratio at the wall end = 0.005 < 400 / fy [Satisfactory] ✓ HENCE BOUNDARY ZONE DETAIL REQUIREMENTS ARE NOT NECESSARY AND OMIT THE CALCULATIONS BELOW. The boundary element length = MAX( c - 0.1L , 0.5 c ) = 11.39 in. ( ACI 318-05 21.7.6.4 ) The maximum hoop spacing = MIN[ B/4 , 6db , 6 , 4+(14-hx)/3 ] = 8 in.o.c. ( ACI 318-05 21.4.4.2 & 21.7.6.5a ) • ENWENGINEERS NORTHWEST, INC., P.S. PROJECT # PROJECT SUBJECT STRUCTURAL ENGINEERS 9725 THIRD AVE NE, SUITE 207, SEATTLE, WA 98115 (206) 525-7560 FAX (206) 522-6698 e -a/4 Lc 763 4-rarEgm... LoA0 s . • • ..... .... 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Id'/4 ai 04/4,( 14 1 _ • ENWENGINEERS NORTHWEST, INC., P.S. STRUCTURAL ENGINEERS 9725 THIRD AVE NE, SUITE 207, SEATTLE, WA 98115 (206) 525-7560 Fax (206) 522-6698. PROJECT # PROJECT SCLC 7c0-5 DATE is-ic2-e SUBJECT SHEETZ7- OF BY MC-t—t • 6-4/0s • • 1 • :• . . 5' C • • . • 5p4.((4:) ?-651434, ;r- (2-9rAtoeA (sv).4t VL ;. 50,FF-(1"; J -r() /5p‘ () 0 1 • (6, • ..112-:>c 51 2 : • ; t• - sq), I !(t. .. . _ .......... . ....... 6,•s, MI/ .... i 1 .• . ..... ...... ....... ...... ...... ....... ........ 1 • 1 • I • - . • ! i i IENST ENGINEERS NORTHWEST, INC., P.S. — STRUCTURAL ENGINEERS 9725 THIRD AVE NE, SUITE 207, SEATTLE, WA 98115 (206) 525-7560 FAX (206) 522-669i PROJECT # PROJECT DATE SUBJECT SHEET ."?-PD OF 14° BY S 001 Gvr. FF1 -r; t9v0 Oat., G` / 5-0 •••`' .6,4,,3t,.. 40 24e 1 t.- • , (it'v /000 33,40' • t. '33.0 (As13)i / s 47, 3 r (0-1- 1 1 ! 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N STRUCTURAL ENGINEERS PROJECT # SUBJECT 9725 THIRD AVE NE, SUITE 207, SEATTLE, WA 98115 (206) 525-7560 FAX (206) 522669" PROJECT DATE ` �(�h SHEET `°/-- OF1�-lam. 6'R.c o 0.9 `,4 s `,t &$ ie. -4! 64'3+E fZ,,,a F 1 1 I 1 ....1 1 + , i z 1t3u 1 I ! liar %1 ! 1 i • 1 i 1 ! '" 1 I I ! BY { 3 Sc� -t '35. l .I 1°17 • 541 t : ! i i i '.. I j ;.._.... `..._ A... .._... 23 1 i I . ; I I ! 1 I ! i i 1 , ! t.. , I �......._!........_..........L..._....j i ' 1 a! ! 2 ! 1 scc i i I' I t i ... ! x 41`; (��• t ......_;. { --I- ! i 1 is { 1 iq.. 0� I ...._ ......... j .. J.0SI 1 1 2;12.; •<o t�3 � i. 1 i 1 ! i i L. '... !.. 1 •j _ i t... .t .. I_ _. ...._.... j ;. }_ T... 1 i I i s4 : , IL i i ! I , E , __..._.—..A....._...L....__.._._.�__...._........._I..—.....i_ ..........I__. .._P..— i i...._......___..I.____—I.__.....�..........+ —i r.._ ? I A .__..I..........._.._...�. _i ! 1 16 1 `b i ....1 ....16..91 !_.... �.. . � .4�,3�Z; ... .. I .. 4' 7, l.._ ................1._.. 1----- 1 It 1 ! � 1 1 ! 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A' ester P'wo Pta p20, • PZI ,Ve .4 .7674-1` ,111' 6-5Ve ' 4-5Ve r i•14.1. 4s.t a A T ELEV AT 1014 0.41•Je'49— NORTH r_c..-Tio.L.4 Vid 14414. 24•'-47.• PISS 4i.5 4i -sr‘ • .&_40.••• sp•Ots'-ei • ,YeCLe Yev• Pi2atir 4: P13 • 1„re 14-e4' 11- zst-sy.' 2.4sve t4.s•rt •• • • 37.2,4 • " • -4ErZe 2:7-434 • 142- 4. . 4•Te 14004.• 4-n" •••• WT• LEVATION (t..NE 14.) RIM Oili•Ylsi 144,1e.d. • • •• .1 . • .. 1. • • Evt 2.s6,1"(Ase a esz.b.201 61o7 -e OW- CoovTat Nor /A/C4C-uon) pI 33 MEG:6,1(424G 6?. re.vr 4.1a- 4421. os.st4 tz..o4 ENWENGINEERS NORTHWEST, INC., P.S. STRUCTURAL ENGINEERS 9725 THIRD AVE NE, SUITE 207, SEKra,E, WA 98115 (206) 525-7560 Fax (206) 522-6698 PROJECT # PROJECT6-e--1'L.6- 763 p/aAic--1_ —1/4/Pc- A SUBJECT DATE SHEET ql- BY 2.3 - -r---1-- -7------- -r- ; • 1 I tir ; I i i • ! I i 1- i-- ! , ! 1 ; I I • i i , I ., "i—M---- • i -- ---. - -.. - - ---- ' ' I ! • , ; ! I ; 1 —1---1---1"----i----, i I i I • : I : ! i ! 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H I t ---t (g..1 : 1 I IT.-- ,F173 .1-- gv5 ; i I 13. +______ I I , I 1 ' I 1 i F • I 1_ I--- i L I I _Li' 1 if 1 1- • i I I I , I I r__1. 1 1 I I I I 1 L I • \ ?__ r 1 I I : 1---- • i I I I ; I 1 1 1 I --1:';,..) i i i I „1,,..--er: -)#5t (4,Lk,4c2) to.i31)_-:. 1_137-!4:4..ctgiok 1 1 1 i i 1 1 i_____L___ __.I --.K.2. I 1 1 x 1 i 1,„\ 1 , 1A,....0,, ,,, r. 7 ir-). ki'l J.-. 13 ‘ I 1-1.- 1----- i 1 i 1 , , 1 i I 1 _____1 I [ I 4 1-- a - 1(2- 1 AVD1 °1/41 1 -1-- j I I HI • • 0.231-1.0.Zs)1.-42' (- ENGINEERS -NORTHWEST INC. P.S. 6869WOODLAWN AVE. N.E. (SUITE 205) SEATTLE, WA. 98115 SHEARWALL FOOTING SHEET LIS OF /1-#J rev.12107/05 * * * * * Property of Engineers Northwest, Inc., Seattle - Use by others unlawful * * * * * JOB # PROJECT NAME : SHEARWALL MK : 05108005 Se ale 763 P1 = 10 P2 = 16.8 .- P3 = 0 Load Comb. W/ 100 % DL WALL HT. (ft.) = 27.5 -- O.T.M. (k -ft.) = 1298.4 L1 (ft.)= 0 TOP OF SOIL or SLAB T.O.F. BURY (ft.) = 3 FTG. LENGTH (ft.) = 26 INPUT CELLS = Sds = WALL WEIGHT= WALL HEIGHT= WALL THICKNESS= FTG. TOE LEFT L1 = WALL LENGTH L2 = FTG. TOE RT. L3 = FTG. WIDTH B = FTG. THICKNESS t = F'c = Fy = CONCRETE ULTIMATE FACTOR = APPLIED LOADS P1 = t,93xo.oq/ P3 = P4 = DISTANCE X = 0:15-(3 (' I CkN *O.T.M. (inc.wali lateral) = Is O.T.M. Wind or Eq.? (W or E) = P= DL factor = OUTPUT 0.93 0.091 ksf 27.5 ft. 7.25 in. 0. ft. 26. ft. 0. ft. 3. ft. 10. in. 3000 psi 60000 psi 1.4 ** OVERTURNING F.S. = SOIL BRG. qsl = SOIL BRG. qs2 = FOOTING CONTACT W/SOIL L4 = MOMENT RESISTING (gross)= FOOTING 10.k 16.8k O.k O.k 2. ft. 1298.4 k -ft. E 1.0 1.00 +.21 0.0 '`0 k 13.82 6. t. 75 k -ft. MU DESIGN = BOT. ASREQD.= vuDESIGN = Vu allowable = Av REQUIRED. = Maximum tie spacing = DIST. X = 2 P4 = 0 L2 (ft.)= 26 L3 (ft.)= 0 - - 11.11 t (In)- 10 (above grade) T.O.F. BURY = SOIL WT.= FTG. CONC.WT.= FTG. LENGTH = FTG. AREA = (conc.) (reinf.) @ left end @ wall ctr. @ right end @ distance x (from left E.O.W.) �l L B (ft.)= 3 -SOIL BRG.(rt.) L4(OTM rt.) (ft.)= 12.27 3. ft. 0.120 kcf 0.150 kcf 26. ft. 78. sq.ft. Vertical loads SUM P1 -P4 = 26.8k WALL DL = 72.16k SOIL DL. = 22.43k FTG. DL. = 9.75k (inc.to T.O.F.) (above ftg.) SUM P = 131.14k @ B.O.F. kip -ft.(@ B.O.F. or at S.O.G. if all shear leaves the wall @ S.O.G.) Earthquake controls overturning p only used for earthquake design For this Load Combination, ALL shown loads assumed to be DL .S. must be >=1.0 0 k -ft. 0.00 sq.in. 0.00 k 20.11 k NOT REQ'D. NOT REQ'D. 100%DL= O.T.M. RIGHT 1.41 k 0.000 ksf 12.27 ft. 1835 k -ft. 131.14k F.S. must be >=1.0 PER FTG.WIDTH @ d = t-4" @ d = t-4"(w/o ties) @ d = t-4" = d/2 NOTES:- * 1.) Engineer must increase O.T.M. with any increase in footing thickness. ** 2.) For Earthquake, rho & 1 Dead Load was used for calculating the F.S. 4/1/2013 Page 1 Type A ENGINEERS -NORTHWEST INC. P.S. 6869WOODLAWN AVE. N.E. (SUITE 205) SEATTLE, WA. 98115 SHEARWALL FOOTING SHEET 41 1 OF/LJD rev.12/07/05 * * * * * Property of Engineers Northwest, Inc., Seattle - Use by others unlawful * * * * * JOB # 05108005 ( P1 = 10 PROJECT NAME : Se ale 763 / P2=16.8 SHEARWALL MK : Panel type A 4/ .- P3 = 0 Load Comb. W/ 90 % DL WALL HT. (ft.) = 27.5 -\ O.T.M. (k -ft.) = 1298.4 L1 (ft.)= 0 TOP OF SOIL or SLAB T.O.F. BURY (ft.) = 3 FTG. LENGTH (ft.) = 26 INPUT CELLS = Sds = WALL WEIGHT= WALL HEIGHT= WALL THICKNESS= FTG. TOE LEFT L1 = WALL LENGTH L2 = FTG. TOE RT. L3 = FTG. WIDTH B = FTG. THICKNESS t = Fc = Fy = CONCRETE ULTIMATE FACTOR = APPLIED LOADS P1 = P2 = P3 = P4 = DISTANCE X = * O.T.M. (inc.wall lateral) = Is O.T.M. Wind or Eq.? (W or E) = P= DL factor = OUTPUT 0.93 0.091 ksf 27.5 ft. 7.25 in. 0. ft. 26. ft. 0. ft. 3. ft. 10. in. 3000 psi 60000 psi 1.4 ** OVERTURNING F.S. = SOIL BRG. qs1 = SOIL BRG. qs2 = FOOTING CONTACT W/SOIL L4 = MOMENT RESISTING (gross)= FOOTING 10.k 16.8k O.k O.k 2. ft. 1298.4 k -ft. E 1.0 0.90 O.T.M. LEFT 1.09 0.000 sf 2619 1 ksf 02 ft. 417 k -ft. Mu DESIGN = BOT. AsREDD.= VUDESIGN = Vu allowable = Ay REQUIRED. = Maximum tie spacing = DIST. X = 2 P4 = 0 L2 (ft.)= 26 L3 (ft.)= 0 t (in)= 10 (above grade) T.O.F. BURY = SOIL WT.= FTG. CONC.WT.= FTG. LENGTH = FTG. AREA = (conc.) (reinf.) B (ft.)= 3 SOIL BRG.(rt.) L4(OTM rt.) (ft.)= 8.97 3. ft. 0.120 kcf 0.150 kcf 26. ft. 78. sq.ft. Vertical loads @ left end SUM P1 -P4 = 26.8k @ wall ctr. WALL DL = 72.16k (inc.to T.O.F.) @ right end SOIL DL. = 22.43k (above ftg.) @ distance x FTG. DL. = 9.75k (from left E.O.W.) SUM P = 131.14k @ B.O.F. kip -ft.(@ B.O.F. or at S.O.G. if all shear leaves the wall @ S.O.G.) Earthquake controls overturning p only used for earthquake design For this Load Combination, ALL shown loads assumed to be DL 90%DL= 118.02k O.T.M. RIGHT F.S. must be >=1.0 1.27 F.S. must be >=1.0 0 k -ft. 0.00 sq.in. 0.00 k 20.11 k NOT REQ'D. NOT REQ'D. DO`k`sf 8.97 ft. 1651 k -ft. PER FTG.WIDTH @ d = t-4" @ d = t-4"(w/o ties) @d=t-4" = d/2 NOTES:- * 1.) Engineer must increase O.T.M. with any increase in footing thickness. ** 2.) For Earthquake, rho & 0.9 Dead Load was used for calculating the F.S. 4/1/2013 Page 1 Type A • EN W ENGINEERS NORTHWEST, INC., P.S. STRUCTURAL ENGINEERS 9725 THIRD AVE NE, SUITE 207, SEATTLE, WA 98115 (206) 525-7560 FAx (206) 522-6698 PROJECT # PROJECT ��` L E 763 DATE �� l,� SHEETS OF__L CG SUBJECT n�� A BY • Frg I I 17415)7:- 29'$..34.6 j 49.9` -R'! 1 , o Pik1Ni 12_04' fJ L .1-31(i) = &Elst1,:1c jL 1,. e„..3 OL.• o..s01= 0.(,13'. PN • 1 1 o.V 93-h 0.1 +, 1= • : pA �Xl k s -r -e<7: its G It • TYPILAL• PANCL W/oPNI e LIN59•(A-X) • I • • bte Lev IONh NNItZ (cam) 2.44 .4, • •2-p7 liraniELTd tZ+'LL�r PAN4 Prat. Tv" • • %�14+oe9Y4 PANEL w/o 011•1 4..7 UIJE4 Q ® I -T Ha 154.fACE • ��i•4�0 plAr. •• 2�'! • •Tor PEy • • :. 144,4V.14" PANeL TO Prior Tleh. . Aceee•s 19LLEiC PANEL AGGESS�PANEL'c° UNp_ 1J'i"?S[ PROJECT : Segale 763 -Panel Type A PAGE : 62 STRUCTURAL uKn[, ]Gi\cin>Fr tts CLIENT : DESIGN BY : JOB NO.: DATE : REVIEW BY : Shear Wall Design Based on ACI 318-05 / IBC 2006 INPUT DATA DESIGN SUMMARY CONCRETE STRENGTH (ACI 318 5.1.1) fc' = 3 ksi SHEAR WALL LENGTH L = 26.00 ft REBAR YIELD STRESS fy = 60 ksi SHEAR WALL THICKNESS t = 7.25 in FACTORED AXIAL LOAD FACTORED MOMENT LOAD FACTORED SHEAR LOAD LENGTH OF SHEAR WALL THICKNESS OF WALL DEPTH AT FLANGE WIDTH AT FLANGE P„ = 120 k Mu = 2473 ft -k Vu = 72 k L = 26 ft t = 7.25 in D = 14 in B = 7.25 in END REINFORCING WALL HORIZ. REINF WALL VERT. REINF TOTAL WALL HEIGHT TO TOP hw = 27.5 ft REINF. BARS AT BULB 2 # 5 WALL DIST. HORIZ. REINF. 1 # 4 @ 15 in. o.c. WALL DIST. VERT. REINF. 1 # 4 @ 15 in. o.c. HOOP REINF - WIDTH, B, DIR. 0 legs 01 # 3 HOOP REINF - LENGTH DIR. 0 legs of # 3 IB 2 # 5 1 # 4 @ 15 in o.c. 1 # 4 @ 15 in o.c. L D t L__ ANALYSIS 4) Pn (k) 3500 3000 - 2500 - 2000 1500 1000 500 -500 Mn (ft -k) 00 T. Ts, Cs Can i icc a = Ptc 1 L FORCE DIAGRAM fy/Es C STRAIN DIAGRAM CHECK MINIMUM REINFORCEMENT RATIOS AND SPACING (ACI 318-05 21.7.2.1 & 14.3) (Pt )min. = 0.0020 [ for Acv (fc)0.5 = 123.89 kips > Vu , and bar size # 4 horizontal] (Pt )min. = 0.0012 [ for Acv (005 = 123.89 kips > Vu , and bar size # 4 vertical] (Pt )prove. = 0.0018 < (Pt )min. [Unsatisfactory] ole- tA-1/0 --�- / s Oq5'r7n (Pi )provd. = 0.0018 > (Pt )min. [Satisfactory] where Acv = 2262 in2 (gross area of concrete section bounded by web thickness and length in the shear direction) The proposed spacing is less than the maximum permissible value of 18 in and is satisfactory. Since wall Vu < 2 Acv (fo )a5 0 0 0 one curtain reinforcement required. (ACI 318-05 21.7.2.2) CHECK SHEAR CAPACITY (ACI 318-05 21.7.4.1 & 21.7.4.4) taVn =MIN [ (I)Acv (ac(fc)°5+ Ptfy), 418 Acv (fc')°•5] = 372.77 kips > Vu [Satisfactory] where 4) = 0.60 (conservatively, ACI 318-05 9.3.4 a) ac= 3.0 (for by/L = 1.06 <1.5) pt > Pt [Satisfactory] (only for hw / L > 2.0, ACI 318-05 21.7.4.3) CHECK FLEXURAL & AXIAL CAPACITY MAXIMUM DESIGN AXIAL LOAD STRENGTH (ACI 318-05 21.7.5.1 & Eq.10-2) Pmax =0.8 4) [ 0.85 fc' (Ag - Ast) + fy Ast] = 3156 kips. > P„ [Satisfactory] where 4) = 0.65 (ACI 318-05 9.3.2.2) Ag = 2262 in2. Ast = 5.23 in2. DESIGN MOMENT CAPACITY AT MAXIMUM AXIAL LOAD STRENGTH ARE FROM 0 TO 8564 ft -kips. FOR THE BALANCED STRAIN CONDITION UNDER COMBINED FLEXURE AND AXIAL LOAD, THE MAXIMUM STRAIN IN THE CONCRETE AND IN THE TENSION REINFORCEMENT MUST SIMULTANEOUSLY REACH THE VALUES. SPECIFIED IN ACI 318-0510.3.2 AS Sc = 0.003 AND Et = fy / Es = 0.002069. THE DEPTH TO THE NEUTRAL AXIS AND EQUIVALENT RECTANGULAR CONCRETE STRESS BLOCK ARE GIVEN BY Cb = d Ec / (Ec + Es) = 181 in a = Cb (3t = 153 in (3, = 0.85 ( ACI 318-05 10.2.7.3 ) = 0.65 + (Et -0.002)(250/3) = 0.656 (ACI 318-05 Fig. R9.3.2) d = (L - 0.5D ) = 305 in DESIGN AXIAL AND MOMENT CAPACITIES AT THE BALANCED STRAIN CONDITION ARE 1892 kips AND 13797 ft -kips. IN ACCORDANCE WITH ACI 318-05 9.3.2 THE DESIGN MOMENT CAPACITY WITHOUT AXIAL LOAD IS M❑ = 0.9 Mb = 4564 kips. TO KEEP TENSION SECTION WITH SHEAR CAPACITY PER ACI SEC. 11.10.6, THE PURE AXIAL TENSION CAPACITY IS —�Pn=-0.9MIN(AStFy,3.3f,'°'54Lt)= -282 kips. SUMMARY OF LOAD VERSUS MOMENT CAPACITIES ARE SHOWN IN THE TABLE BELOW, AND THEY ARE PLOTTED ON THE INTERACTION DIAGRAM AT FRONT PAGE. 4' Pn (kips) 4) Mn (ft -kips) AT AXIAL LOAD ONLY = 3156 0 AT MAXIMUM LOAD = 3156 8564 AT 0 % TENSION = 3156 7604 AT 25 % TENSION = 2785 11004 AT 50 % TENSION = 2413 12627 AT s t = 0.002 = 1906 13654 AT BALANCED CONDITION = 1892 13797 AT s t = 0.005 = 1521 16717 AT FLEXURE ONLY = 0 4564 AT TENSION ONLY = -282 0 DESIGN FORCES P❑ & Mu ARE ALSO PLOTTED ON THE INTERACTION DIAGRAM. FROM THE INTERACTION DIAGRAM. THE ALLOWABLE MOMENT AT AN AXIAL LOAD P„ IS GIVEN BY Mn = 5908 kips. > M„ [Satisfactory] where 4) = Min{0.9, Max[0.65 + (Et - 0.002)(250/3) , 0.65]} = 0.900 (ACI 318-05 Fig. R9.3.2) CHECK BOUNDARY ZONE REQUIREMENTS AN EXEMPTION FROM THE PROVISION OF BOUNDARY ZONE CONFINEMENT REINFORCEMENT IS GIVEN BY ACI318-05 21.7.6.2, 21.7.6.3, and 21.7.6.5(a) PROVIDED THAT c < (L hW) / (600 S„) and fc < 0.2 fc' [Satisfactory] where c = 28 in. ( distance from the extreme compression fiber to neutral axis at P„ & loads. ) 8„ = 2.3 in. ( design displacement, assume 0.007hw as a conservative short cut, see ACI 318-05 21.7.6.2a. ) fc = (P„ / A) + (Mu )1/ I) = 0.299 ksi. ( the maximum extreme fiber compressive stress at P„ & M„ loads. ) y = 156 in. ( distance from the extreme compression fiber to neutral axis at P„ & M„ loads. ) A = 2311 in2. ( area of transformed section. ) I = 18743180 in4. ( moment of inertia of transformed section. ) And the longitudinal reinforcement ratio at the wall end = 0.006 < 400 / fy [Satisfactory] HENCE BOUNDARY ZONE DETAIL REQUIREMENTS ARE NOT NECESSARY AND OMIT THE CALCULATIONS BELOW. The boundary element length = MAX( c - 0.1L , 0.5 c ) = 14.05 in. ( ACI 318-05 21.7.6.4 ) The maximum hoop spacing = MIN[ B/4 , 6db , 6 , 4+(14-hx)/3 ] = 8 in.o.c. ( ACI 318-05 21.4.4.2 & 21.7.6.5a ) • Exo Ash, B DIR = (0.09 s he fc' ) / fyn = N/A int. z Ash, L DIR = (0.09 s he f� ) / fyn = N/A in. ,ENS ENGINEERS NORTHWEST, INC., P.S. STRUCTURAL ENGINEERS 9725 THIRD AVE NE, SUITE 207, SEATTLE, WA 98115 (206) 5257560 FAx (206) 522-6698 DATE SHEET 1.7)63 )63 OF NO PROJECT # SUBJECT PROJECT dak,re2 -T 1F'E• +5 { 1 1 ! s 1 iyr�C' s 4Po BY gyp, l u Z- .r• 15 • r-- i FL 1 i ; t ' ! : i ! i 1 1 ! 1 f 1 i ! I I 1 ; 1 i ! 1 1 1 { 1 1 I I 1 ! 1 1 1 I i i i 1 i 1 ! ; I ; ' ' ' ' 4__ __I_ i 1 i ! i i 1 i i 1 1 1 { j i 1 1 01f��( X1._0;� 1 �'f .. --N (3'q 1 1 1 i . 1 1 1 i I i ; 1 i I 1 , 1 - -1 ; 1 1 1 { i 1 i 1 ' 1 i 1 i { 1 , j 1 1 i ! 1 1 r711-4-1 1 ' 1 i 1 1 1 I 1 • ! 1 1 I i i I i ; f 1 f j I I i ! �{/, - 132 a }• "�,j2aJ s 1 1 {/ i1:-5 ' (L)1 i'r + i._ c —1 i---- ` --1._—L— i------ i --._S - I 16,1i11 I 1 i 1 ' 1 1 f i i i• : 1 1 ! i ! • ---— 1 • 11 i 1 1 1 1 1 1 1 1 i 1 • ENWENGINEERS NORTHWEST, INC., P.S. - STRUCTURAL ENGINEERS PROJECT # SUBJECT PROJECT 9725 THIRD AVE NE, SUITE 207, SEATTLE, WA 98115 (206) 525-7560 FAX (206) 522-669 St- eA4.2E '763 DATE SHEETa-0Fa2 13040467- 'TYPE IS BY 40'V r -'4I . . . • ; td1)20f5T • . ;- • . . /gi 214. 1711 - o.9 5`1,iget45 It ! . = ;2_57 4-4 plow, < .. : --I 0.3 II -44 (3)...1 ADSL iNT .1......... seis.4 lc- T , • T i ; - -I ; T... 2 1 ...... ....... .-....1 .. I 1 I 1 1 I i I.. ... I ... ... : . . ........ .. . I 1 i ... . 4 . . i 1 i I i I -• 403 -01,4.--C61 I PM- k. 0 jria- I- .. ; ... t•-i-• • - ! ... • T 1 I • ; ,---- i 4.—.--, ?---- , .. ..t... _ I t"-- ! Ad i svpet''(°s,:) t.e7rearxIta Sena ENGINEERS -NORTHWEST INC. P.S. 6869WOODLAWN AVE. N.E. (SUITE 205) SEATTLE, WA. 98115 SHEARWALL FOOTING SHEET OFI lO rev.12/07/05 * * * * * Property of Engineers Northwest, Inc., Seattle - Use by others unlawful * * * * * JOB # PROJECT NAME : SHEARWALL MK : 05108005 Segale 763 Panel type B P1 = 10 P2 = 19.7 P3 = 0 Load Comb. W/ 100 % DL WALL HT. (ft.) = 27.5 O.T.M. (k -ft.) = 1520 L1 (ft.)= 0 TOP OF SOIL or SLAB T.O.F. BURY (ft.) = 3 FTG. LENGTH (ft.) = 36 INPUT CELLS = Sds = WALL WEIGHT= WALL HEIGHT= WALL THICKNESS= FTG. TOE LEFT L1 = WALL LENGTH L2 = FTC. TOE RT. L3 = FTG. WIDTH B = FTG. THICKNESS t = F'c = Fy = CONCRETE ULTIMATE FACTOR = APPLIED LOADS n4/1-- P1 = P2 = P3 = P4 = DISTANCE X = * O.T.M. (inc.wall lateral) = Is O.T.M. Wind or Eq.? (W or E) = p= DL factor = OUTPUT 0.93 0.091 ksf 27.5 ft. 7.25 in. 0. ft. 36. ft. 0. ft. 3. ft. 10. in. 3000 psi 60000 psi 1.4 10.k 19.7k 0.k 0.k 2. ft. 1520. k -ft. E 1.0 1.00 ** OVERTURNING F.S. = SOIL BRG. qsl = SOIL BRG. qs2 = FOOTING CONTACT W/SOIL L4 = MOMENT RESISTING (gross)= FOOTING O.T.M. LEFT 1.94 must be >=1.0 0)sf ksf 4V2 ft. 955 k -ft. (above grade) T.O.F. BURY = SOIL WT.= FTG. CONC.WT.= FTG. LENGTH = FTG. AREA = (conc.) (reinf.) @ left end @ wall ctr. @ right end @ distance x (from left E.O.W.) DIST. X = 2 P4 = 0 L2 (ft.)= 36 L3 (ft.)= 0 t (in)= 10 B (ft.)= 3 SOIL BRG.(rt.) L4(0TM rt.) (ft.)= 30.92 3. ft. 0.120 kcf 0.150 kcf 36. ft. 108. sq.ft. Vertical loads SUM P1 -P4 = 29.7k WALL DL = 99.92k (inc.to T.O.F.) SOIL DL. = 31.05k (above ftg.) FTG. DL. = 13.5k SUM P = 174.17k @ B.O.F. kip -ft.(@ B.O.F. or at S.O.G. if all shear leaves the wall @ S.O.G.) Earthquake controls overturning p only used for earthquake design For this Load Combination, ALL shown loads assumed to be DL 100 % DL = 174.17k O.T.M. RIGHT Mu DESIGN = BOT: ASREQD.= VUDESIGN = Vu allowable = Av REQUIRED. = Maximum tie spacing = 0 k -ft. 0.00 sq.in. 0.00 k 20.11 k NOT REQ'D. NOT REQ'D. 3.75„/..ksf 0.000 ksf 30.92 ft. 3315 k -ft. F.S. must be >=1.0 Ad PER FTG.WIDTH @ d = t-4" @ d = t-4"(w/o ties) @d =t-4" = d/2 NOTES:- * 1.) Engineer must increase O.T.M. with any increase in footing thickness. ** 2.) For Earthquake, rho & 1 Dead Load was used for calculating the F.S. 4/1/2013 Page 1 Type B • ENGINEERS -NORTHWEST INC. P.S. 6869WOODLAWN AVE. N.E. (SUITE 205) SEATTLE, WA. 98115 SHEARWALL FOOTING SHEET ¶,.1 • f& OF rev.12/07105 * * * * * Property of Engineers Northwest, Inc., Seattle - Use by others unlawful * * * * * 05108005 ( P1 = 10 Se ale 763 . P2 = 19.7 JOB # PROJECT NAME : SHEARWALL MK :Panel type B Load Comb. W/ 90 % DL WALL HT. (ft.) = 27.5 -� O.T.M. (k -ft.) = 1520 L1 (ft.)= 0 TOP OF SOIL or SLAB T.O.F. BURY (ft.) = 3 FTG. LENGTH (ft.) = 36 INPUT CELLS = Sds = WALL WEIGHT= WALL HEIGHT= WALL THICKNESS= FTG. TOE LEFT L1 = WALL LENGTH L2 = FTG. TOE RT. L3 = FTG. WIDTH B = FTG. THICKNESS t = F'c = Fy = CONCRETE ULTIMATE FACTOR = APPLIED LOADS P1 = P2 = P3 = P4 = DISTANCE X = * O.T.M. (inc.wall lateral) = Is O.T.M. Wind or Eq.? (W or E) = P= DL factor = OUTPUT ** OVERTURNING F.S. = SOIL BRG. qs1 = SOIL BRG. qs2 = FOOTING CONTACT W/SOIL L4 = MOMENT RESISTING (gross)= FOOTING 0.93 0.091 ksf 27.5 ft. 7.25 in. 0. ft. 36. ft. 0. ft. 3. ft. 10. in. 3000 psi 60000 psi 1.4 10.k 19.7k O.k O.k 2. ft. 1520. k -ft. E 1.0 0.90 O.T.M. LEFT 0 0 s ksf 4. 9 ksf 1 ft. 60 k -ft. Mu DESIGN = BOT. AsREQD.= VUDESIGN = Vu allowable = Av REQUIRED. = Maximum tie spacing = P3 = 0 DIST. X= 2 P4 = 0 (above grade) T.O.F. BURY = SOIL WT.= FTG. CONC.WT.= FTG. LENGTH = FTG. AREA = (conc.) (reinf.) 3. ft. 0.120 kcf 0.150 kcf 36. ft. 108. sq.ft. L2 (ft.)= 36 L3 (ft.)= 0 t (In)= 10 B (ft.)= 3 SOIL BRG.(rt.) Vertical loads @ left end SUM P1 -P4 = 29.7k @ wall ctr. WALL DL = 99.92k (inc.to T.O.F.) @ right end SOIL DL. = 31.05k (above ftg.) @ distance x FTG. DL. = 13.5k (from left E.O.W.) SUM P = 174.17k @ B.O.F. kip -ft.(@ B.O.F. or at S.O.G. if all shear leaves the wall @ S.O.G.) Earthquake controls overturning p only used for earthquake design For this Load Combination, ALL shown loads assumed to be DL F.S. must be >=1.0 0 k -ft. 0.00 sq.in. 0.00 k 20.11 k NOT REQ'D. NOT REQ'D. 90 % DL = O.T.M. RIGHT 1.96 3.731 ksf 0.000 ksf 28.01 ft. 2984 k -ft. 156.75k F.S. must be >=1.0 4op rf PER FTG.WIDTH @ d = t-4" @ d = t-4"(w/o ties) @d=t-4" = d/2 NOTES:- * 1.) Engineer must increase O.T.M. with any increase in footing thickness. ** 2.) For Earthquake, rho & 0.9 Dead Load was used for calculating the F.S. 4/1/2013 Page 1 Type B ENW STRUCTURAL ENGINEERS PROJECT : Segale 763 -Panel Type B CLIENT : JOB NO.: DATE : PAGE : of DESIGN BY : REVIEW BY : Shear Wall Design Based on ACI 318-05 / IBC 2006 INPUT DATA DESIGN SUMMARY CONCRETE STRENGTH (ACI 318 5.1.1) fc = 3 ksi SHEAR WALL LENGTH L = 18.00 ft REBAR YIELD STRESS fy = 60 ksi SHEAR WALL THICKNESS t = 7.25 in FACTORED AXIAL LOAD P = 67 k FACTORED MOMENT LOAD Mu = 1447 ft -k END REINFORCING FACTORED SHEAR LOAD V„ = 46.3 k WALL HORIZ. REINF WALL VERT. REINF LENGTH OF SHEAR WALL THICKNESS OF WALL DEPTH AT FLANGE WIDTH AT FLANGE L = 18 ft t = 7.25 in D = 14 in B = 7.25 in TOTAL WALL HEIGHT TO TOP hw = 27.5 ft REINF. BARS AT BULB 2 # 5 WALL DIST. HORIZ. REINF. 1 # 4 @ 15 in. o.c. WALL DIST. VERT. REINF. 1 # 4 @ 15 in. o.c. HOOP REINF - WIDTH, B, DIR. 0 legs of # 3 HOOP REINF - LENGTH DIR. 0 legs 01 # 3 lB 2 # 5 1 # 4 @ 15 in o.c. 1 # 4 @ 15 in o.c. L D y t ANALYSIS Pn (k) 2500 2000 - 1500 - 1000 - 500 0 -500 2000 4000 6000 8000 10 4> Mn (ft -k) 00 T. T9, Csn C. L +Cc 1 0=PIC FORCE DIAGRAM C r STRAIN DIAGRAM I CHECK MINIMUM REINFORCEMENT RATIOS AND SPACING (ACI 318-05 21.7.2.1 & 14.3) (Pt )min. = 0.0020 [ for Acv (fc)° 5 = 85.77 kips > Vu , and bar size # 4 horizontal] (Pt )min. = 0.0012 [ for Acv (fc)° 5 = 85.77 kips > Vu , and bar size # 4 vertical] (Pt )provd. = (Pt )provd. _ where 0.0018 < (Pt )min. 0.0018 > (pt )min. Acv= [Unsatisfactory] Ok. IS EV -1 ST/0-#1 [Satisfactory] / 1566 int (gross area of concrete section bounded by web thickness and length in the shear direction) The proposed spacing is less than the maximum permissible value of 18 in and is satisfactory. Since wall V„ < 2 Acv (fc)o.5 CHECK SHEAR CAPACITY (ACI 318-05 21.7.4.1 & 21.7.4.4) 4>V„ =MIN [ 4) Acv (ac (f')°•5 + Pt fy), ( 8 Acv (f)°5] = one curtain reinforcement required. (ACI 318-05 21.7.2.2) 255.21 kips > Vu [Satisfactory] Ir✓ where (I) = 0.60 (conservatively, ACI 318-05 9.3.4 a) ac= 2.9 (for hv,IL = 1.53 @[1.5,2]) Pt > Pt [Satisfactory] (only for hw / L > 2.0, ACI 318-05 21.7.4.3) • • CV-) CHECK FLEXURAL & AXIAL CAPACITY MAXIMUM DESIGN AXIAL LOAD STRENGTH (ACI 318-05 21.7.5.1 & Eq.10-2) Pmax =0.8 [ 0.85 fc' (Ag - Ast) + fy Ast] = 2194 kips. > P„ [Satisfactory] where 4) = 0.65 (ACI 318-05 9.3.2.2) Ag = 1566 int. Ast = 3.95 int. DESIGN MOMENT CAPACITY AT MAXIMUM AXIAL LOAD STRENGTH ARE FROM 0 TO 4136 ft -kips. FOR THE BALANCED STRAIN CONDITION UNDER COMBINED FLEXURE AND AXIAL LOAD, THE MAXIMUM STRAIN IN THE CONCRETE AND IN THE TENSION REINFORCEMENT MUST SIMULTANEOUSLY REACH THE VALUES SPECIFIED IN ACI 318-05 10.3.2 AS Ec = 0.003 AND Et = fy / ES = 0.002069 . THE DEPTH TO THE NEUTRAL AXIS AND EQUIVALENT RECTANGULAR CONCRETE STRESS BLOCK ARE GIVEN BY Cb = d Ec / (Ec + ES) = 124 in a = COI = 105 in 131 = 0.85 ( ACI 318-0510.2.7.3 ) = 0.65 + (Et -0.002)(250/3) = 0.656 (ACI 318-05 Fig. R9.3.2) d = (L - 0.5D) = 209 in DESIGN AXIAL AND MOMENT CAPACITIES AT THE BALANCED STRAIN CONDITION ARE 1295 kips AND 6698 ft -kips. IN ACCORDANCE WITH ACI 318-05 9.3.2 THE DESIGN MOMENT CAPACITY WITHOUT AXIAL LOAD IS ¢ Mn = 0.9 Mn = 2351 kips. TO KEEP TENSION SECTION WITH SHEAR CAPACITY PER ACI SEC. 11.10.6, THE PURE AXIAL TENSION CAPACITY IS —4)Pn=-0.9MIN(AStFy,3.3fc054Lt)= -213 kips. SUMMARY OF LOAD VERSUS MOMENT CAPACITIES ARE SHOWN IN THE TABLE BELOW, AND THEY ARE PLOTTED ON THE INTERACTION DIAGRAM AT FRONT PAGE. 4, Pn (kips) 4) Mn (ft -kips) AT AXIAL LOAD ONLY = 2194 0 AT MAXIMUM LOAD = 2194 4136 AT 0 % TENSION = 2194 3818 AT 25 % TENSION = 1914 5399 AT 50 % TENSION. = 1657 6155 AT s t = 0.002 = 1305 6630 AT BALANCED CONDITION = 1295 6698 AT c t = 0.005 = 1038 8093 AT FLEXURE ONLY = 0 2351 AT TENSION ONLY = -213 0 DESIGN FORCES P„ & Mu ARE ALSO PLOTTED ON THE INTERACTION DIAGRAM. FROM THE INTERACTION DIAGRAM. THE ALLOWABLE MOMENT AT AN AXIAL LOAD Pu IS GIVEN BY 4) Mn = 2869 kips. > Mn [Satisfactory] Y where 4) = Min{0.9, Max[0.65 + (Et - 0.002)(250/3) , 0.65]) = 0.900 (ACI 318-05 Fig. R9.3.2) CHECK BOUNDARY ZONE REQUIREMENTS AN EXEMPTION FROM THE PROVISION OF BOUNDARY ZONE CONFINEMENT REINFORCEMENT IS GIVEN BY ACI318-05 21.7.6.2, 21.7.6.3, and 21.7.6.5(a) PROVIDED THAT c < (L hW) / (600 Su) and fc < 0.2 fc' [Satisfactory] y/ where c = 19 in. (-distance from the extreme compression fiber to neutral axis at P„ & M„ loads. ) S„ = 2.3 in. ( design displacement, assume 0.007h, as a conservative short cut, see ACI 318-05 21.7.6.2a. ) fc = (Pu / A) + (Mu 11/1 ) = 0.343 ksi. ( the maximum extreme fiber compressive stress at Pu & M„ loads. ) y = 108 in. ( distance from the extreme compression fiber to neutral axis at Pu & Mu loads. ) A = 1603 in2. ( area of transformed section. ) I = 6231142 in4. ( moment of inertia of transformed section. ) And the longitudinal reinforcement ratio at the wall end = 0.006 < 400 / fy [Satisfactory] HENCE BOUNDARY ZONE DETAIL REQUIREMENTS ARE NOT NECESSARY AND OMIT THE CALCULATIONS BELOW. The boundary element length = MAX( c - 0.1L , 0.5 c ) = 9.52 in. ( ACI 318-05 21.7.6.4 ) The maximum hoop spacing = MIN[ B/4 , 6db , 6 , 4+(14-hx)/3 ] = 8 in.o.c. ( ACI 318-05 21.4.4.2 & 21.7.6.5a ) • • Ash, 8 DIR = (0.09 s he fc' ) / fyh = N/A in2. Ash, L DIR = (0.09 s tic f� ) I fyh = N/A in2. ENW ENGINEERS NORTHWEST, INC., P.S. STRUCTURAL ENGINEERS PROJECT # PROJECT SUBJECT 9725 THIRD AVE NE, SUITE 207, SEATTLE, WA 98115 (206) 525-7560 FAx (206) 522-6698 6E4ALZ 763 pm.. ripe CD ot..4. piem --+••• ' ; DATE SHEET 102- OF_Lqa. BY ; • ; (I. 417' Si sc.511 • ... • ttt • 1 L - b : gq. ire( 0 t . I ' it ....... ; 1 , , •-- • --.- •--; ...... - - --.! •-- - --I • -- . , . ,. _ , ! 1 I • . 1 1 :. 1 , t : . • ; ! ; : • i i i ; I 24 ! 1 144-1-----1.- 3$/o. 4. —211.1q'3,S A 5 6 ! , , .I . , 1 1 , • .. -- . .. - , • , . i I ...... ....,... ...... ... , ...... ... ... ...... ............ ..... .... , .... , -,. - 1 , .... •I • 4 ! ... I.... . ! .. -T..J i — I ! . < .. 0 liv4:7- Lipt)rr 1 1 I • , 1 I 6113c -1 /60 S. 7.7- J1.... ...... 1 ! ! I i .... i • 1. 1 ...... . . 7 . 1 ; . • 1 " I! • I 1 i I • ENWENGINEERS NORTHWEST, INC., P.S. STRUCTURAL ENGINEERS PROJECT # PROJECT SUBJECT 9725 THIRD AVE NE, SUITE 207, SEATTLE, WA 98115 (206) 5257560 FAX (206) 522-66981 Stz/olic V6,3 Ctlar-ot. S/JelarL 544/3: .. • ... ....... DATE SHEETk3-0F.140— BY . • i ! ! 4 )0,1iii • I • 67; g-46HIG4,12 # /27 I 54413 • I • ! ; • • . ... (4-r) (14)6+) = s21 >•35. • I • • • • . • ........ I 1 i T I. • i ! ; • I ! ! I t • i I I I • I 1 • I I : ' : I 1. • ! 1, , . 1 i 1 i i : t • i i .. i • . . ••• . ........ -• • , I I ! ! I ! I .. A I, • .. .. ., ......... .. . . .. ..... . _ I I I I ; I I 1 ! 4. ___ I , , t I i , i ! I I ... 1 ----1- 1- 11 1 I! i • ... -, •-• .. . • -4- I , ,•, I I 1 , 1 .. - • , . .[.........1 ........ I. . ... I I I I I ! I i I 1.. ........ •t .• ... .... ; .. _.._ !. .... _.!. .. I 1 I 1 I I 1 1 I • 11 1 ... .1,. ... ..... ...-- I ....... .I ..... -,...1 ......... 1 -...... A -- I 1 ! ! .........I..........1 I 1 1liI I ! 1 I ..... -1• • • 1 1 ! ! I I ., I ENGINEERS -NORTHWEST INC. P.S. 6869WOODLAWN AVE. N.E. (SUITE 205) SEATTLE, WA. 98115 SHEARWALL FOOTING * * * * * Propert of Engineers Northwest, Inc., Seattle - 0 S JOB # 5108005 PROJECT NAME : egale 763 SHEARWALL MK : Panel Type C SHEET i6(" OF r!'2 t 'rev.12/07/05 Use by others unlawful * * * * * P1=0 P2 = 4.75 P3 = 0 Load Comb. W/ 100 % DL WALL HT. (ft.) = 14.5 O.T.M. (k -ft.) = 356.6 L1 (ft.)= 0 TOP OF SOIL or SLAB T.O.F. BURY (ft.) = 3 FTG. LENGTH (ft.) = 25.5 INPUT CELLS = Sds = WALL WEIGHT= WALL HEIGHT= WALL THICKNESS= FTG. TOE LEFT L1 = WALL LENGTH L2 = FTG. TOE RT. L3 = FTG. WIDTH B = FTG. THICKNESS t = Pc = Fy = CONCRETE ULTIMATE FACTOR = APPLIED LOADS P1 = Cori kgs S1 O/..= I S-.0 P2 = P3 = 62910,1k 1,P3' xZSSI P4 = (Pm.. eta.aw DISTANCE X = °t 0) * O.T.M. (inc.wall lateral) = Is O.T.M. Wind or Eq.? (W or E) = P= DL factor = OUTPUT ** OVERTURNING F.S. = SOIL BRG. qs1 = SOIL BRG. qs2 = FOOTING CONTACT W/SOIL L4 = MOMENT RESISTING (gross)= FOOTING 0.93 0.069 ksf 14.5 ft. 5.5 in. 0. ft. 25.5 ft. O. ft. 2.75 ft. 10. in. 3000 psi 60000 psi 1.4 O.k 4.75k O.k O.k 2. ft. 356.6 k -ft. E 1.0 1.00 O.T.M. LEFT 2.34 0.000 ksf 2.172 ksf 21.88 ft. 833 k -ft. Mu DESIGN = BOT. AsREQD.= VUDESIGN = Vu allowable = Av REQUIRED. = Maximum tie spacing = f z L 4 ► ,0.4,1(i444L (above grade) T.O.F. BURY = SOIL WT.= FTG. CONC.WT: FTG. LENGTH = FTG. AREA = (conc.) (reinf.) 3.ft 0.120 0.150 l DIST. X = 2 P4= 0 L2 (ft.)= 25.5 L3 (ft.)= 0 pt (in)= 10 B (ft.)= 2.75 , \/- SOIL BRG.(rt.) H L4(OTM rt.) ((t.). 21.88 Acrti4L = 1.63/ kcf : ENGINEERS -NORTHWEST INC. P.S. 6869WOODLAWN AVE. N.E. (SUITE 205) SEATTLE, WA. 98115 SHEARWALL FOOTING SHEET (s' OF 1110 rev.12/07/05 * * * * * Property of Engineers Northwest, Inc., Seattle - Use by others unlawful * * * * * JOB # PROJECT NAME : SHEARWALL MK : 05108005 Segale 763 Panel Type C Load Comb. WI 90 % DL WALL HT. (ft.) = 14.5 O.T.M. (k -ft.) = 356.6 L1 (ft.)= 0 TOP OF SOIL or SLAB T.O.F. BURY (ft.) = 3 FTG. LENGTH (ft.) = 25.5 INPUT CELLS = Sds = WALL WEIGHT= WALL HEIGHT= WALL THICKNESS= FTG. TOE LEFT L1 = WALL LENGTH L2 = FTG. TOE RT. L3 = FTG. WIDTH B = FTG. THICKNESS t = Pc = Fy = CONCRETE ULTIMATE FACTOR = APPLIED LOADS P1 = P2 = P3 = P4 = DISTANCE X = * O.T.M. (inc.wall lateral) = Is O.T.M. Wind or Eq.? (W or E) = P= DL factor = OUTPUT ** OVERTURNING F.S. = SOIL BRG. qs1 = SOIL BRG. qs2 = FOOTING CONTACT WISOIL L4 = MOMENT RESISTING (gross)= FOOTING 0.93 0.069 ksf 14.5 ft. 5.5 in. 0. ft. 25.5 ft. 0. ft. 2.75 ft 10. in. 3000 psi 60000 psi 1.4 O.k 4.75k O.k O.k 2. ft. 356.6 k -ft. E 1.0 0.90 O.T.M. LEFT 2.10 0.000 ksf 2.132 ksf 20.06 ft. 750 k -ft. Mu DESIGN= BOT. ASREQD.= vuDESIGN = Vu allowable = Ay REQUIRED. = Maximum tie spacing = P1 = 0 P2 = 4.75 P3 = 0 DIST. X = 2 P4 = 0 (above grade) T.O.F. BURY = SOIL WT.= FTG. CONC.WT.= FTG. LENGTH = FTG. AREA = (conc.) (reinf.) @ left end @ wall ctr. @ right end @ distance x L2 (ft.)= 25.5 L3 (ft.)= 0 B (ft.)= 2.75 SOIL BRG.(rt.) L4(OTM rt.) (ft•)= 20.06 3. ft. 0.120 kcf 0.150 kcf 25.5 ft. 70.1 sq.ft. Vertical loads SUM P1 -P4 = WALL DL = SOIL DL. = FTG. DL. = 4.75k 30.79k 21.04k 8.77k (inc.to T.O.F.) (above ftg.) (from left E.O.W.) SUM P = 65.34k @ B.O.F. kip -ft.(@ B.O.F. or at S.O.G. if all shear leaves the wall @ S.O.G.) Earthquake controls overturning p only used for earthquake design For this Load Combination, ALL shown loads assumed to be DL 90 % DL = 58.81k O.T.M. RIGHT F.S. must be >=1.0 2.10 F.S. must be >=1.0 2.132 ksf 0.000 ksf 20.06 ft. 750 k -ft. 0 k -ft. 0.00 sq.in. 0.00 k 18.44 k NOT REQ'D. NOT REQ'D. PER FTG.WIDTH @ d = t-4" @ d = t-4"(w/o ties) @ d = t-4" = d/2 NOTES:- * 1.) Engineer must increase O.T.M. with any increase in footing thickness. ** 2.) For Earthquake, rho & 0.9 Dead Load was used for calculating the F.S. Paae 1 3/31/2013 WALLOT_xlsx r -..,Vii/....7.1:34.- „ aa. wree, sau (above grade) T.O.F. BURY = SOIL WT.= FTG. CONC.WT.= FTG. LENGTH = FTG. AREA = (conc.) (reinf.) @ left end @ wall ctr. @ right end @ distance x L2 (ft.)= 25.5 L3 (ft.)= 0 B (ft.)= 2.75 SOIL BRG.(rt.) L4(OTM rt.) (ft•)= 20.06 3. ft. 0.120 kcf 0.150 kcf 25.5 ft. 70.1 sq.ft. Vertical loads SUM P1 -P4 = WALL DL = SOIL DL. = FTG. DL. = 4.75k 30.79k 21.04k 8.77k (inc.to T.O.F.) (above ftg.) (from left E.O.W.) SUM P = 65.34k @ B.O.F. kip -ft.(@ B.O.F. or at S.O.G. if all shear leaves the wall @ S.O.G.) Earthquake controls overturning p only used for earthquake design For this Load Combination, ALL shown loads assumed to be DL 90 % DL = 58.81k O.T.M. RIGHT F.S. must be >=1.0 2.10 F.S. must be >=1.0 2.132 ksf 0.000 ksf 20.06 ft. 750 k -ft. 0 k -ft. 0.00 sq.in. 0.00 k 18.44 k NOT REQ'D. NOT REQ'D. PER FTG.WIDTH @ d = t-4" @ d = t-4"(w/o ties) @ d = t-4" = d/2 NOTES:- * 1.) Engineer must increase O.T.M. with any increase in footing thickness. ** 2.) For Earthquake, rho & 0.9 Dead Load was used for calculating the F.S. Paae 1 3/31/2013 WALLOT_xlsx ENWPROJECT : Segale 763 -Panel Type C CLIENT : STRUCTURAL ENGINEERS JOB NO.: DATE : Shear Wall Design Based on ACI 318-05 / IBC 2006 PAGE : (44D DESIGN BY : REVIEW BY : INPUT DATA DESIGN SUMMARY CONCRETE STRENGTH (ACI 318 5.1.1) fc' = 3 ksi SHEAR WALL LENGTH REBAR YIELD STRESS fy = 60 ksi SHEAR WALL THICKNESS FACTORED AXIAL LOAD Pu = 38 k FACTORED MOMENT LOAD Mu = 510 ft -k END REINFORCING FACTORED SHEAR LOAD Vu = 38.8 k WALL HORIZ. REINF WALL VERT. REINF LENGTH OF SHEAR WALL L = 26 ft THICKNESS OF WALL t = 5.5 in DEPTH AT FLANGE D = 9 in WIDTH AT FLANGE B = 5.5 in TOTAL WALL HEIGHT TO TOP hw = 14.5 ft REINF. BARS AT BULB 1 # 5 WALL DIST. HORIZ. REINF. 1 # 4 @ 15 in. o.c. WALL DIST. VERT. REINF. 1 # 4 @ 15 in. o.c. HOOP REINF - WIDTH, B, DIR. 0 legs of # 3 HOOP REINF - LENGTH DIR. 0 legs 01 # 3 I L = 26.00 ft t = 5.50 in 1 # 5 1 # 4 @ 15 in o.c. 1 # 4 @ 15 in o.c. L D t ANALYSIS 3000 2500 - 2000 -4) Pn (k) 1500 1000 500 -500 Mn (ft -k) 00 Ts I Cs Ts, Csn _111 f +cc I °=13,c f L fy/Es FORCE DIAGRAM C 0 STRAIN DIAGRAM � o CHECK MINIMUM REINFORCEMENT RATIOS AND SPACING (ACI 318-05 21.7.2.1 & 14.3) (Pt )min. = 0.0020 [ for Acv (fc' )0'5 = 93.99 kips > Vu , and bar size # 4 horizontal] (Pt )min. = 0.0012 [for Acv (f�)°'s = 93.99 kips > Vu , and bar size # 4 vertical] (Pt )pro d, = 0.0024 > (Pt )min. [Satisfactory] / (Pt )provt. = 0.0024 > (Pt )min. [Satisfactory] where Acv = 1716 int (gross area of concrete section bounded by web thickness and length in the shear direction) The proposed spacing is less than the maximum permissible value of 18 in and is satisfactory. Since wall Vu < 2 Acv (fc)0.5 one curtain reinforcement required. (ACI 318-05 21.7.2.2) CHECK SHEAR CAPACITY (ACI 318-05 21.7.4.1 & 21.7.4.4) 4,Vn =MIN [4,Acv (ac (fc)°.5+ Pty, 4, 8 Acv (fc)°5] = 318.94 kips > Vu [Satisfactory] / where 0 = 0.60 (conservatively, ACI 318-05 9.3.4 a) ac= 3.0 (for hW/L = 0.56 <1.5) pt > Pt [Satisfactory] (only for hw / L > 2.0, ACI 318-05 21.7.4.3) U CHECK FLEXURAL & AXIAL CAPACITY MAXIMUM DESIGN AXIAL LOAD STRENGTH (ACI 318-05 21.7.5.1 & Eq.10-2) Pmax =0.8 4 [ 0.85 fc' (Ag - Ast) + fy Ast] = where 4) = A9 = Ast = 0.65 (ACI 318-05 9.3.2.2) 1716 int. 4.74 in2. 2417 kips. > P„ . [Satisfactory] DESIGN MOMENT CAPACITY AT MAXIMUM AXIAL LOAD STRENGTH ARE FROM 0 TO 6253 ft -kips. FOR THE BALANCED STRAIN CONDITION UNDER COMBINED FLEXURE AND AXIAL LOAD, THE MAXIMUM STRAIN IN THE CONCRETE AND IN THE TENSION REINFORCEMENT MUST SIMULTANEOUSLY REACH THE VALUES SPECIFIED IN ACI 318-05 10.3.2 AS Ec = 0.003 AND Et = fy / Es = 0.002069 . THE DEPTH TO THE NEUTRAL AXIS AND EQUIVALENT RECTANGULAR CONCRETE STRESS BLOCK ARE GIVEN BY Cb = d EC / (Cc + Es) = 182 in a = Cb (3l = 155 in R, = 0.85 ( ACI 318-05 10.2.7.3 ) = 0.65 + (Et -0.002)(250/3) = 0.656 (ACI 318-05 Fig. R9.3.2) d = (L - 0.5D) = 307.5 in DESIGN AXIAL AND MOMENT CAPACITIES AT THE BALANCED STRAIN CONDITION ARE 1449 kips AND 10380 ft -kips. IN ACCORDANCE WITH ACI 318-05 9.3.2 THE DESIGN MOMENT CAPACITY WITHOUT AXIAL LOAD IS M„ = 0.9 Mn = 3351 kips. TO KEEP TENSION SECTION WITH SHEAR CAPACITY PER ACI SEC. 11.10.6, THE PURE AXIAL TENSION CAPACITY IS —(1)Pn=-0.9MIN(AstFy,3.3fc'°'54Lt)= -256 kips. SUMMARY OF LOAD VERSUS MOMENT CAPACITIES ARE SHOWN IN THE TABLE BELOW, AND THEY ARE PLOTTED ON THE INTERACTION DIAGRAM AT FRONT PAGE. 0 Pn (kips) $ Mn (ft -kips) AT AXIAL LOAD ONLY = 2417 0 AT MAXIMUM LOAD = 2417 6253 AT 0 % TENSION = 2417 5558 AT 25 % TENSION = 2128 8205 AT 50 % TENSION = 1845 9469 AT E t = 0.002 = 1459 10272 AT BALANCED CONDITION = 1449 10380 AT E t= 0.005 = 1165 12624 AT FLEXURE ONLY = 0 3351 AT TENSION ONLY = -256 0 DESIGN FORCES P„ & Mu ARE ALSO PLOTTED ON THE INTERACTION DIAGRAM. FROM THE INTERACTION DIAGRAM. THE ALLOWABLE MOMENT AT AN AXIAL LOAD Pu IS GIVEN BY Mn = 3783 kips. > M„ [Satisfactory] where 4) = Min{0.9, Max[0.65 + (Et - 0.002)(250/3) , 0.65]} = 0.900 (ACI 318-05 Fig. R9.3.2) CHECK BOUNDARY ZONE REQUIREMENTS AN EXEMPTION FROM THE PROVISION OF BOUNDARY ZONE CONFINEMENT REINFORCEMENT IS GIVEN BY ACI318-05 21.7.6.2, 21.7.6.3, and 21.7.6.5(a) PROVIDED THAT c < (L hW) / (600 S„) and fc < 0.2 fc' [Satisfactory] where •c = 24 in. ( distance from the extreme compression fiber to neutral axis at Pu & Mn loads. ) S„ = 1.2 in. ( design displacement, assume 0.007hw as a conservative short cut, see ACI 318-05 21.7.6.2a. ) fc = (Pu / A) + (Mu y/1) = 0.088 ksi. ( the maximum extreme fiber compressive stress at Pu & M„ loads. ) Y= A = I= 156 in. ( distance from the extreme compression fiber to neutral axis at P„ & Mu loads. ) 1760 in2. ( area of transformed section. ) 14277357 in4. ( moment of inertia of transformed section. ) And the longitudinal reinforcement ratio at the wall end = 0.006 < 400 / fy [Satisfactory] HENCE BOUNDARY ZONE DETAIL REQUIREMENTS ARE NOT NECESSARY AND OMIT THE CALCULATIONS BELOW. The boundary element length = MAX( c - 0.1L , 0.5 c ) = 11.93 in. ( ACI 318-05 21.7.6.4 ) The maximum hoop spacing = MIN[ B/4 , 6db , 6 , 4+(14-hx)/3 ] = 8 in.o.c. ( ACI 318-05 21.4.4.2 & 21.7.6.5a ) Ash, B DIR = (0.09 s he fc' ) /fyh = N/A int. Ash, L DIR = (0.09 s h� f�) /fyh = N/A in2 . • • • ENWENGINEERS NORTHWEST, INC., P.S. STRUCTURAL ENGINEERS PROJECT # PROJECT SUBJECT 9725 THIRD AVE NE, SUITE 207, SEATTLE, WA 98115 (206) 5257560 FAX (206) 522-6698j e --642„,e 76,3 P4?-f67Z-. TYPE Co DATE SHEETOFOF /2/0 BY .... ... ... 4IkI4 91J ,8ova- o' 43k - t ! • , ei 3 251)oo\e- '1 -ar.4-k-- ft' f { ! r I -1 • eo 1P"i‘rr . • • •-24,t ' , i I 1 1 , 1.• . ,. • . / iiLYS 0,.13z.....< pt. -7E7 3et76.4 • •• l• • • I. • -t- I LI 2.:7151 irile31614r 3 QZ7SX),c (ojsA-Ar3 I sc.4e, 7)01z -s: , 0 L.2* 1-5/430 I ! Or I 10-1 r-- AlaT f.'41 . ! I/ t= 0;11 I 1,3 'pouf EZZ t OV .r2; II /Ft r (1'3x rm,i) • I (4121) o. ! • , oki •••••••••••• 1 i ... 1- .. t.. I i i I I I, . t , I , -.I. , I . - I 69 fse Il 53' (tR.s'. • ENGINEERS -NORTHWEST INC. P.S. 6869WOODLAWN AVE. N.E. (SUITE 205) SEATTLE, WA. 98115 SHEARWALL FOOTING SHEET ql) OF /140 rev.12/07/05 Property of Engineers Northwest, Inc., Seattle - Use by others unlawful ** * * * JOB # 05108005 P1 = 0 PROJECT NAME : Se ale 763 / P2 = 4.3 SHEARWALL MK : Panel Type D f 1 �- P3 = 0 DIST. X = 2 P4 = 0 Load Comb. W/ 100 % DL WALL HT. (ft.) = 14.5 O.T.M. (k -ft.) = 522.22 L1 (ft.)= 0 TOP OF SOIL or SLAB T.O.F. BURY (ft.) = 3 FTG. LENGTH (ft.) = 27.5 INPUT CELLS = Sds = WALL WEIGHT= WALL HEIGHT= WALL THICKNESS= FTG. TOE LEFT L1 = WALL LENGTH L2 = FTG. TOE RT. L3 = FTG. WIDTH B = FTG. THICKNESS t = Pc = Fy = CONCRETE ULTIMATE FACTOR = APPLIED LOADS P1 = P2 = 347z4/ P3 = P4 = DISTANCE X = *O.T.M. (inc.wail lateral) = Is O.T.M. Wind or Eq.? (W or E) = P= DL factor = OUTPUT ** OVERTURNING F.S. = SOIL BRG. qs1 = SOIL BRG. qs2 = FOOTING CONTACT W/SOIL L4 = MOMENT RESISTING (gross)= FOOTING .33") Cl./)� p 0.93 0.069 ksf 14.5 ft. 5.5 in. 0. ft. 27.5 ft. 0. ft. 2.75 ft. 10. in. 3000 psi 60000 psi 1.4 O.k 4.3k O.k O.k 2. ft. 522.2 k -ft. E 1.0 1.00 O.T.M. LEFT 1.83 0.000 ksf 2.701 ksf 18.76 ft. 958 k -ft. Mu DESIGN = BOT. AsDEQD.= VUDESIGN = Vu allowable = Ay REQUIRED. Maximum tie spacing = • (above grade) T.O.F. BURY = SOIL WT.= FTG. CONC.WT: FTG. LENGTH = FTG. AREA = (conc.) (reinf.) @ left end @ wall ctr. @ right end @ distance x (from left E.O.W.) r , ,1• B (ft.)= 2.75 � SOIL BRG (rt ) L2 (ft.)= 27.5 L3 (ft.)= 0 t (in)= 10 L4(OTM rt.) (ft•)= 18.76 3. ft. q- 0.120 kcf 0.150 kcf 27.5 ft. 75.6 sq.ft. Ave. ACTuilL. 4.53/ AL PAL rnwr Vertical loads SUM P1 -P4 = 4.3k WALL DL = 33.21k (inc.to T.O.F.) SOIL DL. = 22.69k (above ftg.) FTG. DL. = 9.45k SUM P = 69.65k @ B.O.F. kip -ft.(@ B.O.F. or at S.O.G. if all shear leaves the wall @ S.O.G.) Earthquake controls overturning p only used for earthquake design For this Load Combination, ALL shown loads assumed to be DL 69.65k F.S. must be >=1.0 0 k -ft. 0.00 sq.in. 0.00 k 18.44 k NOT REQ'D. NOT REQ'D. 100% DL = O.T.M. RIGHT 1.83 2.701 ksf 0.000 ksf 18.76 ft. 958 k -ft. F.S. must be >=1.0 PER FTG.WIDTH @ d = t-4" @ d = t-4"(w/o ties) @ d = t-4" = d/2 NOTES:- * 1.) Engineer must increase O.T.M. with any increase in footing thickness. ** 2.) For Earthquake, rho & 1 Dead Load was used for calculating the F.S. Page 1 3/27/2013 1A/A1 I !lT VI C' ENGINEERS -NORTHWEST INC. P.S. 6869WOODLAWN AVE. N.E. (SUITE 205) SEATTLE, WA. 98115 SHEARWALL FOOTING SHEET I OF/LiD rev.12/07/05 * * * * * Property of Engineers Northwest, Inc., Seattle - Use by others unlawful * * * * * JOB # 05108005 PROJECT NAME : Se ale 763 SHEARWALL MK : Panel Type D Load Comb. W/ 90 % DL WALL HT. (ft.) = 14.5 O.T.M. (k -ft.) = 522.2 L1 (ft.)= 0 TOP OF SOIL or SLAB T.O.F. BURY (ft.) = 3 FTG. LENGTH (ft.) = 27.5 - INPUT CELLS = Sds = WALL WEIGHT= WALL HEIGHT= WALL THICKNESS= FTG. TOE LEFT L1 = WALL LENGTH L2 = FTG. TOE RT. L3 = FTG. WIDTH B = FTG. THICKNESS t = Pc = Fy = CONCRETE ULTIMATE FACTOR = APPLIED LOADS P1 = P2 = P3 = P4 = DISTANCE X = * O.T.M. (inc.wall lateral) = Is O.T.M. Wind or Eq.? (W or E) = P= DL factor = OUTPUT ** OVERTURNING F.S. = SOIL BRG. qs1 = SOIL BRG. qs2 = FOOTING CONTACT W/SOIL L4 = MOMENT RESISTING (gross)= FOOTING 0.93 0.069 ksf 14.5 ft. 5.5 in. 0. ft. 27.5 ft. 0. ft. 2.75 ft. 10. in. 3000 psi 60000 psi 1.4 O.k 4.3k O.k O.k 2. ft. 522.2 k -ft. E 1.0 0.90 O.T.M. LEFT 1.65 0.000 ksf 2.804 ksf s 16.26 ft. 862 k -ft. Mu DESIGN = BOT. ASREQD.= vuDESIGN = Vu allowable = Av REQUIRED. = Maximum tie spacing = • (above grade) T.O.F. BURY = SOIL WT.= FTG. CONC.WT: FTG. LENGTH = FTG. AREA = (conc.) (reinf.) @ left end @ wall ctr. @ right end @ distance x (from left E.O.W.) P1 = 0 P2 = 4.3 P3 = 0 DIST. X = 2 P4= 0 L2 (ft.)= 27.5 L3 (ft.)= 0 t (in)= 10 ►X `- [SOlLBRG.(rB 2.75 t.) L4(OTM rt.) (ft.)= 16.26 3. ft. 0.120 kcf 0.150 kcf 27.5 ft. 75.6 sq.ft. Vertical loads SUM P1 -P4 = 4.3k 33.21k 22.69k 9.45k WALL DL = SOIL DL. = FTG. DL. = (inc.to T.O.F.) (above ftg.) SUM P = 69.65k @ B.O.F. kip -ft.(@ B.O.F. or at S.O.G. if all shear leaves the wall @ S.O.G.) Earthquake controls overturning p only used for earthquake design For this Load Combination, ALL shown loads assumed to be DL 90 % DL = 62.68k O.T.M. RIGHT F.S. must be >=1.0 1.65 / F.S. must be >=1.0 2.804 ksf 0.000 ksf 16.26 ft. 862 k -ft. i 0 k -ft. 0.00 sq.in. 0.00 k 18.44 k NOT REQ'D. NOT REQ'D. PER FTG.WIDTH @ d = t-4" @ d = t-4"(w/o ties) @d=t-4" = d/2 NOTES:- * 1.) Engineer must increase O.T.M. with any increase in footing thickness. ** 2.) For Earthquake, rho & 0.9 Dead Load was used for calculating the F.S. Pana 1 3/31/2013 IA/AI 1 /1T ..1.... (above grade) T.O.F. BURY = SOIL WT.= FTG. CONC.WT: FTG. LENGTH = FTG. AREA = (conc.) (reinf.) @ left end @ wall ctr. @ right end @ distance x (from left E.O.W.) P1 = 0 P2 = 4.3 P3 = 0 DIST. X = 2 P4= 0 L2 (ft.)= 27.5 L3 (ft.)= 0 t (in)= 10 ►X `- [SOlLBRG.(rB 2.75 t.) L4(OTM rt.) (ft.)= 16.26 3. ft. 0.120 kcf 0.150 kcf 27.5 ft. 75.6 sq.ft. Vertical loads SUM P1 -P4 = 4.3k 33.21k 22.69k 9.45k WALL DL = SOIL DL. = FTG. DL. = (inc.to T.O.F.) (above ftg.) SUM P = 69.65k @ B.O.F. kip -ft.(@ B.O.F. or at S.O.G. if all shear leaves the wall @ S.O.G.) Earthquake controls overturning p only used for earthquake design For this Load Combination, ALL shown loads assumed to be DL 90 % DL = 62.68k O.T.M. RIGHT F.S. must be >=1.0 1.65 / F.S. must be >=1.0 2.804 ksf 0.000 ksf 16.26 ft. 862 k -ft. i 0 k -ft. 0.00 sq.in. 0.00 k 18.44 k NOT REQ'D. NOT REQ'D. PER FTG.WIDTH @ d = t-4" @ d = t-4"(w/o ties) @d=t-4" = d/2 NOTES:- * 1.) Engineer must increase O.T.M. with any increase in footing thickness. ** 2.) For Earthquake, rho & 0.9 Dead Load was used for calculating the F.S. Pana 1 3/31/2013 IA/AI 1 /1T ..1.... t • • ]tt4'I,\T PROJECT : Segale 763 -Panel Type D PAGE : 1- STRUCTURAL ENGINEERS CLIENT : DESIGN BY JOB NO.: DATE : REVIEW BY : Shear Wall Design Based on ACI 318-05 / IBC 2006 INPUT DATA DESIGN SUMMARY CONCRETE STRENGTH (ACI 318 5.1.1) fc' = 3 ksi SHEAR WALL LENGTH L = 27.50 ft REBAR YIELD STRESS fy = 60 ksi SHEAR WALL THICKNESS — t — 5.50 in FACTORED AXIAL LOAD P„ = 40 k FACTORED MOMENT LOAD MU = 746 ft -k END REINFORCING 1 # 5 FACTORED SHEAR LOAD V, = 54 k WALL HORIZ. REINF 1 # 4 @ 15 in o.c. LENGTH OF SHEAR WALL WALL VERT. REINF 1 # 4 @ 15 in o.c. L = 27.5 ft THICKNESS OF WALL t = 5.5 in DEPTH AT FLANGE D = 9 in WIDTH AT FLANGE B = 5.5 in TOTAL WALL HEIGHT TO TOP II, = 14.5 ft REINF. BARS AT BULB 1 # 5 WALL DIST. HORIZ. REINF. 1 # 4 @ 15 in. o.c. WALL DIST. VERT. REINF. 1 # 4 @ 15 in. o.c. HOOP REINF - WIDTH, B, DIR. 0 legs of # 3 HOOP REINF - LENGTH DIR. 0 legs o1 # 3 L D y ANALYSIS 3000 2500 - 2000 - Pn (k) 1500 1000 500 -500 Mn (ft -k) 00 t T9 Cs T91 C9� L FORCE DIAGRAM fy/E9 +Cc I ° = Pic f C ] CHECK MINIMUM REINFORCEMENT RATIOS AND SPACING (ACI 318-05 21.7.2.1 & 14.3) (Pt )min. = 0.0020 [ for A" (')°5 = 99.41 kips > Vu , and bar size # 4 horizontal] (Pt )min. = 0.0012 [ for Acv (fo )05 = 99.41 kips > Vu , and bar size # 4 vertical] [Satisfactory] V [Satisfactory] / STRAIN DIAGRAM ,''' (Pt )provd. = 0.0024 > (t )min. (Pt )prove. = 0.0024 > (Pc )min. 2 where Acv = 1815 in (gross area of concrete section bounded by web thickness and length in the shear direction) The proposed spacing is less than the maximum permissible value of 18 in and is satisfactory. Since wall V„ < 2 Acv (fo)0.5 one curtain reinforcement required. (ACI 318-05 21.7.2.2) CHECK SHEAR CAPACITY (ACI 318-05 21.7.4.1 & 21.7.4.4) 4Vn =MIN [4 Acv (Cc°(fo)°5+ ptfy), 4) 8 Acv (fo)°5] = 337.34 kips > V„ [Satisfactory] V where = 0.60 (conservatively, ACI 318-05 9.3.4 a) Clo= 3.0 (for hv,/L = 0.53 <1.5) Pc > Pi [Satisfactory] (only for hw / L > 2.0, ACI 318-05 21.7.4.3) 0 0 (4-4 CHECK FLEXURAL & AXIAL CAPACITY MAXIMUM DESIGN AXIAL LOAD STRENGTH (ACI 318-05 21.7.5.1 & Eq.10-2) Pmax =0.8 4 [ 0.85 fb' (Ag - Asti + fy Asti = 2555 kips. > P where 4) = 0.65 (ACI 318-05 9.3.2.2) u Ag = 1815 in2. Ast = 4.98 in2. DESIGN MOMENT CAPACITY AT MAXIMUM AXIAL LOAD STRENGTH ARE FROM 0 TO 6991 ft -kips. FOR THE BALANCED STRAIN CONDITION UNDER COMBINED FLEXURE AND AXIAL LOAD, THE MAXIMUM STRAIN IN THE CONCRETE AND IN THE TENSION REINFORCEMENT MUST SIMULTANEOUSLY REACH THE VALUES SPECIFIED IN ACI 318-05 10.3.2 AS £c = 0.003 AND £t = fy / Es = 0.002069 . THE DEPTH TO THE NEUTRAL AXIS AND EQUIVALENT RECTANGULAR CONCRETE STRESS BLOCK ARE GIVEN BY Cb=dCc/ (£c+Es) = 193 in a=Cb(3t = 164 in 131 = 0.85 ( ACI 318-05 10.2.7.3 ) = 0.65 + (Et -0.002)(250/3) = 0.656 (ACI 318-05 Fig. R9.3.2) d = (L - 0.5D) = 325.5 in DESIGN AXIAL AND MOMENT CAPACITIES AT THE BALANCED STRAIN CONDITION ARE 1534 kips AND 11599 ft -kips. IN ACCORDANCE WITH ACI 318-05 9.3.2 THE DESIGN MOMENT CAPACITY WITHOUT AXIAL LOAD IS 4) Mn = 0.9 Mn = 3724 kips. TO KEEP TENSION SECTION WITH SHEAR CAPACITY PER ACI SEC. 11.10.6, THE PURE AXIAL TENSION CAPACITY IS —4)Pn=-0.9MIN(AstFy, [Satisfactory] Y 3.3 fc' 054 L t) = -269 kips. SUMMARY OF LOAD VERSUS MOMENT CAPACITIES ARE SHOWN IN THE TABLE BELOW, AND THEY ARE PLOTTED ON THE INTERACTION DIAGRAM AT FRONT PAGE. 4) P, (kips) 4) Mn (ft -kips) AT AXIAL LOAD ONLY = 2555 0 AT MAXIMUM LOAD = 2555 6991 AT 0 % TENSION = 2555 6193 AT 25 % TENSION = 2252 9160 AT 50 % TENSION = 1953 10578 AT E t = 0.002 = 1544 11478 AT BALANCED CONDITION = 1534 11599 AT E t = 0.005 = 1234 14110 AT FLEXURE ONLY = 0 3724 AT TENSION ONLY = -269 0 DESIGN FORCES Pu & Mu ARE ALSO PLOTTED ON THE INTERACTION DIAGRAM. FROM THE INTERACTION DIAGRAM. THE ALLOWABLE MOMENT AT AN AXIAL LOAD Pu IS GIVEN BY (6 Mn = 4206 kips. > Mu [Satisfactory] / where 4) = Min{0.9, Max[0.65 + (Et - 0.002)(250/3) , 0.65]} = 0.900 (ACI 318-05 Fig. R9.3.2) CHECK BOUNDARY ZONE REQUIREMENTS AN EXEMPTION FROM THE PROVISION OF BOUNDARY ZONE CONFINEMENT REINFORCEMENT IS GIVEN BY ACI318-05 21.7.6.2, 21.7.6.3, and 21.7.6.5(a) PROVIDED THAT c < (L hW) / (600 Su) and fc < 0.2 fc [Satisfactory] where c = 25 in. ( distance from the extreme compression fiber to neutral axis at Pu & Mn loads. ) Su = 1.2 in. ( design displacement, assume 0.007hw as a conservative short cut, see ACI 318-05 21.7.6.2a. ) fc = (Pu / A) + (Mu y / I) = 0.109 ksi. ( the maximum extreme fiber compressive stress at Pu & Mu loads. ) y = 165 in. ( distance from the extreme compression fiber to neutral axis at Pu & Mu loads. ) A = 1861 int. ( area of transformed section. ) I = 16890921 in4. ( moment of inertia of transformed section. ) And the longitudinal reinforcement ratio at the wall end = 0.006 < 400 / fy [Satisfactory] HENCE BOUNDARY ZONE DETAIL REQUIREMENTS ARE NOT NECESSARY AND OMIT THE CALCULATIONS BELOW. The boundary element length = MAX( c - 0.1L , 0.5 c ) = 12.59 in. ( ACI 318-05 21.7.6.4 ) The maximum hoop spacing = MIN[ B/4 , 6db , 6 , 4+(14-h,)/3 ] = 8 in.o.c. ( ACI 318-05 21.4.4.2 & 21.7.6.5a ) Ash, B DIR = (0.09 s he fc) / fyh = N/A in2. Ash, L DIR = (0.09 s he fc ) /fyh = N/A in2. CA) • ENSENGINEERS NORTHWEST, INC., P.S. N STRUCTURAL ENGINEERS PROJECT # SUBJECT 9725 THIRD AVE NE, SUITE 207, SEATTLE, WA 98115 (206) 5257560 FAx (206) 522669! PROJECT /4/." 74'5 PANE.. TYPG DATE �j SHEET 1!) Op. l/ • BY I r I I J i i I I I 1 } I I r 1 ; . ! l,J 2a�s-1 L3%) 60 1•- f 1. I...._...n . . S.43 I i ENGINEERS -NORTHWEST INC. P.S. 6869WOODLAWN AVE. N.E. (SUITE 205) SEATTLE, WA. 98115 SHEARWALL FOOTING SHEET -11v OF 1 140 rev.12/07/05 * * * * * Property of Engineers Northwest, Inc., Seattle - Use by others unlawful * * * * * JOB # 05108005 P1= 0 PROJECT NAME : • • P2 = 4.75 SHEARWALL MK : ' • • P3 = 0 Load Comb. W/ 100 % DL WALL HT. (ft.) = 14.5 O.T.M. (k -ft.) = 98.9 L1 (ft.)= 0 TOP OF SOIL or SLAB T.O.F. BURY (ft.) = 3 FTG. LENGTH (ft.) = 25.5 INPUT CELLS = Sds = WALL WEIGHT= WALL HEIGHT= WALL THICKNESS= FTG. TOE LEFT L1 = WALL LENGTH L2 = FTG. TOE RT. L3 = FTG. WIDTH B = FTG. THICKNESS t = Pc= Fy = CONCRETE ULTIMATE FACTOR = APPLIED LOADS P1 = ✓P2= P3 = P4 = DISTANCE X = * O.T.M. (inc.wall lateral) _ Is O.T.M. Wind or Eq.? (W or E) = P= DL factor = OUTPUT ** OVERTURNING F.S. = SOIL BRG. qsl = SOIL BRG. qs2 = FOOTING CONTACT W/SOIL L4 = MOMENT RESISTING (gross)= FOOTING too refx 2S . S Cot.) s i S.3 L M.. 32,d 0.93 0.069 ksf 14.5 ft. 5.5 in. 0. ft. 25.5 ft. 0. ft. 2.75 ft. 10. in. 3000 psi 60000 psi 1.4 O.k 4.75k O.k O.k 2. ft. 98.9 k -ft. E 1.0 1.00 O.T.M. LEFT 8.42 0.600 ksf 1.264 ksf 25.5 ft. 833 k -ft. Mu DESIGN = BOT. ASREQD.= VUDESIGN = Vu allowable = Av REQUIRED. _ Maximum tie spacing = (above grade) T.O.F. BURY = SOIL WT.= FTG. CONC.WT = FTG. LENGTH = FTG. AREA = (conc.) (reinf.) L2 (ft.)= 25.5 L3 (ft.)= 0 B (ft.)= 2.75 SOIL BRG.(rt.) L4(OTM rt.) (ft•)= 25.50 3. ft. 0.120 kcf 0.150 kcf 25.5 ft. 70.1 sq.ft. 4.'2;31 /1cp)iv - A 1/�4 1. S31 w -f` -co FL - Vertical loads @ left end SUM P1 -P4 = 4.75k @ wall ctr. WALL DL = 30.79k (inc.to T.O.F.) @ right end SOIL DL. = 21.04k (above ftg.) @ distance x FTG. DL. = 8.77k (from left E.O.W.) SUM P = 65.34k @ B.O.F. kip -ft.(@ B.O.F. or at S.O.G. if all shear leaves the wall @ S.O.G.) Earthquake controls overturning p only used for earthquake design For this Load Combination, ALL shown loads assumed to be DL 100%DL= 65.34k O.T.M. RIGHT F.S. must be >=1.0 8.42 F.S. must be >=1.0 1.264 ksf 0.600 ksf 25.5 ft. 833 k -ft. 0 k -ft. 0.00 sq.in. 0.00 k 18.44 k NOT REQ'D. NOT REQ'D. PER FTG.WIDTH @ d = t-4" @ d = t-4"(w/o ties) @ d = t-4" = d/2 NOTES:- * 1.) Engineer must increase O.T.M. with any increase in footing thickness. ** 2.) For Earthquake, rho & 1 Dead Load was used for calculating the F.S. 3/27/2013 PIE 1M (above grade) T.O.F. BURY = SOIL WT.= FTG. CONC.WT = FTG. LENGTH = FTG. AREA = (conc.) (reinf.) L2 (ft.)= 25.5 L3 (ft.)= 0 B (ft.)= 2.75 SOIL BRG.(rt.) L4(OTM rt.) (ft•)= 25.50 3. ft. 0.120 kcf 0.150 kcf 25.5 ft. 70.1 sq.ft. 4.'2;31 /1cp)iv - A 1/�4 1. S31 w -f` -co FL - Vertical loads @ left end SUM P1 -P4 = 4.75k @ wall ctr. WALL DL = 30.79k (inc.to T.O.F.) @ right end SOIL DL. = 21.04k (above ftg.) @ distance x FTG. DL. = 8.77k (from left E.O.W.) SUM P = 65.34k @ B.O.F. kip -ft.(@ B.O.F. or at S.O.G. if all shear leaves the wall @ S.O.G.) Earthquake controls overturning p only used for earthquake design For this Load Combination, ALL shown loads assumed to be DL 100%DL= 65.34k O.T.M. RIGHT F.S. must be >=1.0 8.42 F.S. must be >=1.0 1.264 ksf 0.600 ksf 25.5 ft. 833 k -ft. 0 k -ft. 0.00 sq.in. 0.00 k 18.44 k NOT REQ'D. NOT REQ'D. PER FTG.WIDTH @ d = t-4" @ d = t-4"(w/o ties) @ d = t-4" = d/2 NOTES:- * 1.) Engineer must increase O.T.M. with any increase in footing thickness. ** 2.) For Earthquake, rho & 1 Dead Load was used for calculating the F.S. 3/27/2013 ENGINEERS -NORTHWEST INC. P.S. 6869WOODLAWN AVE. N.E. (SUITE 205) SEATTLE, WA. 98115 SHEARWALL FOOTING SHEET_ I OF��I ( J rev.12 07/05 Property of Engineers Northwest, Inc., Seattle - Use by others unlawful * * * * * JOB # 05108005 I P1 = 0 PROJECT NAME : Se ale 763 P2= 4.75 SHEARWALL MK : Panel Type E f }- P3 = 0 Load Comb. W/ 90 % DL WALL HT. (ft.) = 14.5 O.T.M. (k -ft.) = 98.9 L1 (ft.). 0 TOP OF SOIL or SLAB T.O.F. BURY (ft.) = 3 FTG. LENGTH (ft.) = 25.5 INPUT CELLS = Sds = WALL WEIGHT= WALL HEIGHT= WALL THICKNESS= FTG. TOE LEFT L1 = WALL LENGTH L2 = FTG. TOE RT. L3 = FTG. WIDTH B = FTG. THICKNESS t = F'c = Fy = CONCRETE ULTIMATE FACTOR = APPLIED LOADS P1 = P2 = P3 = P4 = DISTANCE X = * O.T.M. (inc.wali lateral) = Is O.T.M. Wind or Eq.? (W or E) = P= DL factor = OUTPUT ** OVERTURNING F.S. = SOIL BRG. qsl = SOIL BRG. qs2 = FOOTING CONTACT W/SOIL L4 = MOMENT RESISTING (gross)= FOOTING 0.93 0.069 ksf 14.5 ft. 5.5 in. 0. ft. 25.5 ft. 0. ft. 2.75 ft. 10. in. 3000 psi 60000 psi 1.4 O.k 4.75k O.k O.k 2. ft. 98.9 k -ft. E 1.0 0.90 O.T.M. LEFT 7.58 0.507 ksf 1.170 ksf 25.5 ft. 750 k -ft. MU DESIGN = BOT. ASREQ0.= VuDESIGN = Vu allowable = Ay REQUIRED. = Maximum tie spacing = (above grade) T.O.F. BURY = SOIL WT.= FTG. CONC.WT= FTG. LENGTH = FTG. AREA = (conc.) (reinf.) DIST. X = 2 P4 = 0 L2 (ft.). 25.5 L3 (ft.)= 0 t (in)= 10 - SOIL BRG.(rt.) L4(OTM rt.) (ft•)= 25.50 3. ft. 0.120 kcf 0.150 kcf 25.5 ft. 70.1 sq.ft. Vertical loads @ left end SUM P1 -P4 = 4.75k @ wall ctr. WALL DL = 30.79k (inc.to T.O.F.) @ right end SOIL DL. = 21.04k (above ftg.) @ distance x FTG. DL. = 8.77k (from left E.O.W.) SUM P = 65.34k @ B.O.F. kip -ft.(@ B.O.F. or at S.O.G. if all shear leaves the wall @ S.O.G.) Earthquake controls overturning p only used for earthquake design For this Load Combination, ALL shown loads assumed to be DL 90%DL= 58.81k O.T.M. RIGHT F.S. must be >=1.0 7.58 F.S. must be >=1.0 1.170 ksf 0.507 ksf 25.5 ft. 750 k -ft. 0 k -ft. 0.00 sq.in. 0.00 k 18.44 k NOT REQ'D. NOT REQ'D. PER FTG.WIDTH @ d = t-4" @ d = t-4"(w/o ties) @d=t-4" = d/2 NOTES:- * 1.) Engineer must increase O.T.M. with any increase in footing thickness. ** 2.) For Earthquake, rho & 0.9 Dead Load was used for calculating the F.S. o..,.,, a 3/31/2013 ,AIAI I evr ..�..., Ei1N'\V ENGINEERS NORTHWEST, INC., P.S. — STRUCTURAL ENGINEERS 9725 Tmiw AVE NE, SUITE 207, SEATTLE, WA 98115 (206) 525-•7560 FAX (206) 522.669 PROJECT # PROJECT 5E-6Ah.€ 7.43 DATE � SUBJECT SHEET 13 %1i OF / "1 0 BY i ------------------------------- ; i i ! c I • i ! ; E • i �i i 1 E i �'`�D(_� 67grr ! i j f • '• —r -i---it I Ilt —I '' i E ! 3��la. ' a ! E 1 I I i s —E. I / ...' i i • E { I�, •t __ II i i • i i ; i ! t i 1 f I 1 I ; I i 1 i 1 t ; it I I O;• —111-1-1----4----1---- I ; ,,� E ; 2t 1 i""' `•'- t --r------- I 1 ; _i..—.-{--"�- i'?. o 2 ' -t- --'-� i (t 8 , 351 St= ----E ---; —... 1 j�. C ; ! ' 3. k.8 j I I I ! ' E E E t• S633) .4P. !' iii'; °.-.. 8. 2 . I Ag CJ o' i f , { t ! -1-,-4i'`— ----t--r11-14.--4--------- ^�� -�- - ,----7.. _! { i'1^...,•,....2•81 I E i ! ! ! i 1 I •` i , , ; i i , , :� a :I 111 11 I i E ! I Ii , % ii E ! j i 1. i E { ! E j E J. 1111 1 I I 1+1 I I ! i i I E I i i 2:61-1' 3i. moi• �_ I =.- I: ! i 1 1 j ! E i I i i ! r . __ I E V i _! - :� b• E II r— i E _... -!- - —i - — i - —� E ; !—.,-_i Li •I.I . ' i E { E f ! i . I � i •6. i E rO JG I E i I i I E t ! ' ` ' r i E I. ! ` [ . I 1 I ! ! ; i I I I '� I'��-rr� ( i a Ii.D : Itltl E; ! �2.3 t4 5�1 S. �k k t i I Wvi.2G fi (o.Iz4E x si 1 -t, i/ I j { '0. 7ikx3. • _:_ 5�, ,i ---•------ ---i-- i ! i i �----------` E I .. 1. I _— , t 1 I— i I ---- '-- /J E �_.....�.�.-----' ----- •---�- - - ----i : 1 14-11-e i -Fi'--.. t ' i i i _ ._ • ._.. • ; i L. !• - —' ' — ' ; -^--- I -- i — -' — 1 : i---- • ,; ': ; ; ! E M ; I ►Si , -- 4 6 t,S Es ; 34rf- Sir _ I z. _?1-S' , E � + '8. t4SI LI di-ZG ti. ; E • �I.1 1 — - _10.9 j • —j ! t 1 nim P^!� j { 1 ;j i i i�n q4f'xz- IE E I 4 ; i i E I I i p rD�� j I J 1 i 1 I E E --1— ! 1 i I-- L• i -- is =13C "IP k4 d i I I I ':, I i l_`„7 I —1- -L_ ! I i I ( a.9 _ �_ • M:g'-sis� Ivor:. : vvEr 11�P4ie gK- E E I i 1 _; i i E�lct' T. _ _IWp _.ii s4..a*p a�•�+�sr� 14j� G1 7 1 J I ; ! 1 i I +- 1--,- 1 I- 4 iaz``E . ,._11-7-42}1--:-"-„t.,_ Lz. .S/d MAN i. 11- E- i.,E I 03 ( I I I i I I L _Le I ivy ! I i I! i i I k 1 E ` , � I -}-- —+ 1 -I 1 .111 E E I I„ -.I 1 i- �,a 1. r- !_,. l�,r , �ii_J ~ 7�.�7, j _1_1 1-----1-----'-- -l- — I I I i IE LL M H L C9 11m /M . i 4,34 I 1 1 T L L E] I��r r•— Tvw l v. I 1 - E 1 1 I L I. 1i ENGINEERS -NORTHWEST INC. P.S. 6869WOODLAWN AVE. N.E. (SUITE 205) SEATTLE, WA. 98115 SHEARWALL FOOTING SHEET "11 OF NO O rev.12/07/05 * * * * * Property of Engineers Northwest, Inc., Seattle - Use by others unlawful * * * * * JOB # PROJECT NAME : SHEARWALL MK : 05108005 Segale 763 Panel Type F Load Comb. W/ 100 % DL WALL HT. (ft.) = 14.5 --� O.T.M. (k -ft.) = 211.28 L1 (ft.)= 0 TOP OF SOIL or SLAB T.O.F. BURY (ft.) = 3 FTG. LENGTH (ft.) = 25.5 INPUT CELLS = Sds = WALL WEIGHT= WALL HEIGHT= WALL THICKNESS= FTG. TOE LEFT L1 = WALL LENGTH L2 = FTG. TOE RT. L3 = FTG. WIDTH B = FTG. THICKNESS t = Pc = Fy = CONCRETE ULTIMATE FACTOR = APPLIED LOADS P1 = P2 = P3 = P4 = DISTANCE X = * O.T.M. (inc.wall lateral) = Is O.T.M. Wind or Eq.? (W or E) = P= DL factor = OUTPUT 0.93 0.000 ksf 14.5 ft. 5.5 in. 0. ft. 25.5 ft. 0. ft. 2.75 ft. 10. in. 3000 psi 60000 psi 1.4 0.k O.k O.k 28.345k 13.97 ft. 211.3 k -ft. E 1.0 1.00 ** OVERTURNING F.S. = SOIL BRG. qs1 = SOIL BRG. qs2 = FOOTING CONTACT W/SOIL L4 = MOMENT RESISTING (gross)= FOOTING 2t?. 3`(� /460,/ pi - O.T.M. LEFT 3.67 0.236 ksf 1.422 ksf 25.5 ft. 776 k -ft. , Mu DESIGN = BOT. ASREQD.= VuDESIGN = Vu allowable = Av REQUIRED. = Maximum tie spacing = P1=0 1/7-7-P2= 0 P3 = 0 S y DIST. X = 13.97 •- P4 = 28.345 r (above grade) T.O.F. BURY = SOIL WT.= FTG. CONC.WT.= FTG. LENGTH = FTG. AREA = (conc.) (reinf.) @ left end @ wall ctr. @ right end @ distance x (from left E.O.W.) SUM P = 58.15k @ B.O.F. kip -ft.(@ B.O.F. or at S.O.G. if all shear leaves the wall @ S.O.G.) Earthquake controls overturning p only used for earthquake design For this Load Combination, ALL shown loads assumed to be DL 100%DL= 58.15k O.T.M. RIGHT 3.35 F.S. must be >=1.0 L2 (ft.)= 25.5 L3 (ft.)= 0 t (in)= 10 ►� - B (ft.)= 2.75 - SOIL BRG.(rt.) \ L4(OTM rt.) (ft•)= 25.50 3. ft. 0.120 kcf 0.150 kcf 25.5 ft. 70.1 sq.ft. Vertical loads SUM P1 -P4 = WALL DL = SOIL DL. = FTG. DL. = 28.35k O.k 21.04k 8.77k (inc.to T.O.F.) (above ftg.) F.S. must be >=1.0 0 k -ft. 0.00 sq.in. 0.00 k 18.44 k NOT REQ'D. NOT REQ'D. 1.654 ksf 0.004 ksf 25.5 ft. 707 k -ft. PER FTG.WIDTH @ d = t-4" @ d = t-4"(w/o ties) @ d = t-4" = d/2 NOTES:- * 1.) Engineer must increase O.T.M. with any increase in footing thickness. ** 2.) For Earthquake, rho & 1 Dead Load was used for calculating the F.S. /3c2 -01-.a d + n� Donn 3/27/2013 WALLOT.XLS ENGINEERS -NORTHWEST INC. P.S. 6869WOODLAWN AVE. N.E. (SUITE 205) SEATTLE, WA. 98115 SHEARWALL FOOTING SHEET W OF 1 ttO rev.12/07/05 * * * * * Property of Engineers Northwest, Inc., Seattle - Use by others unlawful * * * * * JOB # 05108005 / P1 = 0 PROJECT NAME : Seale 763 SHEARWALL MK : Panel Type F Load Comb. W/ 90 % DL WALL HT. (ft.) = 14.5 -� O.T.M. (k -ft.) = 211.3 L7 (ft.)= 0 TOP OF SOIL or SLAB T.O.F. BURY (ft.) = 3 FTG. LENGTH (ft.) = 25.5 INPUT CELLS = Sds = WALL WEIGHT= WALL HEIGHT= WALL THICKNESS= FTG. TOE LEFT L1 = WALL LENGTH L2 = FTG. TOE RT. L3 = FTG. WIDTH B = FTG. THICKNESS t = Pc = Fy = CONCRETE ULTIMATE FACTOR = APPLIED LOADS P1 = P2 = P3 = P4 = DISTANCE X = * O.T.M. (inc.wall lateral) = Is O.T.M. Wind or Eq.? (W or E) = P= DL factor = OUTPUT 0.93 0.000 ksf 14.5 ft. 5.5 in. O. ft. 25.5 ft. 0. ft. 2.75 ft. 10. in. 3000 psi 60000 psi 1.4 O.k O.k O.k 28.345k 13.97 ft. 211.3 k -ft. E 1.0 P2= 0 ./ •- P3 = 0 DIST. X = 13.97 P4 = 28.345 (above grade) 0.90 ** OVERTURNING F.S. = SOIL BRG. qs1 = SOIL BRG. qs2 = FOOTING CONTACT W/SOIL L4 = MOMENT RESISTING (gross)= FOOTING O.T.M. LEFT 3.31 0.142 ksf 1.351 ksf 25.5 ft. 698 k -ft. MU DESIGN = T.O.F. BURY = SOIL WT.= FTG. CONC.WT.= FTG. LENGTH = FTG. AREA = (conc.) (reinf.) L2 (ft.)= 25.5 L3 (ft.)= 0 t (in)= 10 B (ft.)= 2.75 SOIL BRG.(rt.) L4(OTM rt.) (ft.). 24.35 3. ft. 0.120 kcf 0.150 kcf 25.5 ft. 70.1 sq.ft. Vertical loads @ left end SUM P1 -P4 = 28.35k @ wall ctr. WALL DL = O.k (inc.to T.O.F.) @ right end SOIL DL. = 21.04k (above ftg.) @ distance x FTG. DL. = 8.77k (from left E.O.W.) SUM P = 58.15k @ B.O.F. kip -ft.(@ B.O.F. or at S.O.G. if all shear leaves the wall @ S.O.G.) Earthquake controls overturning p only used for earthquake design For this Load Combination, ALL shown loads assumed to be DL 90 % DL = 52.33k O.T.M. RIGHT F.S. must be >=1.0 3.01 F.S. must be >=1.0 1.563 ksf 0.000 ksf 24.35 ft. 636 k -ft. BOT. AsREQD.= VUDESIGN = VU allowable Av REQUIRED. = Maximum tie spacing = 0 k -ft. 0.00 sq.in. 0.00 k 18.44 k NOT REQ'D. NOT REQ'D. PER FTG.WIDTH @ d = t-4" @ d = t-4"(w/o ties) @ d =t-4" = d/2 NOTES:- * 1.) Engineer must increase O.T.M. with any increase in footing thickness. ** 2.) For Earthquake, rho & 0.9 Dead Load was used for calculating the F.S. Paae 1 3/31/2013 WALLOT.xlsx • Ii1N'%'/ ENGINEERS NORTHWEST, INC., P.S. N STRUCTURAL ENGINEERS PROJECT # PROJECT SUBJECT 9725 Turco AVE NE, SurrE 207, SEArrLE, WA 98115 (206) 525-7560 FAx (206) 522-6698i 5' E"0A4.E 7103 DATE L� SHEET I�--OF' + D BY Jko ' , '- T ! , , , ; I ; ; i, ! I , i ! I I i ,1 .i I ! ! —.. — — --I — '' -' --- ,p /44C ; I ; ! ; i LL 1.-- • 1 i , I I I I i _ —� It is mo_--t±I*I \-- ! S ! :_._.. 1 _ i _-___ —_.!-._–_1..–_�. --.--_ --_ •1 i [ ii – i !, j _E--_.__ _._. 1--i---1.-----1---1----T– �'i 1 1 f { .! .. ( j IT'I ; ; i i ! i i E -' i ---'--,.------- i- i .- ., --I- �gj,z(I' ' - ! - - I-- ! 1 Jl.�rg'rs - - - - (tiw -- — sRn3� — 1 j i lel • — .4 -----t 1 —1. ' _�--.1 7�j i-- — --1 , —�--- ; i 11 i7i q I i i '• (�wL ci.,� i /J13s>x!c ! 1 __. —... — .._.. i, ®� o _ - ..._0 1 i ! { I i I- { 1 �-L33 { i j• i i i 1 _. i ! i O1 d k s -i 93e'-''r'"L I, d. —9f �� ::. .JJ...... -1-•-•---`--- - I i I ! i ! I � t I I ; ! i i i i ; 1 .q` 1 R2?3 ._ 1 ! —! ______._0442,E5. ,.si •- -; -- LTaTL---i---1- — --1• , ! j Jar-- - ; i � . —7r •.... , ,__.._,.. - i• J I 1 i 1 = ; ! , , ;!! i i o` 1 o �v 1 i 144,04,,ipr _i -- - : .1 11 ! 1 I i I I i : I i ! i r—i ; , ! 1 i ; li ' ' i i i ' 1 i ----- --- I i , ' ' , t; - �- -1 - 1 �_. P 2 ' q3G ____,_____,__.___i_._. --- �--. �.f ! i i{ it ' ; , i �I ; .. L._____.4___i___ '- - --i- -- ---- ►- —.I-- - - - Ti — _ i _ C/ ___ t — —._I 1;04,-; ZS i Jib __ I wt fj i R ' �h . _• 51 t 413? k" 0t 121` 1> Vi.= I 1 a_ . ' i I i I i i �"AriLl3 ! I, i I'� 7' •r I �i ISI .3--j f ��2'g i�i(.l. !J.'j- '%h'' -1.}} . , i i 1 , i i { i I i i I I ! 3 . i ' I I I I j 1 I I4*.... ,� i iT I_____!_ — � ; I i— I 1 {C, s 2IY` Y x V= c2_,.,.3:i— eJ�. s ; I -_--� I -- --- - j - -j- 1-; 1 ( ii ! I i ! i i f I,` 1 ; i I ! I I 1 1 �-_ Li_• T— 1 11 I I- --I =r--1-- I ENGINEERS -NORTHWEST INC. P.S. 6869WOODLAWN AVE. N.E. (SUITE 205) SEATTLE, WA. 98115 SHEARWALL FOOTING SHEET 02, OF I140 rev.12/07/05 * * * * * Property of Engineers Northwest, Inc., Seattle - Use by others unlawful * * * * JOB # 05108005 I P1 = 0 PROJECT NAME : Se ale 763 P2 = 0 SHEARWALL MK : Panel Type G P3 = 0 Load Comb. W/ 100 % DL WALL HT. (ft.) = 14.5 O.T.M. (k -ft.) = 204 L1 (ft.)= 0 TOP OF SOIL or SLAB T.O.F. BURY (ft.) = 3 FTG. LENGTH (ft.) = 25.5 INPUT CELLS = Sds = WALL WEIGHT= WALL HEIGHT= (above grade) WALL THICKNESS= FTG. TOE LEFT L1 = WALL LENGTH L2 = FTG. TOE RT. L3 = FTG. WIDTH B = FTG. THICKNESS t = Pc = Fy = CONCRETE ULTIMATE FACTOR = APPLIED LOADS P1 = P2 = P3 = P4 = DISTANCE X = * O.T.M. (inc.wall lateral) = Is O.T.M. Wind or Eq.? (W or E) = P= DL factor = OUTPUT 0.93 0.000 ksf DIST. X = 13.7 • P4 = 28.986 ** OVERTURNING F.S. = SOIL BRG. qs1 = SOIL BRG. qs2 = FOOTING CONTACT W/SOIL L4 = MOMENT RESISTING (gross)= FOOTING 14.5 ft. 5.5 in. 0. ft. 25.5 ft. 0. ft. 2.75 ft. 10. in. 3000 psi 60000 psi 1.4 O.k O.k O.k 28.986k 13.7 ft. 204. k -ft. E 1.0 1.00 O.T.M. LEFT 3.81 0.246 ksf 1.430 ksf / 25.5 ft. 777 k -ft. T.O.F. BURY = SOIL WT.= FTG. CONC.WT.= FTG. LENGTH = FTG. AREA = (conc.) (reinf.) @ left end @ wall ctr. @ right end @ distance x (from left E.O.W.) L2 (ft.)= 25.5 L3 (ft.)= 0 t (in). 10 B (ft.)= 2.75 SOIL BRG.(rt.) L4(OTM rt.} (ft.). 25.50 3. ft. 0.120 kcf 0.150 kcf 25.5 ft. 70.1 sq.ft. Vertical loads SUM P1 -P4 = 28.99k WALL DL = O.k SOIL DL. = 21.04k FTG. DL. = 8.77k SUM P = 58.79k (inc.to T.O.F.) (above ftg.) @ B.O.F. kip -ft.(@ B.O.F. or at S.O.G. if all shear leaves the wall @ S.O.G.) Earthquake controls overturning p only used for earthquake design For this Load Combination, ALL shown loads assumed to be DL 100 % DL = 58.79k O.T.M. RIGHT /13.54 .615 ksf 0.061 ksf 25.5 ft. 722 k -ft. F.S. must be >=1.0 Mu DESIGN = BOT. AsREQD.= vUDESIGN = Vu allowable = Av REQUIRED. = Maximum tie spacing = 0 k -ft. 0.00 sq.in. 0.00 k 18.44 k NOT REQ'D. NOT REQ'D. F.S. must be >=1.0 PER FTG.WIDTH @ d = t-4" @ d = t-4"(w/o ties) @d=t-4" = d/2 NOTES:- * 1.) Engineer must increase O.T.M. with any increase in footing thickness. ** 2.) For Earthquake, rho & 1 Dead Load was used for calculating the F.S. 3/27/2013 1111A1 I PIT VI C' ENGINEERS -NORTHWEST INC. P.S. 6869WOODLAWN AVE. N.E. (SUITE 205) SEATTLE, WA. 98115 SHEARWALL FOOTING SHEET f3 OF 1171 rev.12/07/05 * * * * * Property of Engineers Northwest, Inc., Seattle - Use by others unlawful * * * * JOB # 05108005 I P1 = 0 PROJECT NAME : Segale 763r P2 = 0 SHEARWALL MK : Panel Type G f- P3 = 0 Load Comb. WI 90 % DL WALL HT. (ft.) = 14.5 O.T.M. (k -ft.) = 204 0 L1 (ft.)= TOP OF SOIL or SLAB T.O.F. BURY (ft.) = FTG. LENGTH (ft.) _ INPUT CELLS = Sds = WALL WEIGHT= WALL HEIGHT= WALL THICKNESS= FTG. TOE LEFT L1 = WALL LENGTH L2 = FTG. TOE RT. L3 = FTG. WIDTH B = FTG. THICKNESS t = Pc= Fy = CONCRETE ULTIMATE FACTOR = APPLIED LOADS P1 = P2 = P3 = P4 = DISTANCE X = * O.T.M. (inc.wali lateral) = Is O.T.M. Wind or Eq.? (W or E) = P= DL factor = OUTPUT ** OVERTURNING F.S. = SOIL BRG. qs1 = SOIL BRG. qs2 = FOOTING CONTACT W/SOIL L4 = MOMENT RESISTING (gross)= FOOTING 0.93 0.000 ksf 14.5 ft. 5.5 in. 0. ft. 25.5 ft. 0. ft. 2.75 ft. 10. in. 3000 psi 60000 psi 1.4 O.k O.k O.k 28.986k 13.7 ft. 204. k -ft. E 1.0 0.90 O.T.M. LEFT 3.43 0.153 ksf 1.356 ksf 25.5 ft. 699 k -ft. Mu DESIGN = BOT. AsREQD.= VUDESIGN = VU allowable = fit, REQUIRED. = Maximum tie spacing = 3 • 25.5 DIST. X = 13.7 P4 = 28.986 L2 (ft.)= 25.5 L3 (ft.j= 0 /•t (in)= 10 (above grade) T.O.F. BURY = SOIL WT.= FTG. CONC.WT= FTG. LENGTH = FTG. AREA = (conc.) (reinf.) @ left end @ wall ctr. @ right end @ distance x B (ft.)= 2.75 - SOIL BRG.(rt.) 4 L4(OTM rt.) (ft.)= 25.28 3. ft. 0.120 kcf 0.150 kcf 25.5 ft. 70.1 sq.ft. Vertical loads SUM P1 -P4 = 28.99k WALL DL = O.k (inc.to T.O.F.) SOIL DL. = 21.04k (above ftg.) FTG. DL. = 8.77k (from left E.O.W.) SUM P = 58.79k @ B.O.F. kip -ft.(@ B.O.F. or at S.O.G. if all shear leaves the wall @ S.O.G.) Earthquake controls overturning p only used for earthquake design For this Load Combination, ALL shown loads assumed to be DL 90%DL= 52.91k O.T.M. RIGHT 3.19 F.S. must be >=1.0 1.522 ksf 0.000 k$f 25.28 ft. 650 k -ft. F.S. must be >=1.0 0 k -ft. 0.00 sq.in. 0.00 k 18.44 k NOT REQ'D. NOT REQ'D. PER FTG.WIDTH @ d = t-4" @ d = t-4"(w/o ties) @d=t-4" = d/2 NOTES:- * 1.) Engineer must increase O.T.M. with any increase in footing thickness. ** 2.) For Earthquake, rho & 0.9 Dead Load was used for calculating the F.S. p=nc 9 3/31/2013 1A/AI I (1T vacs. • IF1 I1 \ ' ENGINEERS NORTHWEST, INC., P.S. — STRUCTURAL ENGINEERS • 9725 THIRD AVE NE, SUITE 207, SEATTLE, WA 98115 (206) 525-7560 FAX (206) 522669£ PROJECT # PROJECT 6EE63A1.0 'ft& 3 DATE SUBJECT SHEET �11 OF i V/� ) BY E-S//z L • I i 't ! ! 1 , 1 � 7..........1...... ; i ! i • ;. w' – i 6.4) FS i IP { i - t 1053^ 5L I • •. .7 psi i 31 R• ,. I i I •, I , 1 } I I /V043 .1 elY 424- 5E4Vm -77s 1 i.. I I I I ! i ; ; ! j - 1- 1 i i I i i I i : i i i ; Ii I ! ; I i ; i f6;) oaID. pe 0 rolution:ds: Envelope Load Dot() /-QD 111111111111101114111PRIMINIMIL GF 05108005 Segale 763 SK -1 Mar 19, 2013 at 10:42 AM Grid 7.r3d • -25.5k S,&/o\, ,LoA(] -25.5k -25.5k -100lb/f -100lb !j!I!II!IHI!!!!IIIjII!III!!I!!!III!I!! Loads: Loads: BLC 2, Snow Load p^olution: Envelope GF 05108005 Segale 763 SK -2 Mar 19, 2013 at 10:42 AM Grid 7.r3d I25.71 x /,2332% 2 TEASRSp papti Fix 13. Aso 0 oads: BLC 3, EQ Load ,Solution: Envelope GF 05108005 Segale 763 SK -1 Mar 19, 2013 at 1:14 PM Grid 7.r3d Company • Designer : GF Job Number : 05108005 • Global • • Segale 763 Mar 14, 2013 1:36 PM Checked By: t -g) Display Sections for Member Calcs 5 AdjustStiffness? Max Internal Sections for Member Calcs 97. AISC 13th(360-05): LRFD Include Shear Deformation? Yes Wood Code Include Warping? Yes < 100F Trans Load Btwn Intersecting Wood Wall? Yes Masonry Code Increase Wiling Capacity for Wind? . . Yes AA ADM1=05: ASD - Building Area Load Mesh (inA2) 144 Min % Steel for Column Merge Tblerance.(in)......._ .12... .. 8 . P -Delta Analysis Tolerance 0.50% • Include'P=Delta for Walls? Yes Automaticly Iterate Stiffness for Walls? Yes Maximum Iteration Number'for Wall Stiffness3.:' Gravity Acceleration (ft/sec^2) 32.2 Wall Mesh Size (in) . 12 Eigensolution Convergence Tol. (1.E-) 4 Vertical Axis' Y Global Member Orientation Plane XZ Static Solver : Standard Skyline Dynamic Solver Accelerated Solver Hot Rolled Steel Code AISC 13th(360-05): LRFD AdjustStiffness? Yes(Iterative) RISAConnection Code AISC 13th(360-05): LRFD Cold Formed Steel Code None Wood Code None Wood .Temperature . . < 100F Concrete Code None Masonry Code ACI 530-05: ASD Aluminum Code AA ADM1=05: ASD - Building Number of Shear Regions 4 Region Spacing Increment (in) 4 Biaxial Column Method Exact Integration Perrhe Beta Factor.(PCA) :65 Concrete Stress Block Rectangular Use, Cracked Sections? Yes Bad Framing Warnings? No Unused F.orce.Warnings? Yes' Min 1 Bar Diam. Spacing? No Concrete Rebar Set . REBAR SET ASTMA615 Min % Steel for Column 1 Max % Steel for Column 8 . RISA -3D Version 11.0.0 [C:\Users\garyfDesktop\Segale 763\Grid 7.r3d] Page 1 • Company . Designer : GF Job Number : 05108005 Segale 763 6:3j) Mar 14,2013 1:36 PM Checked By: Global, Continued Seismic Code ASCE 7-10 Seismic Base Elevation (ft) Not Entered. Add Base Weight? Yes CtZ .02 CtX .02 T Z (sec) .256 T X (sec) .256 R Z 3.25 R X 3.25 Ct Exp. Z .75 Ct Exp. X .75 SD1 .483 SDS .929 S1 .476 TL (sec) 6 Risk Cat I or II Seismic Detailing Code ASCE 7-05 OmZ 2 Om X 2 Rho Z 1 Rho X 1 Hot Rolled Steel Properties A 1 A36 29000 11154 .3 .65 .49 36 1.5 58 I IA 1.2 2 A992 29000 11154 .3 .65 .49 50 1.1 58 1.2 3 A500 Gr.46 29000 11154 .3 .65 .49 46 1.2 58 1.1 Hot Rolled Steel Section Sets Label • 1 EXIST PIPE... _- - - PIPE 8.0 .,.-- Column ---.,.. _._. Pipe ...-.-...... A36 •---.7.. .......... Typical .. n..�, 7.85 .� nn�l 68.1 .cc �u 1�1 68.1 V Inr'il 136 2. BRACE. PIPE 12.0 . .Column Pipe A36 Typical 13.7 262 262 523.. 3 NEW BEAM W14x48 Beam Wide Flange A992 Typical 14.1 51.4 484 1.45 Joint Coordinates and Temperatures 1 N1 0 0 0 0 .v..l.. lu.ua.11 Reaction 2 N2 20 0 0 0 Reaction 3 N3 40 0 0 0 Reaction 4 N4 0 27.35 0 0 4 5 N5 20 27.35 0 0 6 ....._. .N6 - 40 27.35 0-. . . . 0 Joint Boundary Conditions • F t' 1 N1 Reaction Reaction Reaction Reaction~ .v..l.. lu.ua.11 Reaction I.va.11.-I�la�� oo Illy 2 N2- Reaction Reaction Reaction Reaction 3 N3 Reaction Reaction Reaction Reaction 4 N4 Reaction 5 N5 Reaction 6 . . N6 Reaction RISA -3D Version 11.0.0 [C:\Users\garyf\Desktop\Segale 763\Grid 7.r3d] Page 2 • • Company . Designer : GF Job Number : 05108005 Segale 763 Mar 14,2013 1:36 PM Checked By: Member Primary Data • 1 -..--- M1 - --..•. N1 .. .......• N4 ....vu.a ..vauactucyj VGl.4u11/VIJap C EXIST PIPE ... l ype Column ueslyn List Pipe Ivlaterlal A36 uesign Kules Typical 2 M2 N2 N5. EXIST PIPE COL 27.35 EXIST PIPE ... Column Pipe 'A36 Typical 3 M3 .N3 N6 3 M3 EXIST PIPE ... Column Pipe A36 Typical 4 M4 N5 N4 Lateral NEW BEAM Beam Wide Flange A992 Typical 5 M5 N6 N5 1 1 NEW BEAM Beam Wide Flange A992 Typical 6 . M6 N1 . N5 • . . .. BRACE.. Column .... ..... ..P_ipe... .. A36 Typical 7 M7 N3 N5 BRACE Column Pipe A36 Typical Hot Rolled Steel Desiqn Parameters 1 M1 _..___ EXIST PIPE COL _ ..y.....F 27.35 yr,.a, a a «t y wuni� tuNt...LcuniN uuq...L-torq... uistrloutea 2 nyy 1.2 IZZ 1.2 UD I-unCtl.. Lateral 2 M2 EXIST PIPE COL 27.35 3 2 1.2 1.2 EL Lateral 3 M3 EXIST PIPE COL 27.35 1.2 1.2 Lateral 4. M4 NEW BEAM 20 1 1 Lateral 5 M5 NEW BEAM 20 1 1 Lateral 6 . M6' . BRACE 33.882 1 1 Lateral 7 M7 BRACE 33.882 1 1 Lateral Basic Load Cases X Gravity Y Grav't 7 G • • • 1 - Dead Load -7�• a DL _.••'....... • Y I y -1 ravlty alulllt 3 runt uistrloutea 2 Hrea(Ivle.. surtace(N.. 2 Snow Load SL -44 0 0 3 2 3 EQ Load EL 4 Member Distributed Loads (BLC I : Dead Load) 1 - ----''--- ------- --'-_. M4 _.••'....... • Y vawa.v.pynLLua.G,l1.,IL I l -44 ow lvlaglutuuel!um ,r -44 otart Locatlonitt.. 0 tut LOcatIon(tt.%1 0 _I 2 . : . M5 • Y -44 -44 0 0 0" Member Distributed Loads (BLC 2 : Snow Load) Joint Loads and Enforced Displacements (BLC I : Dead Load) - ----''--- —••--•'^• ...aa..•.v.a..,...aua.G,.aAII. ,l j inu lvlagnuuuClunt,r Jtart LOCaUOnlTt...tna LOCatlOnitt.701 1 M4 Y -100 -100 0 0 2 M5 Y• -100 -100 ' 0 0" Joint Loads and Enforced Displacements (BLC I : Dead Load) Joint Loads and Enforced Displacements (BLC 2 : Snow Load) -- ••- ----• • a+..�. vuC..uun MagnItuael(K,K-Tt), (In raa) (K=S^2/tt. K"tt^2)) 1 N4 LY Y-25.5 -11.22 2 .. N5 L...... Y. _11.22 3 N6 L Y -11.22 Joint Loads and Enforced Displacements (BLC 2 : Snow Load) 1 Joint Label L,D,M Direction N4 L X Magnitudef(k,k-ft). (in,rad) (k*s^2/ft k*ft^2)1 110.74 RISA -3D Version 11.0.0 [C:\Users\garyflDesktop\Segale 763\Grid 7.r3d] Page 3 --- -- ----• •- •....•. 1.-,11ClAJUll Ivlagllltuuel(K K -TU (In.raa). (K-S"2/tt K`tt^2)I 1 N4 L Y-25.5 2 N5 . .• L . . Y .... . -25.5 3 N6 L Y -25.5 1 Joint Label L,D,M Direction N4 L X Magnitudef(k,k-ft). (in,rad) (k*s^2/ft k*ft^2)1 110.74 RISA -3D Version 11.0.0 [C:\Users\garyflDesktop\Segale 763\Grid 7.r3d] Page 3 • Company • Designer : GF Job Number : 05108005 Segale 763 (D Mar 14, 2013 1:36 PM Checked By: Joint Loads and Enforced Displacements (BLC 3 ; EQ Load) (Continued) (in rad) * 2 N6 L X . . 110.74 3 N6 L- Y -12.46 4 . N4 L . Y 12.46. Load Combinations De 1 IBC 16-1 Yes Y....,... 6 DL 1.4 0 1 ..�... ....,... ��... ,...1.. ..�..1 u„1.. LJ._„ I a„1.. 1..11-la1 a,,�.. LI 1.-V I OLL.. 2 IBC .16-2 (a). Yes .. Y . 1 DL 1.2 . LL 1.6 LLS 1.6 max .011 5 22.304 4 0 1 0 1 0 3 IBC 16-2 (b) Yes Y DL 1.2 LL 1.6 LLS 1.6 SL .5 SLN ,5 1 0 1 5 N3 max 4 IBC 16-3 (c) Yes Y 0 DL 1.2 SL 1.6 SLN 1.6 LL .5 LLS 1 -116.792 5 -150.663 8 0 1 5 IBC 16-5 (a) Yes Y 0 DL 1.2 Sds*DL .2 Rh.. 1 LL .5 LLS 1 SL .2 SLN 1 0 1 6 IBC'.16-5 (b) Yes Y 1 DL 1.2 . Sds*DL .2 Rh.. -1 LL .5 LLS 1 SL .2 SLN ,7 '.7 1 0 7 IBC 16-7 (a) Yes Y 1 DL .9 Sds*DL -.2 Rh.. 1 min 0 1. 0 1. 0 1 0 1 0 8 IBC 16-7 (b) Yes Y N6 DL .9 Sds*DL -.2 Rh.. -1 1 0 1 0 1 0 1 12 1 min g IBC 16-5 (os -a) 0 Y 0 DL 1.2 Sds*DL .2 0... 1 LL .5 LLS 1 SL .2 SLN 4 0 1 10 IBC 16-5 (os -b) :6 Y '4 DL 1.2 Sds*DL .2 0... -1 LL .5 LLS 1 SL .2 SLN ,7 11 IBC 16-7 (os -a) Y DL .9 Sds*DL -.2 0... 1 .7 12 IBC .16-7 (os -b) Y DL .9 ' Sds*DL -.2 0... -1 13 DL Y DL 1 14 SL Y SL 1 15 EL Y EL 1 Envelope Joint Reactions X fkl 7 Bel 1 N1 max 116.792 6 196.713 6 0 1 IvllS 111-111 0 1-v 1 lull In -1l) 0 LV 1 IYIL Ln -1 L� 0 LV 1 2 2 min -108:383 7 -150.663 7 0 1 0 1 0 1 0 1 3 N2 max .011 5 22.304 4 0 1 0 1 0 1 0 1 4 min -.011 6 3.984 8 0 - 1 0 1' 0 1 0 1 5 N3 max 108.383 8 196.713 5 0 1 0 1 0 1 0 1 6 1 min -116.792 5 -150.663 8 0 1 0 1 0 1 0 1 7 N4 max 0 1 0 1 0 1 0 1 0 1 0 1 8. 5 min 0 1 0 1 .0 1 0 1 0 1 0 1 9 N5 max 0 1 0 1 0 1 0 1 0 1 0 1 10. N5 min 0 1. 0 1. 0 1 0 1 0 1 0 1 11 N6 max 0 1 0 1 0 1 0 1 0 1 0 1 12 1 min 0 1 0 1 0 1 0 1 0 1 0 1' 13 Totals: max 221.48 6 180.028 4 0 1 . =.472. : :6 --:103 '4 0 ' 14 - 0 min -221.48 7 30.489 7 ' 0 1 Envelope Joint Displacements LC I X Rotation 1 N1 max 0 7 0 7 0 1 ... 0 �.... 1 1 lwlauvn ... 0 Lv 1 lwlau Vll [... 1.437e-3 Ll� 6 2 min . 0 6 0 6 0 1 0 1 0 '1 =1.437&3 5 3 N2 max 0 6 0 8 0 1 0 1 0 1 1.239e-3 6 4• '. min 0 .. 5 0' 4 0 .. 1 0 1 . 0 1'-1.239e-3 5 5 N3 max 0 5 0 8 0 1 0 1 0 1 1.437e-3 6 6 min ...0 8 0 5. . 0 • 1 0 1 0 .1 11.4376=3 .5.. 7 N4 max .472 5 .006 7 0 1 0 1 0 1 1.437e-3 6 8 min -.472 .6 -.103 4. 0 1 0 1 0 1-1.437e-3 5 9 N5 max .407 5 -.007 8 0 1 0 1 0 1 1.239e-3 6 10 min' -.407 ' 6 : -.039. .4 - 0 1.. '0 1 0 1 -1.2396=3 5' 11 N6 max .472 5 .006 8 0 1 0 1 0 1 1.437e-3 6 .12 . min' . =.472. : :6 --:103 '4 0 ' '1 - 0 1. 0 ..1 -1:4376=3 ':5.: RISA -3D Version 11.0.0 [C:\Users\garyf\Desktop\Segale 763\Grid 7.r3d] Page 4 • • Company . Designer : GF Job Number : 05108005 Segale 763 Mar 14, 2013 1:36 PM Checked By: Envelope Member Section Forces Member Sec Axial-ftl LC y -v Moments LC z- 1 M1 1 max 57.844 4 0 1 0 1 0 1 0 1 0 1 2 min -3.274 7 0 1 0 1 0 1 0 1 0 1 3 2 max 57.625 4 0 1 0 1 0 1 0 1 0 1 4 min -3.404 7 0 1 0 1 0 1 0' 1 0 1 5 3 max 57.406 4 0 1 0 1 0 1 0 1 0 1 6 min -3.535 7 0 . 1 0 1 0 1 .. 0 1 0 1 7 4 max 57.187 4 0 1 0 1 0 1 0 1 0 1 8 min -3.665 7 0 1 0 1 0 1 0 1 0 1 9 5 max 56.968 4 0 1 0 1 0 1 0 1 0 1 10 min -3.796 7 0 1 0 1 0 1 0 1 0 1 11 M2 1 max 22.304 4 0 1 0 1 0 1 0 1 0 1 12 ' min 3.984 8 0 1 0 1 0 1 0 1 0 1 13 2 max 22.085 4 0 1 0 1 0 1 0 1 0 1 14 min 3.854 8 ' 0 1 0 1 0 1 0 1 0 1 15 3 max 21.866 4 0 1 0 1 0 1 0 1 0 1 16 min 3.723 8 0 1 0 1 0 1 0 1 0 1 17 4 max 21.647 4 0 1 0 1 0 1 0 1 0 1 18 min . 3.593 8 0 1 0 1 0 1 0 1 0 1. 19 5 max 21.427 4 0 1 0 1 0 1 0 1 0 1 20 min 3.462 8 0 1 0 1 0 1 0 1 0 1 21 M3 1 max 57.844 4 0 1 0 1 0 1 0 1 0 1 22 min -3.274 8 0 1 0 1 0 1 0 1 0 1 23 2 max 57.625 4 0 1 0 1 0 1 0 1 0 1 24 min -3.404 8 0 1 0 1 0 1 0 1 0 1 25 3 max 57.406 4 0 1 0 1 0 1 0 1 0 1 26 mini -3.535 8 0 1 0 1 0 1 0 1 0 1 27 4 max 57.187 4 0 1 0 1 0 1 0 1 0 1 28 min -3.665 8 0 1 0 1 0 1 0 1 0 1 29 5 max 56.968 4 0 1 0 1 0 1 0 1 0 1 30 min -3.796 8 0 1 0 1 0 1 0 1 0 1 31 M4 1 max 110.755 5 2.704 4 0 1 0 1 0 1 0 1 32 min -110.79 6 .657 8 0 1 0 1• 0• -1 0 1 33 2 max 110.755 5 1.352 4 0 1 0 1 0 1 -2.463 8 34 min -110.79 6 .328 8 0 1 0 1 0 1-10.139 4 35 3 max 110.755 5 0 1 0 1 0 1 0 1 -3.285 8 36 min -110.79 6 0 1 0 1 0 1 0 1-13.519 4 37 4 max 110.755 5 -.328 7 0 1 0 1 0 1 -2.463 8 38 min -110.79 6 -1.352 4 0 1 0 1 0 1-10.139 4 39 5 max 110.755 5 -.657 7 0 1 0 1 0 1 0 1 40 min -110.79 6 -2.704 4 0 1 0' 1 0 1 0 1 41 M5 1 max 110.755 6 2.704 4 0 1 0 1 0 1 0 1 42 min -110/9 5 .657 8 0 1 0 1 0 .1 0 1 43 2 max 110.755 6 1.352 4 0 1 0 1 0 1 -2.463 8 - 44 min -1-10.-79 .- 5 :328 - 8 0 1 0 1 0 1-10.139 -4- 45 3 max 110.755 6 0 1 0 1 0 1 0 1 -3.285 8 46 min -110.79 5. 0 1 0 1 0 1 0 1-13.519 4 47 4 max 110.755 6 -.328 7 0 1 0 1 0 1 -2.463 8 48 min -110.79 5 -1.352 4 .0 . 1. 0 1 0 1 -10.139 ' . 4 49 5 max 110.755 6 -.657 7 0 1 0 1 0 1 0 1 50 min -110.79 5 -2.704 4 0 1 0 1 0 1 0 •1 51 M6 1 max 199.041 6 .653 1 0 1 0 1 0 1 0 1 52 min -182.946 7 .333 7 0. 1 0 1 . 0 1 . '0 . '1 53 2 max 198.599 6 .326 1 0 1 0 1 0 1 -2.115 7 54 min -183.174 7 .166 7 0 .1 0 1 0 1• -4.146 1 55 3 max 198.158 6 0 1 0 1 0 1 0 1 -2.82 7 56 min -183.401 7 . 0 1 0 ' 1 0 :1 0. 1 -5.528 1 RISA -3D Version 11.0.0 [C:\Users\garyfDesktop\Segale 763\Grid 7.r3d] Page 5 • Company • Designer : GF Job Number : 05108005 Segale 763 013 Mar 14,2013 1:36 PM Checked By: Envelope Member Section Forces (Continued) Me be 57 Ml 4 max 197.716 6 -.166 7 0 1 0 1 0 1 -2.115 7 58 M2 .. min -183:629 7 -.326 1 0 1 0 1 • 0. . 1 -4.146 1 • 59 M3 5 max 197.274 6 -.333 7 0 1 0 1 0 1 0 1 60 M4 W14x48 min. -183.857 7 -.653 1 0 1 0 1 0 1 0 1 61 M7 1 max 199.041 5 .653 1 0 1 0 1 0 1 0 1 62 M6 PIPE_12.0 mh -182.946 8 .333 7 .0 1 .0 1 .0 1 .. 0 1 63 M7 2 max 198.599 5 .326 1 0 1 0 1 0 1 -2.115 7 64' min =183.174 8 .166. • 7 0 1 .0 1 0 1 -4.146 1 65 3 max 198.158 5 0 1 0 1 0 1 0 1 -2.82 7 :.66.. .,....... . :....:„.min .,:-183:401': 8 ._0;.,.. 1 0; ... 1, ;.. ,0._ ... 1: ,... ,,0 ,.. ., 1 =5:528 ., ..1- 67 4 max 197.716 5 -.166 8 0 1 0 1 0 1 -2.115 7 68 min -183.629 8 -.326 1 0 1 0 1 0 1 -4.146 1 69 5 max 197.274 5 -.333 8 0 1 0 1 0 1 0 1 70 • min -183.857 8 -.653 1 0 1 0 1 0. 1 0 1 Envelope AISC 13th(360-05): LRFD Steel Code Checks • Member Shape Code Check Locfftl LC Shear ... Locfftl .. LC nhi*Pn. nhi*Pn nhi*Mn v -v nhi* 1 Ml PIPE_8.0 .583 0 4 .000 0 1 99.185 254.34 56.16 56.16 1 111 -la 2 M2 PIPE_8.0 .225 0 4 .000 0 1 99.185 254.34 56:16. 56.16 1 H1 -1a 3 M3 PIPE_8.0 .583 0 4 .000 0 1 99.185 254.34 56.16 56.16 1 H1 -la 4 M4 W14x48 .579 10 5 .019 20 y 4 201.595 634.5 73.5 218.7281..H1 -1a 5 M5 W14x48 .579 10 6 .019 0 y 4 201.595 634.5 73.5 218.7281..H1 -la 6 M6 PIPE_12.0 .737 16.2... 6 .005 0 i 1 281.597 443.88 144.99 144.99 1..H1 -1a 7 M7 PIPE_12.0 _737 16.2... 5 .005 0 1 281.597 443.88 144.99 144.99 1..H1 -la RISA -3D Version 11.0.0 [C:\Users\garyfDesktop\Segale 763\Grid 7.r3d] Page 6 • • • Company . Designer : GF Job Number : 05108005 Segale 763 Envelope Joint Reactions e'. G17L-1-(/-E (a. a) A513 Mar 14, 2013 1:26 PM Checked By: X V rk rkj 1 N1 max 62.152 7 1 111.408 L.A...G 11 IKI 0 LU 1 MX tk-ftl 0 LC 1 MY [k-ftl 0 LC 1 MZ fk-ftl 0 LC 2 min -56.47 12 . -77.344. 12 '0 ' 1 . • 0. 1 0 1.. : 0 1 3 N2 max 0 7 15.354 4 0 1 0 1 0 1 0 1 4. min .....0.... ..6. .2:658... 13 0 1. 0 1 0 1.' 0 1 5 N3 max 56.47 13 111.408 10 0 1 0 1 0 1 1 6 min -62.152 6 -77.344 13 .. 0 .1. ....0 . 0 1 0 0. 1 7 N4 max 0 1 0 1 0 1 0 .1 1 0 - 1 0 1. 8 min 0 1. 0 1 '0 1 0 1 0 1 0 1 9 N5 max 0 1 0 1 0 1 0 1 0 1 0 1 10 min .0 1 0 :1 0 1 0 1 0 1 1 11 N6 max 0 1 0 1 0 1 0 1 0 1 0 0 1 12 min 0 1 0 1 0 1. 0 1 0. 1 0 1 13 Totals: max 116.277 7 123.19 4 0 1 1 14 min -116.277 6. 20.062 12 0 1 RISA -3D Version 11.0.0 [C:\Users\garyt1Desktop\Segale 763\Grid 7 ASD.r3d] Page 1 • iEl \ W ENGINEERS NORTHWEST, INC., P.S. STRUCTURAL ENGINEERS PROJECT # 4251O $ 00S PROJECT 9725 THIRD AVE NE, SUITE 207, SEATTLE, WA 98115 (206) 5257560 FAx (206)) 522'-6698f DATE 313%3 SUBJECT SHEET �0- OF 110 BY 6r //'SAP .SEaAL..E 2� t Bi' dc.e r f- l"77 -I $c/q( -i ••-•. • iI t I ! i i ---...i.........1 i I I I t 1 I ! I ! 1 i 1 1 I 1 1 I Iit i I • • r 1 • • • i i I1 �,SS-: ,y�Y ' I I r ©° 4 J 1 1 ! ! I 1 ! I 1 1 ! C l.... : 1111 I ; I ,. 1 I ; a/ ▪ ! i • 1 ! } .24. I, 12 •ca! I ! ! ! 1• 1t0 I i { I I ! I : I I....—' I...� I•3 1 -.. 1 ....• I I L L... 1 I I i 1 i 7 • I , I i { I t I , 1 i 1 1 i i i I I II I 11 -----1 1 : 1. 1T. ! I 1 , q i .....-.i I •I i 1 I I 1 1 1 .I _ .., • + 1 1 I 1. 1 1 1 i i...- ! I I I 1 ! I I I j I I I I • I... i 1• I i i • • t I 1 I I I I I I .. I I I i I I1 ! ! I i ! I 1 1 1 �_.�%gluAnaP- =i 2,1001,,i -t1 I I i 11 1 1 I 1 I i T 1111 I I , • _... r I I I I I ! I ▪ I i ! i I I 1 1 1 I I I I 1 1-. I - , 1 I I 1 I I I I I 1 I 1 1, 1 1 I I 1 I 1 i I I 1 1 1• • 1 1 1 1 1 I ! • 1 1 I j I 1 1 ' i •{ . i ;.-....-. ...I._... , ...... i 1 ;..-..-.. 1 1.. I ..... i .. i ..... _j. I I I III 1 It 1 i I I; 1! 1 i I I • r 1 1 !1 r ! i I 1 1 1 I 1 i I j• r 1 • ENW ENGINEERS NORTHWEST, INC., P.S. STRUCTURAL ENGINEERS PROJECT # C75/°°42°5 PROJECT 9725 THIRD AVE NE, SUITE 207, SEATTLE, WA 98115 (206) 525-7560 Fax (206) 522-6698: DATE SUBJECT SHEET OF____ BY ........ .12441 a l• 1,/%t.,# • PO4, PAP- PD4,1 i I... . . i I i 1 1 .... . 1 t5; ... 1)(j T . I 0.4s ---.r.. ./2.? -!•(.4? ti 1 ; ; 1, ... . . t • . I ... / • ! y It 1( z6 //z i I t. ; ...1 I 1 .. ...... ; ; . I rikiilv /2 211" T 7-• 'Fn...c-r;- /1- .4 • . ! 4. - I- - I- - F-27, 1 rt -E P4p ......... r I • .. I I /6 el ------t 0.412.0.6.4) I : , i 05-s,ii, fte3, I I , 772-7`= 1 4x x 14-J, I- -I.— I I . • t I , I I I • t/j1.' I I 3 i2•HS1 IL II lil I -I-- 1 . I r : , - - ---t !- -•-i -.I ... 1-. I . ; I . .... ; ; J1,5c.iw 12, 1,4 U.[Q(DL ENGINEERS -NORTHWEST INC. P.S. SHEET OF II -0 6869WOODLAWN AVE. N.E. (SUITE 205) rev.12/07/05 SEATTLE, WA. 98115 SHEARWALL FOOTING Gan./17 7✓ PGS S'/,NE * * * * * Property of Engineers Northwest, Inc., Seattle - Use by others unlawful * * * * * JOB # 05108005 P1 = 12.24 PROJECT NAME : Se ale 763 I / P2 = 12.24 SHEARWALL MK : .- P3 = 12.24 DIST. X = 2 P4 = 0 Grid 7 Brace Frame Load Comb. W/ 60 % DL WALL HT. (ft.) = 29.17 -Th. O.T.M. (k -ft.) = 3373.5 L1 (ft.)= 7.25 TOP OF SOIL or SLAB T.O.F. BURY (ft.) = 1 FTG. LENGTH (ft.) = 54.5 INPUT CELLS = Sds = WALL WEIGHT= WALL HEIGHT= WALL THICKNESS= FTG. TOE LEFT L1 = WALL LENGTH L2 = FTG. TOE RT. L3 = FTG. WIDTH B = FTG. THICKNESS t = F'c = Fy = CONCRETE ULTIMATE FACTOR = APPLIED LOADS P1 = P2 = P3 = P4 = DISTANCE X = * O.T.M. (inc.wall lateral) = Is O.T.M. Wind or Eq.? (W or E) = P= DL factor = OUTPUT 0.93 0.000 ksf 29.17 ft. 8. in. 7.25 ft. 40. ft. 7.25 ft. 6.33 ft. 46. in. 3000 psi 60000 psi 1.4 ** OVERTURNING F.S. = SOIL BRG. qs1 = SOIL BRG. qs2 = FOOTING CONTACT W/SOIL L4 = MOMENT RESISTING (gross)= FOOTING 12.24k 12.24k 12.24k O.k 2. ft. 3373.5 k -ft. E 1.0 0.60 O.T.M. LEFT 1.32 0.000 ksf 2.587 ksf 20.03 ft. 4468 k -ft. Mu DESIGN = BOT. ASREQD.= VUDESIGN = VU allowable = Av REQUIRED. = Maximum tie spacing = (above grade) T.O.F. BURY = SOIL WT.= FTG. CONC.WT.= FTG. LENGTH = FTG. AREA = (conc.) (reinf.) @ left end @ wall ctr. @ right end @ distance x (from left E.O.W.) L2 (ft.)= 40 L3 (ft.)= 7.25 t (in)= 46 B (ft.)= 6.33 SOIL BRG.(rt.) L4(OTM rt.) (ft.)= 20.03 1. ft. 0.120 kcf 0.150 kcf 54.5 ft. 345. sq.ft. Vertical loads SUM P1 -P4 = 36.72k WALL DL = O.k (inc.to T.O.F.) SOIL DL. = 38.2k (above ftg.) FTG. DL. = 198.37k SUM P = 273.28k @ B.O.F. kip -ft.(@ B.O.F. or at S.O.G. if all shear leaves the wall @ S.O.G.) Earthquake controls overturning p only used for earthquake design For this Load Combination, ALL shown loads assumed to be DL F.S. must be >=1.0 530 k -ft. 3.78 sq.in. 136.11 k 297.06 k NOT REQ'D. NOT REQ'D. 60 % DL = O.T.M. RIGHT 1.32 2.587 ksf 0.000 ksf 20.03 ft. 4468 k -ft. 163.97k F.S. must be >=1.0 PER FTG.WIDTH @ d = t-4" @ d = t-4"(w/o ties) @d=t-4" = d/2 (�� k"x 54=�' NOTES:- * 1.) Engineer must increase O.T.M. with any increase in footing thickness. ** 2.) For Earthquake, rho & 0.6 Dead Load was used for calculating the F.S. Li "x '54 - Golf g(, 3-2-10)/ ! 1?a olc_ C/ 5 TN) s StAfe 7ki Paae 1 3/15/2013 WALLOT Asc2 12.i ,.4 ENGINEERS -NORTHWEST INC. P.S. 6869WOODLAWN AVE. N.E. (SUITE 205) SEATTLE, WA. 98115 SHEARWALL FOOTING SHEET 15 OF 6`tO rev.12/07/05 * * * * * Property of Engineers Northwest, Inc., Seattle - Use by others unlawful * * * * * JOB # 05108005 P1 = 12.24 PROJECT NAME : Se ale 763 / P2 = 12.24 SHEARWALL MK : Grid 7 Brace Frame f 1T� P3 = 12.24 y P DIST. X = 2 / ? P4=0 Load Comb. W/ 100 % DL WALL HT. (ft.) = 29.17 -� O.T.M. (k -ft.) = 3373.5 L1 (ft.)= 7.25 TOP OF SOIL or SLAB T.O.F. BURY (ft.) = 1 FTG. LENGTH (ft.) = 54.5 INPUT CELLS = Sds = WALL WEIGHT= WALL HEIGHT= WALL THICKNESS= FTG. TOE LEFT L1 = WALL LENGTH L2 = FTG. TOE RT. L3 = FTG. WIDTH B = FTG. THICKNESS t = F'c = Fy = CONCRETE ULTIMATE FACTOR = APPLIED LOADS P1 = P2 = P3 = P4 = DISTANCE X = * O.T.M. (inc.wall lateral) = Is O.T.M. Wind or Eq.? (W or E) = P= DL factor = OUTPUT ** OVERTURNING F.S. = SOIL BRG. qsl = SOIL BRG. qs2 = FOOTING CONTACT W/SOIL L4 = MOMENT RESISTING (gross)= FOOTING 0.93 0.000 ksf 29.17 ft. 8. in. 7.25 ft. 40. ft. 7.25 ft. 6.33 ft. 46. in. 3000 psi 60000 psi 1.4 12.24k 12.24k 12.24k O.k 2. ft. 3373.5 k -ft. E 1.0 1.00 O.T.M. LEFT 2.21 0.000 ksf 1.931 ksf 44.72 ft. 7447 k -ft. MU DESIGN = BOT. ASREQD.= VUDESIGN = Vu allowable = Ay REQUIRED. = Maximum tie spacing = (above grade) T.O.F. BURY = SOIL WT.= FTG. CONC.WT.= FTG. LENGTH = FTG. AREA = (conc.) (reinf.) @ left end @ wall ctr. @ right end @ distance x (from left E.O.W.) L2 (ft.)= 40 L3 (ft.)= 7.25 t (in)= 46 4 H B (ft.)= 6.33 -SOIL BRG.(rt.) L4(OTM rt.) (ft.)= 44.72 1. ft. 0.120 kcf 0.150 kcf 54.5 ft. 345. sq.ft. Vertical loads SUM P1 -P4 = 36.72k WALL DL = O.k (inc.to T.O.F.) SOIL DL. = 38.2k (above fig.) FTG. DL. = 198.37k SUM P = 273.28k @ B.O.F. kip -ft.(@ B.O.F. or at S.O.G. if all shear leaves the wall @ S.O.G.) Earthquake controls overturning p only used for earthquake design For this Load Combination, ALL shown loads assumed to be DL 273.28k F.S. must be >=1.0 425 k -ft. 3.03 sq.in. 114.00 k 297.06 k NOT REQ'D. NOT REQ'D. 100%DL= O.T.M. RIGHT 2.21 1.931 ksf 0.000 ksf 44.72 ft. 7447 k -ft. F.S. must be >=1.0 PER FTG.WIDTH @ d = t-4" @ d = t-4"(w/o ties) @ d = t-4" = d/2 NOTES:- * 1.) Engineer must increase O.T.M. with any increase in footing thickness. ** 2.) For Earthquake, rho & 1 Dead Load was used for calculating the F.S. 3/15/2013 PM (above grade) T.O.F. BURY = SOIL WT.= FTG. CONC.WT.= FTG. LENGTH = FTG. AREA = (conc.) (reinf.) @ left end @ wall ctr. @ right end @ distance x (from left E.O.W.) L2 (ft.)= 40 L3 (ft.)= 7.25 t (in)= 46 4 H B (ft.)= 6.33 -SOIL BRG.(rt.) L4(OTM rt.) (ft.)= 44.72 1. ft. 0.120 kcf 0.150 kcf 54.5 ft. 345. sq.ft. Vertical loads SUM P1 -P4 = 36.72k WALL DL = O.k (inc.to T.O.F.) SOIL DL. = 38.2k (above fig.) FTG. DL. = 198.37k SUM P = 273.28k @ B.O.F. kip -ft.(@ B.O.F. or at S.O.G. if all shear leaves the wall @ S.O.G.) Earthquake controls overturning p only used for earthquake design For this Load Combination, ALL shown loads assumed to be DL 273.28k F.S. must be >=1.0 425 k -ft. 3.03 sq.in. 114.00 k 297.06 k NOT REQ'D. NOT REQ'D. 100%DL= O.T.M. RIGHT 2.21 1.931 ksf 0.000 ksf 44.72 ft. 7447 k -ft. F.S. must be >=1.0 PER FTG.WIDTH @ d = t-4" @ d = t-4"(w/o ties) @ d = t-4" = d/2 NOTES:- * 1.) Engineer must increase O.T.M. with any increase in footing thickness. ** 2.) For Earthquake, rho & 1 Dead Load was used for calculating the F.S. 3/15/2013 J4's\T ENGINEERS NORTHWEST, INC., P.S. ^' STRUCTURAL ENGINEERS 9725 THIRD AVE NE, SUITE 207, SEATTLE, WA 98115 (206) 525-7560 FAx (206) 522-669f1 PROJECT # 05/08005 PROJECT �0/41" CA3, 13ef `I a!/ .0 ei ix DATE SUBJECT SHEET l !/� I OF BY r7 - 1317.4GE riur46 h D/ei - AD -IL ar /) 4 I • V= 1,z .k C�FZ.0p6-1-191'.9 , 1.95' I' I , 1 k M�I•�r 0.75(lo9.1,‘2.-4,q- i I i 2$651..._. • I i i. .I i i 1. 1 1 .. I 1 I 1 1 : i 1 1 I 1 ... I I i 1 I I i i i 1 I I I , i I I I I I 1 1 i l 1 O. r,DL+ or7" ENGINEERS -NORTHWEST INC. P.S. 6869WOODLAWN AVE. N.E. (SUITE 205) SEATTLE, WA. 98115 SHEARWALL FOOTING SHEET / 00 OF 140 rev.12/07/05 * * * * Property of Engineers Northwest, Inc., Seattle - Use by others unlawful * * * * JOB # 05108005 I P1 = 12.24 PROJECT NAME : Se ale 763 / P2 = 12.24 SHEARWALL MK : Grid 4 Brace Frame P3 = 12.24 �..�� DIST. X= 2 P4= 0 Load Comb. WI 60 % DL WALL HT. (ft.) = 29.17 O.T.M. (k -ft.) = 2365 L1 (ft.)= 6 TOP OF SOIL or SLAB T.O.F. BURY (ft.) = 1 FTG. LENGTH (ft.) = 52 INPUT CELLS = Sds = WALL WEIGHT= WALL HEIGHT= WALL THICKNESS= FTG. TOE LEFT L1 = WALL LENGTH L2 = FTG. TOE RT. L3 = FTG. WIDTH B = FTG. THICKNESS t = Pc = Fy = CONCRETE ULTIMATE FACTOR = APPLIED LOADS P1 = P2 = P3 = P4 = DISTANCE X = * O.T.M. (inc.wall lateral) = Is O.T.M. Wind or Eq.? (W or E) = P= DL factor = OUTPUT ** OVERTURNING F.S. = SOIL BRG. qs1 = SOIL BRG. qs2 = FOOTING CONTACT W/SOIL L4 = MOMENT RESISTING (gross)= FOOTING 0.93 0.000 ksf 29.17 ft. 8. in. 6. ft. 40. ft. 6. ft. 5.33 ft. 36. in. 3000 psi 60000 psi 1.4 12.24k 12.24k 12.24k O.k 2. ft. 2365. k -ft. E 1.0 0.60 O.T.M. LEFT 1.26 0.000 ksf 2.653 ksf 16.25 ft. 2987 k -ft. Mu DESIGN = BOT. ASREQD.= VUDESIGN = VU allowable = Av REQUIRED. = Maximum tie spacing = L2 (ft.)= 40 L3 (ft.)= 6 (above grade) T.O.F. BURY = SOIL WT.= FTG. CONC.WT.= FTG. LENGTH = FTG. AREA = (conc.) (reinf.) @ left end @ wall ctr. @ right end @ distance x B (ft.)= 5.33 SOIL BRG.(rt.) L4(OTM rt.) (ft.)= 16.25 1. ft. 0.120 kcf 0.150 kcf 52. ft. 277.2 sq.ft. Vertical loads SUM P1 -P4 = 36.72k WALL DL = O.k (inc.to T.O.F.) SOIL DL. = 30.06k (above ftg.) FTG. DL. = 124.72k (from left E.O.W.) SUM P = 191.5k @ B.O.F. kip -ft.(@ B.O.F. or at S.O.G. if all shear leaves the wall @ S.O.G.) Earthquake controls overturning p only used for earthquake design For this Load Combination, ALL shown loads assumed to be DL 60%DL= 114.9k O.T.M. RIGHT F.S. must be >=1.0 1.26 F.S. must be >=1.0 2.653 ksf 0.000 ksf 16.25 ft. 2987 k -ft. 312 k -ft. 2.93 sq.in. 96.85 k 190.58 k NOT REQ'D. NOT REQ'D. PER FTG.WIDTH @ d = t-4" @ d = t-4"(w/o ties) @ d = t-4" = d/2 NOTES:- * 1.) Engineer must increase O.T.M. with any increase in footing thickness. ** 2.) For Earthquake, rho & 0.6 Dead Load was used for calculating the F.S. 3/15/2013 Pane 1 0•-tS"(e) ENGINEERS -NORTHWEST INC. P.S. 6869WOODLAWN AVE. N.E. (SUITE 205) SEATTLE, WA. 98115 SHEARWALL FOOTING SHEET 101 OFI� (."l/ rev.12/07/05 * * * * * Property of Engineers Northwest, Inc., Seattle - Use by others unlawful ***** JOB # 105108005 P1 = 12.24 PROJECT NAME :JSegale 763 ► - P2= 12.24 SHEARWALL MK :Grid 4 Brace Frame 1/ 4" .- P3= 12.24 DIST. X = 2 Load Comb. W/ 100 % DL WALL HT. (ft.) = 29.17 -� O.T.M. (k -ft.) = 2365 L1 (ft.)= 6 TOP OF SOIL or SLAB T.O.F. BURY (ft.) = 1 FTG. LENGTH (ft.) = 52 INPUT CELLS = Sds = WALL WEIGHT= WALL HEIGHT= WALL THICKNESS= FTG. TOE LEFT L1 = WALL LENGTH L2 = FTG. TOE RT. L3 = FTG. WIDTH B = FTG. THICKNESS t = Fc = Fy = CONCRETE ULTIMATE FACTOR = APPLIED LOADS P1 = P2 = P3 = P4 = DISTANCE X = * O.T.M. (inc.wall lateral) = Is O.T.M. Wind or Eq.? (W or E) = P= DL factor = OUTPUT ** OVERTURNING F.S. = SOIL BRG. qs1 = SOIL BRG. qs2 = FOOTING CONTACT W/SOIL L4 = MOMENT RESISTING (gross)= FOOTING 0.93 0.000 ksf 29.17 ft. 8. in. 6. ft. 40. ft. 6. ft. 5.33 ft. 36. in. 3000 psi 60000 psi 1.4 12.24k 12.24k 12.24k O.k 2. ft. 2365. k -ft. E 1.0 1.00 O.T.M. LEFT 2.11 0.000 ksf 1.755 ksf 40.95 ft. 4979 k -ft. MU DESIGN= BOT. ASREQD.= VUDESIGN = Vu allowable = Av REQUIRED: = Maximum tie spacing = • P4= 0 • (above grade) T.O.F. BURY = SOIL WT.= FTG. CONC.WT.= FTG. LENGTH = FTG. AREA = (conc.) (reinf.) @ left end @ wall ctr. @ right end @ distance x (from left E.O.W.) L2 (ft.)= 40 L3 (ft.)= 6 t (in)= 36 B (ft.)= 5.33 • SOIL BRG.(rt.) L4(0TM rt.) (ft.)= 40.95 1. ft. 0.120 kcf 0.150 kcf 52. ft. 277.2 sq.ft. Vertical loads SUM P1 -P4 = 36.72k WALL DL = O.k (inc.to T.O.F.) SOIL DL. = 30.06k (above ftg.) FTG. DL. = 124.72k SUM P = 191.5k kip -ft.(@ B.O.F. or at S.O.G. if all shear leaves the wa Earthquake controls overturning p only used for earthquake design For this Load Combination, ALL shown loads assume 100%DL= 191.5k O.T.M. RIGHT 2.11 1.755 ksf 0.000 ksf 40.95 ft. 4979 k -ft. F.S. must be >=1.0 224 k -ft. 2.09 sq.in. 72.81 k 190.58 k NOT REQ'D. NOT REQ'D. @ B.O.F. II @ S.O.G.) d to be DL F.S. must be >=1.0 PER FTG.WIDTH @ d = t-4" @ d = t-4"(w/o ties) @d=t-4" = d/2 NOTES:- * 1.) Engineer must increase O.T.M. with any increase in footing thickness. ** 2.) For Earthquake, rho & 1 Dead Load was used for calculating the F.S. 3/15/2013 • ENWENGINEERS NORTHWEST, INC., P.S. — STRUCTURAL ENGINEERS 9725 THIRD AVE NE, SUITE 207, SEATTLE, WA 98115 (206) 525-7560 FAX (206) 522-669,: PROJECT # PROJECT 765 DATE SUBJECT SHEET I 02' OF By • .. • S»Z -s.../42.c. ... . - • - r3 157 I 9 44 6. x 0 eri 3)c: 51-410 pt. c4.000 crit -44 6-) Ow.. c2;EI .3% 0-6T • SIYJa ( ok 3 11 Com rx 00.1 Coy rireno),-) exes STAcc - ..v, oil 421-11 717 ),/ p rgc-G .0,1•••.1.109. 41.1•11.1.01,MM TL ;31 07-0.13 w- coy ENWENGINEERS NORTHWEST, INC., P.S. — STRUCTURAL ENGINEERS 9725 THIRD AVE NE, SUITE 207, SEATTLE, WA 98115 (206) 525-7560 FAX (206) 522-669' PROJECT # PROJECT DATE SUBJECT SHEET-I-e_OF >165 • ,b9 ..... 64-909L,, SCr 70 I • • , • ... • • • . I BY • ,•425 1 -f- ; ..... . !/ 2:711 riLS'Y 1 1 C. /4-f. • • • i i.. _ Citx 24)4 1 i I _ I ..(/6+2:760tI) 2-) 2/. 5 I - --- Jr /VC ; C IS,t< 3 ,-1.5 = A-/caLl /3Ari 7/I 2- 1 • 1 f 1 1 r , i I ; 1 I , 1 1 1 1 1 ... 4 1 ...... ......... .. . ; 1 . 1 . 1 , I I 1 1 ; , 1 i . ; !-- , .. .. 1. ...... ..11. 1 ; ! t 1 ! 1 ! I ;— I . .L 4 ENWENGINEERS NORTHWEST, INC., P.S. STRUCTURAL ENGINEERS 9725 THIRD AVE NE, SUITE 207, SEATTLE, WA 98115 (206) 5257560 FAX (206)522-6698; PROJECT # ° 57° S°47 5' PROJECT 55 0/14-e- `FG:/3 DATE SUBJECT 10,-rizA-L_S SHEET If /OF felp OUT -OF - P-1--AV"-i 6 73a.-3 rii--/ BY - 1 -.; • ; • . ; 5 it -,4P/4 ' I II,• , - I ; ... ,- ••-r- 1 ; '-1-- , 1 --1 0.00*.54 k. ktr , v- r 1 -.7--la.002iI56.1(a,lb.) . (42. oils) •(,--)ilf r.) ; ; •;-• -i• • ; ;- , ; ,•. /-.4--1.0. !... . H I I— I .1 .... r- 6E75 15. -; ;ErrectritiE • ; fL e".p . J. tl 42 5 "r 49 .1 • Ole; €5 7.-• 9 I, 0 ;. . I t (913- np. rt -s4) ; .. •; I ... . j . 1. I .. I . ... ENWENGINEERS NORTHWEST, INC., P.S. STRUCTURAL ENGINEERS 9725 THIRD AVE NE, SUITE 207, SEAntE, WA 98115 (206) 525-7560 FAX (206) 522-6698; PROJECT # °5-/ e213'9"-- PROJECT .SEC -1/11—Z-: I&S DATE SUBJECT SHEET (D OF / 1-1-D fv47...Ls • an" cve pz.,v,va BY eiLi.(2W 4 ZSThYt 51 i 2••• (e.g.:SI . i , i ; it 1 l' ( 0 Pr' 1 i I , i i• i : I —_, ___.; 1 1 F F I . 1 ........ • ... . ! 1 1 1 • ' t 1 235 I I # 1 I 7 ... I I I 1 ! 1 ; • : I 1 . ; I • 1 1 1 1 1 i . ; 1 I 1 1 1 1 ! 1 ; • i . I. 11 I! 1 1 ; I I I J. ; I4 • ... .. • • INwENGINEERS NORTHWEST, INC., P.S. — STRUCTURAL ENGINEERS 9725 THIRD AVE NE, SUITE 207, SEATTLE, WA 98115 (206) 525-7560 FAx (206) 522669; PROJECT # 615(0 l3 OV S PROJECT EG/gZ-C Wo 3 DATE SUBJECT SHEET , 0 OF Il -FD BY .............. • I 9pif (g- is) -1. .IT' J4 -(4i) 4.. ial,aU(//3?'_,)_: pua . 1 . • • 1 ,gBoVC M. 23V( fl'-th3139Ltple k5l I I j I j • ENWENGINEERS NORTHWEST, INC., P.S. STRUCTURAL ENGINEERS 9725 THIRD AVE NE, SUITE 207, SEATTLE, WA 98115 (206) 525-7560 FAX (206) 522-669; PROJECT # PROJECT DATE SUBJECT SHEET 101- OF 14D BY • • 21. 2-7. to ••••••••••••.....,. . .. -D--st4/Lt Fott- , 606 f-0), k iz.1s4-- A V.,/x1 S • I S'AY llss Nt. Mgfe. • o•AO ! ! CO.)116 r Q. -tic' 11;4 56" • 5 61.12,11 I. r 30-4 friy/orz-i ; : . 21(111066= (2 I P (P 2 - AS 0 ........ ..... ! ! I ; , I i 4).24 I ; ; .... ! 1 i i 1 ! I ! j 1 i I : • • t ; ; ; 1 I 1 i I 1 - I i i ; I I I ; t ; r-- . ._ i ...t ...... ... I •I. beam: Shape: Material: Length: I Joint: J Joint: LC 1: Code Report M1 v HSS8X8X4 1. in 116 at 6.375 ft in A500 Gr.46 12.75 ft N1 - N2 total load . Check: 0.897 (bending) Based On 97 Sections Dy Dz A 122 at Oft k 2.55 at 12.75 ft — i — –I Vy k Vz k -2.55atOft T k -ft My k -ft -8.128 at 6.375 ft Mz k -ft 17.221 at O ft fa ksi 5.532 at 6.375 ft fc 4111111.111111111111h ksi ft ksi -5.532 at 6.375 ft AISC 360-05: ASD Code Check Direct Analysis Method Max Bending Check 0.897 Location 6.375 ft Equation H1 -la Bending Flange Bending Web Fy Pnc/om Pnt/om Mny/om Mnz/om Vny/om Vnz/om Tn/om Cb 46 ksi 166.594 k 195.144 k 43.986 k -ft 43.986 k -ft 56.12 k 56.12 k 38.572 k -ft 1 Non -Compact Compact Lb KL/r Sway Max Shear Check Location Max Defl Ratio Compression Flange Compression Web Y -Y 12.75 ft 48.492 No Z -Z 12.75 ft 48.492 No L Comp Flange 12.75 ft Torque Length NC Tau_b 1 0.045 (z) 12.75 ft L11316 Non -Slender Non -Slender (00) • ENWENGINEERS NORTHWEST, INC., P.S. — STRUCTURAL ENGINEERS 9725 THIRD AVE NE, SUITE 207, SEATTLE, WA 98115 (206) 5257560 FAX (206) 522-6698( —CMALC: 76 "3 PROJECT # PROJECT DATE SUBJECT '71 7,g44 SHEET OF____ Roof' ,at -t BY G) P5A,/0"1 5 li%,441. 14=7 geo I • • ("41N I Clite .‹./. 2 4. i• 0 IC .• I 4!-*" + 1- ; , I : I 1 t , i 1 • t- ! i t .•! 4, • • icelS,i_-. 16.74 'rAs - - .0;10 .. ...... . . .... I I I I ; I .1 - I- 1 1 1 i i I i 1 ; i I i I II .1 i I ; . . • ^v. I ; I Beam: Ml Shape: HSS8X8X6 Material: A500 Gr.46 Length: 12.75 ft I Joint: N1 J Joint: N2 LC 1: Case 1 Code Check: 0.665 (bending) Report Based On 97 Sections Dy -.223 at 6.375 ft in Dz in A 73.539 at 0 ft 73 at 12.75 ft k 4.315 at 0 ft Vy 1 k -4.315 at 6.375 ft Vz k T k -ft Mz k -ft -27.508 at 6.375 ft My k -ft fa 7.098 at 0 ft 7.046 at 12.75 ft ksi 13.269 at 6.375 ft fcAllik ksi ft ksi -13.269 at 6.375 ft AISC 360-05: ASD Code Check Direct Analysis Method Max Bending Check 0.665 Location 6.375 ft Equation H1 -1a Bending Flange Compact Bending Web Compact Fy 46 ksi Pnc/om 242.222 k Pnt/om 285.373 k Mny/om 67.516 k -ft Mnz/om 67.516 k -ft Vny/om 80.16 k Vnz/om 80.16 k Tn/om 56.011 k -ft Cb 1.316 Lb KL/r Sway Max Shear Check 0.054 (y) Location 6.375 ft Max Defl Ratio L/686 Compression Flange Non -Slender Compression Web Non -Slender Y -Y 12.75 ft 49.367 No Z -Z 12.75 ft 49.367 No L Comp Flange 12.75 ft Torque Length NC Tau_b 1 Fo' Beam: Ml Shape: HSS8X8X6 Material: A500 Gr.46 Length: 12.75 ft I Joint: N1 J Joint: N2 LC 2: Case 2 Code Check: 0.573 (bending) Report Based On 97 Sections Dy -.238 at 6.375 ft in Dz in A 73.539 at 0 ft 73 at 12.75 ft k 8.63 at 0 ft Vy 1...:1 ` 1 -8.63 at 10.492 ft k Vz k T k -ft Mziffk -ft -20.496 at 7.836 ft My k -ft fa 7.098 at 0 ft 7.046 at 12.75 ft ksi 9.886 at 7.836 ft fc1111 ksi ftINFksi -9.886 at 7.836 ft AISC 360-05: ASD Code Check Direct Analysis Method Max Bending Check Location Equation Bending Flange Bending Web Fy 46 ksi Pnc/om 242.222 k Pnt/om 285.373 k Mny/om 67.516 k -ft Mnz/om 67.516 k -ft Vny/om 80.16 k Vnz/om 80.16 k Tn/om 56.011 k -ft Cb 1 0.573 2.391 ft H1 -1a Compact Compact Max Shear Check 0.108 (y) Location 0 ft Max Defl Ratio L/643 Compression Flange Non -Slender Compression Web Non -Slender Y -Y Lb 12.75 ft KL/r 49.367 Sway No L Comp Flange Torque Length Tau_b Z -Z 12.75 ft 49.367 No 12.75 ft NC 1 6-7) • ENWENGINEERS NORTHWEST, INC., P.S. — STRUCTURAL ENGINEERS PROJECT # SUBJECT 9725 THIRD AVE NE, SUITE 207, SEATTLE, WA 98115 (206) 525-7560 Fax (206) 522-6698; PROJECT 763 DATE SHEET 0j4) BY cur-or-Pz.ra-/a. apL4-1./-1A) 5 Scirivo'ri-rm.t4 44—s • I -t < : (!,-7 • • .. 2, pi ... ) 41.4j .4.... .. • : I I ! : i -• ; 1- - ! ...... ; • ; :• I 1 ! I i I ! ....... . . .... . -• . • t • 1 . • . ...... H........- .......... Column: Ml Shape: HSS8X8X6 Material: A500 Gr.46 Length: 27.5 ft I Joint: N1 J Joint: N2 LC 1: Total Load Code Check: 0.715 (bending) Report Based On 97 Sections Dy -1.66 at 13.75 ft J' in Dz in 2,4 A 17.25 at 0 ft k Vy 3.142 at 0 ft -3.258 at 14.036 ft k Vz k T k -ft Mz k -ft -43.867 at 14.036 ft My k -ft 1.665 at 0 ft fa Eimiumm ksi 21.159 at 14.036 ft fc ksi ftlirksi -21.159 at 14.036 ft AISC 360-05: ASD Code Check Direct Analysis Method Max Bending Check 0.715 / Max Shear Check 0.041 (y) Location 14.036 ft Location 14.036 ft Equation H1 -lb Max Defl Ratio L1199 Bending Flange Compact Compression Flange Non -Slender Bending Web Compact Compression Web Non -Slender Fy 46 ksi Pnc/om 133.105 k Pnt/om 285.373 k Mny/om 67.516 k -ft Mnz/om 67.516 k -ft Vny/om 80.16 k Vnz/om 80.16 k Tn/om 56.011 k -ft Cb 1.323 Y -Y Z -Z Lb 27.5 ft 27.5 ft KL/r 106.479 106.479 Sway No No L Comp Flange 27.5 ft Torque Length NC Tau_b 1 • ENW ENGINEERS NORTHWEST, INC., P.S. STRUCTURAL ENGINEERS 9725 THIRD AVE NE, SUITE 207, SEATTLE, WA 98115 (206) 5257560 FAX (206) 522-6698j PROJECT # PROJECT eCaAxa' T'C'S DATE SUBJECT SHEET 1 if IA -//q/-/- 4A/C,4'dRAGC- BY 5 r - if' • ... ! 1 i 4 ! •Ai 4- ,z),s I tr./ ---"- ,00; ( a • '3 #.5) 6 );1.-tiv- I o. •37/ 4 LA . I • ,. • ... .... i . LA$) 1/•//a)l-S !).7 ar 37/ (0 .. • arreomocap.s......r4mmemaimomomeas I •III ... . . t .. . .. .... .1.. . .... 1.... A.NCy-log•S: I f56:/.52 -r"5) LS( • 1 6). 432. IC/4-r) An/c-IPrz-5 . ....... a .71--st) . ... ... .. . 42 ?.•)( it/A ;Roar . /-//:// r. ! t4"ti.64 4) iZI4a se . I A./Mt-1r • • .. • _ • • s • r • } i 1 ..j... : iI ! i : : ! I 1 Co`Dp6-r • • 1'I ....1 I 1 I 1 ; I T 1 i j I 1 1 • ; • • sro J D 0 11 NoAIL NcSr .. lO44 6C, ?ARALLF.LTD CrRICy' ddQ 3 04, " TO ace, .A 2S1 :561 x 1O tJ A L itbAY' IO4 c2 34 m.o. l04Q 4' o.c.• • 0/4-x17 �L csc? 5(M. 2@x(0 2' Lt.e ro T4 'D A• • 4•d�� }Qt} o,c, 1742.4I.11L�0 0 (D4 'eke a' a,c. TZ, A • G ' • .,7/0,r 24- qi.. A 5/8n z 4'Gs•WAX=R. P 'IY4 7141 • 05/Dx 21 Of. 0 4/4° WJ-Eg- SIMt' oN 5414 144r-14am e ZOI FbAY4 Ex' PT ON/az MCZZANtN$ • �/A " GiVO� CIL 2i cavobe FL. 4* 7 • Y I r wcop- eio -11_ 'C1 11 - 1r 1 AMMONIUM ASW2w+ yjlrFeNleRb rIC2. . 564 Q W4" CA A 1Q- - • • • • ^ - •••• ••••• ••••—••• • • -•••r• vt•••••••• •••••r•- • ...,•••••c• ,1.1••• ,1:1701•••••• • • • • • oNT. NAfLEZ vi/d,od 'NM". e eac. 4Thoeoe-Rer,. 0ZIVE FULL 1,eF'TH t. USe 12-6,01 4J EA. • sTAr-evezet, e EA. PUZUN. PILitmeereiz iZa7F fLIFZUF-IS-4.Ee • ptANI Foe. size P PANELls S rcn 477:\ •t .1 It • Jo.. ontr• tr,t • , • fLYWOOD ti0410 PANEL. (.—EE Sc.N'L. PLAN raz. LATOuT 4. Alto., e •Z4' oz. ine/ •SINIPSoN 4pJ asZ Ea. EA. PUZLINIS- see FLAN F•OR SIZE 45 1 es. Lar oP1 • • -iom/DERfo/-joIR PURIM ANCHORS MASONRY SPECIALS — PAM25 AND PATM25 added to line — allows full -block penetration. This Purlin Anchor line provides a tested 11,500 Ibs. of pull value in 2000 psi concrete. The new, heavily embossed hook is embedded 4" into concrete or masonry. (Tabular values given are as limited by allowable code values for bolts or nails.) PAM.and PATM Anchors are especially suitable for use with concrete block construction. PAR Anchors are • hinged to allow for irregularities found in construction. Specifically designed for the new seismic load /:PE 6.6/Sim PATENT PENDING cod PAT requirements as well as general tie use between concrete ' and wood structures. Table 39 p MODEL . N0. MATERIAL GALV. LENGTH CONNECTORS TO PURLINS ' LOADS* NORMAL MAXIMUM PA 18 12 ga.x.2K6" 181/2" 12-16d 1.6 Kips 2.1 Kips PA 23 12 ga. x 2X6" 233/4" ' X18 -16d 2.4 Kips . 3.2 Kips PAM 25 12 ga. x 2j{6" 253/8" 18-16d 2.4 Kips 3.2 Kips crvrtt PA 28 12 ga. x 2X," 29" 24-16d 3.1 Kips 4.1 Kips ,,-,,s ' PAT 18 12 ga. x 2yf6" 181/2" 2-1/2" MB 1.6 Kips 2.0 Kips 7-16d 940 lbs. 1175 lbs. PAT 23 12 ga. x 2X," 233/4" 3.1/2" MB 2.4 Kips 3.0 Kips 13-16d 1740 lbs. 2175 lbs. PATM 25 PATM 12 ga. x 2X6" 253/8" 13-16d 1740 lbs. 2175 lbs. --0.---- GMl/a, PAT 28 12 ga. x 2X,," 29" 4-1/2" MB 3.1 Kips 3.9 Kips POURE CO.NCR 19-16d 2550 lbs. 3190 lbs. PAR 121a. x 2M," 221/2" 3-N54A 1035 lbs. 1035 lbs. 5-N54A 1725 lbs. 1725 lbs. I 'Design Toad increases of 1/2 allowed for seismic. APPROVED—See Research Recommendation No. 1211 of the International Conference of Building Officials (Uniform Building Code). PAR D ETE LEDGER JOIST OR PURLIN CROSS SECTION VIEW OF PAT INSTALLATION Provides 4" of embedment into poured concrete. rni]%' 1 SA STRAP ANCHOR STRAP CONNECTORS • FIDDLE HANGER• COLUMN CAP SA I` . Li '1 LZ Used to provide anchoring of purlins to ledgers, and to make horizontal ties across intervening members. SA STRAP ANCHOR Table 18 PA . 11 Model No. Strap Section DIMEN L1 34" 45" 36" 47" 36" 47" 26" SA 34 7 a x 21/16" SA 45 7 ga x 21/16' SA 36 SA 47 SAL 361 SAL 471 HSA 1 HSA 2 HSA 3- 12 ga x 21/16" 12,0a x 21/16" 12 ga x 21/16" 12 ga x 21/16_ 1/4" SIONS A L2 ( '9" LTEHNATE' Bolts , ea. side 23/4" CONNECTIONS Nails ea. side DESIGN LOADS' Bolts 'Nails only only 191/2" 9" 191/2" 9" 23/4" 21/2" 21/2" 21/2" 11 — 16d 2930 2183 11 — 16d 2183 11 — 160 4367 191/2" 21/2': HSA 4 1/4" 1/4" 32" 3$" 44" 9" 9" 9" 13/4" 11 — 16d 4367 1800 • 1962 1962 3924 3924 23/4"" 33/4" 3600 5.100 9' 43/4" 7200 SADDLE HANGER USA 5 1/4" 50" 9" 53/4" — 9000 SAL HSA A High Value cross member Seismic Tie. ANGLE GUSSETS APPROVED—See Research Recommendation No. 1746 of the nternational Conference of Building Officials (Uniform Building Code). - 'Design loads Include metal sideplate and Ya short -tern allowances. Bolted values ire in single shear and assume a restrained member of 31/2' minimum thickness with loads parallel to grain. All calculated values shotkn have been verified by tests with a safety factor of over 3. -'Bolts and nails values may not be combined. 1The SAL ledger-to-purlin anchors assume a ledger of 2'x 6' or larger. Values given are for between purlin and ledger only. Ledger -to -wall values must be separately investigated. Use SAL 47 for all ledger sizes over 6' width. SAL identical to SA. Response to Engineers' requests! Exceptionally versatile Angle Gusset with 3 -way connection feature. Table 34 MODEL NO ' DIMENSIONS MAT. W1 & W2 L BOLTS BOLT LOAD VALUES PARALLEL TO GRAIN TORGRND. AG8 81/6" 23/4" AG9 1/4" 93/4" 31/4" (4) 5/a" M.B. (4) 3/4" M.B. 2512# 145(, 3612# 1940# APPROVED—See Research Recommendation No. 1211 of the International Conference of Buildirig Officials (Uniform Building Code.) ©Copyright 1977 SIMPSON COMPANY 13 ANCHORS R, STRAPS ENWENGINEERS NORTHWEST, INC., P.S. ''.--' STRUCTURAL ENGINEERS • 9725 THIRD AVE NE, SUITE 207, SEATTLE, WA 98115 (206) 525-7560 Fax (206) 522-6698 i PROJECT # PROJECT 5E4/46 765 DATE SUBJECT A-604- AL/C/10/244e SHEET—II& OF_Ra BY ' fit) R . • '''' . • 1,-(=4it ! 2_ 12 aj 7Ca (/7-/) T • T- ''''''' (17 2.6 s (zFimeo) • • I 411 Ar1,1,3 k.,1'1E"-3C;' I • roc -c- ! 64 i'.3):.-- (zu . : 1,176,7 r:12-1 ; i .1 0..,..., 6. I. , 1 i i 1 i I I 1 ' i i .1 L5)/1//2 S1W .E7.4 /1-- 1 r6) ..1)05 ask sit. 13q04 1C-0 t... r O. -5 ?-el-Hc.2c.+7:-.1:041' 1 6,0ea.'2 - /I I I: I • i 1 , - 1 - if. I 0,45 (6-')Z,M "r-- ,:5Q't 1 S I ! 1 I.- A i ! 3 + I 4/4 7- .. • ... ENW ENGINEERS NORTHWEST, INC., P.S. STRUCTURAL ENGINEERS 9725 THIRD AVE NE, SUITE 207, SEATTLE, WA 98115 (206) 5257560 FAX (206) 522-669t PROJECT # PROJECT SE DATE SUBJECT • ... SHEET[(1 OF I 0 4j BY VII c,. tti • ......... ......... CPI (1) 0.) kl 1 --r www.hilti.us Company: Specifier: Address: Phone I Fax: E -Mail: Page: Project: Sub -Project I Pos. No.: Date: Profis Anchor 2.3.5 Segale 763 4/9/2013 Specifier's comments: 1 Input data Anchor type and diameter: Effective embedment depth: Material: Evaluation Service Report:: Issued I Valid: Proof: Stand-off installation: Anchor plate: Profile: Base material: Installation: Reinforcement: Seismic loads (cat. C, D, E, or F) Geometry [in.] & Loading [Ib, in.Ib] HIT -RE 500 -SD + HAS 5/8 hef,act = 4.000 in. (hef,limit = - in.) ASTM F 568M Class 5.8 ESR 2322 11/1/201214/1/2014 design method ACI 318 / AC308 eb = 0.000 in. (no stand-off); t = 0.250 in. Ix x ly x t = 4.000 in. x 4.000 in. x 0.250 in.; (Recommended plate thickness: not calculated) Square HSS (AISC); (L x W x T) = 1.250 in. x 1.250 in. x 0.125 in. cracked concrete, 3000, fc' = 3000 psi; h = 5.500 in., Temp. short/long: 32/32 °F hammer drilled hole, installation condition: dry tension: condition B, shear: condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar yes (D.3.3.5) Z Input data and results must be checked for agreement with the existing conditions and for plausibility) PROFIS Anchor ( c )2003-2009 Hilti AG, FL -9494 Schaan Hilti Is a registered Trademark of Hilti AG, Schaan www.hilti.us (2:1) 141111T1 Profis Anchor 2.3.5 Company: Specifier: Address: Phone I Fax: E -Mail: Page: 2 Project: Segale 763 Sub -Project I Pos. No.: Date: 4/9/2013 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 2271 0 0 0 max. concrete compressive strain: - [%e] max. concrete compressive stress: - [psi] resulting tension force in (x/y)=(0.000/0.000): 2271 [Ib] resulting compression force in (x/y)=(0.000/0.000): 0 [Ib] 3 Tension load Steel Strength* Bond Strength** Concrete Breakout Strength" * anchor having the highest loading Load Nua [Ib] Capacity 4Nn [Ib] Utilization 13N = Nua/4)1•1n Status 2271 10650 22 OK 2271 2367 96 OK 2271 3305 69 OK **anchor group (anchors in tension) 3.1 Steel Strength Nsa = ESR value refer to ICC -ES ESR 2322 ii Neel Z Nna ACI 318-08 Eq. (D-1) Variables n Ase,N [in 2] luta [psi] 1 0.23 72500 Calculations Nsa [Ib] 16385 Results N. [Ib] 16385 4steei clnonductile 4j Nsa [Ib] Nua [Ib] 0.650 1.000 10650 2271 Input data and results must be checked for agreement with the existing conditions and for plausibility) PROFIS Anchor (c) 2003-2009 Hiiti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan MILT' www.hilti.us Company: Specifier: Address: Phone I Fax: E -Mail: 1 Page: Project: Sub -Project I Pos. No.: Date: Profis Anchor 2.3.5 3 Segale 763 4/9/2013 3.2 Bond Strength _ 1/ \• yva0) Wed,Na Wp,Na Na0 Z Nua = see ICC -ES AC308, Part D.5.3.7 ' Sc2 r,Na =20dT Im"553het 1450 Na 4) Na AN. ANa0 Scr,Na Ccr,Na = Scr Na 2 Wed,Na = 0.7 + 0.3 (2-9-11-1 5 1.0 Ccr, a Wg,Na = Wg'NaO (SSc)0.5 . (1 Wg,Na0) 2 1.0 + — v Na 1.5 41-1- -- [ . ('qc.c ) 1 2 1.0 WgNag = Vfl - (Vf�t -1) • ` J Tkmax,c kc Tk,max,c = it.‘17.;7. 1 Wec,Na = (+)�i.o Scr,Na WP.Na = MAX( -d0, Ccr,Na 5 to c05 cac Nag = Tk,c' UN,seis' Kbond • 7[' d' hef Variables Tk,c,uncr [PSI] danchor [in.] 2142 0.625 Ic [psi] 3000 ke 17 Calculations S«,Na [in.] 12.000 Wg,NaO 1.000 het [in.] ICC -ES AC308 Eq. (D -16a) ACI 318-08 Eq. (D-1) ICC -ES AC308 Eq. (D -16c) ICC -ES AC308 Eq. (D -16d) ICC -ES AC308 Eq. (D -16e) ICC -ES AC308 Eq. (D -16m) ICC -ES AC308 Eq. (D -16g) ICC -ES AC308 Eq. (D -16h) ICC -ES AC308 Eq. (D -16i) ICC -ES AC308 Eq. (D -16j) ICC -ES AC308 Eq. (D -16p) ICC -ES AC308 Eq. (0-16f) 4.000 ec1,N [in.] comb [in.] 5.312 ec2,N [in.] save [in.] n 0.000 1 ccr,Na [in.] 6.000 Results Na [lb] 4856 We,Na 0.000 ANO [in 2] 135.74 1.000 1:1)bond 0.650 Wec1,Na 1.000 0.000 ANao [in.2] ca5 [in.] Kbond 9.571 1.00 144.00 seismic 0.750 Wec2,Na 1.000 Wed,Na Tkmax [psi] 0.966 948 4)nonductile 1.000 WP,Na Nay [lb] 1.000 5335 4) Na [ib] Nua [Ib] 2367 2271 Tice [psi] 1045 O N,sels 0.650 Input data and results must be checked for agreement with the existing conditions and for plausibility) PROFIS Anchor (c) 2003-2009 Hilti AG, FL -9494 Schaan Hilt' is a registered Trademark of Hilti AG, Schaan www.hilti.us Company: Specifier: Address: Phone I Fax: E -Mail: milari Page: Project: Sub -Project I Pos. No.: Date: Profis Anchor 2.3.5 4 Segale 763 4/9/2013 3.3 Concrete Breakout Strength Nc A Nth= (AN C) wed,N wc,N wcp,N Nb 4) Ncb Z Nua ANc see ACI 318-08, Part D.5.2.1, Fig. RD.5.2.1(b) ANco = 9 her 1 Wec,N = + 2 en!) 51.0 het wed,N=0.7+0.3 (Carol")51.0 1.5het wcp,N= MAX (ca_ nnr 1.5hef151.0 cac cac ff Nb =kca 4lb heir Variables ha [in.] 4.000 cac [in.] 9.571 Calculations AN [in.2] 135.74 Results Ncb [Ib] 6780 ACI 318-08 Eq. (D-4) 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) eel ,N [in.] ec2,N [in.] ca,min [in.] 0.000 0.000 5.312 kc x fc [psi] 17 1 3000 ANc0 [in.2] wect,N wec2,N 144.00 1.000 1.000 gconcrete d'selsndc 4lnonductile 0.650 0.750 1.000 wc.N 1.000 Wed,N 0.966 wcp,N Nb [Ib] 1.000 7449 Ncb [Ib] Nua [Ib] 3305 2271 Input data and results must be checked for agreement with the existing conditions and for plausibility) PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL -9494 Schaan Hilti Is a registered Trademark of Hilti AG, Schaan • • (123 I�III�TI www.hilti.us Profis Anchor 2.3.5 5 Segale 763 Company: Specifier: Address: Phone I Fax: E -Mail: Page: Project: Sub -Project I Pos. No.: Date: 4/9/2013 4 Shear load Load Vua [lb] Capacity 4V,, [Ib] Utilization (iv = Vaj Vn Status Steel Strength* N/A N/A N/A N/A Steel failure (with lever arm)* N/A N/A N/A N/A Pryout Strength (Bond Strength controls)* N/A N/A N/A N/A Concrete edge failure in direction ** N/A N/A N/A N/A * anchor having the highest loading **anchor group (relevant anchors) 5 Warnings • To avoid failure of the anchor plate the required thickness can be calculated in PROFIS Anchor. Load re -distributions on the anchors due to elastic deformations of the anchor plate are not considered. The anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the loading I • Condition A applies when supplementary reinforcement is used. The th factor is increased for non -steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength. Refer to your local standard. • Design Strengths of adhesive anchor systems are influenced by the cleaning method. Refer to the INSTRUCTIONS FOR USE given in the Evaluation Service Report for cleaning and installation instructions • The present version of the software does not account for adhesive anchor special design provisions corresponding to overhead applications. Refer to the ICC -ES Evaluation Service Report (e.g. section 4.1.1 of the ICC -ESR 2322) for details. • Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI318 or the relevant standard! An anchor design approach for structures assigned to Seismic Design Category C, D, E or F is given in ACI 318-08 Appendix D, Part D.3.3.4 that requires the governing design strength of an anchor or group of anchors be limited by ductile steel failure. If this is NOT the case, Part D.3.3.5 requires that the attachment that the anchor is connecting to the structure shall be designed so that the attachment will undergo ductile yielding at a load level corresponding to anchor forces no greater than the controlling design strength. In lieu of D.3.3.4 and D.3.3.5, the minimum design strength of the anchors shall be multiplied by a reduction factor per D.3.3.6. An alternative anchor design approach to ACI 318-08, Part D.3.3 is given in IBC 2009, Section 1908.1.9. This approach contains "Exceptions" that may be applied in lieu of D.3.3 for applications involving "non-structural components" as defined in ASCE 7, Section 13.4.2. An alternative anchor design approach to ACI 318-08, Part D.3.3 is given in IBC 2009, Section 1908.1.9. This approach contains "Exceptions" that may be applied in lieu of D.3.3 for applications involving "wall out -of -plane forces" as defined in ASCE 7, Equation 12.11-1 or Equation 12.14-10. • It is the responsibility of the user when inputting values for brittle reduction factors ($nonduwle) different than those noted in ACI 318-08, Part D.3.3.6 to determine if they are consistent with the design provisions of ACI 318-08, ASCE 7 and the governing building code. Selection of ynonductile = 1.0 as a means of satisfying ACI 318-08, Part D.3.3.5 assumes the user has designed the attachment that the anchor is connecting to undergo ductile yielding at a force level <= the design strengths calculated per ACI 318-08, Part D.3.3.3. Fastening meets the design criteria! Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor (c) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan • ENW PROJECT # ENGINEERS NORTHWEST, INC., P.S. STRUCTURAL ENGINEERS PROJECT 9725 THIRD AVE NE, SUITE 207, SEATTLE, WA 98115 (206) 525-7560 FAx (206) 522-6698' 763 DATE SUBJECT SHEETOF____ /4-me. R-4,0 p PeX/77VOUsZ..: B BY • ... A9.0y1 2 -IX/ t, 21-41'ir ek--4f ow 7r, /A/X v4-'070"/ Aza-CanaEJiT s-r4fib: I ... )(4, dc). 24'1 Dr #r" lc NO,AST /3,-i _ ..... 4.......... r 7,,°.17,194)J JI 1 ... ...; ...... .. • . • • • • I I ... ..... I 1 • 1. ENW PROJECT : Segale 763 typical Elevator Penthouse joist PAGE : STRUCTURALENGINEERSCLIENT : DESIGN BY : JOB NO.: DATE: REVIEW BY : VOW, Beam Design Base on NDS 2005 INPUT DATA & DESIGN SUMMARY MEMBER SIZE MEMBER SPAN UNIFORMLY DISTRIBUTED DEAD LOAD UNIFORMLY DISTRIBUTED LIVE LOAD CONCENTRATED DEAD LOADS (0 for no concentrated load) DEFLECTION LIMIT OF LIVE LOAD DEFLECTION LIMIT OF LONG-TERM 2 x 8 No. 2, Douglas Fir -Larch L= 10.5 ft WD= 30 lbs/ft WL= 50 lbs/ft PD1 = 0 lbs L1= 4 ft PD2 = 0 lbs L2 = 5 ft AL=L/ 360 dKcrD+L=L/ 180 Does member have continuous lateral support by top diaphragm ? (1= yes, 0= no) 1 Yes f Lt X LZ �' Pc) i j I 2 WL�dbbydd1�d4141 WD 41441411111 1 Camber=> 0.17 inch THE BEAM DESIGN IS ADEQUATE. Code Duration Factor, Cn Condition Code Designation 1 0.90 Dead Load 1 Select Structural, Douglas Fir -Larch 2 1.00 Occupancy Live Load 2 No. 1, Douglas Fir -Larch 3 1.15 Snow Load 3 No. 2, Douglas Fir -Larch 4 1.25 Construction Load 4 Select Structural, Southern Pine 5 1.60 Wind/Earthquake Load 5 No. 1, Southern Pine 6 2.00 Impact Load 6 No. 2, Southern Pine Choice => 3 Snow Load Choice => 3 ANALYSIS DETERMINE REACTIONS, MOMENT, SHEAR Wseirwt = 2 lbs/ft RLeft = 0.43 kips RRight = 0.43 kips VMax = 0.38 kips, at 7.25 inch from left end MMax = 1.13 ft -kips, at 5.25 ft from left end DETERMINE SECTION PROPERTIES& ALLOWABLE STRESSES b = 1.50 in E'min = N/A E = Ex = 1600 ksi Fb = N/A d = 7.25 in FbE = N/A Fb = 900 psi F = FbE / Fb* = N/A A = 10.9 inta i = 48 in F„ = 180 psi Fb' = 1,242 psi Sx = 13.1 in3 RB= N/A E' = 1,600 ksi F5' = 207 psi 1E= N/A CD CM Ct C1 CL CF CV Cc Cr 1.15 1.00 1.00 1.00 1.00 1.20 1.00 1.00 1.00 CHECK BENDING AND SHEAR CAPACITIES fb = MMax / Sx = 1036 psi < Fb = 1242 psi r_ f� = 1.5 VMax / A = 53 psi < F„,' [Satisfactory] [Satisfactory] CHECK DEFLECTIONS A (L, Max) = 0.18 in, at 5.250 ft from left end, < di_ = L / 360 [Satisfactory] dKcrD+L,Max) =0.35 in, at 5.250 ft from left end < dKcrD+L=L/180 [Satisfactory] Where K, = 1.50 , (NDS 3.5.2) DETERMINE CAMBER AT 1.5 (DEAD + SELF WEIGHT) A (1.5D, Max) = 0.17 in, at 5.250 ft from left end f tZ,��. ko t sY 844 Beam: Ml Shape: W8X13 Material: A992 Length: 11 ft I Joint: N1 J Joint: N2 LC 1: tl Code Check: 0.777 (bending) Report Based On 97 Sections Dy -.212 at 5.5 ft in Dz in A k Vy 2.572 at 0 ft -2.572 at 11 ft k Vz k T k -ft MzIFFk -ft -13.948 at 5.5 ft My k -ft fa ksi 16.885 at 5.5 ft fcAllik ksi ft ksi -16.885 at 5.5 ft AISC 360-05: ASD Code Check Direct Analysis Method Max Bending Check 0.777 Location 5.5 ft Equation H1-1 b Bending Flange Compact Bending Web Compact Fy 50 ksi Pnc/om 23.55 k Pnt/om 114.97 k Mny/om 5.364 k -ft Mnz/om 17.952 k -ft Vny/om 36.754 k Vnz/om 36.647 k Cb 1.313 Lb KL/r Sway Max Shear Check Location Max Defl Ratio Compression Flange Compression Web Y -Y 11 ft 156.552 No L Comp Flange Torque Length Tau b 11 ft 11 ft 1 Z -Z 11 ft 41.105 No 0.070 (y) O ft L1622 Non -Slender Non -Slender se. Iz� sr VN keZZAIJI44 . tSELcv' 1" •• 9 x27 (o3x ?$'/a � •` IyiG�M°�CR� ^G..wAz. '. &Ws. 20%L [il . PI=°¢ • • • 25f=4o (03/4.614 GL %, , `vet _4d_," 61rWetil }13(010 u 4 N++k+ICPS .' LJUEof R.LfxbieLeal } a oma 51a. E7 ell. • • • IIJI+ MSee1L hIMPSot4 NPS 4140 Q 2s' PAY4 . I (0'4.251 • • p•S. 4.4/+k 2st4 • v mV+, 2s'z n 4.64.2'2. at - I!' , .'.*'+^CMMG • 5 E�IY4%' G4V R. )3f.e.J.MPR7Z 1 . .. • ;7.6. 3d b ` 51/@ 0 281i Ci1- f ----y 1 /4c4"2- ( . ' • • •r I 1 WI c...waearz 911,r50,4 +1 n 4I4 Q Zo' 54'07 ovER. M622. • 1k4 251 2-X4? 1558. 2354• '.'• I $.107E+ . START PUP_LI1J LAam r PKov. I1.141oc FncE or WALL t? c�214 'I.' • 'JfUP� coL, • Lei inax c(aurlt� is �rsr '. Nwx. WLSeINT • 1-4.1144..1 I.e •o�4x2741_ .. Vs'ae eery .•Ye • 'e...'/4+ 27 Ei h/4° G4vwCi2. • 1.j1h91504 NB(ol8 PJRLIN NN•1(./CaVy • • • :'LIVE 1..E540.5 Moo/ •1 — .. Mir • eu S JgeR w'RBy • • (.414 VT ..g'qtr • (y a t • • (Fat woo rs1)- SODF FLAMING PI-AIJ — NORTH 3844iA GMAT NW2K - /Site Ner�ULF,wo • d' • • ENWENGINEERS NORTHWEST, INC., P.S. STRUCTURAL ENGINEERS 9725 THIRD AVE NE, SUITE 207, SEATTLE, WA 98115 (206) 525-7560 FAX (206) 522-6698f PROJECT # PROJECT E GALE S DATE SUBJECT SHEET 121 OF BY 4---z-G\e/q70AieTRA- 770") ........ • .... ... ....... p. .......... ... I . • enktC,D, % • I ... • I I • i • 1 I - ... • • • ENW STRUCTURAL ENGINEERS PROJECT : Segale 763 typical Elevator Penthouse joist CLIENT : JOB NO DATE: PAGE: DESIGN BY : REVIEW BY : Wada eam Design .al on�NDS A • INPUT DATA & DESIGN SUMMARY MEMBER SIZE MEMBER SPAN UNIFORMLY DISTRIBUTED DEAD LOAD UNIFORMLY DISTRIBUTED LIVE LOAD CONCENTRATED DEAD LOADS (0 for no concentrated load) DEFLECTION LIMIT OF LIVE LOAD DEFLECTION LIMIT OF LONG-TERM 4 x 14 No. 2, Douglas Fir -Larch L = 10.5 ft wD = 55 lbs / ft wt. = 25 lbs / ft PD1 = 2720 lbs L� = 5.25 ft PD2 = 0 lbs L2 = 8 ft L= L/ 360 KcrD+L=L/ 180 Does member have continuous lateral support by top diaphragm ? (1= yes, 0= no) 1 Yes Lt LZ Pot lPoz WLlddd444444441 Wod dddddddddd Camber=> 0.18 inch THE BEAM DESIGN IS ADEQUATE. Code Duration Factor Cri Condition Code Designation 1 0.90 Dead Load 1 Select Structural, Douglas Fir -Larch 2 1.00 Occupancy Live Load 2 No. 1, Douglas Fir -Larch 3 1.15 Snow Load 3 No. 2, Douglas Fir -Larch 4 1.25 Construction Load 4 Select Structural, Southern Pine 5 1.60 Wind/Earthquake Load 5 No. 1, Southern Pine 6 2.00 Impact Load 6 No. 2, Southern Pine Choice => 3 Snow Load Choice => 3 ANALYSIS DETERMINE REACTIONS, MOMENT, SHEAR wseitwt = 10 lbs / ft RLeft = 1.83 kips RRight = 1.83 kips VMax = 1.73 kips, at 13.25 inch from left end DETERMINE SECTION PROPERTIES& ALLOWABLE STRESSES MMax = 8.38 ft -kips, at 5.25 ft from left end . b = 3.50 in E'min = N/A E = Ex = 1600 ksi Fb= N/A d = 13.25 in FbE = N/A Fb = 900 psi F = FbE / Fb* = N/A A = 46.4 in2 I = 678 in4 F„ = 180 psi Fe = 1,035 psi Sx = 102.4 in3 RB= N/A E' = 1,600 ksi F„ = 207 psi 1E = N/A CD CM Ct CI CL CF CV Cc Cr 1.15 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 CHECK BENDING AND SHEAR CAPACITIES fb = MMax / Sx = 982 psi < Fb = 1035 psi f� = 1.5 VMax / A = 56 psi < F„' [Satisfactory] CHECK DEFLECTIONS A (L. Max) = 0.01 d(KcrD+L,Max)= 0.19 Where Kcr = 1.50 in, at 5.250 ft from left end, in, at 5.250 ft from left end , (NDS 3.5.2) DETERMINE CAMBER AT 1.5 (DEAD + SELF WEIGHT) A (15D, Max) = 0.18 in, at 5.250 ft from left end [Satisfactory] d L = L / 360 [Satisfactory] d KcrD+L = L / 180 [Satisfactory] 2 C4,5 2 ENW STRUCTURAL ENGINEERS PROJECT : Segale 763 typical Elevator Penthouse joist CLIENT : JOB NO.: DATE: PAGE: DESIGN BY : REVIEW BY : WoodJBeam D tse gn Base on NjORM11111.1.11111. INPUT DATA & DESIGN SUMMARY MEMBER SIZE MEMBER SPAN UNIFORMLY DISTRIBUTED DEAD LOAD UNIFORMLY DISTRIBUTED LIVE LOAD CONCENTRATED DEAD LOADS (0 for no concentrated load) DEFLECTION LIMIT OF LIVE LOAD DEFLECTION LIMIT OF LONG-TERM 4 x 14 L= WD = wL = PD1 = L� = PD2 = No. 2, Douglas Fir -Larch 10.5 ft 55 lbs / ft 25 lbs / ft 2720 lbs 0.25 ft 0 lbs L2 = 8 ft L=L/360 dKcrD+L= L/ 180 Does member have continuous lateral support by top diaphragm ? (1= yes, 0= no) 1 Yes Lt LZ -r PD11 PD2 4-1111444411414 "'01111'1111111 Camber=> 0.04 inch THE BEAM DESIGN IS ADEQUATE. Code Duration Factor, C„ Condition Code Designation 1 0.90 Dead Load 1 Select Structural, Douglas Fir -Larch 2 1.00 Occupancy Live Load 2 No. 1, Douglas Fir -Larch 3 1.15 Snow Load 3 No. 2, Douglas Fir -Larch 4 1.25 Construction Load 4 Select Structural, Southern Pine 5 1.60 Wind/Earthquake Load 5 No. 1, Southern Pine 6 2.00 Impact Load 6 No. 2, Southern Pine Choice => 3 Snow Load Choice => 3 ANALYSIS DETERMINE REACTIONS, MOMENT, SHEAR wseirwt = 10 lbs / ft Run 3.13 kips VMax = 3.03 kips, at 13.25 inch from left end RRiynt = 0.54 kips MMax = 1.60 ft -kips, at 4.75 ft from left end DETERMINE SECTION PROPERTIES& ALLOWABLE STRESSES b = 3.50 in E'min = N/A E = Ex = 1600 ksi Fb = N/A d = 13.25 in FbE = N/A Fb = 900 psi F = FbE / Fb* = N/A A = 46.4 in2 1 = 678 in4 Fv = 180 psi Fb' = 1,035 psi Sx = 102.4 in3 RB = N/A E = 1,600 ksi Fv' = 207 psi 1E= N/A CD CM Ct Ci CL CF CV CD Cr 1.15 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 CHECK BENDING AND SHEAR CAPACITIES fb = MMax / Sx = 188 psi < Fb = 1035 psi f„ = 1.5 VMax / A = 98 psi < F„ [Satisfactory] [Satisfactory] CHECK DEFLECTIONS LI (L, Max) = 0.01 in, at 5.250 ft from left end, < 4L = L / 360 [Satisfactory] A (Kcr D.L. Max) = 0.04 in, at 5.250 ft from left end < d Kcr D+L = L / 180 [Satisfactory] Where Kcr = 1.50 , (NDS 3.5.2) DETERMINE CAMBER AT 1.5 (DEAD + SELF WEIGHT) d (1.5D, Max) = 0.04 in, at 5.250 ft from left end ENTVV S'I-R[.UCTLJRAI, ENGINEERS PROJECT: CLIENT : JOB NO. : DATE: Wood Post, Wall Stud, or�King Stud Design�Ba ed on NDS 2005 PAGE: DESIGN BY : REVIEW BY : INPUT DATA HEIGHT Effective Length (NDS 3.7) AXIAL LOAD LATERAL LOAD H= Le, c -c Le. Iv DESIGN SUMMARY 12 ft 12 ft, (strong axis bending) 0 ft, (weak axis bending) Poi = 1500 lbs Pu. = 2000 lbs Total P = 3,500 lbs w = 0 plf F = 0 lbs, at 3 Max Section Max Section M= V = 0 s at top end ft, from bottom 0 ft -lbs, at 12.00 ft from bottom SPECIES (1 = DFL, 2 = SP, 3 = LSL, 4 = PSL) 1 DOUGLAS FIR -LARCH GRADE ( 1, 2, 3, 4, 5, or 6 ) 3 No. 1 SECTION 1 pcs, b = 4 in h = 6 in WET / DRY ? (1 = DRY, 2 = WET) 1 DRY USE: 1- 4"x 6" DOUGLAS FIR -LARCH No. 1 1. CHECK VERTICAL LOADS : fc < Fe. ? 182 psi < 670 psi [Satisfactory] 2. CHECK BENDING LOADS : fb < Fb' ? 0 psi < 1495 psi [Satisfactory] z 3. CHECK INTERACTION : + 1 f °' 51 7 r.f IF,J 1-.fc/Fcp Ft 0.074 < 1 [Satisfactory] 4. CHECK SHEAR LOADS : fv < Fv ? 0 psi < 207 psi [Satisfactory] 5. MAXIMUM HORIZONTAL DEFLECTION A = 0.00 ANALYSIS COLUMN BASIC DESIGN STRESSES: COMPRESSIVE STRESS MODULUS OF ELASTICITY BENDING STRESS (X -Axis) SHEAR STRESS (X -Axis) COLUMN PROPERTIES: STANDARD DRESSED SIZE Fc = 1500 psi E = 1700 ksi Fbx = 1000 psl Fv = 180 psi dy = 5.50 In dx = 3.50 In AREA A = 19.25 int SECTION PROPERTIES Abt. x -x Sx = 17.65 In' Ix = 48.53 in° LENGTH -DEPTH RATIO ADJUSTMENT FACTORS: DURATION (NDS 2.3.2) MOISTURE FACTOR TEMPERATURE FACTOR INCISING FACTOR SIZE FACTOR FIAT USE FACTOR COLUMN STABILITY REPETITIVE (1.15 or 1.0) BEAM STABILITY Fbx CD 1.15 CM 1.00 Ct 1.00 Ci 1.00 CF 1.30 Cfu Cp Cr 1.00 CL 1.00 ADJUSTED PROPERTIES: MODULUS OF ELASTICITY BENDING STRESS (X -Ms) ACTUAL STRESSES: AXIAL STRESS BENDING STRESSES Le,x•x/dy= 26.2 Le, yy/dx= 0.0 Fc 1.15 1.00 1.00 1.00 1.10 0.353 Fv' 1.15 1.00 1.00 1.00 E' MODULUS OF ELASTICITY 1.00 COLUMN PARAMETER 1.00 BEAM PARAMETER 1.00 1.00 E' = 1700 ksi Fbx' = 1495 psi fc = 181.8 psi fbx = 0.0 psi BUCKLING VALUES FcE _ Fc = 1898 psi 743 psi E�min c= RB = F 620 ksi 0.80 N/A FbE = N/A Fy = N/A AXIAL STRESS = 670 psi SHEAR STRESS Fv' = 207 psi SHEAR STRESS fv = 0 psi 1.1 u a u c u 3 I..= arm um Si SS! VW i C i !s I= =a 11W 9NIal Mt F10 N11 .A / G I Qsez LSZZ , n, • K V rte.. ' • 0- 1''1 I(D • • vo,,b2)1 - .7'0,44471ri, 4350Z LS1,Z t, cum• 170N1,ro 3CA19NI vaa. no1.v1 star .12rals 'Lori a a11:6 _=_=== N r x tp 6507. 535 "lbs/ZZr+ d ik;NW 1/kg 1-62H rxasdvvI5 t eci /9-6vti tros4wl5_ -193f4z4+0 --IrJ 22r4o 4. t ca -67M r-twe4wt a. -119"-X9 7-57H cra i* -P 19172 irt, lipzfax.2 1191i r6Ay • h N,d{-I1 .49 I•fr I.rX�w►�i-� '!h 7/17.2 -}1911-se !ff1 • IE IN/ ENGINEERS NORTHWEST, INC., P.S. STRUCTURAL ENGINEERS 9725 THIRD AVE NE, SUITE 207, SEArru, WA 98115 (206) 525-7560 FAX (206) 522-669/ PROJECT # PROJECT 763 DATE SUBJECT SHEET I 3q-- OF_____ BY ..... ..... I i -1 1 1 ....... • ..•..• - ..... .... 1 • ..... 2.or f (ex 7) /1/4_,0A., wen kie/84Z. f ' • ' • ! • ! ! I .... • .. 1 : .. • • 1 1 1 .. . • Fi1N'S\ ENGINEERS NORTHWEST, INC., P.S. STRUCTURAL ENGINEERS 9725 THIRD AVE NE, SUITE 207, SEATTLE, WA 98115 (206) 525-7560 FAX (206) 522-669 PROJECT # PROJECT 51141-6 FG3 DATE I 3�� SHEET IOF SUBJECT GL Roaic. SVPPag ' BY 54( do/Yr 3n+ OL:19, � ? . Ps r 1 � C �= s� 12N � Cwt r,,fr S,�boW , 2 s" PsF(e• #X11 &113 • 1 647 k • 12 4.7)14' /72,oi_s i b�.z9 P? !4 = ot'S US- ./.2.k 4-4 6) )I I 5s 4x4x% //ss �wf= 15 5)c x 4 rye, /.17 5EV1/4. Pct /1pi2 2�e o—r-----r— i 441d? rY, } t /Ai/ i`r` 1J. i 1 4i, o Ayaa i � 4, lar" .45%#"aak- r4.:- _fa i C3') (s'1 LL- ( .3') (s' 4Si0116c, S›< 3, v 13(04cJL I 1 — i - • ...__........ t .................... !._. i I I I i i i 1 Column: Ml Shape: HSS5X5X4 Material: A500 Gr.46 'Length: 12 ft I Joint: N1 J Joint: N2 LC 1: TL Code Check: 0.241 (bending) Report Based On 97 Sections Dy in Dz in A 5.675 at 0 ft 5.5 at 12 ft k Vy .6 at 0 ft -.6 at 6 ft k Vz k T k -ft Mz k -ft -3.6 at 6 ft My k -ft fa 1.322 at 0 ft 1.281 at 12 ft ksi 6.751 at 6 ft fcAllik ksi ftlirksi -6.751 at 6 ft AISC 360-05: ASD Code Check Direct Analysis Method Max Bending Check 0.241 Location 6 ft Equation H1 -1b Bending Flange Compact Bending Web Compact Fy Pnc/om Pnt/om Mny/om Mnz/om Vny/om Vnz/om Tn/om Cb 46 ksi 81.345 k 118.293 k 17.425 k -ft 17.425 k -ft 33.065 k 33.065 k 14.489 k -ft 1.316 Max Shear Check Location Max Defl Ratio Compression Flange Compression Web Y -Y Z -Z Lb 12 ft 12 ft KL/r 74.612 74.612 Sway No No L Comp Flange 12 ft Torque Length NC Taub 1 0.018 (y) 6 ft L/895 Non -Slender Non -Slender • Column: Ml Shape: HSS5X5X6 Material: A500 Gr.46 Length: 15 ft I Joint: N1 J Joint: N2 LC 1: TL Code Check: 0.219 (bending) Report Based On 97 Sections Dy in Dz in 6.315 at 0 ft A 6 at 15 ft k .6 at 0 ft Vy I ....,. _.... 1 -.6 at 7.5 ft k Vz k T k -ft Mz k -ft -4.5 at 7.5 ft My k -ft fa 1.023 at 0 ft .972 at 15 ft ksi 6.229 at 7.5 ft fcAdak ksi ftIvksi -6.229 at 7.5 ft AISC 360-05: ASD Code Check Direct Analysis Method Max Bending Check Location Equation Bending Flange Bending Web Fy 46 ksi Pnc/om 91.415 k Pnt/om 170.097 k Mny/om 24.276 k -ft Mnz/om 24.276 k -ft Vny/om 45.577 k Vnz/om 45.577 k Tn/om 20.557 k -ft Cb 1.316 0.219 7.5 ft H1 -lb Compact Compact Max Shear Check Location Max Defl Ratio Compression Flange Compression Web Y -Y Lb 15 ft KL/r 96.079 Sway No L Comp Flange Torque Length Tau_b 15 ft NC 1 Z -Z 15 ft 96.079 No 0.013 (y) O ft L/776 Non -Slender Non -Slender ENW • ENGINEERS NORTHWEST, INC., P.S. STRUCTURAL ENGINEERS PROJECT # PROJECT SUBJECT 9725 THIRD AVE NE, SUITE 207, SEATTLE, WA 98115 (206) 5257560 FAx (206) 522669; Se-GALE:.762 24/0 f.ao FXV,, 1"---ie111.1//-1 DATE SHEET I ?3i2, OF 1110 BY ir ..........t.. DL : • 4'6.0E L.� . 3. PSI • • • 7.9 r - 07-17;- -- 4. ca3 '43 pfx-IE (Ir� 9of,oa 0 - 101110) Sit. f` r • • ENW ENGINEERS NORTHWEST, INC., P.S. — STRUCTURAL ENGINEERS PROJECT # PROJECT 9725 THIRD AVE NE, SUITE 207, SEATTLE, WA 98115 (206) 525-7560 FAx (206) 522-669i Se -GAGE 763 DATE SUBJECT SHEET OFJ4_ BY 2'v° F'-2 &-7-e1/470J‹ • y. /� f(/7%..);-- 60J 90(06 ) 3o/ S%S4,24 Cv�6 A= . rN` S` /2 3 IN3 .0 = 730 1/At o'! /-76= 2goolr.o/ ok- s Oi. DL R 4t1 5.37s r Z13.`e,72$ /N? 1 ENW STRUCTURAL_ ENGINEERS PROJECT : Segale 763 CLIENT : JOB NO. : WoodlBeam De's._ig'n'1BaseCpNDSJ2005 1.11111111 DATE: PAGE: DESIGN BY : REVIEW BY: INPUT DATA & DESIGN SUMMARY MEMBER SIZE MEMBER SPAN UNIFORMLY DISTRIBUTED DEAD LOAD UNIFORMLY DISTRIBUTED LIVE LOAD CONCENTRATED DEAD LOADS (0 for no concentrated load) DEFLECTION LIMIT OF LIVE LOAD DEFLECTION LIMIT OF LONG-TERM 4 x 12 No. 2, Douglas Fir -Larch L= 8 ft WD= 211 lbs/ft WL= 320 lbs/ft Pot = 0 lbs Lt = 4 ft PD2 = 0 lbs L2 = 5 ft dL=L/360 dKcrD+L=L/ 180 Does member have continuous lateral support by top diaphragm ? (1= yes, 0= no) 0 No Lr L2 Po, #112 W`ddddddddddddd Wadd, 1111 4ddd1 Camber=> 0.05 Inch THE BEAM DESIGN IS ADEQUATE. Code Duration Factor, Cr) Condition Code Designation 1 0.90 Dead Load 1 Select Structural, Douglas Fir -Larch 2 1.00 Occupancy Live Load 2 No. 1, Douglas Fir -Larch 3 1.15 Snow Load 3 No. 2, Douglas Fir -Larch 4 1.25 Construction Load 4 Select Structural, Southern Pine 5 1.60 Wind/Earthquake Load 5 No. 1, Southern Pine 6 2.00 Impact Load 6 No. 2, Southern Pine Choice => 2 Occupancy Live Load Choice => 3 ANALYSIS DETERMINE REACTIONS, MOMENT, SHEAR Wseifwi = 9 lbs / ft RLeft = 2.16 kips RRIght = 2.16 kips VMax = 1.65 kips, at 11.25 inch from left end (Amax = 4.32 ft -kips, at 4.00 ft from left end DETERMINE SECTION PROPERTIES& ALLOWABLE STRESSES b = 3.50 in E'min = 580 ksi E = Ex = 1600 ksi Fb = 990 psi d = 11.25 in FbE = 3984 psi Fb = 900 psi F = FbE / Fb' = 4.02 A = 39.4 in2 a a I = 415 in F„ = 180 psi Fe = 974 psi Sx = 73.8 in RB= 13.217 <50 E' = 1,600 ksi F„ = 180 psi 1E = 15.9 (ft, Tab 3.3.3 footnote 1) CD CM Ct Ci CL CF Cv Cc Cr 1.00 1.00 1.00 1.00 0.98 1.10 1.00 1.00 1.00 CHECK BENDING AND SHEAR CAPACITIES fb = MMax / Sx = 702 psi < Fb = 974 psi f„ = 1.5 VMax / A = 63 psi < Fv. [Satisfactory] CHECK DEFLECTIONS A (L, Max) = 0.04 in, at 4.000 ft from left end, < A (KcrD+L, Max) = 0.09 in, at 4.000 ft from left end < Where Kcr = 1.50 , (NDS 3.5.2) DETERMINE CAMBER AT 1.5 (DEAD + SELF WEIGHT) 1.1(150, Max) = 0.05 in, at 4.000 ft from left end [Satisfactory] d L = L / 360 [Satisfactory] A Kcr D + L = L / 180 [Satisfactory] 4 LANCE MUELLER & ASSOCIATES A RCHITEC TS January 30, 2014 A IA Plans Examiner City of Tukwila 6300 Southcenter Boulevard, Suite #100 Tukwila, WA 98188 RE: Segale Properties 763, Elevator and Core Improvements - #D13-209 To whom it may concern, CITY KWILA JAN 3 1 2014 PERMIT CENTER The following changes were made to the permit plans 013-209 for the Segale Properties 763, Elevator and Core Improvement set dated June 6th, 2013. The set of plans previously submitted and permitted consisted of a new elevator, mezzanine level restrooms and demolition of a substantial amount of the mezzanine. A tenant leased the space and will not need the mezzanine demolished, therefore the owner has elected to leave the mezzanine as -is. The elevator work will continue and the first floor core area will be revised with new accessible restrooms and conversion of an existing room to a new break room for employees. Please see the following list that provides a sheet by sheet summary of the revision and new work to be included under this permit. Sheet TA1.0: The area of work has been revised to reflect the scale down area of construction. Drawing index has been revised to show a new sheet TA4.1 that includes new wall sections and types. Scope of work has been revised to reflect the current plans. Sheet TA1.1: Demolition plans have been revised to show current demolition work included under this permit. Sheet TA2.0: Partial first floor plan revised to show current work included under this permit. Sheet TA2.1: Mezzanine floor plan revised to show current work included under this permit. Sheet TA2.2: Enlarged first and mezzanine plans, reflected ceiling plans revised to show current work included under this permit. Existing mezzanine level restrooms to remain, first floor restrooms and break room added. Sheet TA3.0: Interior elevations, room finish schedule and door types revised to show current work included under this permit. Sheet TA4.0: Wall sections revised to show current work included under this permit. Restroom wall sections deleted. Sheet TA4.1: The new sheet includes new wall section at restrooms and wall partitions at break room and mezzanine level. 130 Lakeside Suite 250 Seattle, WA 98122 (206) 325-2553 Fax (206) 328-0554 Architecture Planning Space Planning Interiors 1 Structural sheets: Structural sheets showing work to be completed under this permit remain in the set. All other deleted from the index. We hope the attached response and plans will help describe the revisions made. If you have any questions or concerns regarding the corrected plans, please call me to discuss. I can be reached at 206-325-2553. Sincerely, Harold Christensen Architect Lance Mueller & Associates 130 Lakeside Suite 250 Seattle, WA 98122 (206) 325-2553 Fax (206) 328-0554 Architecture Planning Space Planning Interiors 2 �PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D13-209 DATE: 01/31/2014 PROJECT NAME: SEGALE PROPERTIES. SITE ADDRESS: 18200 SEGALE PARK DR B Original Plan Submittal Revision # before Permit Issued Response to Correction Letter # X Revision # after Permit Issued DEPARTMENTS: 09=0S 11- 1111 Building Division Public Works AYA- • Fire Prevention Structural Planning Division nPermit Coordinator n PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) DATE: 02/04/14 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved Corrections Required DUE DATE: 03/04/14 . Approved with Conditions ❑ Denied (corrections entered in Reviews) (ie: Zoning Issues) n Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg 0 Fire 0 Ping 0 PW ❑ Staff Initials: 12/18/2013 "PERMIT COORD COM." c PLAN REVIEW/ROUTING SLIP ACTIVITY NUMBER: D13-209 DATE: 06/12/13 PROJECT NAME: SEGALE PROPERTIES SITE ADDRESS: 18200 ANDOVER PK W X Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # Revision # after Permit Issued DEPARTMENTS: �L hvv( x-21 17 Building Division ■ �" Af ublic Works /MC,Zt,t3 ■ Fire Prevention Structural B'M( A)�l}- (0-1 1-5 Planning Division ❑ Permit Coordinator ❑ DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete 'Ty] Incomplete ❑ DUE DATE: 06/13/13 Not Applicable ❑ Comments: Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg 0 Fire 0 Ping 0 PW 0 Staff Initials: TUES/THURS ROUTING: Please Route REVIEWER'S INITIALS: DATE: Structural Review Required ❑ No further Review Required ❑ APPROVALS OR CORRECTIONS: Approved ❑ DUE DATE: 07/11/13 Approved with Conditions Not Approved (attach comments) ❑ Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg 0 Fire 0 Ping 0 PW 0 Staff Initials: PROJECT NAME: SITE ADDRESS: V2W1v pa - PERMIT NO: D\, ORIGINAL ISSUE DATE: D 1 REVISION LOG os IN REVISION NO. DATE RECEIVED STAFF INITIALS STAFF INITIALS ISSUED DATE STAFF IN TIALS I 0 ki bi Iii Summary of Revision: �'� 0-,14 IN - /..vu Summary of Revision: t7 >j1 C� iW W SC, p Y A p� or KIPYI4C LV'tiCri IXI.A. N Received by: IV d 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 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: 01/31/2014 Plan Check/Permit Number: D13-209 Response to Incomplete Letter # Response to Correction Letter # 1 I/ Revision # 1 after Permit is Issued Revision requested by a City Building Inspector or Plans Examiner Project Name: Segale Propert. Project Address: 1820 Contact Person: Steve Nelson Phone Number: (206) 575-2000 Summary of Revision: See attached Lance Mueller letter date January 30, 2014 for summary of revisions. Sheet Number(s): TA1.0, TA1.1, TA2.0, TA2.1, TA2.2, TA3.0, TA4.0,TA4.1 "Cloud" or highlight all areas of revision including date of revision Mr Received at the City of Tukwila Permit Ce ter by: Entered in Permits Plus on o1 {) 10 '9,411,113/.1rooltui JAN 3 1 1014 aERMITCENTEA H:\Applications\Forms-Applications On Line \2010 Applications \7-2010 - Revision Submittaldoc Revised: May 2011 Contractors or Tradespeople Pater Friendly Page • General/Specialty Contractor A business registered as a construction contractor with LaI to perform construction work within the scope of its specialty. A General or Specialty construction Contractor must maintain a surety bond or assignment of account and carry general liability insurance. Business and Licensing Information Name SEGALE PROPERITIES LLC UBI No. 602023533 Phone 2065752000 Status Active Address Po Box 88028 License No. SEGALPL902CQ Suite/Apt. License Type Construction Contractor City Tukwila Effective Date 2/18/2010 State WA Expiration Date 4/1/2014 Zip 981382028 Suspend Date County King Specialty 1 General Business Type Limited Liability Company Specialty 2 Unused Parent Company Other Associated Licenses License Name Type Specialty 1 Specialty 2 Effective Date Expiration Date Status LAPIALP055MZ LA PIANTA LIMITED .Construction PARTNERSHIP Contractor General Unused 7/9/1995 4/1/2001 Archived SEGALBP151M5 SEGALE BUSINESS PARK Construction Contractor General Unused 7/25/1985 7/9/1995 Archived LAPIAL'008J8 LA PIANTA LLC Construction Contractor General Unused 4/28/2000 4/1/2010 Inactive Business Owner Information Name Rote Effective Date Expiration Date SEGALE, MARIO A Agent 02/18/2010 Amount SEGALE, MARIO A Partner/Member 02/18/2010 13DLS31006 Bond Information Page 1 of 2 Bond 1 Bond Company Name Bond Account Number Effective Date Expiration Date Cancel Date Impaired Date Bond Amount Received Date SAFECO INS CO OF AM 6115146 02/18/2010 Until Cancelled $12,000.00 03/28/2002 Assignment of Savings Information No records found for the previous 6 year period Insurance Information Insurance Company Name Policy Number Effective Date Expiration Date Cancel Date Impaired Date Amount Received Date 5 Alaska National Insurance Co 13DLS31006 04/01/2013 04/01/2014 $1,000,000.00 03/28/2013 4 Alaska National Insurance Co 12DLS31006 04/01/2012 04/01/2013 $1,000,000.00 03/30/2012 3 Alaska National Ins Co 11DLS31006 04/01/2011 04/01/2012 $1,000,000.00 03/29/2011 2 ALASKA NATIONAL INSURANCE COMP 10DLS31006 04/01/2010 04/01/2011 $1,000,000.00 03/31/2010 1 ALASKA NATIONAL INSURANCE COMP 09DLS31006 02/18/2010 04/01/2010 $1,000,000.00 03/31/2009 Summons/Complaint Information No unsatisfied complaints on file within prior 6 year period httns://fortress.wa.gov/lni/bbin/Print.asnx 07/05/2013 Contractors or Tradespeople P> ter Friendly Page Warrant Information No unsatisfied warrants on file within prior 6 year period Infractions/Citations Information No records found for the previous 6 year period • Page 2 of 2 https://fortress.wa.gov/lni/bbip/Print.aspx 07/05/2013 0 N O n:\dwgs\13030 segale 763 building modifications\elevator set\13030—tat-0—es.dwg � 3 SITE PLAN 0 tp -o fn 0 0 0 n OUTLINE OF ELEVATOR DOGHOUSE DASHED LINE INDICATES ELEVATOR SHAFT BELOW PERIMETER WALL AT. FIRST FLOOR EDGE OF ROOF. I SLOPE DOWN I J PARTIAL ROOF PLAN - ELEVATOR DOGHOUSE Scale: 1/8"=1'-0" BUILDING 763 NORTH LEASE SPACE. NEW ELEVATOR AND FIRST FLOOR RESTROOMS. SEE ENLARGED PLANS FOR ALL WORK. BUILDING 771 INDEX OF DRAWINGS ARCHITECTURAL TA1.0 TA1.1 TA2.0 TA2.1 TA2.2 TA3.0 4.0 S1.0 S1.1 S1.2 S1.4 SITE PLAN / COVER SHEET FIRST & MEZZANINE FLOOR DEMOLITION PLAN PARTIAL FIRST FLOOR PLAN — NORTH END MEZZANINE LEVEL PLAN — NORTH END ENLARGED PLANS, DETAILS INTERIOR ELEVATIONS, DETAILS ELEVATOR SECTIONS, DETAILS ELEVATOR SECTIONS, DETAILS GENERAL NOT PARTIAL FRAMING PLAN MEZZANINE FRAMING PLAN ELEVATOR PLANS. AND SECTIONS REVISIONS No changes shall be made to the scope of work without prior approval of 1 Tukwila Building Division. NOT Revisions will require a new plan submittal a id may include additional plan review fees. SEPARATE PERMIT REQUIRED FOR: Al "ad EI Plumbilv Gas •ia.'# ' City of Tukwila BUILDING DIVISION PR' CT TEAM PROJECT APPLICANT: ARCHITECT: STRUCTURAL ENGINEER: GENERAL CONTRACTOR: SEGALE PROPERTIES 5811 SEGALE PARK DRIVE C TUKWILA, WA 98188 (206) 575-2000 FAX (206) 575-1837 CONTACT: STEVE NELSON EMAIL: snelson®segaleproperties.com LANCE MUELLER & ASSOCIATES 130 LAKESIDE, SUITE 250 SEATTLE, WA 98122 (206) 325-2553 FAX. (206) 328-0554 CONTACT: HAROLD CHRISTENSEN Email: haroldc©Imueller.com ENGINEERS NORTHWEST 9725 THIRD AVE., LAKESIDE, SUITE 207 SEATTLE, WA 98115 (206) 525-7560 FAX. (206) 3522-6698 CONTACT: HENRY PANGELINAN Email: hernyp®engineersnw.com SEGALE PROPERTIES P.O. BOX 88028 TUKWILA, WA 98138 (206) 575-2000 CONTACT: STEVE NELSON EMAIL: snelson®segaleproperties.com REVIEWED FOR CODE COMPLIANCE APPROVED FEB 0 6 2014 City oTu- iia BUILDIN C DI ISION TENANT IMPROVEMENT STATISTICS TYPE OF CONSTRUCTION: OCCUPANCY GROUP f ILE COPY Permit No. TYPE V—B, SPRINKLERED B (OFFICE) S-1 (STORAGE) Plan review approval is subjectto errors and omissions. Approval of construction documents does not authorize the violation of any adopted code or ordinance. Receipt !l approved Field Copy $ isacknowledged: BY Date: alai �� Date: city Of lbkwlla BUILDING DMSION SCOPE OF WORK RECEIVED CITY OF TUKWILA JAN 3 1 2014 PERMIT CENTER THIS TENANT IMPROVEMENT FOR PARTIAL DEMOLITION OF EXISTING FIRST FLOOR WAREHOUSE RESTROOMS, RECONSTRUCTION OF WAREHOUSE RESTROOMS, RETROFIT OF EXISTING ROOM TO NEW EMPLOYEE BREAK ROOM AND INSTALLATION OF NEW ELEVATOR TO MEZZANINE LEVEL FROM THE FIRST FLOOR. CODES NATIONAL CODES: WASHINGTON STATE AMENDMENTS 2009 INTERNATIONAL BUILDING CODE 2009 INTERNATIONAL FIRE CODE 2009 INTERNATIONAL MECHANICAL CODE 2009 INTERNATIONAL BUILDING CODE WAC 51-40 WASHINGTON STATE BUILDING CODE EVISION No!I 0 ui C 0_ 0 0 a C) C) C C 0 0 U E cn CD 0 U) O N) O V) o C c 0 71- I" IIIt DEMOLISH EXISTING ALLS AROUND AND PORTION CF CEILING GRID AT NEW ELEVATOR SHAFT AN LOBBY RECONFIGLRATION. EE STRUCTURAL DRAWINGS. —13 d A L 0 E DEMOLISH EXISTING RESTROOMS FOR NEW RESTROOMS TO BE CONSTRUCTED UNDER THIS PERMIT. 1 PARTIAL DEMOLITION, FIRST FLOOR PLAN - NORTH END OF BUILDING 763 Scale: 3/32"=l'-0 —17 REVIEWED FOR CODE COMPLIANCE APPROVED FEB 06 2014 ity ofTukwila BUONO DIVISION A NOTE: REMOVED PREVIOUS DEMOLITION NOTES A P 1'6 -2001 DEMOLISH EXISTING CEILING FOR NEW E STRUCTURAL DRAWIN WALL, OFFICES AND _EVATOR. SEE GS. II II I I V PARTIAL DEMOLITION FLOOR PLAN - NORTH END OF BUILDING 763 Scale: 3/32"=1'-0" RECEIVED CITY OF TUKWILA JAN 3 1 2014 PERMIT CENTER N d II O ro M I OWNER REVISIONS 1 PERMIT APPLICATION SET c 0 c 13030 job no. c U Qz -o checked M I cv LA V CCw OtY „ < coo N wo wz ,Cil \ D_ w� \ W COlimm CO Na' CO Z W N 0 • • U) cin0 0 U) 0 C U) s= 0 0 U O E n:\dwgs\13030 segale 763 building 7 0 0 (EXIT 0 41 STORAGE (106) SEE ENLARGED PLAN FOR FIRST FLOOR LEVEL CORE BREAK ROOM (105) far EXIT WAREHOUSER WOMEN *(10,70. 0 PARTIAL FIRST FLOOR PLAN - NORTH END OF BUILDING 763 Scale: 3/32"=1'-0" LOBBY (101) EXIT J WAREHOUSE MEN ELEV. MACH. RM. 102 131 WAREHOUSE (E) ®- El EXIT REVIEWED FOR CODAPCE PROVED FEB 08 2014 City of Tukwila BUILDING DIVISION FLOOR PLAN SYSMBOLS OFFICE (1 05) ELEVATION SHEET NUMBER SECTION SHEET NUMBER EXISTING BUILDING SHELL WALL NEW WALL PER FLOOR PLAN TENANT ROOM NAME & NUMBER WALL SECTION REFERENCE (SHEET TA4.0) INTERIOR ELEVATION (SHEET TA2.2) DOOR/WINDOW NUMBER DOOR/WINDOW TYPE RATING (MINUTES) HARDWARE GROUP THROUGH SECTION (SHEET TA4.0) A7'1 fVISION NO._1 RECEIVED CITY OF TUKWILA JAN 3 1 2014 PERMIT CENTER TENANT IMPROVEMENT FOR NORTH END I Z 0 0 0 F- (!) Li — J F 0 cn MZ co W (� W 2 ZO 0 - co — cn W W � �, O IXU WO O.Z O Q 0- 0 oC � WQ ( LLJ W !D W N rQ W U 0 N Ul W J J W W U Z J (206) 325-2553 N w Win N W D 0 I. w LJ 0 w 11 0 sheet TA2.0 1-30-14 r) r` � co v OWNER REVISIONS PERMIT APPLICATION SET revision C 13030 job no. C U E 2 v checked M_ r. I CO •°... CI I—wo W Ce W CD W‘. �¢\a,.- Ca r�Cn N C jZ 3 w� z�\ TENANT IMPROVEMENT FOR NORTH END I Z 0 0 0 F- (!) Li — J F 0 cn MZ co W (� W 2 ZO 0 - co — cn W W � �, O IXU WO O.Z O Q 0- 0 oC � WQ ( LLJ W !D W N rQ W U 0 N Ul W J J W W U Z J (206) 325-2553 N w Win N W D 0 I. w LJ 0 w 11 0 sheet TA2.0 0) a LEI a CO C Cn a) m O N) O a k fl r c C II EXIT I ri] MEZZANINE OFFICE AREA J A SEE ENLARGED PLAN FOR MEZZANINE LEVEL CORE 0 4Bo 0 0 EXIT O — a FIRST FLOOR LOBBY a MEZZANINE FLOOR PLAN — NORTH END OF BUILDING 763 Scale: 3/32"=l'-0" U / WAREHOUSE REVIEWED FOR CODE COMPLIANCE APPROVED FEB 0 6 2014 City of Tukwila BUILDING DIVISION u r J 0 nro ao 0 �A U REVISION N0.! RECEIVED CITY OF TUKWILA JAN 3 1 2014 PERMIT CENTER TENANT IMPROVEMENT z w F c 0 z z Cl - 0 0 0 — J L� w z z NI N w M Z. CO C� W Z> o ce 5 2 m - W OC U W a 0-Zo o aCC ix .9Jz apm Qz� Q > W < WJE C/d (.9 W z F- 0 0 w N Q N LTl Q t0 U N N rn N rrnn to LJJ m Q� U-� � a w win J • J I- `" _ I• 13 ET) W W W reJ 0 J Q F2 sheet TA2.1 -4"M I O I 1 h. 1 CO OWNER REVISIONS PERMIT APPLICATION SET C O o C 713030 job no. C U E 2 v checked M ' I CD TENANT IMPROVEMENT z w F c 0 z z Cl - 0 0 0 — J L� w z z NI N w M Z. CO C� W Z> o ce 5 2 m - W OC U W a 0-Zo o aCC ix .9Jz apm Qz� Q > W < WJE C/d (.9 W z F- 0 0 w N Q N LTl Q t0 U N N rn N rrnn to LJJ m Q� U-� � a w win J • J I- `" _ I• 13 ET) W W W reJ 0 J Q F2 sheet TA2.1 AMBULATORY TOILET COMPARTMENTS. 36" WIDE X 60" DEEP CLEARANCE INSIDE WI GRAB BARS EACH SIDE WI ACCESSIBLE TOILET AND SELF-CLOSING DOOR. WAREHOUSE STORAGE (1 06-j HATCHED/AREA = 702 S.F. 702/1.5=47 OCCUPANTS / POST SIGNS AT/EACH ENTRY' STATING "MAXIMUM OCCUPANT LOAD 49 ,PERSONS". / ONE HO EXISTING ELECTRICAL PANELS TO REMAIN. NEW PARTITION WALL TO UNDERSIDE OF EXISTING HEADER AT CEILING ABOVE. WOMEN I 'I II I d - I 0 M I I 1-i u I 0 * PERMIT APPLICATION SET 0 _ 1 in 5'-O" C 13030 job no. U E = v checked M_ n a I (0 -o —WE I I��.aim= I I 1 sO 0 0 FLOOR DRAINS 4043120*--_- tir1 i WAREHOUSE WAREHOUSE WOMEN l MHN (1 04) (1 03) 4'-0" / / 411h F LI 40 1 11 _ _ \ _ vor__ _FL /____, _ _____ ____. lip 1 ° M a 1 1 ONE HO EXISTING ELECTRICAL PANELS TO REMAIN. NEW PARTITION WALL TO UNDERSIDE OF EXISTING HEADER AT CEILING ABOVE. WOMEN CO M N MEZZANINE OFFICE AREA PAPER TOWEL DISPENSERS TYP. EACH SIDE OF SINKS D WALL 105AIA131- ARBAG RECYC I I I I I VENDING I I I I I ELEV. MACHINE ROOM (1 04 EXISTING WATER HEATER AND SINK TO REMAIN EXISTING ELECTRICAL PANELS TO REMAIN FIRST FLOOR LOBBY 0 EXISTING 7 1/4" CONCRETE PANEL FEB 0 6 2014 EX.I-I -I- FIRST FLOOR LOBBY (101) Ex.I-I-I ENLARGED PLAN AT FIRST FLOOR CORE AREA Scale: 1/4"=V-0" NOTE: LIGHTING AT RESTROOMS AND ELEVATOR SHAFT TO BE COMPLIANT WITH WSNREC AND SUBMITTED UNDER SEPARATE PERMIT BY ELECTRICAL CONTRACTOR. WAREHOUSE WOMEN GWB CEILING AT 8'-6" EXISTING CEILING GRID TO REMAIN EXISTING FLUORESCENT LIGHT FIXTURES TO REMAIN cn D EXISTING LIGHT FIXTURE RELOCATED (1) TILE WEST TO CLEAR NEW WALL BELOW. 0 D N C) C) C U) GWB HEADER AT 6'-7" A.F.F. RECEIVED CITY OF TUKWILA JAN 31 2014 0 r) 0 REFLECTED CEILING PLAN A ' ST ' OR COR Scale: 1/4"=1 —0' PERMIT CENTER d - I 0 M I r., -) � CO OWNER REVISIONS PERMIT APPLICATION SET 0 . C 13030 job no. U E = v checked M_ n a I (0 -o CO M N MEZZANINE OFFICE AREA PAPER TOWEL DISPENSERS TYP. EACH SIDE OF SINKS D WALL 105AIA131- ARBAG RECYC I I I I I VENDING I I I I I ELEV. MACHINE ROOM (1 04 EXISTING WATER HEATER AND SINK TO REMAIN EXISTING ELECTRICAL PANELS TO REMAIN FIRST FLOOR LOBBY 0 EXISTING 7 1/4" CONCRETE PANEL FEB 0 6 2014 EX.I-I -I- FIRST FLOOR LOBBY (101) Ex.I-I-I ENLARGED PLAN AT FIRST FLOOR CORE AREA Scale: 1/4"=V-0" NOTE: LIGHTING AT RESTROOMS AND ELEVATOR SHAFT TO BE COMPLIANT WITH WSNREC AND SUBMITTED UNDER SEPARATE PERMIT BY ELECTRICAL CONTRACTOR. WAREHOUSE WOMEN GWB CEILING AT 8'-6" EXISTING CEILING GRID TO REMAIN EXISTING FLUORESCENT LIGHT FIXTURES TO REMAIN cn D EXISTING LIGHT FIXTURE RELOCATED (1) TILE WEST TO CLEAR NEW WALL BELOW. 0 D N C) C) C U) GWB HEADER AT 6'-7" A.F.F. RECEIVED CITY OF TUKWILA JAN 31 2014 0 r) 0 REFLECTED CEILING PLAN A ' ST ' OR COR Scale: 1/4"=1 —0' PERMIT CENTER Niilir lir Mr. �1-30-14 U In I N. I CO m PROVIDE GOOSE NECK FAUCET PLASTIC LAMINATE OWNER REVISIONS PERMIT APPLICATION SET revision BACKSPLASH 2'-1" PLASTIC LAMINATE COUNTER T o c .,— cc � = v checked M n CO v / TOP W/ 6" BACKSPLASH 1 © ® 4 WHERE COUNTER DROPS FOR _ 11 ® SINK BASE. " 2 -1 PLASTIC LAMINATE COUNTER - - - 0 TOP ON VERTICAL CABINET 0 `� 11 \ \ - / / © �6 � • T T � © - � FALSE DRAWER FRONT►•0 _ _ t DRAWER 1� _ o S.S. SINK 0 ii 1;ii II \I4IPWIREPULLP I I 0 .) 3 4 oA PLASTIC LAMINATE PLASTIC LAMINATE WH MEN 103 NORTH 2 WH MEN 103 EAST WH MEN 103 EAST WH MEN 103 SOUTH 104 T N BASE CABINET ' i N = = BASE CABINET W/ 1 MIRROR AT - - ADJUSTABLE SHELF BASE PER SCHEDULE I� BASE PER !FINISH SCHEDULE 11 y _ 4, \ \ / o — - BASE CABINET WITH SINK BASE CABINET W/ DRAWER & SHELF ,/ , 6 / © 11 b� 11 / O Scale: 3»=1'-0„ Scale: 3"=1'-0" b _ „dr.( 1.c a d \\ In �/- I I Q 1 r r r 0 — II II va \ ....... 5 6 7 WH WOMEN 104 EAST 8 WH WOMEN 104 SOUTH WH MEN 103 WEST WH WOMEN 104 NORTH r MIRROR AT 104 INTERIOR ELEVATION KEYNOTES 01 PAPER TOWELISPENSER(B-359) i SEE PLAN FOR OCATI 1 � 7-1/11 7� 1 111 1 1 '1 f 0 FEMININE HYGIENE DISPENSER (B-352-25) 03 TOILET PAPER DISPENSER (B-2888) ® FEMININE HYGIENE DISPOSAL (B-270) ® 1 1/2" DIA. STAINLESS STEEL GRAB BARS (13-6806 SERIES) 6 1 10 11 I - — — — -1i I - If J Jf f ® WALL HUNG LAVATORY WITH PRE -DRILLED HOLE FOR SOAP DISPENSER 07 SOAP DISPENSER (B-8221 AT WH LAVS) ® MIRROR, 3'-0" HIGH x 2'-0" WIDE IN STAINLESS STEEL FRAME 09 4" COVE VINYL BASE (INTEGRAL W/ FLOOR) PER FINISH SCHEDULE 10 NOT USED 11 PLASTIC LAMINATE TOILET PARTITION, FLOOR MOUNTED, OVERHEAD BRACED. TA3.0 TA3.0 - — — — -t-I 0 PLASTIC LAMINATE COUNTER TOP W/ SINK, 4" P -LAM BACKSPLASH. 8 PLASTIC LAMINATE WAINSCOT. (SEE ELEVATIONS FOR HEIGHT) - — — — -'-CLOTHES HOOKS (BOBRICK B-682) (2) AT EACH HANDICAP STALL, RESTROOMS 201 & 14 0 202. PROVIDE WALL BLOCKING AS REQUIRED. i - — — — �{ 1© LINE OF WALL BREAK i — — 1 _ _ _ _ _ I © 16 GWB RECESS TO ELEVATOR DOOR 1 © // REFER. - — — — — � 18 1Q DOOR IN VESTIBULE (BEYOND) / / 1 I 1 I - — — — — I� 1�/ - - - 1 S.S. ELEVATOR ENTRANCE DOOR 4(4)' r LA t , — — 1 I 1� - — — — — 19 ELEVATOR CALL BUTTON — I I 11 - I �' EXISTING LOBBY STAIR - - I I L X1\1 1 I ® LOW WALL AT MEZZANINE LEVEL \ L� . �. \ \� \ ,7 X_ .� � / I `11 0 PLASTIC' LAMINATE CABINET WITH DRAWER AND ADJUSTABLE .SHELF DIVIDER WALL PER PLAN OPENING PER PLAN 0 4" RUBBER BASE 9 BREAK 105 DIREC 1 0 LOBBY 101 EAST FIXT M0 U ► G HEIGH1: NOTES: ALL FIXTURE HEIGHTS AND CLEARANCES TO COMPLY WITH I.B.C. CHAPTER 11, WACPICAL 51-50 AND ICC/ANSI A117.1 (TYPICAL). 2. CONTRACTOR TO INSTALL ALL BACKING AND BLOCKING AS REQUIRED TO MOUNT 411.1111111111 FIXTURES 4'-6" x 3'-4" 7, , / 1 1/2"I GRAB BAR le TOILET _� L� a, ��— 5�- ti �, ;�, I I I ^ ` o � o PAPER - I _M ° i "' 1 `— ` DISPENSER ;r, _ _ r7 r� _ _ N 1 L 7s -1 ice, r1 N N N est rn JI LAVATORY LAVATORY SEMI -RECESSED SAN. TOILET SAN. NAPKIN DUAL LEVEL H.C. ACCESS. r STD. HGT. L°' jr 16"-18" M1 I COUNTER MIRROR INTERIOR ELEVATIONS PAPER TOWEL NAPKIN PAPER DISPENSER DISPENSER DISPENSER DISPOSAL BARRIER WATER FREE URINAL URINAL COOLER -7»-9» Scale: 1 /4"=1'-0» t`OR REVIEWED CODE COMPLIANCE APPROVED FEB 0 6 2014 f. ROOM FINISH SCHEDULE • City of Tukwila FLOOR BASE WALLS WAINSCOT CEILING REMARKS BUILDING DIVISION FINISH NO. MAT. FIN. MAT. FIN. MAT. FIN. MAT. FIN. MAT. FIN. HT. FIRST FLOOR CARPET FACT. RUBBER FACT. GWB PAINT '. — — GWB PAINT EXIST. A101 0 CONC. EXIST. RUBBER FACT. GWB FIRE TAPE. — — GWB FIRE TAPE 8'-0" 103 VINYL FACT. VINYL FACT. GWB PAINT P—LAM FACT. GWB PAINT 8'-6 SEE INTERIOR ELEVATIONS 104 VINYL FACT. VINYL FACT. GWB PAINT P—LAM FACT. GWB PAINT 8'-6 SEE INTERIOR ELEVATIONS 105 VCT WAX VINYL FACT. GWB PAINT — — ACT EXIST. — SEE INTERIOR ELEVATIONS •••••"'106 VCT WAX RUBBER FACT. GWB PAINT — — ACT EXIST. — SEE INTERIOR ELEVATIONS 1 ep........0 WOOD BUCK 28 28 28 28 TA3.0 TA3.0 TA3.0 TA3.0 DOOR & WINDOW NOTES HARDWARE TYPES WALL PER PLAN H.M. DOOR i 1. ALL DOOR HARDWARE TO COMPLY WITH HW 1 LEVER HANDLE - LOCKSET WALL STOP FRAME - (TYP.) 3 SILENCERS \ \ \ \ \ III 28\ \\ 28T28ACCESS \ I.B.C. SECTION 1008, WAC 51-50 AND A.D.A. 2. PROVIDE INTERNATIONAL SYMBOL OFSTRIKE SIGNAGE AT EACH ACCESSIBLE RESTROOM DOOR. -28 LEVER HANDLE STORE ROOM FUNCTION CLOSER W/ HOLD OPEN. *'',';.`.�::?:^:.'.''; ri _..�:s,.w`:t:r ...4•••„�+.r :;.;?ice; ;.'. ,••,. SIDE ,. / / / / TA3.0 III/ 11 II TA3.0 // / / TA3.0 / / / / TA3.0 3. ALL DOORS SHALL BE OPENABLE FROM THE INSIDE WITH THE USE OF A KEY OR ANY SPECIAL KNOWLEDGE OR EFFORT PER I.B.C. SECTION 1008.1.8. PROVIDE SAFETY GLAZING PER DRAWINGS HW 3 PUSH/PULL W/ 12" CENTER TO CENTER PULL, CLOSER 2 - e, 1 AB 3'-0" x INSULATED METAL DOOR H.M. FRAME fa%Nef 7'-0" HOLLOW W/ DOOR D 4-0" x 7'-0" SOLID 3'-6" x 7'-0" 3'-0" x 7'-0" I CORE WOOD DOOR HOLLOW METAL DOOR INSULATED HOLLOW W/ H.M. FRAME W/ W/ H.M. FRAME METAL DOOR W/ TEMPERED GLASS (ONE HOUR RATED H.M. FRAME W/ LITE DOOR AND FRAME) TEMPERED GLASS (HALF GLASS) LI TYPES AND NOTES 4. AND I.B.C. SECTION 2406. ,.....: _,.�- ...:,.:....w ...�.;-:7 : �::•._Y b :_ . �;a:, ��I� �� E vE® RECEIVED DOOR PER DOOR TAG CITY OF TUKWILA JAN 3 1 2014 PERMIT CENTER DOOR HARDWARE TYPES DOOR HEAD/JAMB Scale: N.T.S. 28 Scale: 3"=1'-0" Scale: 1/4"=1'-0" �1-30-14 U In I N. I CO m OWNER REVISIONS PERMIT APPLICATION SET revision T o c .,— cc � = v checked M n CO v cn cn a 0 - 0 0 U) C 0 0 • cznU 0 C _-0 0 N- 0 0 0 a SINGLE PLAY ROOFING ON 15/32" CDX PLYWOOD ON 2X10" JOISTS AT 24" O.C. PROVIDE CANT STRIP AROUND PERIMETER. WRAP ROOF MEMBRANE UP AND OVER CANT. SEE STRUCTURAL DRAWINGS. 24 GA. SHEET METAL FASCIA FLASHING AROUND PERIMETER OF DOGHOUSE 1/2" PLYWOOD SHEATHING AT SOFFITS SINGLE PLY ROOFING UP DENS GLASS FIREGUARD GOLD. HEAT WELD TO MAIN ROOF AND PROVIDE TERMINATION BAR AT TOP JOINT/SOFFIT ONE HOUR RATED SHAFT WALL R-25 BATT INSULATION EXISTING ROOF FRAMING MEMBERS TO - BE REMOVED FOR NEW ELEVATOR DOGHOUSE ONE HOUR WALL MEMBRANE PER DETAIL 30/TA4.0 ON NEW STRUCTURAL FRAMING AT DOGHOUSE. SEE STRUCTURAL DRAWINGS ELEVATOR DOGHOUSE. DETAIL Scale: 1 1 /2"=1'-0" ONE HOUR CEILING MEMBRANE PER DETAIL 24/TA4.0 ON NEW STRUCTURAL FRAMING AT DOGHOUSE. SEE STRUCTURAL DRAWINGS EXISTING GLU-LAM BEAM IN FOREGROUND 24 GA. SHEET METAL FASCIA FLASHING AROUND PERIMETER OF DOGHOUSE 1/2" PLYWOOD SHEATHING AT SOFFITS SINGLE PLY ROOFING UP DENS GLASS FIREGUARD GOLD. HEAT . WELD TO MAIN ROOF AND . PROVIDE TERMINATION BAR AT TOP JOINT/SOFFIT 3)2 24 GA. SHEET METAL FLASHING WHERE DOGHOUSE HITS EDGE OF WALL PANEL EXISTING CONCRETE PANEL AND TOP PLATE ELEVATOR DOGHOUSE DETAIL Scale: 1 1/2"=l'-0" SINGLE PLY ROOFING ON 15/32" CDX PLYWOOD ON 2X10" JOISTS AT 24" O.C. SEE STRUCTURAL DRAWINGS. 24 GA. SCUPPER BOX WITH DOWNSPOUT TO SPLASHBLOCK ON MAIN ROOF. 24 GA. SHEET METAL FASCIA FLASHING AROUND PERIMETER OF DOGHOUSE SLOPE DOGHOUSE ROOF 1/4" PER FOOT SINGLE PLY ROOFING UP DENS GLASS FIREGUARD GOLD. H T WELD TO MAIN ROOF AND PROVIDE TERMINATION BAR TOP JOINT/SOFFIT R-25 BATT INSULATION EXISTING ROOF FRAMING MEMBERS TO BE REMOVED FOR NEW ELEVATOR DOGHOUSE • ONE HOUR RATED SHAFT WALL ELEVATOR DOGHOUSE DETAIL Scale: 1 1 /2"=l'-0" ONE HOUR CEILING MEMBRANE PER DETAIL 24/TA4.0 ON NEW STRUCTURAL FRAMING AT DOGHOUSE. 'SEE STRUCTURAL DRAWINGS 24 GA. SHEET METAL FASCIA FLASHING AROUND PERIMETER OF DOGHOUSE PROVIDE CONTINUOUS SOFFIT VENTING AT NORTH AND SOUTH SIDE OF DOGHOUSE. 2" WIDE STRIP WITH GALV. BUG SCREEN SINGLE PLY ROOFING UP DENS GLASS FIREGUARD GOLD. HEAT WELD TO MAIN ROOF AND PROVIDE TERMINATION BAR AT TOP JOINT/SOFFIT ♦•�i•••�i•��i•�i•��i•••i♦ t - EXISTING MEZZANINE FLOOR STRUCTURE ELEVATOR THRESHOLD PER ELEVATOR MANUFACTURER NEW STRUCTURAL FRAMING AT NEW MEZZANINE FLOOR OPENING. SEE STRUCTURAL DRAWINGS ONE HOUR RATED SHAFT WALL ELEVATOR DOOR AND TRACK PER ELEVATOR MANUFACTURER ELEVATOR DOOR SILL AT MEZZANINE Scale: 1 1 /2"=1'-0" ONE HOUR WALL MEMBRANE PER DETAIL 30/TA4.0. I' EXISTING GLU-LAM BEAM AT MEZZANINE FLOOR ONE HOUR RATED SHAFT WALL 411:111111/ Adr 4NZ. Ar 5/8" TYPE "X" GWB ON 2x4" WOOD FURRING AT 2'-0" O.C. OVER EXISTING BEAM AT FLOOR FOR FALSE WALL TO LOBBY. ELEVATOR SHAFT AT EXISTING FLOOR BEAM Scale: 1 1/2"=l'-0" NEW STRUCT RAL FRAMING AT OOF FOR DOGHOUSE. EE STRUCTURAL DRAWINGS ONE HOUR WALL TED SHAFT • Cs.; • ELEVATOR DOGHOUSE DETAIL Scale: 1 1/2"=1'-0" TOP OF MEZZ. FLOOR 16'-2 1/8" FIRST FLOOR 0.00' NEW ELEVATOR DOGHOUSE AT EXISTING ROOF. SEE ENLARGED DETAILS AND STRUCTURAL DRAWINGS. 4 i� tttttttttI►ttt%►ttttttttt t 11,111a ft ELEVATOR HOIST BEAM. SEE STRUCTURAL DRAWINGS. STAINLESS STEEL ELEVATOR DOOR AND FRAME Z= .441 .411 EXISTING MEZZANINE FLOOR STRUCTURE cra ELEVATOR GUIDE RAILS. SEE STRUCTURAL FOR SUPPORT. ONE HOUR RATED SHAFT WALL (1) %" LAYER TYPE "X" GWB EACH SIDE OF 2x6" WOOD STUDS AT 16" O.C. W/ SOUND INSULATION. EXISTING CONCRETE SLAB ON GRADE. L T1 J r- i- 4 L - - L ,- J Li -J ■ ■ ■ - • L .. I, • • • ail a •7#, ( , ( • • -, , •E ( •` \ 14-41IV if 44. p. 44. 411. 14. 44. 44. 411. 11. 81. 41. 41. 01. 01. 114. sm. II II Mama :111 Ala° 111111111' EXISTING LOBBY SUSPENDED CEILING PER REFLECTED CEILING PLANS (1) %" LAYER TYPE "X" GWB ON 2x4" WOOD STUDS AT 24" O.C. %" ?" TYPE "X" GWB ON 2x4" WOOD STUDS AT 24" O.C. ELEVATOR DOOR & FRAME PER ELEVATOR MANUFACTURER. PAINTED STEEL PIT LADDER PER O.S.H.A. IN FOREGROUND. SEE FLOOR PLAN. PROVIDE ELASTOMERIC SHEET WATERPROOFING AT VERTICAL PIT WALLS AND VOLCLAY WATERPROOFING PANELS ON BOTTOM OF ELEVATOR & SUMP PIT. I- L \-NEW CONCRETE ELEVATOR PIT. SEE STRUCTURAL ■ ■ (Ve �o ° p°O 4 4 ELEVATOR SECTION - EAST/WEST Scale: 1/2"=1'-0" NEW ELEVATOR DOGHOUSE AT EXISTING ROOF. SEE ENLARGED DETAILS AND STRUCTURAL DRAWINGS. �, ttttttttttttttttttt�t�t�t�tMt��t�t�t�t�t�tiiiii!�ii!��iitAti!�ii! �ti��7.7E4 14= -1114/14 ELEVATOR HOIST BEAM. SEE STRUCTURAL DRAWINGS. ELEVATOR DOOR FRAME BEYOND EXISTING MEZZANINE FLOOR STRUCTURE I )09QWWWEE1lit! it II 11, IiMit il111itii1i1111 TmENT 4110 .41 .41 .410 .44 .41 .011 .44 .44 .11 .41 .414 .10 .41 .111 .41 .41 .111 .410 .41 .11 .411 .14 .41 .41 .4111 .44 .44 .0 .i .~i .41 .10 .41 .41 .411 .41 .41 1.111 .41 .41 .14 .41 .11 .41 .41 .111 .111 .41 .41 .14 .114 .44 .111 ..1 .~.4 .41 .41 ONE HOUR RATED ELEVATOR MACHINE ROOM (1) %" LAYER TYPE "X" GWB EACH SIDE OF 2x6" WOOD STUDS AT 16" O.C. W/ SOUND INSULATION. UtNNttti Nlttttttttt IPMM ONE HOUR RATED ELEVATOR MACHINE ROOM (1) %" LAYER TYPE "X" GWB EACH SIDE OF 2x4" WOOD STUD AT 16" O.C. W/ SOUND INSULATION. SOUTH WALL t • 18"x18"x18" SUMP PIT W/ METAL GRATE. SEE PLAN FOR LOCATION. SHOWN IN THIS SECTION FOR REFERENCE. 0 d.a NEW CONCRETE ELEVATOR PIT. SEE STRUCTURAL. '-6" ELEVATOR SECTION - NORTH/SOUTH Scale: 1/2"=1'-0" O Itttttttttttttttt tttttttttittttttttttittttttttttitttttftftttt ilial 0 cc A NOT USED NOT USED ONE HOUR RATED WALL STAINLESS STEEL ELEVATOR DOOR FRAME DOUBLE STUDS AT JAMB ELEVATOR DOOR JAMB Scale: 3"=1'-0" NOT USED 4 3/4" or 6 3/4" 5/8" TYPE "X GWB EACH SIDE OF 2X4" OR 2x6" 0 16" O.C. W/ SOUND BATT INSULATION. (U.L. #U305) ONE HOUR RATED WALL Scale: 3"=l'-0" Rc:`1,E ,ED FOR CODE COMPLIANCE :A PPizr'er.E0 FF 0 d ?1114 City of Tukwila UILDiNG DIVISION One -Hour Ceiling - (Basad on GA File Nos. FC 3408 and RC 2801) The ceiling membrane consists of two layers of 5/8" (15.9 mm) type X gypsum board directly applied to framing or furring, The base layer of gypsum board is applied at right angles to ceiling framing 24" (610 mm) o.c. and attached with 1" (25 mm) Type S or 5-12 drywall screws (for steel framing) or 1-1/4" (32 mm) Type W or S drywall screws (for wood framing) spaced 24" (610 mm) o,c. The face layer of gypsum board is applied at right angles to the framing and attached with 1- 5/8" (41 mm) Type S or 8-12 drywall screws (for steel framing) or 1-7/8" (48 mm) Type W or S drywall screws (for wood framing) 12" (305 mm) o,c. at end joints and intermediate joists and 1-1/2" (38 mm) Type 0 drywall screws 12" (305 mm) o.c. placed 2" (50 mm) back on either side of end joints. Joints of the face layer are offset 24" (610 mm) from the joints in the base layer. Face layer joints and fasteners are finished to Level 1 as specified in GA -214, Levels of Gypsum Board Finish. ONE-HOUR CEILING MEMBRANE Scale: N.T.S. One -Hour Wall Membrane (Based on UL Design U 301) The membrane consists of two layers of 5/8" (15,9 mm) type X gypsum board directly applied to framing or furring. The base layer of gypsum board is applied either parallel or at right angles to wall or partition framing 16" (406 mm) o.c. and attached with 1" (25 mm) Type S or S-12 drywall screws (for steel framing) or 1-7/8" (48 mm) nails or 1-1/4" (32 mm) Type W or S drywall screws (for wood framing) spaced 6" (150 ram) 0.0. The face layer of gypsum board is applied either parallel or at right angles to the framing and attached with 1-5/8" (41 mm) Type S or S-12 drywall screws (for steel framing) or 2-3/8" (60 mm) nails or 1-7/8" (48 mm) Type W or S drywall screws (for wood framing) spaced 8" (203 mm) o.c. Joints of the face layer are offset 24" (610 sum) from the joints in the base layer, Face layer joints and fasteners are finished to Level 1 as specified in GA -214, Levels of Gypsum Board Finish. z 0 O 1- zo 1-7 co w 5<- 1(75 Z 0 U. ��ISIOR NO ONE-HOUR WALL MEMBRANE Scale: N:T.S. RECEIVED CITY OF TUKWILA JAN 3 1 2014 PERMIT CENTER 12'-8" CLEAR TO UNDERSID3 ---rte [`---- I\ /I - 1 /I TmENT 4110 .41 .41 .410 .44 .41 .011 .44 .44 .11 .41 .414 .10 .41 .111 .41 .41 .111 .410 .41 .11 .411 .14 .41 .41 .4111 .44 .44 .0 .i .~i .41 .10 .41 .41 .411 .41 .41 1.111 .41 .41 .14 .41 .11 .41 .41 .111 .111 .41 .41 .14 .114 .44 .111 ..1 .~.4 .41 .41 ONE HOUR RATED ELEVATOR MACHINE ROOM (1) %" LAYER TYPE "X" GWB EACH SIDE OF 2x6" WOOD STUDS AT 16" O.C. W/ SOUND INSULATION. UtNNttti Nlttttttttt IPMM ONE HOUR RATED ELEVATOR MACHINE ROOM (1) %" LAYER TYPE "X" GWB EACH SIDE OF 2x4" WOOD STUD AT 16" O.C. W/ SOUND INSULATION. SOUTH WALL t • 18"x18"x18" SUMP PIT W/ METAL GRATE. SEE PLAN FOR LOCATION. SHOWN IN THIS SECTION FOR REFERENCE. 0 d.a NEW CONCRETE ELEVATOR PIT. SEE STRUCTURAL. '-6" ELEVATOR SECTION - NORTH/SOUTH Scale: 1/2"=1'-0" O Itttttttttttttttt tttttttttittttttttttittttttttttitttttftftttt ilial 0 cc A NOT USED NOT USED ONE HOUR RATED WALL STAINLESS STEEL ELEVATOR DOOR FRAME DOUBLE STUDS AT JAMB ELEVATOR DOOR JAMB Scale: 3"=1'-0" NOT USED 4 3/4" or 6 3/4" 5/8" TYPE "X GWB EACH SIDE OF 2X4" OR 2x6" 0 16" O.C. W/ SOUND BATT INSULATION. (U.L. #U305) ONE HOUR RATED WALL Scale: 3"=l'-0" Rc:`1,E ,ED FOR CODE COMPLIANCE :A PPizr'er.E0 FF 0 d ?1114 City of Tukwila UILDiNG DIVISION One -Hour Ceiling - (Basad on GA File Nos. FC 3408 and RC 2801) The ceiling membrane consists of two layers of 5/8" (15.9 mm) type X gypsum board directly applied to framing or furring, The base layer of gypsum board is applied at right angles to ceiling framing 24" (610 mm) o.c. and attached with 1" (25 mm) Type S or 5-12 drywall screws (for steel framing) or 1-1/4" (32 mm) Type W or S drywall screws (for wood framing) spaced 24" (610 mm) o,c. The face layer of gypsum board is applied at right angles to the framing and attached with 1- 5/8" (41 mm) Type S or 8-12 drywall screws (for steel framing) or 1-7/8" (48 mm) Type W or S drywall screws (for wood framing) 12" (305 mm) o,c. at end joints and intermediate joists and 1-1/2" (38 mm) Type 0 drywall screws 12" (305 mm) o.c. placed 2" (50 mm) back on either side of end joints. Joints of the face layer are offset 24" (610 mm) from the joints in the base layer. Face layer joints and fasteners are finished to Level 1 as specified in GA -214, Levels of Gypsum Board Finish. ONE-HOUR CEILING MEMBRANE Scale: N.T.S. One -Hour Wall Membrane (Based on UL Design U 301) The membrane consists of two layers of 5/8" (15,9 mm) type X gypsum board directly applied to framing or furring. The base layer of gypsum board is applied either parallel or at right angles to wall or partition framing 16" (406 mm) o.c. and attached with 1" (25 mm) Type S or S-12 drywall screws (for steel framing) or 1-7/8" (48 mm) nails or 1-1/4" (32 mm) Type W or S drywall screws (for wood framing) spaced 6" (150 ram) 0.0. The face layer of gypsum board is applied either parallel or at right angles to the framing and attached with 1-5/8" (41 mm) Type S or S-12 drywall screws (for steel framing) or 2-3/8" (60 mm) nails or 1-7/8" (48 mm) Type W or S drywall screws (for wood framing) spaced 8" (203 mm) o.c. Joints of the face layer are offset 24" (610 sum) from the joints in the base layer, Face layer joints and fasteners are finished to Level 1 as specified in GA -214, Levels of Gypsum Board Finish. z 0 O 1- zo 1-7 co w 5<- 1(75 Z 0 U. ��ISIOR NO ONE-HOUR WALL MEMBRANE Scale: N:T.S. RECEIVED CITY OF TUKWILA JAN 3 1 2014 PERMIT CENTER 1 O 0 O r) O r-) U) `0 0 C 0 0 0 0 E 0 cn U) O O i li I _ I REVIEWED FOR CODE COMPLIANCE APPROVED FEB 4 6 201 City of Tukwila BUILDING DIVISION EXISTING MEZZANINE FLOOR • STRUCTURE X X X X X1 X X X X X X )(f 3 5/8" METAL STUD BRACING 4'–O" O.C. ALTERNATING DIRECTIONS TO ROOF TRUSSES ABOVE. \-- _ ME 07' 3/4" T&G PLYWOOD DECK ON 11 1/4" TJI'S AT 24" O.C. W/ R-30 BATT INSULATION W/ 5/8" TYPE "X" � -1 's;'\ \\ . �`. . *ffliPPIttfl GWB AT CEILING. PAINT. ►� / .0ii fl lial' Illk 4 : ' a ''' “"“,1 -41 SUSP. ACOUSTICAL TILE CEILINGTILE ATTACH TOP TRACK TO EXISTING SUSP. ACOUSTICAL CEILING 61 a ,_ ,,_ \ ,, ,.._ \_ s. ,- \._ J \._ \ \ J P 0 ►� =' �� g ID - ►� CONTINUOUS 2' LEDGER WITH SIMPSON HANGERS AT EACH TJI (EACH END) TYP.►� "X"GWB -' ►� �� - �� "X"GWB -� �: �: v SUSP. CEILING MAIN RUNNER AT EACH POINT i ATTACH TOP OF PARTITION TO EXISTING HEADER AT OF INTERSECTION WITH 1" DRYWALL SCREW. CEILING ' ...0•.--- 1 °'10 — 3 1/2" SOUND BATT INSULATION 2x4" WOOD STUDS ® 3 1/2" SOUND BATT INSULATION 2x4" WOOD STUDS ® • 0) 3 1/2" SOUND BATT INSULATION 2x4" WOOD STUDS CD –� 5/8"TYPE ON 1/2"�� PLYWOOD 2x6" WOOD STUDS AT ) 24" O.C. W/ R-21 BATT INSULATION. RESTROOM TO HAVE 5/8" WR GWB AT PLUMBING WALLS, OTHER OTHER TO BE • TYPE "X" GWB. PAINT EACH SIDE. ►� De ►� ►�L 5/8"TYPE ON 1/2 PLYWOOD 2x6" WOOD STUDS AT 24" O.C. W/ R-21 BATT INSULATION. RESTROOM TO HAVE 5/8" WR GWB AT PLUMBING WALLS, OTHER OTHER TO BE • TYPE "X" GWB. PAINT EACH SIDE. 2x4" WOOD . � �� :-..-.---• 24" O.C. WITH 5/8" TYPE "X" GWB EACH SIDE - 16" O.C. WITH 5/8" TYPE "X" GWB EACH SIDE 24" O.C. WITH 5/8" TYPE "X" GWB AT OFFICE SIDE BASE PER ►� NOTE: ALL WOOD IN CONTACT WITH CONCRETE FLOOR TO BE TREATED LUMBER. TYPICAL 7..* � ►� a� 5/8" WR GWB ON STUDS AT 24'' O.C. W/ SOUND INSULATION. PAINT. � �� I�� BASE PER EXISTING SCHEDULE CONCRETE SLAB,-,11,EXISTING i •• BASE PER SCHEDULE CONCRETE SLAB ' INN NO............„. EXISTING SCHEDULE MEZZANINE DECK RECEIV ►� '-►' . o o .. g S CITY OF KWILA o . d '•' ••° ° o• -• , ° a.° ^ AN31 2314 W SECTION AT REST OOM P ,''T TION WALL l PARTITION AT E = E PERMIT CENTER _ 011110ilik= _ 114111111111111111111 Scale: 1/2 1 0 / Scale: =1 —0 cale: 1 Now 0 N Ennll*�dll III�`.rdlll Ole SEGALE PARK DRIVE B SEGALE P ARK BUILDING 781. REVIEWED FOR CODE COMPLIANCE APPROVED JUL 0 3 2013 BUILDING 763 NORTH LEASE SPACE. NEW ELEVATOR AND RESTROOMS. SEE ENLARGED PLANS FOR ALL WORK. SITE PLAN INDEX OF DRAWINGS OUTLINE OF ELEVATOR DOGHOUSE DASHED LINE INDICATES ELEVATOR SHAFT BELOW SLOPE DOWN ARCHITECTURAL TA1.0 TA1.1 TA2.0 TA2.1 TA2.2 TA3.0 TA4.0 STRUCTURAL S1.0 S1.1 S1.2 S1.3 S1.4 S2.1 S3.1 S3.2 S3.3 TENANT IMPROVEMENT STATISTICS SITE PLAN / COVER SHEET FIRST & MEZZANINE FLOOR DEMOLITION PLAN PARTIAL FIRST FLOOR PLAN — NORTH END MEZZANINE LEVEL PLAN — NORTH END ENLARGED PLANS, DETAILS INTERIOR ELEVATIONS, DETAILS ELEVATOR SECTIONS, DETAILS GENERAL NOTE PARTIAL FRAMING PLAN MEZZANINE FRAMING PLAN PARTIAL ROOF FRAMING PLAN ELEVATOR PLANS AND SECTIONS PARTIAL PANEL ELEVATIONS AND BRACE FRAME ELEVATIONS SECTIONS SECTIONS SECTIONS TYPE OF CONSTRUCTION: OCCUPANCY GROUPS: TYPE V—B, SPRINKLERED B (OFFICE) S-1 (STORAGE) SCOPE OF WORK PERMIT CENTER PROJECT TEAM PROJECT APPLICANT: 0) a) 0 -cno 0 0 0 0 0 0 0 0 0 E 0 r7 r` ro0 0 0 r7 <r) a PERIMETER WALL AT FIRST FLOOR EDGE OF ROOF. SEGALE PROPERTIES 5811 SEGALE PARK DRIVE C TUKWILA, WA 98188 (206) 575-2000 FAX (206) 575-1837 CONTACT: STEVE NELSON EMAIL: snelson©segaleproperties.com THIS TENANT IMPROVEMENT FOR PARTIAL DEMOLITION OF EXISTING MEZZANINE, INSTALLATION OF NEW ELEVATOR TO REMAINDER OF MEZZANINE, AND NEW HANDICAP RESTROOMS AT MEZZANINE LEVEL. CODES ARCHITECT: SEPARATE PERMIT REQUIRED FOR: Methanical kcal INtunhingtf Gas Piping City of Tukwila UILOING DIVISION STRUCTURAL ENGINEER: LANCE MUELLER & ASSOCIATES 130 LAKESIDE, SUITE 250 SEATTLE, WA 98122 (206) 325-2553 FAX. (206) 328-0554 CONTACT: HAROLD CHRISTENSEN Email: haroldc@Imueller.com NATIONAL CODES: 2009 INTERNATIONAL BUILDING CODE 2009 INTERNATIONAL FIRE CODE 2009 INTERNATIONAL MECHANICAL CODE 2009 INTERNATIONAL BUILDING CODE ENGINEERS NORTHWEST 9725 THIRD AVE., LAKESIDE, SUITE 207 SEATTLE, WA 98115 (206) 525-7560 FAX. (206) 3522-6698 - CONTACT: HENRY PANGELINAN Email: hernyp®engineersnw.com WASHINGTON STATE AMENDMENTS WAC 51-40 WASHINGTON STATE BUILDING CODE `• :=tale to the scope of work tit prier approvci of T Building Divisiai. NOTE Revisions will require a nFw Farr Eutalttal and may include additional plan teas. GENERAL CONTRACTOR: SEGALE PROPERTIES P.O. BOX 88028 TUKWILA, WA 98138 (206) 575-2000 CONTACT: STEVE NELSON EMAIL: snelson@segaleproperties.com 1 N. CO PERMIT APPLICATION SET 0 O C O U E UU U C) w LU Lu w Cn N V LU MPROVEMENT FOR i— Q z I— co MZ CD W Na. ow Z2 mino Oslo m� w w rz (1) WO Z�, Q<z mom wIMMaaoQ a>.WQ Ow w�� cnwz12 206) 325-2553 U) W LU F- LU 0 U • SUITE 250 sheet TAI.O DEMOLISH EXISTING ALLS AROUND AND PORTION OF CEILING GRID AT NEW ELEVATOR SHAFT AN LOBBY RECONFIGURATION. EE STRUCTURAL DRAWINGS. L J 1 IC U PARTIAL DEMOLITION, FIRST FLOOR PLAN NORTH END OF BUILDING 763 Scale: 3/32"=l'-0" 0 1 T 0 1 U DEMOLISH EXISTING RESTROOMS, OFFICES AND CEILING FOR N W MEZZANINE LOBBY AND ELEVATOR. SEE STRUCTURAL DRAWINGS. 1 1:1 REVIEWED FOR CODE COMPLIANCE APPROVED JUL 0 3 2013 City of Tukwila BUILDING DIVISION U 1 4 II PARTIAL DEMOLITION FLOOR PLAN - NORTH END OF BUILDING 763 Scale: 3/32"=l'-0" U II I J DEMOLISH EXISTING MEZZANINE BETWEEN GRIDS 4 AND 8, INCLUDING STAIRS, RESTROOMS AND OFFICES. SEE STRUCTURAL DRAWINGS. SII 11111 11 U RECEIVED CITY OF TUKWILA JUN 1 2 2013 PERMIT CENTER TENANT IMPROVEMENT FOR 325-2553 sheet A1 . 1 I N- ICD PERMIT APPLICATION SET C O o i 0 C 13030 job no. 0 E checked M_ co 1.....1 V w W C -D ce CNI wo wz w0 3 TENANT IMPROVEMENT FOR 325-2553 sheet A1 . 1 0 EXIT MEZZANINE OFFICE AREA ( E ) n SEE ENLARGED PLAN FOR FIRST FLOOR LEVEL CORE ra EXIT SE ENLARGED PLAN FOR FIRST MEIZZANINE LEVEL CORE O �1 u J • 00 LOBBY ( E ) —0 PARTIAL FLOOR PLAN - NORTH END OF BUILDING 763 Scale: 3/32"--V-0" EXIT WAREHOUSE ( E) WAREHOUSE WOMEN o 1=1C1=1 C'r REVIEWED FOR CODE COMPLIANCE APPROVED JUL 0 3 2013 City of Tukwila BUILDING DIVISION EXIT EXIT FLOOR PLAN SYSMBOLS OFFICE (105) SECTION SHEET NUMBER EXISTING BUILDING SHELL WALL NEW WALL PER FLOOR PLAN TENANT ROOM NAME & NUMBER WALL SECTION REFERENCE (SHEET TA4.0) INTERIOR ELEVATION (SHEET TA2.2) DOOR/WINDOW NUMBER DOOR/WINDOW TYPE RATING (MINUTES) HARDWARE GROUP THROUGH SECTION (SHEET TA4.0) RECEIVED CITY OF TUKWILA JUN 1 2 2013 PERMIT CENTER rn TENANT IMPROVEMENT FOR H MZ, Cfl W No. ZO 5 203 = J a CO W W 17_ U OC WO aZ OQ oC ce Cl' O J Q C7 W W fn W 01 ra w U 0 N N (46w J J W 7 W U. Z. J Z J 0 O 0 J LL ■ r LL J a 0 0 z 0 J 5 LL 0< z F- 0 Z 325-2553 N N N w W o W Wrn . sheet TA2.O r7 i N. coi PERMIT APPLICATION SET revision 0 13030 job no. HC drown checked M e O I, o CO -o rn TENANT IMPROVEMENT FOR H MZ, Cfl W No. ZO 5 203 = J a CO W W 17_ U OC WO aZ OQ oC ce Cl' O J Q C7 W W fn W 01 ra w U 0 N N (46w J J W 7 W U. Z. J Z J 0 O 0 J LL ■ r LL J a 0 0 z 0 J 5 LL 0< z F- 0 Z 325-2553 N N N w W o W Wrn . sheet TA2.O WAREHOUSE IEWED F CODE COMPLIANCE APPROVED JUL 0 3 2013 City of Tukwila BUILDING DIVISION SE ENLARGED PLAN FOR FIRST. OR LEVEL CORE NEW FULL HEIGHT _:;WALL FROM MEZZANINE DECK TO UNDERSIDE OF ROOF DECK. SEE C/TA4.0 MEZZANINE OFFICE AREA OFFICE MEN ENLARGED PLAN FOR FIRST ZANINE LEVEL CORE OFFICE WOMEN 1-(202) EXIT U FIRST FLOOR LOBBY MEZZANINE FLOOR PLAN - NORTH END OF BUILDING 763 Scale: 3/32"=l'-0" U) N) CD 0 a) N) 0 RECEIVED CITY OF TUKWILA JUN 1 2 2013 PERMIT CENTER o w Z > —o ofx a_52 CO W W O ~U W a Z 0 O Qz O m W C0< Q0 aa� J W I=- WJ�� C/1 W Z i (I) Q 2 WLn LN r N Q tD U N O rn r N UJ uJ N LI) W J W 3 W W U Z� m El 1- in0 N U u] W F- U] I I --- I I Co v PERMIT APPLICATION SET c 0 O C 0 re, c c HC drawn checked M 0 CI ~Wo Lu U w wz C7 •., Wo 2N \ \ V Cn M N W 3 g CO CO Nap Z W SE ENLARGED PLAN FOR FIRST. OR LEVEL CORE NEW FULL HEIGHT _:;WALL FROM MEZZANINE DECK TO UNDERSIDE OF ROOF DECK. SEE C/TA4.0 MEZZANINE OFFICE AREA OFFICE MEN ENLARGED PLAN FOR FIRST ZANINE LEVEL CORE OFFICE WOMEN 1-(202) EXIT U FIRST FLOOR LOBBY MEZZANINE FLOOR PLAN - NORTH END OF BUILDING 763 Scale: 3/32"=l'-0" U) N) CD 0 a) N) 0 RECEIVED CITY OF TUKWILA JUN 1 2 2013 PERMIT CENTER o w Z > —o ofx a_52 CO W W O ~U W a Z 0 O Qz O m W C0< Q0 aa� J W I=- WJ�� C/1 W Z i (I) Q 2 WLn LN r N Q tD U N O rn r N UJ uJ N LI) W J W 3 W W U Z� m El 1- in0 N U u] W F- U] I 4 0 in I o PERMIT APPLICATION SET 0 WAREHOUSE 0 STORAGE I E(. I -I -I- l Ex. I -I -I- 0 C EXISTING ELECTRICAL PANELS TO REMAIN. 2 "3 checked M_ 1 ' t0 EOM i._ ...1 4 -7Y" 23'-95%"ED ROOM EX. J -I -I- 5'-0" 6'-0" �" » 6'-11%" 1/ 5'-0" / % 0 O 2 O _ 1 TA3.0 3 `a 1 MEN 4 "' (201) _ WAREHOUSE EX.I-I -I- MEN . O ®1>& _ FLOOR DRAIN �■ ■ - int* - ,.-' Lc) n �\ MEZZANINE 2011 A 131- OFFICE 4 P2J -..../-\..,AREA 0 0 E - MEZZANINE OFFICE AREA \ 0 0 0 0 1'-6" 5'-0" 3'-0" '- 2'-0" 2'-11%" /2'-0" / EX.I-I -I- n n n n • i REVIEWED FOR ! CODE COMPLIANCE 7'-10" '-7Y / to `y, `�' `�' / ONE HOUR RATED WALL PER 18 TA4.0 V j 7'-10 '-�/ / —APPROVED WAREHOUSE JUL 0 3 2013 63/4>, 8'-4" CLEAR 6%"� 1 \ • 6t" " CLEAR 6%4" WOMEN EX. I -I -I- ID lo1IB111- City of Tukwila 202 A131- qUiLDING DIVISION M�❑ _,__� - FLOOR =- DRAIN Q ■ ■ © 46 Awriml _ b - o D ELEV. EX.I—I—I— MACHINE io2Icl2lso EXISTING WATER HEATER AND SINK TO E Tn3.� - _ N. v ELEV. ROOM REMAIN 0 _ a ( ) (1 O 2) .�. D M 9 B WOMEN () B/-EXISTING **-2 oo A4.0 _ (202) i A4.0 ELECTRICAL PANELS TO DN i 10 REMAIN _. MtD wis. L® o O 0 U o EXISTING 7 1 /4" CONCRETE WALL 1 —Ql'�" 4'-4" 2'-5' 1'- " 6'-6%" / PANEL EX.I-I - I- / / - I e A A4.0 A40 FIRST FLOOR LOBBY (101) _ FIRST Atk FLOOR LOBBY 4-- * 43P MEZZANINE OFFICE AREA ,,.. .: UP :' M .- EX. I -I -I- 0 o LV II o 0 o I� L ENLARGED PLAN AT FIRST FLOOR CORE AREA 1 1 1 1 Ul c ENLARGED PLAN AT MEZZANINE 1 FLOOR CORE AREA 1 U Scale: 1/4"=V-0" Scale: 1/4"="C-0" 0 0 — - — — WAREHOUSE WOMEN M . 0 . . - . • 0. MEN . .•. � GWB CEILING AT•• • - ■II • - • • • : (201) .. . ELEV. MACHINE_ ROOM ' 8'-0" A.F.F.• . 0 0 •... •.(1.02•' • • • • •® ] . . : MEZZANINE • • OFFICE AREA 0 . a MEZZANINE 0 - U OFFICE AREA - M NO CEILING. EXPOSED GWB HEADER AT 6'-7" A.F.F. REFLECTED CEILING AT NEW ELEVATOR MACHINE ROOM & LOBBY VESTIBULE - FIRST FLOOR TO STRUCTURE ABOVE. GWB CEILING AT GWB HEADER AT 8'-0" A.F.F. 7'-10" A.F.F.- NO CEILING. EXPOSED TO STRUCTURE ABOVE. _ 19 Scale: 1/4"=1'-0" -0 ❑ I �. �9 A.F.F. I • .. - GWB CEILING AT TOP• SHAFT.. ' . - GWB HEADER - 7'-10" A.F.F. AT OF ELEVATOR SEE ELEVATOR • . • • . _ SECTIONS. U • • • .. -• • - • • . . •,• •• WOMEN • •• •.'• (202) . -• • • • MIRROR PER ELEVATIONS �� ' WALL PER • I I 17" MAX f PLANS (TYP.) P -LAM ON (1) LAYER 3/4"• PLYWD TO FAUCET HANDLES CIO U CONTROL 2'-9" (RN OF SINK NO HIGHER THAN 34' MAX.) d-� cik A.F.F. L — — — -r -_ 2"x2"x1/4" STEEL ANGLE I NOTE: LIGHTING AT RESTROOMS AND ELEVATOR SHAFT EXISTING WSNREC SUSPENDED TO BE COMPLIANT WITH AND SUBMITTED (OR APPROVED EQUAL) SUPPORT © CENTER OF COUNTER .n 1 SINK IN FOREGROUND N I I _ = 2'-0" I I I ' I I I I CEILING AT LOBBY UNDER SEPARATE PERMIT BY ELECTRICAL . CONTRACTOR.RECEIVED CITY OF TUKWILA F RST W/INSULATED COVER ON ALL EXPOSED PIPE 6" INTEGRAL VINYL COVE BASE / /U FLFLOORBBY JUN 2 2013 ( E ) PERMIT CENTER - . • 1 , , , , REFLECTED CEILING AT NEW ELEVATOR & RESTROOMS - MEZZANINE LEVEL RESTROOM COUNTER28 Scale: 1 /4"=1'-0" Scale: 3/4"=1'-0" TENANT IMPROVEMENT FOR I -- w D z 0_ D w CD Q z z 0 J m 0 < oZ W J Z I— Q m U) N N Cr] Q t0 0 N I- U Ii! SEATTLE, WA 981 22 • - sheet TA2.2 in I o PERMIT APPLICATION SET 0 0 C 13030 job no. 2 "3 checked M_ 1 ' t0 TENANT IMPROVEMENT FOR I -- w D z 0_ D w CD Q z z 0 J m 0 < oZ W J Z I— Q m U) N N Cr] Q t0 0 N I- U Ii! SEATTLE, WA 981 22 • - sheet TA2.2 TENANT IMPROVEMENT FOR w z 0 F— w —Jw Z w w 0 11� w Ce 0 V 0 Z0 az 0 0m I— O < a w < w� w w OZ Q� N N �l t0 0 N I— • N N CO 0► w U -i W Ww 0 ��, N w I- 5 w w a U n w se J 0 m I 0 c w F- sheet TA3.0 . M_ 1 N 1 co v 1PERMITAPPLICATION SET revision 0 C 13030 job no. HC drawn O ' NI I� 1 a 'oO 0 \ty / 10 50 0 ,'Cb 11 To O - O d p 1 MEN 201 NORTH 2 MEN 201 EAST 3 MEN 201 SOUTH 4 MEN 201 WEST 5 MEN 201 NORTH � � I `•-/ I • ® 14 ® 1D 11 , b 0 S o o T = fi 6 WOMEN 202 NORTH 7 WOMEN 202 EAST 8 WOMEN 202 SOUTH 9 WOMEN 202 WEST 1 0 WOMEN 202 SOUTH INTERIOR ELEVATION KEYNOTES � 7 0 PAPER TOWEL DISPENSER (B-359) ® --I1/ I /1 I I17 I I li - - I f SEE FOR„,, 02 FEMINI EN HYGIENEOCDISP DISPENSER (B-352-25) 03 TOILET PAPER DISPENSER (B-2888) ® FEMININE HYGIENE DISPOSAL (B-270) 05 1 1/2” DIA. STAINLESS STEEL GRAB BARS (B-6806 SERIES) I 1 I _ - - - _ - - i --- -H 1 I1 ill I 1 f - f I J ® WALL HUNG LAVATORY 07 SOAP DISPENSER (B-8221 AT OFFICE LAYS) ® MIRROR, 3'-0" HIGH x WIDTH OF OPENING OR AS DIMENSIONED IN STAINLESS STEEL FRAME ® 6" COVE VINYL BASE (INTEGRAL W/ FLOOR) PER FINISH SCHEDULE 10 PLASTIC LAMINATE COUNTER TOP W/ 4" P -LAM BACKSPLASH. SEE 27/TA2.2 11 PLASTIC LAMINATE TOILET PARTITION, FLOOR MOUNTED, OVERHEAD BRACED. 0 NOT USED 0 PLASTIC LAMINATE WAINSCOT. (SEE ELEVATIONS FOR HEIGHT) - -CLOTHES 14 HOOKS (BOBRICK B-682) (2) AT EACH HANDICAP STALL, RESTROOMS 201 & - - - - 0 202. PROVIDE WALL BLOCKING AS REQUIRED. 1© LINE OF WALL BREAK - - - -�� l� & \ I' 16 GWB RECESS TO ELEVATOR DOOR - - - - - / �\ \ \ Q 1© DOOR IN VESTIBULE (BEYOND) - - - - - - I \ \ ��, 0 18 S.S. ELEVATOR ENTRANCE DOOR -' • R _ V1E1NE FQ_. RE CODE COMPLIANCE ARPROVEfl.. 3UL o 3 2013 of Tukwila BUILDING DIVISION - 1\I - - - - -..� L 16 __.. 19 19 ELEVATOR CALL BUTTON ®EXISTINGLOBBY STAIR Y _ LOW WALL AT MEZZANINE LEVEL A A NOTES: 1. ALL FIXTURE HEIGHTS AND CLEARANCES TO COMPLY WITH I.B.C. CHAPTER 11, WAC 11 LOBBY 101 EAST ; .._ -� 51 50 AND `ICC/ANSI A117.1 (TYPICAL). - _.; TYPICAL FIXTURE MOUNTING HEIGHTS t. .. 2.: CONTRACTOR TO INSTALL ALL BACKING AND BLOCKING AS REQUIRED TO MOUNT. CONTRACTOR FIXTURES..:: ., �-e . ,. �, _ �.,, 4'-6" 1.0 / / 3'-6" /��_ 1 1/2 GRAB BAR TOILET �� d' - o - i ro -�- PAPER o . d' ;d- .,, `:. � o � _.. � � .:., �r it i' 1 K, ;r, -Ki ° i i' � '—' o i � DISPENSER z � r N CV N N N N N. - 0) N LAVATORY LAVATORY SEMI -RECESSED SAN. TOILET SAN. NAPKIN DUAL LEVEL H.C. ACCESS. STD. HGT. °'-16"-18" COUNTER MIRROR INTERIOR PAPER TOWEL NAPKIN DISPENSER DISPENSER ELEVATIONS PAPER DISPENSER DISPOSAL BARRIER WATER FREE URINAL URINAL COOLER �7"_9" Scale: 1/4"=1'-0" I �` 7_001 ROOM FINISH SCHEDULE FINISH FLOOR BASE WALLS WAINSCOT CEILING REMARKS NO. MAT. FIN. MAT. FIN. MAT. FIN. MAT. FIN. MAT. FIN. HT. FIRST FLOOR 101 CARPET FACT. RUBBER FACT. GWB PAINT — — GWB PAINT EXIST. 102 CONC. EXIST. RUBBER FACT. GWB FIRE TAPE. — — GWB FIRE TAPE 8'-0" MEZZANINE FLOORip 201 VINYL FACT. VINYL FACT. GWB PAINT P—LAM FACT. ACT GWB 8'-0" SEE INTERIOR ELEVATIONS. 202 VINYL FACT. VINYL FACT. GWB PAINT P—LAM FACT. ACT GWB 8'-0" SEE INTERIOR ELEVATIONS. 28 28 28 HARDWARE TYPES WOOD BUCK RECEIVED CITY OF TUKWILA JUN 1 2 2013 PERMIT CENTER TA3.0 TA3.0 TA3.0 DOOR & WINDOW NOTES HW 1 LEVER HANDLE - LOCKSET STOP3 2 LEVER HANDLE - STORE ROOM FUNCTION CLOSER W/ HOLD OPEN HW 3 PUSH/PULL W/ 12" CENTER TO CENTER PULL CLOSER ..... WALL PER PLAN H.M. DOOR 11( G28 � fl 28 \2. 1. ALL DOOR HARDWARE TO COMPLY WITH I.B.C. SECTION 1008, WAC 51-50 AND A.D.A. PROVIDE INTERNATIONAL SYMBOL OF ACCESS SIGNAGE AT EACHWALL RESTROOM DOOR.STRIKE 3. ALL DOORS SHALL BE OPENABLE FROM THE INSIDE WITH THE USE OF AHW 28 KEY OR ANY SPECIAL KNOWLEDGE OR EFFORT PER I.B.C. SECTION FRAME - (TYP.) SILENCERSI�ACCESSIBLE SIDE TA3.0 I TA3.0 / / / / TA3.0 1008.1.8. 4. PROVIDE SAFETY GLAZING PER DRAWINGS AND I.B.C. SECTION 2406. ;:. r 4 . ^ Nom;; •Ly'�v: ^YzM �:C~tr�~ +. �.: :2 O s A. 3'-0" x 7'-0" SOLID 3'-0" x 7'-0" SOLID 3'-6" x 7'-0" CORE WOOD DOOR CORE WOOD DOOR HOLLOW METAL DOOR W/ H.M. FRAME WI H.M. FRAME W/ W/ H.M. FRAME ER ONE HOUR RATED LITE DOOR AND FRAME) DOOR TYPES AND NOTES . .... -:fOt,4 ej DOOR PER DOOR DOOR HEAD/JAMB TAG DOOR HARDWARE TYPES 28 Scale: 3"=1'-0" Scale: N.T.S. e Scale: 1/4"=1'-0" TENANT IMPROVEMENT FOR w z 0 F— w —Jw Z w w 0 11� w Ce 0 V 0 Z0 az 0 0m I— O < a w < w� w w OZ Q� N N �l t0 0 N I— • N N CO 0► w U -i W Ww 0 ��, N w I- 5 w w a U n w se J 0 m I 0 c w F- sheet TA3.0 M_ 1 N 1 co v 1PERMITAPPLICATION SET revision 0 C 13030 job no. HC drawn O ' NI I� 1 a 'oO TENANT IMPROVEMENT FOR w z 0 F— w —Jw Z w w 0 11� w Ce 0 V 0 Z0 az 0 0m I— O < a w < w� w w OZ Q� N N �l t0 0 N I— • N N CO 0► w U -i W Ww 0 ��, N w I- 5 w w a U n w se J 0 m I 0 c w F- sheet TA3.0 /LU1.7 11.J7.'/ 111'1 SINGLE PLAY ROOFING ON 15/32" CDX PLYWOOD ON 2X10" JOISTS AT 24" O.C. PROVIDE CANT STRIP AROUND PERIMETER. WRAP ROOF MEMBRANE UP AND OVER CANT. SEE STRUCTURAL DRAWINGS. 24 GA. SHEET METAL FASCIA FLASHING AROUND PERIMETER OF DOGHOUSE 1/2" PLYWOOD SHEATHING AT SOFFITS SINGLE PLY ROOFING ON 15/32" CDX PLYWOOD ON 2X10" JOISTS AT 24" O.C. SEE STRUCTURAL DRAWINGS. SLOPE DOGHOUSE ROOF 1/4" PER FOOT SINGLE PLY ROOFING UP DENS GLASS FIREGUARD GOLD. HEAT WELD TO MAIN ROOF AND PROVIDE TERMINATION BAR AT TOP JOINT/SOFFIT R-25 BATT INSULATION EXISTING ROOF 1- FRAWNG MEMBERS TO BE REMOVED FOR NEW ELEVATOR DOGHOUSE Ifft1,4feli ONE HOUR CEILING MEMBRANE PER DETAIL 24/TA4.0 ON NEW STRUCTURAL FRAMING AT DOGHOUSE. SEE STRUCTURAL DRAWINGS 24 GA. SCUPPER BOX WITH DOWNSPOUT TO SPLASHBLOCK ON. MAIN ROOF. EXISTING MEZZANINE FLOOR STRUCTURE ELEVATOR THRESHOLD PER ELEVATOR MANUFACTURER ELEVATOR DOOR AND TRACK PER ELEVATOR MANUFACTURER ONE HOUR WALL MEMBRANE PER DETAIL 30/TA4.0. U • 24 GA. SHEET METAL FASCIA FLASHING AROUND PERIMETER OF DOGHOUSE 24 GA. SHEET METAL FASCIA FLASHING AROUND PERIMETER OF DOGHOUSE 1/2" PLYWOOD SHEATHING AT SOFFITS SINGLE PLY ROOFING UP DENS GLASS FIREGUARD GOLD. HEAT WELD TO MAIN ROOF AND PROVIDE TERMINATION BAR AT • TOP JOINT/SOFFIT SINGLE PLY ROOFING UP DENS GLASS FIREGUARD GOLD. HEAT WELD TO MAIN ROOF AND PROVIDE TERMINATION BAR AT TOP JOINT/SOFFIT flrftft R-25 BATT INSULATION ♦•••••i••••iiiiiiiiiii• EXISTING ROOF FRAMING MEMBERS TO BE REMOVED FOR NEW ELEVATOR DOGHOUSE • • • • ONE HOUR CEILING MEMBRANE P R DETAIL 24/TA4.0 ON NEW STRUCTURAL VRAMING AT DOGHOUSE. ISEE STRUCTURAL DRAWINGS 24 GA. SHEET METAL FASCIA FLASHING AROUND PERIMETER OF DOGHOUSE NEW STRUCTURAL FRAMING AT NEW MEZZANINE FLOOR OPENING. SEE STRUCTURAL DRAWINGS EXISTING GLU-LAM BEAM AT MEZZANINE FLOOR PROVIDE CONTINUOUS SOFFIT VENTING AT NORTH AND SOUTH SIDE OF DOGHOUSE. 2" WIDE STRIP WITH GALV. BUG SCREEN SINGLE PLY ROOFING UP DENS GLASS FIREGUARD GOLD. HEAT WELD TO MAIN ROOF AND PROVIDE TERMINATION BAR AT TOP JOINT/SOFFIT ••S • 4i•••i•••••••*i♦ ONE HOUR RATED SHAFT WALL • ELEVATOR DOOR SILL AT MEZZANINE Scale: 1 1 /2"=1'-0" ONE HOUR RATED SHAFT WALL Scale: 1 1 /2"=1'-0" 5/8" TYPE "X" GWB ON 2x4" WOOD FURRING AT 2'-0" O.C. OVER EXISTING BEAM AT FLOOR FOR FALSE WALL TO LOBBY. A ONE HOUR WALL MEMBRANE PER DETAIL 30/TA4.0 ON NEW STRUCTURAL FRAMING AT DOGHOUSE. SEE STRUCTURAL DRAWINGS 24 GA. SHEET METAL FLASHING WHERE DOGHOUSE HITS EDGE OF WALL PANEL r EXISTING GLU-LAM BEAM IN FOREGROUND 3y NEW STRUCT RAL FRAMING AT OOF FOR DOGHOUSE. EE STRUCTURAL DRAWINGS ONE HOUR RATED WALL STAINLESS STEEL ELEVATOR DOOR FRAME GA FILE NO. FC 5406 GENERIC EXISTING CONCRETE PANEL AND TOP PLATE ONE HOUR RATED SHAFT WALL • ONE HOUR RATED SHAFT WALL ONE HOUR WALL TED SHAFT ( 0 0 0 0 E 0 N) 0 0 01 0 cn 0 N) 0 TOP OF MEZZ. FLOOR 16'-2 1/8" FIRST FLOOR 0.00' ELEVATOR DOGHOUSE DETAIL Scale: 1 1 /2"=1'-0" NEW ELEVATOR DOGHOUSE AT EXISTING ROOF. SEE ENLARGED DETAILS AND STRUCTURAL DRAWINGS. ELEVATOR HOIST' BEAM. SEE STRUCTURAL DRAWINGS. ELEVA WOOD JOISTS, GYPSUM WALLBOARD 1 HOUR FIRE 35 to 39 STC SOUND Base layer 5/1" type X gypsum wallboard applied at right angles to 2 x 10 wood joists 24" o.c. with 11/4" Type W or S drywall screws 24" o.c. Face layer s/e' type X gypsum wallboard or gypsum veneer base applied at right angles to joists with VW Type W or S drywall screws 12" o.c. at joints and intermediate joists and 11/2" Type G drywall screws 12" o.c. placed 2" back on either side of end joints. Joints offset 24" from base layer joints. Wood joists supporting 1/2' plywood with exterior glue applied at right angles to joists with 8d nails. Ceiling provides one hour fire resistance protection for framing, including trusses. DOUBLE STUDS AT JAMB STAINLESS STEEL ELEVATOR DOOR AND FRAME 5 TA4.0 EXISTING MEZZANINE FLOOR STRUCTURE ELEVATOR GUIDE RAILS. SEE STRUCTURAL FOR SUPPORT. ONE HOUR RATED SHAFT WALL (1) %" LAYER TYPE "X" GWB EACH SIDE OF 2x6" WOOD STUDS AT 16" O.C. W/ SOUND INSULATION. EXISTING CONCRETE SLAB ON GRADE. PROVIDE ELASTOMERIC SHEET WATERPROOFING AT VERTICAL PIT WALLS AND VOLCLAY WATERPROOFING PANELS ON BOTTOM OF ELEVATOR & SUMP PIT. 0 xc xc xc xc xc xc xc xc xc xc xc xc xc xc 688888888888888888886888888 UUU ✓ - 0 0 J L - - 1 J -F L F- L F- L 7 71 F- J LI 1 NEW CONCRETE ELEVATOR PIT. SEE STRUCTURAL. nn 0 0. 0. 0. 0.0.0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. �. 0. 0. 0. 0. 0. 0. 0.0.0. 01. 111 Owl 0 044.84. 0. 44. 0Owlair EXISTING LOBBY SUSPENDED CEILING PER REFLECTED CEILING PLANS (1) %" LAYER y-(1) TYPE "X" GWB ON 2x4" WOOD STUDS AT 24" O.C. (1) %" LAYER y-(1) TYPE "X" GWB ON 2x4" WOOD STUDS AT 24" O.C. ELEVATOR DOOR & FRAME PER ELEVATOR MANUFACTURER. PAINTED STEEL PIT LADDER PER O.S.H.A. IN FOREGROUND. SEE FLOOR PLAN. 6 o 0 d ELEVATOR SECTION - EAST/WEST Scale: 1/2"=1'-0" NEW ELEVATOR DOGHOUSE AT EXISTING ROOF. SEE ENLARGED DETAILS AND STRUCTURAL DRAWINGS. tiptVVV,MV,VV,V MWMV9,VVVV't'Mt !�► s ELEVATOR HOIST BEAM. SEE STRUCTURAL DRAWINGS. ELEVATOR DOOR FRAME BEYOND L_ i EXISTING MEZZANINE FLOOR STRUCTURE I\ /I IXI IXI IXI I/ \I I/\1 I/\I DF ONE HOUR RATED SHAFT WALL (1) %" LAYER TYPE "X" GWB EACH SIDE OF 2x6" WOOD STUDS AT 16" O.C. W/ SOUND INSULATION. xc xc xc xc xc xc xc xc xc xc xc xc xc xc xc xc xc xc xc xc xc 0 xc xc xc xc xc xc xc xc xc xc xc xc xc xc xc xc xc xc xc xc xc xc xc xc xc xc xc xc xc xc xc xc xc xc xc xc xc xc 888 xc xc xc xc xc xc xc xc xc xc xc ONE HOUR RATED ELEVATOR MACHINE ROOM { 1) %" LAYER TYPE "X" GWB EACH :IDE 'OF 2x6" WOl1fr STUBS Al- 1C" O.C. W/ SOUND INSULATION. WEMMI riejj .41 TERMINATE WALL AT UNDERSIDE OF EXISTING ROOF DECKING. --F-FULL HEIGHT PARTITION WALL AT EDGE OF MAZZANINE (GRID 4) (1) %" LAYER TYPE "X" GWB EACH SIDE OF 2x6" WOOD STUD AT 24" O.C. W/ SOUND INSULATION. EXISTING MEZZANINE FLOOR WITH NEW STRUCTURAL MEMBER AT EDGE WHERE MEZZANINE DEMOLISHED. SEE STRUCTURAL DRAWINGS. )S� dee- r 9o( der/14.1 .j-6-5 isoa ONE HOUR RATED ELEVATOR MACHINE ROOM (1) %" LAYER TYPE "X" GWB EACH SIDE OF 2x4" WOOD STUD AT 16" O.C. W/ SOUND INSULATION. SOUTH WALL 5 g % 18"x18"x18" SUMP PIT a W/ METAL GRATE. SEE PLAN FOR LOCATION. SHOWN IN THIS SECTION FOR REFERENCE. NEW CONCRETE ELEVATOR PIT. SEE STRUCTURAL. 8 Q d '-6" ELEVATOR SECTION - NORTH/SOUTH S 0 Scale: 1/2"=1'-0" WALL SECTION Scale: 1 /2"=1'-0" ELEVATOR DOOR JAMB Scale: 3"=1'-0" 19 r a v,!/r7 J .1-- C�i✓71- 05�. -4iS del ) op e iecia - 1,�., a -4') e- room Lid • Approx. Ceiling Weight 5 psf Fire Test: FM FC 172, 2-25-72; ITS, 8-6-98 Sound Test Estimated REVIEWED FOR CODE COMPLIANCE APPROVED JUL 0 3 2013 TERMINATE WALL AT UNDERSIDE OF MEZZANINE FLOOR WMM ►i 1� NO GWB ABOVE NEW CEILING AT VESTIBULE -5/8" TYPE "X" GWB ON 2x6" WOOD STUDS AT 16" O.C. W/ SOUND INSULATION. -FULL HEIGHT PARTITION WALL AT FIRST FLOOR (1) 5/6" LAYER TYPE "X" GWB EACH SIDE OF 2x6" WOOD STUD AT 24" O.C. WI SOUND INSULATION. WALL SECTION Scale: 1/2"=1'-0" 4 3/4" or 6 3/4" TERMINATE WALL AT UNDERSIDE OF ROOF DECKING 12'-8" CLEAR TO UNDERSID2 - - -rr fi'�7- - I\ /1 I\/I ONE HOUR RATED SHAFT WALL (1) %" LAYER TYPE "X" GWB EACH SIDE OF 2x6" WOOD STUDS AT 16" O.C. W/ SOUND INSULATION. xc xc xc xc xc xc xc xc xc xc xc xc xc xc xc xc xc xc xc xc xc 0 xc xc xc xc xc xc xc xc xc xc xc xc xc xc xc xc xc xc xc xc xc xc xc xc xc xc xc xc xc xc xc xc xc xc xc xc xc xc 888 xc xc xc xc xc xc xc xc xc xc xc ONE HOUR RATED ELEVATOR MACHINE ROOM { 1) %" LAYER TYPE "X" GWB EACH :IDE 'OF 2x6" WOl1fr STUBS Al- 1C" O.C. W/ SOUND INSULATION. WEMMI riejj .41 TERMINATE WALL AT UNDERSIDE OF EXISTING ROOF DECKING. --F-FULL HEIGHT PARTITION WALL AT EDGE OF MAZZANINE (GRID 4) (1) %" LAYER TYPE "X" GWB EACH SIDE OF 2x6" WOOD STUD AT 24" O.C. W/ SOUND INSULATION. EXISTING MEZZANINE FLOOR WITH NEW STRUCTURAL MEMBER AT EDGE WHERE MEZZANINE DEMOLISHED. SEE STRUCTURAL DRAWINGS. )S� dee- r 9o( der/14.1 .j-6-5 isoa ONE HOUR RATED ELEVATOR MACHINE ROOM (1) %" LAYER TYPE "X" GWB EACH SIDE OF 2x4" WOOD STUD AT 16" O.C. W/ SOUND INSULATION. SOUTH WALL 5 g % 18"x18"x18" SUMP PIT a W/ METAL GRATE. SEE PLAN FOR LOCATION. SHOWN IN THIS SECTION FOR REFERENCE. NEW CONCRETE ELEVATOR PIT. SEE STRUCTURAL. 8 Q d '-6" ELEVATOR SECTION - NORTH/SOUTH S 0 Scale: 1/2"=1'-0" WALL SECTION Scale: 1 /2"=1'-0" ELEVATOR DOOR JAMB Scale: 3"=1'-0" 19 r a v,!/r7 J .1-- C�i✓71- 05�. -4iS del ) op e iecia - 1,�., a -4') e- room Lid • Approx. Ceiling Weight 5 psf Fire Test: FM FC 172, 2-25-72; ITS, 8-6-98 Sound Test Estimated REVIEWED FOR CODE COMPLIANCE APPROVED JUL 0 3 2013 TERMINATE WALL AT UNDERSIDE OF MEZZANINE FLOOR WMM ►i 1� NO GWB ABOVE NEW CEILING AT VESTIBULE -5/8" TYPE "X" GWB ON 2x6" WOOD STUDS AT 16" O.C. W/ SOUND INSULATION. -FULL HEIGHT PARTITION WALL AT FIRST FLOOR (1) 5/6" LAYER TYPE "X" GWB EACH SIDE OF 2x6" WOOD STUD AT 24" O.C. WI SOUND INSULATION. WALL SECTION Scale: 1/2"=1'-0" 4 3/4" or 6 3/4" TERMINATE WALL AT UNDERSIDE OF ROOF DECKING WALL SECTION Scale: 1 /2"=1'-0" 5/8" TYPE "X GWB EACH SIDE OF 2X4" OR 2x6" ® 16" O.C. W/ SOUND BATT INSULATION. (U.L. #0305) ONE HOUR RATED WALL • Scale: 3"=1'-0" One -Hour Ceiling (Based on GA Pile Nos. PC 5408 and RC 2801) The ceiling membrane consists of two layers of 5/8" (15.9 mm) type X gypsum board directly applied to framing or furring, The base layer of gypsum board is applied at right angles to ceiling framing 24" (610 mm) o.c. and attached with 1" (25 rem) Type S or S-12 drywall screws (for steel framing) or 1-1/4" (32 mm) Type W or S drywall screws (for wood framing) spaced 24" (610 mm) o.c. The face layer of gypsum board is applied at right angles to the framing and attached with 1- 5/8" (41 mm) Type S or S-12 drywall screws (for steel framing) or 1-7/8" (48 mm) Type W or S drywall screws (for wood framing) 12" (305 mm) o.c. at end joints and intermediate joists and 1-1/2" (38 mm) Type CI drywall screws 12" (305 mm) o.c. placed 2" (50 mm) back on either side of end joints. Joints of the face layer are offset 24" (610 mm) from the joints in the base layer. Face layer joints and fasteners are finished to Level 1 as specified in GA -214, Levels of Gypsum Board Finish. ONE-HOUR CEILING MEMBRANE Scale: N.T.S. One -Hour Wall Membrane (Based on UL Design U 301) The membrane consists of two layers of 5/8" (15.9 mm) type X gypsum board directly applied to framing or furring, The base layer of gypsum board is applied either parallel or at right angles to wall or partition framing 16" (406 mm) o.c. and attached with 1" (25 mm) Type S or S-12 drywall screws (for steel framing) or 1-7/8" (48 mm) nails or 1-1/4" (32 mm) Type W or S drywall screws (for wood framing) spaced 6" (150 mm) o.c. The face layer of gypsum board is applied either parallel or at right angles to the framing and attached with 1-5/8" (41 mm) Type S or S-12 drywall screws (for steel framing) or 2-3/8" (60 mm) mils or 1-7/8" (48 mm) Type W or S drywall screws (for wood framing) spaced 8" (203 mm) o,c, Joints of the face layer are offset 24" (610 mm) from the joints in the base layer. Face layer joints and fasteners are finished to Level 1 as specified in GA -214, Levels of Gypsum Board Finish. . RECEIVED CITY OF TUKWILA JUN 1 2 2013 PERMIT CENTER ONE-HOUR WALL MEMBRANE Scale: N.T.S. ri �: .. Ti-��.. NO GWB ABOVE NEW CEILING AT RESTROOMS �i�i�i�i�i�i�i�i�i�i�i�i�iw•i��i�ii t 5/8" TYPE ON 2x6" STUDS AT WI SOUND INSULATION. FULL HEIGHT WOOD 16" "X" GWB O.C. AT o 10 . PARTITION WALL MEZZANINE (1) A" "X" GWB OF 2x4" AT 24" (PROVIDE STAGGER PLUMBING LAYER TYPE EACH SIDE WOOD STUD O.C. W/ INSULATION. WR GWB STUDS AT WALLS.) SOUND & WALL SECTION Scale: 1 /2"=1'-0" 5/8" TYPE "X GWB EACH SIDE OF 2X4" OR 2x6" ® 16" O.C. W/ SOUND BATT INSULATION. (U.L. #0305) ONE HOUR RATED WALL • Scale: 3"=1'-0" One -Hour Ceiling (Based on GA Pile Nos. PC 5408 and RC 2801) The ceiling membrane consists of two layers of 5/8" (15.9 mm) type X gypsum board directly applied to framing or furring, The base layer of gypsum board is applied at right angles to ceiling framing 24" (610 mm) o.c. and attached with 1" (25 rem) Type S or S-12 drywall screws (for steel framing) or 1-1/4" (32 mm) Type W or S drywall screws (for wood framing) spaced 24" (610 mm) o.c. The face layer of gypsum board is applied at right angles to the framing and attached with 1- 5/8" (41 mm) Type S or S-12 drywall screws (for steel framing) or 1-7/8" (48 mm) Type W or S drywall screws (for wood framing) 12" (305 mm) o.c. at end joints and intermediate joists and 1-1/2" (38 mm) Type CI drywall screws 12" (305 mm) o.c. placed 2" (50 mm) back on either side of end joints. Joints of the face layer are offset 24" (610 mm) from the joints in the base layer. Face layer joints and fasteners are finished to Level 1 as specified in GA -214, Levels of Gypsum Board Finish. ONE-HOUR CEILING MEMBRANE Scale: N.T.S. One -Hour Wall Membrane (Based on UL Design U 301) The membrane consists of two layers of 5/8" (15.9 mm) type X gypsum board directly applied to framing or furring, The base layer of gypsum board is applied either parallel or at right angles to wall or partition framing 16" (406 mm) o.c. and attached with 1" (25 mm) Type S or S-12 drywall screws (for steel framing) or 1-7/8" (48 mm) nails or 1-1/4" (32 mm) Type W or S drywall screws (for wood framing) spaced 6" (150 mm) o.c. The face layer of gypsum board is applied either parallel or at right angles to the framing and attached with 1-5/8" (41 mm) Type S or S-12 drywall screws (for steel framing) or 2-3/8" (60 mm) mils or 1-7/8" (48 mm) Type W or S drywall screws (for wood framing) spaced 8" (203 mm) o,c, Joints of the face layer are offset 24" (610 mm) from the joints in the base layer. Face layer joints and fasteners are finished to Level 1 as specified in GA -214, Levels of Gypsum Board Finish. . RECEIVED CITY OF TUKWILA JUN 1 2 2013 PERMIT CENTER ONE-HOUR WALL MEMBRANE Scale: N.T.S. GENERAL NOTE THE FOLLOWING NOTES APPLY UNLESS NOTED OTHERWISE - ASTM'S NOTED ARE TO BE LATEST EDITION. 1. DESCRIPTION Building Name & Site Location - Segale Building 763 - Tukwila, WA 2. DESIGN CODE AND STANDARDS Applicable Code (Edition/Name) - 2009 International Building Code (IBC) Other documents referenced by these notes shall be the specific edition referenced by the building codespecified above, or if not specified, shall be the latest edition. Code supplement & Date - ASCE 7-05 3. DESIGN LOADS a. I. Roof Live Load See snow load II. Mezzanine Live Load 50 psf + 20 psf (partition) b. Snow Load Basic roof snow load - Pf = 25 psf Thermal factor - Ct = 1.0 Importance factor - Is = 1.0, Snow exposure factor - Ce = 1.0 c. Seismic Ss = 1.393, S1 = 0.476, le = 1.0, Site Class "D" and Seismic Design Category = "D", SDS = 0.929, SD1 = 0.484. Equivalent Lateral Force Procedure used. d. Wind Load Basic wind speed (3 sec. gust) = 85 (mph) Exposure B Importance factor Iw = 1.0. Internal pressure coefficient GCpi - + 0.18 e. Dead loads Weight of structure. All Code required load combinations are to be used in the building design. f. Load Combinations OSHA STANDARDS THE GENERAL CONTRACTOR SHALL BE RESPONSIBLE FOR ALL PROVISIONS OF THE CURRENT OSHA STANDARDS. THE GENERAL CONTRACTOR SHALL REVIEW THESE STRUCTURAL DRAWINGS FOR ANY NONCOMPLIANCE WITH OSHA STANDARDS, TAKING INTO ACCOUNT THE GENERAL CONTRACTOR'S MEANS AND METHODS. THE GENERAL CONTRACTOR SHALL INFORM ENW OF ANY NONCOMPLIANCE SO THE DRAWINGS MAY BE MODIFIED FOR COMPLIANCE PRIOR TO CONSTRUCTION. THE GENERAL CONTRACTOR IS TOTALLY RESPONSIBLE FOR MEANS AND METHODS AS WELL AS JOBSITE SAFETY ON THIS PROJECT. FOUNDATION THE FOUNDATION WAS DESIGNED WITH AN ALLOWABLE SOIL BEARING CAPACITY OF 2000 PSF EXTERIOR FOOTINGS AND 2500 PSF © INTERIOR FOOTINGS 1500 PSF IN ACCORDANCE WITH ORIGINAL SOILS REPORT 6831-014-05 DATED 1-23-76 PREPARED BY DAMES & MOORE. PREPARE THE SITE PER SOILS ENGINEER'S RECOMMENDATIONS. BEAR ALL FOOTINGS AND SLABS ON PROPERLY PREPARED NATIVE SOILS OR ON COMPACTED STRUCTURAL FILL, SEE SOILS REPORT. COMPACT ALL STRUCTURAL FILL AND BACKFILL PER SOILS ENGINEER'S RECOMMENDATIONS. DETERMINE MAXIMUM DENSITY BY ASTM D 1557. EXTEND ALL EXTERIOR FOOTINGS 18" MIN. BELOW FINAL FINISHED GRADE. SEE ARCH. AND SOILS REPORT FOR SLAB ON GRADE UNDERLAYMENT. CAST -IN-PLACE CONCRETE F'c = 3000 PSI FOR ALL CAST -IN-PLACE CONCRETE. CONCRETE MAY BE PROPORTIONED ON THE BASIS OF FIELD EXPERIENCE AND/OR TRIAL MIXTURES AS DESCRIBED IN CODE. SUBMIT MIX DESIGN AND DATA AS REQUIRED FOR EACH METHOD. MIXING AND PLACING OF ALL CONCRETE AND SELECTION OF MATERIALS SHALL BE IN ACCORDANCE WITH ACI CODE 318. PROPORTION AGGREGATE TO CEMENT TO PRODUCE A DENSE WORKABLE MIX WITH 4" MAXIMUM SLUMP WHICH CAN BE PLACED WITHOUT SEGREGATION OR EXCESS FREE SURFACE WATER. SEE SPECIFICATIONS FOR ADMIXTURES. PROVIDE 5% + 1-1/2% TOTAL AIR CONTENT FOR CONCRETE EXPOSED TO FREEZING AND THAWING EXPOSURES. LIMIT WATER -CEMENT RATIO TO .45 AND USE TYPE V CEMENT WHERE CONCRETE IS EXPOSED TO SOIL CONTAINING WATER SOLUBLE SULFATE IN EXCESS OF .2%. ADD NO WATER AT SITE. WATER REDUCING OR SUPERPLASTICIZING ADMIXTURES MAY BE USED TO INCREASE WORKABILITY WITHOUT INCREASING WATER -CEMENT RATIO OF DESIGN MIX SUBMITTAL. SEE SPECIFICATIONS FOR CURING 3/4" CHAMFER ALL EXPOSED CONCRETE EDGES UNLESS INDICATED OTHERWISE ON ARCHITECTURAL DRAWINGS. REINFORCING STEEL USE DEFORMED CONCRETE REINFORCING STEEL CONFORMING WITH ASTM A 615, GRADE 60 (fy=60,000 PSI). LAP CONTINUOUS REINFORCING BARS 48 BAR DIAMETERS, 2'-0" MIN. UNLESS NOTED OTHERWISE. PROVIDE CORNER BARS (2'-0" MIN. BEND) FOR ALL HORIZONTAL REINFORCEMENT. DETAIL STEEL IN ACCORDANCE WITH "ACI MANUAL OF STANDARD PRACTICE OF DETAILING REINFORCED CONCRETE STRUCTURES". WELDED WIRE FABRIC (WWF) TO CONFORM WITH ASTM A 185. REINFORCING HOOKS TO COMPLY WITH STANDARD ACI HOOKS EXCEPT STIRRUPS AND TIES SHALL HAVE 135 DEGREE ACI SEISMIC HOOKS. COVER TO REINFORCEMENT: NONPRESTRESSED CAST -IN-PLACE CONCRETE (INCHES) CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH 3 FORMED SURFACES EXPOSED TO EARTH OR WEATHER #6 AND LARGER 2 #5 AND SMALLER 1-1/2 NOT EXPOSED TO WEATHER OR IN CONTACT WITH GROUND SLABS, WALLS, JOISTS 14 AND LARGER 1-1/2 #11 AND SMALLER 3/4 REINFORCING STEEL WELDING USE ASTM A 706 GRADE 60 (fy = 60000 PSI) FOR ANY REINFORCING THAT IS TO BE WELDED. FOLLOW PROCEDURES OF ANSI/AWS D1.4, "STRUCTURAL WELDING CODE - REINFORCING STEEL". USE E 80XX LOW HYDROGEN ELECTRODES CONFORMING TO ANSI/AWS A5.1 OR A5.5. DO NOT WELD REINFORCING IF TEMPERATURE IS BELOW 32 DEGREES FAHRENHEIT. MAINTAIN A MINIMUM PREHEAT AND INTERPASS TEMPERATURE OF 50 DEGREES FAHRENHEIT FOR NO.7 THROUGH NO. 11 BARS. DO NOT WELD NO. 14 AND NO. 18 BARS. DO NOT WELD WITHIN 3 -INCHES OF BENDS. LET BARS COOL NATURALLY TO AMBIENT TEMPERATURE AFTER WELDING; DO NOT QUENCH. USE WABO CERTIFIED WELDERS. PROVIDE SPECIAL INSPECTION PER CODE. SUBMIT MILL CERTIFICATES. C:1Userslbharatp\appdatallocalltemp\AcPublish_97001Segale Business Park Project 763 -S1.0 -General Notes-16-05108005.dwg, 06-07-13, 9:59am, bharatp, 16 STRUCTURAL STEEL ALL WORK IN ACCORDANCE WITH "AISC SPECIFICATION FOR THE DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS", AND THE "CODE OF STANDARD PRACTICE". STRUCTURAL STEEL SHALL CONFORM TO THE FOLLOWING STANDARDS: WIDE FLANGE SHAPES ASTM A 992 OTHER SHAPES & PLATES TUBE SHAPES PIPE SHAPES WELDHEAD STUDS ANCHOR BOLTS HIGH STRENGTH BOLTS BASE PLATE GROUT ASTM A 36 ASTM A 500, GRADE B ASTM A53,TYPE E OR S, GRADE B ASTM A 108 ASTM F 1554, GRADE 36 ASTM A 325 ASTM C 1107 (Fy=50,000 PSI) (Fy=36,000 PSI) (Fy=46,000 PSI) (Fy=35,000 PSI) (Fy=50,000 PSI) (Fy=36,000 PSI) ALL STRUCTURAL STEEL BOLTED CONNECTIONS ARE ASTM A 325 TYPE N CONNECTIONS - BEARING TYPE WITH THREADS INCLUDED IN SHEAR PLANE. CONNECTIONS ARE NON -SLIP CRITICAL AND BOLTS NEED BE TIGHTENED "SNUG TIGHT" ONLY, UNLESS OTHERWISE NOTED. PROVIDE WASHERS AT OUTER PLYS WITH SLOTTED HOLES. INSTALL A 325 BOLTS IN ACCORDANCE WITH "SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A 325 OR A 490 BOLTS" (6/23/00). ALL WELDING TO CONFORM WITH AWS D1.1 "STRUCTURAL WELDING CODE - STEEL". WELDS NOT SPECIFIED SHALL BE 1/4" CONTINUOUS FILLET MINIMUM. ALL WELDS BY WABO CERTIFIED WELDERS. USE LOW HYDROGEN FILLER METAL WITH A MINIMUM TENSILE STRENGTH OF 70 KSI. ALL WELDED JOINTS SHALL BE AWS PREQUALIFIED. WELDHEAD STUDS (WHS) ARE TO BE MACHINE WELDED WITH PROPER EQUIPMENT AS REQUIRED BY MANUFACTURER. COORDINATE WORK WITH JOIST MANUFACTURER. SEE SPECIFICATIONS FOR ITEMS TO BE GALVANIZED. ALL STEEL ERECTION, INCLUDING OPEN WEB JOISTS AND METAL DECK SHALL BE IN ACCORDANCE WITH THE CURRENT OSHA STEEL ERECTION STANDARD. DO NOT PLACE ANY CONSTRUCTION LOADS ON MEMBERS UNTIL THEIR CONNECTIONS ARE COMPLETE. MEMBERS DESIGNATED "POSTS" ARE NOT DESIGNED TO CARRY THE OSHA 300 POUND ECCENTRIC LOAD. GLU-LAMINATED WOOD MEMBERS GLU-LAMINATED WOOD BEAMS, COAST REGION DOUGLAS FIR CONFORMING WITH ANSI/AITC A190.1-02 AND AITC 117 OF APA-EWS Y117. USE COMBINATION EWS24F-V4 (DF/DF) Fb=2400, Fvx = 190 PSI FOR SIMPLE SPAN BEAMS AND COMBINATION EWS24F-V8 (DF/DF) Fb=2400, Fvx = 190 PSI FOR CANTILEVERED BEAMS. BOTTOM LAM TO BE FREE OF UNSOUND KNOTS LARGER THAN 1/2" DIAMETER. MATERIAL MUST BE OBTAINED FROM AN APPROVED FABRICATOR. ALL GLU-LAM BEAMS SHALL FIT SNUG AND TIGHT IN THEIR CONNECTIONS AND DEVELOP FULL BEARING AS INDICATED. PROVIDE AITC OR APA-EWS STAMP ON EACH MEMBER AND SUBMIT AITC OR APA-EWS CERTIFICATE. ADHESIVE TO BE "WET USE". INDUSTRIAL APPEARANCE GRADE. ELEVATORS ELEVATOR SUPPLIER TO PROVIDE ALL NECESSARY CALCULATIONS AND ELEVATOR DESIGN DRAWINGS TO THE BUILDING DEPARTMENT FOR THEIR APPROVAL. THE DRAWINGS ARE TO INCLUDE THE MACHINE BEAM, BUFFER AND RAIL REACTIONS TO THE STRUCTURE. THE DRAWINGS AND CALCULATIONS ARE TO BE REVIEWED BY ENGINEERS NORTHWEST TO VERIFY THAT THE STRUCTURE CAN WITHSTAND THE IMPOSED LOADS PRIOR TO THE SUBMITTAL TO THE BUILDING DEPARTMENT. LOADS THAT INCLUDE IMPACT ARE TO BE SO IDENTIFIED. FRAMING LUMBER GRADES & STRESSES SHALL CONFORM WITH LATEST EDITION OF "WESTERN LUMBER GRADING RULES", WWPA OR "STANDARD NO. 17 GRADING RULES FOR WEST COAST LUMBER", WCLIB. ALL LUMBER S4S AND S -DRY UNLESS NOTED OTHERWISE. UNLESS NOTED OTHERWISE, USE THE FOLLOWING: SPECIES GRADE BASE VALUE Fb VISUALLY GRADED DIMENSION LUMBER (2" TO 4" THICK BY 2" & WIDER) STUDS - TYPICAL DOUG FIR #2 900 PSI JOISTS & RAFTERS -TYPICAL DOUG FIR #2 900 PSI JOISTS & RAFTERS - WHERE NOTED DOUG FIR #1 1000 PSI PLATES & LEDGERS DOUG FIR #2 900 PSI BEAMS & HEADERS - TYPICAL DOUG FIR #2 900 PSI VISUALLY GRADED TIMBERS (5"X5" & LARGER) BEAMS & STRINGERS (WIDTH MORE THAN 2" OF THICKNESS DOUG FIR #1 1350 PSI POSTS & TIMBERS (WIDTH 2" OR LESS OF THICKNESS) DOUG FIR #1 1200 PSI EACH PIECE SHALL BEAR A VALID GRADE STAMP THAT IS NOT TO BE REMOVED, BOLT HEADS AND NUTS BEARING AGAINST WOOD SHALL BE PROVIDED WITH STANDARD CUT WASHERS. ALL BASE VALUE STRESSES TO BE ADJUSTED WITH APPROPRIATE SIZE FACTORS. ALL WOOD IN CONTACT WITH CONCRETE OR MASONRY SHALL BE PRESERVATIVE TREATED. USE STANDARD LENGTH COMMON NAILS CONFORMING WITH FEDERAL SPECIFICATION FF -N-1058 FOR ALL NAILING EXCEPT WHERE SHORTER NAILS PROVIDE THE REQUIRED PENETRATION IN DIAPHRAGMS. PROVIDE MIN. NAILING PER IBC TABLE 2304.9.1 UNLESS NOTED OTHERWISE. ALL HANGERS, TIES AND CONNECTORS ARE SIMPSON. OTHER MANUFACTURERS WITH ICC -ES APPROVED LOAD CAPACITIES EQUAL TO OR GREATER THAN THAT SPECIFIED MAY BE USED. NAIL ALL HOLES WITH NAILS AS SPECIFIED BY MANUFACTURER. CUT NO HOLES IN ANY STRUCTURAL FRAMING WITHOUT ENGINEERS APPROVAL, EXCEPT THAT 1 -INCH DIAMETER HOLES MAY BE DRILLED IN 2X STUDS AND PLATES -NO MORE THAN ONE HOLE EVERY 6 -INCHES. ALL FASTENERS, CONNECTORS AND ANCHORS IN CONTACT WITH PRESSURE TREATED WOOD SHALL BE STAINLESS STEEL, ZMAX (G185 HDG PER ASTM A653), HOT -DIP GALVANIZED (HDG) PER ASTM A123 FOR CONNECTORS AND ASTM A153 FOR FASTENERS, OR MECHANICALLY GALVANIZED FASTENERS PER ASTM B695, CLASS 55 OR GREATER. WOOD STRUCTURAL PANELS CONFORM WITH P.S. 1-95 OR P.S. 2-92. ALL PANELS RATED EXPOSURE 1. SEE PLANS FOR NAILING SPACING. WALL SHEATHING: 15/32", COX 24/0. NAIL WITH 10d (.148" DIAMETER X 3") COMMON NAILS WITH 1-5/8" MINIMUM PENETRATION. SPACE NAILS AT 6" ON CENTER AT ALL EDGES AND 12" ON CENTER FIELD NAILING (BLOCK UNSUPPORTED EDGES WITH 2X FLAT) UNLESS NOTED OTHERWISE ON PLANS OR DIAPHRAGM SCHEDULE. SUSPENDED CEILINGS CEILING SYSTEMS AND THEIR CONNECTIONS TO THE BUILDING STRUCTURE SHALL BE DESIGNED AND CONSTRUCTED IN ACCORDANCE WITH THE CISCA RECOMMENDATIONS FOR SEISMIC ZONES 3-4 AND THE ADDITIONAL REQUIREMENTS OF ASCE 7-05 SECTION 13.5.6.2.2. PROVIDE SPECIAL INSPECTION AS REQUIRED BY CODE. SPECIAL CONDITIONS CONTRACTOR SHALL VERIFY ALL DIMENSIONS IN THE FIELD AND SHALL PROVIDE ADEQUATE SHORING AND BRACING OF ALL STRUCTURAL MEMBERS DURING CONSTRUCTION. CONTRACTOR SHALL NOTIFY ENGINEER OF ALL FIELD CHANGES PRIOR TO INSTALLATION. SHOP DRAWINGS SUBMIT 4 SETS OF PRINTS (U.N.O. BY ARCHITECT) OR ELECTRONIC PDF FILES, OF SHOP DRAWINGS TO ENGINEER FOR REVIEW AFTER CONTRACTOR HAS REVIEWED & STAMPED FOR COMPLIANCE AND PRIOR TO FABRICATION FOR: GLU-LAMS, STRUCTURAL STEEL, MISCELLANEOUS STEEL, REINFORCING STEEL AND TRUSSES. "SHOP DRAWINGS ARE AN ERECTION AID, AND STRUCTURAL DRAWINGS SHALL TAKE PRECEDENT OVER THE SHOP DRAWINGS...". ABBREVIATIONS ARCH. ARCHITECT BAL. BALANCE B. OR BOT. BTWN. BLDG. BRG. C.I.P. C.J. CL CLR. CMU COL. CONC. C.S.J. D.F. EA E.E. E.F. E.J. EL. OR ELEV. E.N.W. OR ENW EQ. E.S. E.W. F.O. F.O.C. F.O.S. F.O.W. FTG. GA. GALV. G.L.B. G.W.B. H. OR HORIZ. H.F. H.S.S. I.B.C. I.C.C. I.F. INC. I.S. K L.W. L.L.H. L.L.V. M.F.R. N.F. N.T.A. OG O.F. O.S. O.T.O. P.P.T. PL REINF. REM. R.O. SECT. SIM. S.J. STL. SW SYMM. T. T.O. T.O.B. T.O.F. T.O.S. T.O.W. TYP. U.N.O. V.E.F. VERT. V.F.F. VFY V.I.F. V.N.F. V.N.F. w/ w/o W.H.S. BOTTOM BETWEEN BUILDING BEARING CAST IN PLACE CONSTRUCTION JOINT CENTERLINE CLEAR CONCRETE MASONRY UNIT COLUMN CONCRETE CLOSURE STRIP JOINT DOUGLAS FIR EACH EACH END EACH FACE EXPANSION JOINT ELEVATION ENGINEERS NORTHWEST EQUAL EACH SIDE EACH WAY FACE OF FACE OF CONCRETE FACE OF STUD FACE OF WALL FOOTING GAGE HOT DIP GALVANIZED GLU-LAM BEAM GYPSUM WALL BOARD HORIZONTAL HEM -FIR HOLLOW STRUCTURAL SECTION INTERNATIONAL BUILDING CODE INT'L. CODE COUNCIL INSIDE FACE INCLUDING INSIDE FACE KIP (1000 POUNDS) LONG WAY LONG LEG HORIZONTAL LONG LEG VERTICAL MANUFACTURER NEAR FACE NOT TO SCALE ON CENTER OUTSIDE FACE OUTSIDE OUT TO OUT PRESERVATIVE PRESSURE TREATED PLATE REINFORCING REMAINDER ROUGH OPENING SECTIONS SIMILAR SHRINKAGE JOINT STEEL SHEARWALL SYMMETRICAL TOP TOP OF TOP OF BEAM TOP OF FOOTING TOP OF STEEL TOP OF SLAB SIMILAR PLACES TOP OF WALL TYPICAL AT ALL UNLESS NOTED OTHERWISE VERTICAL EACH FACE VERTICAL VERTICAL FAR FACE VERIFY VERTICAL INSIDE FACE VERTICAL NEAR FACE VERTICAL OUTSIDE FACE WITH WITHOUT WELD HEAD STUD AT CENTER LINE PLATE SPECIAL INSPECTIONS AND TESTS INSPECTIONS ARE TO BE PER IBC CHAPTER 17 AND ARE TO BE BY AN INDEPENDENT TESTING AGENCY. THE SPECIAL INSPECTION AGENCY AND SPECIAL INSPECTION INSPECTORS SHALL BE REGISTERED WITH THE WASHINGTON ASSOCIATION OF BUILDING OFFICIAL (WABO), AND SHALL BE APPROVED BY THE BUILDING OFFICIAL PRIOR TO CONSTRUCTION. CONCRETE: IN ACCORDANCE WITH TABLE 1704.4 OF IBC AND REFERENCED STANDARDS. CONTINUOUS INSPECTION: DURING PLACEMENT TO SAMPLE FRESH CONCRETE FOR STRENGTH TESTS, PERFORM SLUMP AND AIR CONTENT TESTS AND TEMPERATURE MEASUREMENTS OF CONCRETE. VERIFY CONCRETE AND SHOTCRETE PLACEMENT FOR PROPER APPLICATION TECHNIQUES. VERIFY APPLICATION OF PRESTRESSING FORCE. VERIFY GROUTING OF BONDED TENDONS IN SEISMIC -FORCE - RESISTING SYSTEMS. PERIODIC INSPECTION: VERIFY REINFORCING STEEL AND PLACEMENT. CHECK FOR REQUIRED COVER, SIZE, GRADE, AND SPACING. VERIFY PLACEMENT OF EMBEDED CONNECTIONS, DOWELS, AND ANCHOR BOLTS. VERIFY USE OF REQUIRED MIX DESIGN. VERIFY MAINTENANCE OF SPECIFIED CURING TEMPERATURE AND TECHNIQUES. CONC. EXPANSION & DRILLED -IN DOWELS: COPY OF ICC REPORT FOE ANCHORS OR ADHESIVE SYSTEM USED MUST BE AVAILABLE AT JOB SITE. VERIFY ANCHORS OR ADHESIVE SYSTEM INSTALLATION IN ACCORDANCE WITH REPORT. STEEL: IN ACCORDANCE WITH TABLE 1704.3 OF IBC AND REFERENCED STANDARDS. CONTINUOUS INSPECTION: SLIP -CRITICAL (SC) HIGH STRENGTH BOLTED CONNECTIONS. COMPLETE AND PARTIAL PENETRATION GROOVE WELDS. NON- DESTRUCTIVE TESTING IS REQUIRED FOR ALL COMPLETE PENETRATION WELDS - SHOP AND FIELD. MULTIPASS FILLET WELDS. SINGLE -PASS FILLET WELDS GREATER THAN 5/16 -INCH. WELDING OF REINFORCING IN INTERMEDIATE AND SPECIAL MOMENT FRAMES, BOUNDARY ELEMENTS OF SPECIAL REINFORCED CONCRETE SHEAR WALLS AND SHEAR REINFORCEMENT. PERIODIC INSPECTION: VERIFY HIGH-STRENGTH BOLT IDENTIFICATION MARKINGS CONFORM TO SPECIFIED ASTM STANDARDS. REVIEW OF MANUFACTURER'S CERTIFICATE OF COMPLIANCE. INSTALLATION OF BEARING -TYPE BOLTED CONNECTIONS. SINGLE -PASS FILLET WELDS 5/16 -INCH OR LESS. FLOOR AND ROOF DECK WELDS. COLD -FORMED STEEL FRAME WELDING. WELDING OF STAIRS AND RAILINGS. WELDING OF STUDS. VERIFICATION OF WELDABILITY OF REINFORCING STEEL OTHER THAN ASTM A-706. WELDING OF REINFORCING STEEL OTHER THAN THAT REQUIRING CONTINUOUS INSPECTION. STEEL JOINTS AND CONNECTIONS FOR COMPLIANCE WITH PLANS. WOOD CONSTRUCTION: CONTINUOUS INSPECTION: HIGH -LOAD DIAPHRAGMS NOTED ON PLANS. PERIODIC INSPECTION: NAILING, BOLTING OF ALL WALL ANCHORS, LEDGERS, DRAG BEAMS AND CONNECTIONS, AND HOLD-DOWNS. CALL ENGINEER FOR NAILING REVIEW PRIOR TO COVERING SHEAR WALLS AND DIAPHRAGMS. LIGHT GAGE STEEL FRAMING: VERIFY SIZE, GAGE AND SPACING. INSPECT WELDING. VERIFY CERTIFICATION OF WELDERS. FABRICATORS: SPECIAL INSPECTION OF STRUCTURAL FABRICATORS IS NOT REQUIRED IF FABRICATOR IS REGISTERED AND APPROVED TO DO SUCH WORK WITHOUT SPECIAL INSPECTION. REPORTS: PROVIDE REPORTS IN ACCORDANCE WITH SECTION 1704.1.2 OF ICC AND QUALITY ASSURANCE SECTION OF THESE GENERAL NOTES. OTHER INSPECTIONS BY BUILDING OFFICIAL IN ACCORDANCE WITH SECTION 109 OF IBC REVIEWED FOR CODE COMPLIANCE APPROVED JUL 0 3 2013 City of Tukwila BUILDING DIVISION VII2-t))91 RECEIVED CITY OF TUKWILA JUN 1 2 2013 PERMIT CENTER SHEET INDEX S1.0 GENERAL NOTES S1.1 PARTIAL FOUNDATION PLAN S1.2 MEZZANINE FRAMING PLAN S1.3 PARTIAL ROOF FRAMING PLAN S1.4 ELEVATOR PLANS AND SECTIONS S2.1 PARTIAL PANEL ELEVATION AND BRACE FRAME ELEVATION S3.1 SECTIONS S3.2 SECTIONS S3.3 SECTIONS w Q 0 05108005 ENGINEER: H. PANGELINAN co ti co B. PATEL DATE: DRAWING REVISIONS SHEET NO: 51.0 DRAWING SUBMITTALS SUBMIT FOR PERMIT SUBMIT FOR BID SUBMIT FOR CONSTRUCTION Iz w Q rn 05108005 ENGINEER: H. PANGELINAN DRAWN: B. PATEL DATE: DRAWING REVISIONS SHEET NO: 51.0 O z J n U1 I- W z W 0 U C To a) 0 z d) C W U) rn co CD aim Nco 01 to co N N COWE 52 Z�3 u� B > N F- N 10 '8 fa GENERAL NOTES M F- U W Om cew N�oO L.L.. r O) Q Q (/) u)6, Ww zu)0 o H coN DcoW -0 J Q VJ JOB NO: 05108005 ENGINEER: H. PANGELINAN DRAWN: B. PATEL DATE: 6-7-13 SHEET NO: 51.0 L:12005fiIes1051081051080051Segale Business Park Project 763.81.1 -Partial Foundation Plan-192-05108005.dwg, 06-07-13, 9:59am, bharatp, 192 /C 1 REVIEWED FOR CODE COMPLIANCE APPROVED JUL 0 3 2013 City of Tukwila • +UILDING DIVISION 7, ( ) PARTIAL FOUNDATION PLAN NOTE: 1.) ALL ITEMS ARE EXISTING (E) UNLESS NOTED AS NEW (N). 2.) FIELD VERIFY ALL DIMENSIONS AND EXISTING CONDITIONS PRIOR TO CONSTRUCTION. NOTIFY ENW IF EXISTING DIMENSIONS AND EXISTING CONDITIONS ARE NOT AS SHOWN ON PLANS AND SECTIONS. 3.) VERIFY ALL DIMENSIONS w/ ARCH. 4.) ( '- ") DENOTES TOP OF FOOTING. 1/16" = 1'-0" 7 FOOTING SCHEDULE MARK " T T T T1 T 1 560'-0" 50'-0" 51'-0" 51'-0" 51'-0" 51'-0" 51'-0" 51'-0" DRAWING SUBMITTALS (-4'-10") 5- #7 TOP & BOTTOM LONG WAY N W L'4_10 z0 O@ #6 @ 12"oc EACH WAY TOP FB 6' -4"x541 -6"x3'-10" DEPTH #6 @ 18"oc BOTTOM SHORT WAY o N o 4 5' -6"x5' -6"x1'-0" 6- #5 BOT. EACH WAY " - '- - -- - -� ---� -- --•'- -- --- - -'-'- 1215: 20 21 2► tI 24 25 ��• 10 El (E F5.0 E (E) F'.0 J J (E) F5.0 Lel (E) F5.0 J J (E) F5.0 9 0 N 9 7-1 F7 �� 1 �-I L J (E F5.0 JJ��J E) F' .0 (E) F5.0 ♦ • ♦ J J (E) F5.0 - 7_,,. N (E) 2'-0" I• �I CONT. FTG. @ GRIDQ 8 .� All limi F4' o N • _J (E F5.0,�Q� (E) F' .0 �Q\ {E) F5.0 EXISTING 6 " CONCRETE E F5.0 ( ) 'O. (E) F5.0 I 7 6)1. ‘49. J' SLAB ON RADE OF CONCRETE TOP IS REF. o r�5 `t) ii.- ' 0'-0" \ELEVATION • JJ (E F5.0 JJ (E) F'.0 •• ► • JJ JJ ,• ♦ LJ (Ej F5.0 q O N - 6 /► '• 1► EXISTIN DEMISI G WALL EIEfI (E (E) F'.0 ® �` J J J (E) F5.0 10 o N N • 5 (E) BRA E ® FB �� r r r7 r E) F8.0 8 p J:J (E) F5.0 J J (E) F5.0 J J (E) F5.0 incoco N ° ° � ° (E) FRAME BRA E ° �\ trj� �1 4j� �\ o N (E) F6.0 IE} F8.0 (E) F6.0 I (E) 7.0 (E) F5.5 (E) F7.11 ( ) F5.5 (E) F7.0 (E) F5.5 (E) F7.0 E F5. ( } (E) F7.0 (E) F5.5 (E) F7.0 3 E) BRACE •- in RAME ma - - O A. (E) F6.0 IE) F8.0 �OQ� .. 8.0 ♦ . , ♦ <2\ ) ♦ • ♦ • iti - - (E) F8.0 OQ O (E) F8.0 O = ro 5 p .tz•� Q' �� o� 6 ♦ 1► I 11 '� (E) C.S.J. 11 / �.� X16 .► MAcz)I �1f_ , I � TIITIITI I I (N) F5.5 -OA 142 �.� / L:41135 - • 1348 134A - 133 C N v 4 FOR 1R 49 (N F5.5 Er N F5.5 N F5.5 • 1 O •Z ,�Q O u_J m I z 5 LLI Z M I- O Cl- O a© M p O 148 7 146 I' fl L._1.11J 145!�, t-- w -. ❑ w O U @ i- w ❑ ® ,® w IN OU �,� O �� w O ❑ ®W w U °� ®F- w 0 ❑ ACk w re z ILI' (-4'-10") iv W LL.❑ 0 0 U @ z50'-0" (-4'-10") 51'-0" 1- w U u_~ a ! 3 w z U n- Q u_ 51-0" a 3 z < 51'-0" 51'-0" 51'-0" w U LL a 3 w z U Q u- 51'-0" as `3 Z Q 560'-0" l 1 1 1 I I PARTIAL FOUNDATION PLAN NOTE: 1.) ALL ITEMS ARE EXISTING (E) UNLESS NOTED AS NEW (N). 2.) FIELD VERIFY ALL DIMENSIONS AND EXISTING CONDITIONS PRIOR TO CONSTRUCTION. NOTIFY ENW IF EXISTING DIMENSIONS AND EXISTING CONDITIONS ARE NOT AS SHOWN ON PLANS AND SECTIONS. 3.) VERIFY ALL DIMENSIONS w/ ARCH. 4.) ( '- ") DENOTES TOP OF FOOTING. 1/16" = 1'-0" 7 FOOTING SCHEDULE MARK SIZE REINFORCEMENT M CD B. PATEL #5 @ 12"oc SHORT WAY TOP FA 5' -4"x52' -0"x3'-0" DEPTH #5 @ 18"oc BOTTOM SHORT WAY DRAWING SUBMITTALS SUBMIT FOR PERMIT 5- #7 TOP & BOTTOM LONG WAY SUBMIT FOR CONSTRUCTION U z #6 @ 12"oc EACH WAY TOP FB 6' -4"x541 -6"x3'-10" DEPTH #6 @ 18"oc BOTTOM SHORT WAY 7- #7 TOP & BOTTOM LONG WAY F5.5 5' -6"x5' -6"x1'-0" 6- #5 BOT. EACH WAY 12 P-) 1 RECEIVED CITY OF TUKWILA JUN 122013 PERMIT CENTER O KEY PLANN.T.S. �❑ W F- ❑ 05108005 ENGINEER: H. PANGELINAN M CD B. PATEL DATE: DRAWING REVISIONS SHEET NO: s1.1 DRAWING SUBMITTALS SUBMIT FOR PERMIT aa c 0 w I- 2 m co SUBMIT FOR CONSTRUCTION U z w a- 0 05108005 ENGINEER: H. PANGELINAN DRAWN: B. PATEL DATE: DRAWING REVISIONS SHEET NO: s1.1 � z 0 0 -J FL 0 I- z w Lu = O u3U ccs F- 0 w Oca tnW a. 00 Qfl Q Q (/) WWF ZoI- V) N COD co W VJ JOB NO: 05108005 ENGINEER: H. PANGELINAN DRAWN: B. PATEL DATE: 6-7-13 SHEET NO: s1.1 L:12005files1051081051080051Segale Business Park Project 763 -S1.2 -Mezzanine Framing Plan-192-05108005.dwg, 06-07-13, 9:59am, bharatp, 192 0 0 N © O 0 N 560'-0" 50'-0" 51'-0" 51'-0" 51'-0" 51'-0" 51'-0" 51'-0" 4- SIMPSON HCSTR2 STRAPS (2 EACH SIDE) @ 8" VERT. GA. (CENTER AT SMALLER BEAM CENTERLINE) (E) 6 3/4x24 GLB \_...(E) 5 1/8x22 1/2 GLB (EDP 0 3 x C) O 9 co a—afEp§3 4x2(2 4 qt. B 4- SIMPSON HCSTR3 STRAPS (2 EACH SIDE) @ 8" VERT. GA. (E) 51/8x221/2 GLB E) 8 3444 1 /2, L 4- SIMPSON STRAPS (2 E @8"VERT. » (CENTER AT BEAM CENT HCSTR4 ACH SIDE) 3A. SMALLER RLINE) 4x22 1/ GLB ( 3444 gLlq 7 (E H 0 3 4 2 /2 GLB (IE E 3 44 E 3V4x2 U 9 •0 b -Ui 2 /2 L ( E) E) 8 8 31144 3 4x2 1/2 1/2 qLB GL 1q 3 44 1/ qLEi EXIST. BRACE FRAME BELOW 50'-0" 51'-0" E F V /.- 1.4 OR G nR, U O N co rC 0 N rn x = z EXISTING DEMISING WALL 51'-0" X W EXISTING MEZZANINE TO BE REMOVED 51'-0" 51'-0" 51'-0" 51'-0" 560'-0" (6D MEZZANINE FRAMING PLAN NOTE: 1.) ALL ITEMS ARE EXISTING (E) UNLESS NOTED AS NEW (N). 2.) FIELD VERIFY ALL DIMENSIONS AND EXISTING CONDITIONS PRIOR TO CONSTRUCTION. NOTIFY ENW IF EXISTING DIMENSIONS AND EXISTING CONDITIONS ARE NOT AS SHOWN ON PLANS AND SECTIONS. 3.) VERIFY ALL DIMENSIONS w/ ARCH. 1/16" = 1'-0" REVIEWED FOR CODE COMPLIANCE APPROVED JUL 0 3 2013 City of Tukwila BUILDING DIVISION I 3 7,01 RECEIVED CITY OF TUKWILA JUN 1 2 2013 PERMIT CENTER O KEY PLANN.T.S. w N 0 05108005 ENGINEER: H. PANGELINAN M B. PATEL DATE: DRAWING REVISIONS SHEET NO: S1 .2 DRAWING SUBMITTALS SUBMIT FOR PERMIT SUBMIT FOR BID SUBMIT FOR CONSTRUCTION O z w I- < 0 05108005 ENGINEER: H. PANGELINAN DRAWN: B. PATEL DATE: DRAWING REVISIONS SHEET NO: S1 .2 O z To - 5 co ai Cool Nco N 00 N N E Lir z c ^c H . rna Z 0 2 LL 2 M F- 0 m Om Ln W x- Ct O) .`4( 0- vl_J vJ�r. Www Z0I— VJ N :co ca W w JOB NO: 05108005 ENGINEER: H. PANGELINAN DRAWN: B. PATEL DATE: 6-7-13 SHEET NO: S1 .2 L:12005fiIes1051081051080051Segale Business Park Project 763 -S1.3 -Partial Roof Framing Plan-192-05108005.dwg, 06-07-13, 9:59am, bharatp, 192 50'-0" 51'-0" c N I 0 N 0 0 N A 0 0 N 0 0 N b 0 O 0 0 CU 0 0 51'-0" 51'-0" 51'-0" 560'-0" 51'-0" NOTE: RAISE BEAM @ THIS END TO GO OVER EXIS SPRINKLER MAIN. T. CONTINUOUS EDGES, TYP. • i • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • ADD 9- 10d COMMON (0.148"0x3") @ OTHER EDGES, EACH SHEET, TYPICAL 51'-0" 43'-0" ADD NAILS PER 1/S1.3 • (E) - 118x24 LB ( ) 5 1/8 '7 GLB (E) 51 :x27 GL: (E) • 1/8x27 GLB (E) 5 1 8x27 GL: (E) • 3/4x27 (E) 4x14 H.F. #1 (E) - 1/8x24 LB ( )51/8x'7GLB NOTE: REQUIRED 7®. @ NO STRAPS GRID®& EXIST. STRAPS..EACH PURLIN @ GRID BJ , TYP. DRAWING SUBMITTALS SUBMIT FOR PERMIT SUBMIT FOR BID (E) 5 1 :x27 GL (E) 5 1/8x27 EW '. I PSON STI 48 TRA '• 5) 32'-0" c RID QI TO® (E) 5 1/8x27 •LB (E) 2x4 ST FFENES (E) • 3/4x27 (E) - 1/8x24 LB ( ) 5 1/8x'7 GLB (E) 1/2" PL x27 GL (E) • 1/8x27 GLB 'NOTE REQUIRED 7®. @ NO STRAPS GRID®& \ B. PATEL DATE: (E) 5 1/8x27 LLB (E) 6 3/4x2 GLB (E) - 1/8x24 ( ) 5 1/8 '7 GLB 0 0 0 N vw (E) • 3/4x27 L_ GRID Oo@ (E) - 1 /8x24 LB ( ) 5 1/8x 7 GLB (E) 5 1 :x27 GL: (E) • 1/8x27 GLB (E) 5 1/8x27 LB (E) 6 3/4x28 1/2 GLB X w 0 0 (E) 1/8x27 LB 10' - TY U.N 0. • Ft U- U 0 0 co ) 5 1/8x i 0 GLB ®7 TYP. U.N.O. ) 5 1/8 8 1/2 eLB (E) 5 1/8x3 ' GLB (E) 5 1 8x28 1/ GLB (E) 6 3/4x28 1 2 GLB 0 • X w 0 (E) 1/8x27 LB EXISTING ME LINE :FLOW (E) 6 3/4x2 1/2 GL O co Irk )63/4✓51/2 eLB (E) 6 C /4x25 1 2 GLB TYP. U.N.O r AWAATS r MPAHr eifirAr !Pig!! 1; rArMei rrierisrAr. era IFFdr Ar PrvAllif ev rAp AM' A .1 AA r Ap AAAeerAr IreMiRrev /err (E) 6 3 4x25 1/ 1AAA • A AVAA /Pr r F Atik# r "AMA AS AA Polyr A A 4/r, Ata 0 (E) 6 3/4x28 1 2 GLB P (E) 6 3/4x31 1/2 GLB 8'- w z w 0 U 0 0 Co (E) 5 1/8x27 LB ADD 2- SIMPSON HCSTR4 (1 EACH SIDE OF BEAM) ( ) 6 3/4 W 7 GLB 2- 0 co (E) 6 3 x27GL w e Z 9 W Eo (E) • 3/4x27 GLB (E) 6 3/4x27 pLB z 50'-0" LL 0 co T COW 2 0 51'-0" SEE 3/S1.4 FOR ELEVATOR FRAMING 51'-0" co <D La 0 IX 51'-0" fi 51'-0" fi 51'-0" ISTIN EMISIN RID® P. U. .0. (E) 51'-0" 560'-0" PARTIAL ROOF FRAMING PLAN NOTE: 1.) ALL ITEMS ARE EXISTING (E) UNLESS NOTED AS NEW (N). 2.) FIELD VERIFY ALL DIMENSIONS AND EXISTING CONDITIONS PRIOR TO CONSTRUCTION. NOTIFY ENW IF EXISTING DIMENSIONS AND EXISTING CONDITIONS ARE NOT AS SHOWN ON PLANS AND SECTIONS. 3.) VERIFY ALL DIMENSIONS w/ ARCH. 4.) EXISTING ROOF TOP MECHANICAL EQUIPMENT AND HVAC NOT SHOWN. 1/16" = 1'-0" PLAN VIEW 1/4" 1'-0" (TYPICAL ADDED DIAPHRAGM NAILING) REVIEWED FOR CODE COMPLIANCE APPROVED JUL 0 3 2013 City of Tukwila BUILDING DIVISION CONTINUOUS EDGES, TYP. ADD 11- 10d COMMON (0.148"0x3") @ CONTINUOUS EDGES AT EACH SHEET, TYPICAL RECEIVED CITY OF TUKWILA JUN 1 2 2013 PERMIT CENTER O KEY PLAN (2 N.T.S. W I— < Q a 05108005 ENGINEER: H. PANGELINAN co CO B. PATEL DATE: DRAWING REVISIONS SHEET NO: S1 .3 DRAWING SUBMITTALS SUBMIT FOR PERMIT SUBMIT FOR BID SUBMIT FOR CONSTRUCTION �z t w 0 05108005 ENGINEER: H. PANGELINAN DRAWN: B. PATEL DATE: DRAWING REVISIONS SHEET NO: S1 .3 � z J G7 z I"— W ceU C7 I— Z u) W 5503 aim N �� N N a� v E CO LL 8 Z� 3 E Q o co 6- 0_ I- z w w Z I0 U) JOB NO: 05108005 ENGINEER: H. PANGELINAN DRAWN: B. PATEL DATE: 6-7-13 SHEET NO: S1 .3 PER ARCH. 2 Bo 11 VFY. TYP. PER ARCH. PER ARCH. (9'-4" MAX.) CU ELEVATOR FOUNDATION PLAN ud NOTES: 1.) LOCATE PER ARCH. 2.) VERIFY ALL DIMENSIONS PER ACH. 15/32" CDX PLYWOOD w/ 10d COMMON NAILS @ 6"oc ALL EDGES AND 12"oc FIELD, TYP. s PER ARCH 2x6 MIN. STUDS @ 24"oc 2x BOT. PLATE s VERIFY (E) 4x14 @ (E) 2x4 @ 24"oc L:12005files105108\05108005\Segale Business Park Project 763 -S1.4 -Elevator Plans and Sections-16-05108005.dwg, 06-07-13, 10:00am, bharatp, 16 W8 HOIST BEAM 2- 2x TOP PLATE 10d @ 6"oc 1/4" = 1'-0" PER ARCH O co VFY. 8" MIN. rti •O (N) 5 1/8x15 24F -V8 VFY. 8" MIN. u PER ARCH CEILING PER ARCH. 2x6 BLKG 3/4" BRG. PLATE CONN. SIMILAR TO SECTION 8a/S1.4 (E) 10 3/4x22 1/2 GLB 10 5• (E) LEDGER PER ARCH. PER ARCH. (9'-4" MAX.) �3J ELEVATOR MEZZANINE FRAMING PLAN g NOTES: 1.) LOCATE PER ARCH. 2.) VERIFY ALL DIMENSIONS PER ACH. 2x6 STUD @ 24"oc 10d COMMON @ 3"oc 10d @ 6"oc 10d COMMON @ 3"oc TYP. NEW 4x14 PER PLAN SIMPSON H4 @ EACH STUD NEW SIMPSON U410 HGR. SECTION NEW SIMPSON ST18 STRAP EACH SIDE OF COLUMN. CENTER STRAP ON EXIST. 4x VERIFY (N) 4x12 EACH SIDE OF COLUMN w/ 2- 1/2"0 THRU BOLTS @ 4"GA. NEW H.S.S. COLUMN PER PLAN SECTION (N) 4x12 E.S. OF COLUMN w/ HU410 HANGERS EACH END 3/4" = 1'-0" NEW U24 HGR. @ EACH STUD 3/4" = � VERIFY (E) 6 3/4" GLB (E) 10 3/4" GLB (E) GLB SEAT SECTION 2x RIM JOIST, TYP. (E) 1/2" PLYWOOD s VERIFY 1/4" = 1'-0" NEW 2x10 @ 24"oc PER ARCH (E) 2x4 @ 24"oc CUT AS REQUIRED, TYP. NEW SIMPSON U24 HGRS. TYP. SECTION 2- 3x3x1/4 (1 EACH IDE) w/ MTL. SHIM PLAT SHOP WELDED FOR FLUS CONN. w/ 3- 3/4"0 BOLTS RE -USE EXIST. HO (E) P.C. PANEL 3/4" = 1'-0" 0 0 0 0 N SIMPSON H4 @ EA JOIST 10d COMMON @ 6"oc 10d COMMON @ 3"oc NEW 4x16 PER PLAN 1/2" BASE PLATE w/ 4- 1/2"0 THREADED RODS w/ HILTI RE -500 SD ADHESIVE. (EMBED 4") w/ SPECIAL INSPECTION (E) 6" CONC. SLAB 3/4" = 1'-0" VFY. J 0 2 Or J 0 N VFY. PER ARCH 2 O CENTERLINE COLUMN 3/16 V @ 18"oc FREE DRAINING BACK FILL BY OTHERS 6" C.I.P. WALL w/ #4 @ 12"oc EACH WAY @ CENTERLINE -4'-0" BOO : 0 00 p 0o 0 o OO000 0 0 00 o 00 ca0 o(i w/ ELEV. MFR.T EQ. HOLD ° 4 ° 1 1/2" CLR. EQ. 12" PIT SLAB w/ #4 @ 12"oc EACH WAY TOP & BOTTOM 0 -J 0 J 0 ih a• 4 4. SECTION ii-iii-iii-iii-iii-iii- lii=111ll illllilllliilllllilll COMPACTED SUB GRADE BY OTHERS 3/4" = 1,-0" 0 O- N (E) 6 3/4x31 1/2 GLB PER ARCH. PER ARCH. (9'-4" MAX.) (3) s(1 PARTIAL ROOF FRAMING PLAN NOTES: 1.) LOCATE PER ARCH. 2.) VERIFY ALL DIMENSIONS PER ACH. PLYWOOD PER PLAN 3/16" 2- 6"x1/4"x0'-6" PLATE CENTERED ON BEAM WEB. LOCATE EACH PLATE AT THIRD POINTS OF BEAM SECTION (E) P.C. PANEL �1 1/4" = W8 BEAM PER PLAN CEILING BY OTHERS 2" DIAMETER HOLE 3/4" =11-0" 15/32" CDX PLYWOOD w/ 10d COMMON (0.148"0x3") NAILS @ 6"oc @ SUPPORTED EDGES AND 12"oc FIELD PER ARCH. r_ I 1I- 05108005 ENGINEER: _.___ 2x10 @ I 24"oc ■ V u: 0 N CO (N) 6x14 D.F. #2 SHEET NO: S1 .4 W8x13 I u- 0 CV V4' Z ■ ,LL HOIST BEAM u (E) 6 3/4x31 1/2 GLB PER ARCH. PER ARCH. (9'-4" MAX.) (3) s(1 PARTIAL ROOF FRAMING PLAN NOTES: 1.) LOCATE PER ARCH. 2.) VERIFY ALL DIMENSIONS PER ACH. PLYWOOD PER PLAN 3/16" 2- 6"x1/4"x0'-6" PLATE CENTERED ON BEAM WEB. LOCATE EACH PLATE AT THIRD POINTS OF BEAM SECTION (E) P.C. PANEL �1 1/4" = W8 BEAM PER PLAN CEILING BY OTHERS 2" DIAMETER HOLE 3/4" =11-0" 15/32" CDX PLYWOOD w/ 10d COMMON (0.148"0x3") NAILS @ 6"oc @ SUPPORTED EDGES AND 12"oc FIELD PER ARCH. r_ I 1I- 05108005 ENGINEER: _.___ 2x10 @ I 24"oc SUBMIT FOR BIC` SUBMIT FOR ( DRAWING REVISIONS DRAWING REVISIONS SHEET NO: S1 .4 W8x13 SUBMIT FOR PB_RMIT Iz z I HOIST BEAM L __J r PER ARCH. II PER ARCH. (N) W8 HOIST BEAM PER PLAN w/ 3/16 END PLATE s PER ARCH ADD 2- 2x4 STUDS @ BEAM (E) 2x4 @ 24"oc s VERIFY r._ IIIII (N) SIMPSON U24 HGRS, TYP. ADD SIMPSON LTT19 @ STIFFENER CLOSEST TO COLUMN w/ 1/2"0x3" LAG BOLT REVIEWED FOR CODE COMPLIANCE APPROVED JUL 0 3 2013 City of Tukwila BUILDING DIVISION ADD #4x2'-0" @ 12"oc HORIZ. w/ HILTI RE500 SD ADHESIVE. EMBED 4" w/ SPCL. INSP. @ 6" C.I.P. WALL. ALIGN w/ HORIZ. REINF. OF C.I.P. (E) CONT. FTG. s (VERIFY) (N) ELEVATOR PIT WALL & SLAB PER SECTION ADD #4x4'-0" @ 12"oc -4'-0" ° a • e • d• ° 4 ° • g o • 4 a ° 44 e• • . a 4 4 Q . . 4 , • . •4 • a• •, a .0 • III—III—III— I � 1=111=111= SECTION —iii—III— I�1=1I1IIIIII NEW FTG. PER PLAN 3/4" = 1'-0" (9'-4" MAX.) ELEVATOR ROOF FRAMING PLAN NOTES: 1.) LOCATE PER ARCH. 2.) VERIFY ALL DIMENSIONS PER ACH. 2 1/2" 2 1/2" DIAMETER x 3" LAG (1 EA. SIDE OF WEB) C (N) 6x12 PER PLAN 1/2" BRG. PLATE w/ 2- 3/4"0x6" LAG SCREWS NOTE: BALANCE OF INFO. PER 5/S1.4 SECTION VFY. w/ ELEV. M 3/4" = 1'-0" 8a \ BALANCE OF INFO. PER 11/S1.4� (E) 6" CONC. SLAB 10- FREE DRAINING BACK FILL BY OTHERS 00O 0 00O o0 coTo Oc <=,O0 oO000 o O0000 T 4 5 1/2"x3/4"x1'-0" BRG. PLATE w/ 2- 3/4"0 HILIT KB TZ STAINLESS STEEL ANCHORS. (EMBED 3 3/4" MIN.) 4'-0" VFY. w/ ELEV. MFR. 0 1/4" = CENTERLINE 10 3/4" G.L.B. ABOVE H.S.S. PER PLAN PAINT ALL EXPOSED STEEL TO GRADE WITH 3 COATS OF ASPHALTIC PAINT 1/2" NON -SHRINK • ° - •� -J 0 M SECTION a 1'-6" iil_lillllli Illilllllillllm= VFY. 3/4" = 1'- RtCEIVED CITY OF TUKWILA JUN 12 2013 PERMIT CENTER w I - 0 05108005 ENGINEER: H. PANGELINAN cr) ti CO SUBMIT FOR BIC` SUBMIT FOR ( DRAWING REVISIONS DRAWING REVISIONS SHEET NO: S1 .4 DRAWING SUBMITTALS SUBMIT FOR PB_RMIT Iz z O z w a 0 05108005 ENGINEER: H. PANGELINAN DRAWN: B. PATEL DATE: DRAWING REVISIONS SHEET NO: S1 .4 O z N 3 z N C C w co 0 U z z 0- 0 z W = O co 0 M F— U w O co I\ ll ce r LCL 0- O) • Q Q co Www VJ Zoe v)N CO W V �w v JOB NO: 05108005 ENGINEER: H. PANGELINAN DRAWN: B. PATEL DATE: 6-7-13 SHEET NO: S1 .4 L:12005files\051081051080051Segale Business Park Project 763 -S2.1 -Partial Panel Elevation and Brace Frame Elevation-96-05108005.dwg, 06-07-13, 10:00am, bharatp, 96 EXISTING MEZZ. TO REMAIN REMOVE MEZZANINE 51'-0" 0,-0" 0'-0" 13/S3.2 1 10/S3.2 14/S3.2 L H.S.S. 8x8x3/8 -11 6/S3.3 H.S.S. 8x8x1/4 H.S.S. 8x8x3/8 51'-0" H.S.S. 8x8x3/8 (6D H.S.S. 8x8x3/8 51'-0" FrrAltnri 3/S3.3 H.S.S. 8x8x3/8 H.S.S. 8x8x3/8 REMOVE MEZZANINE Ip H.S.S. 8x8x3/8 EXISTING MEZZ. TO REMAIN EQ. EQ. EQ. EQ. EQ. H.S.S. 8x8x3/8 H.S.S. 8x8x1/4 H.S.S. 8x8x1/4 H.S.S. 8x8x1/4 cos Ko- w U) , , , , , , , , , , ■ , H.S.S. 8x8x1/4 H.S.S. 8x8x1/4 MIN r ter- U n rmrm N rim , r. , , , , ■ , X CatCO CO ■ H.S.S. 8x8x1/4 4/S3.3 �TYP. H.S.S. 8x8x1/4 ■ o C )' H.S.S. 8x8x1/4 ■ ■ H.S.S. 8x8x1/4 H.S.S. 8x8x1/4 H.S.S. 8x8x1/4 H.S.S. 8x8x1/4 ( , ■ , CO CO U)' , • col U) W CO ■ ■ r 7/S3.3 8/S3.3 12/S3.2 l 9/S3.3 8/S3.3 /SIM. ) I 1. 18"x5/8" PLATE TYP. 11/S3.2 133 t=51/2" 134A t=71/4" 134B t=71/4" 135 t=51/2" 136 t=51/2" 137 t= 5 1/2" VFY. VFY. EQ. 138 t = 5 1/2" EQ. TYP. TYP. 139 t = 5 112" PARTIAL PANEL ELEVATION NOTES: 1.) VIEW IS FROM INTERIOR. 2.) ALL PANELS ARE EXISTING. III—I I I—I I_ ii111111111111111 EQ. NEW FOOTING PER PLAN III—I I I—I I i_ 111=111=_111= ll EQ. REINF. PER SCHEDULE BRACE FRAME ELEVATION NOTE: 1/4" = 1-0" 1.) FIELD VERIFY ALL DIMENSIONS AND EXISTING CONDITIONS PRIOR TO CONSTRUCTION. 1/8" = 1'-0" 140 t=51/2" 141 t= 5 1/2" NOTE: BALANCE PER 1/S3.3, 5/S3.3 VERIFY 6/S3.2 r ADD 4x NAILER w/ WELD THREADED STUDS PER 1/S3.2 0'-0" 1 0'-0" PLYWOOD SHEARWALL S3.2 3/S3.2 5/S3.2 SHEARWALL ELEVATION @ GRID 1/4" = 1'-0" 142 t= 5 1/2" REVIEWED FOR CODE COMPLIANCE APPROVED JUL 0 3 2013 City of Tukwila BUILDING DIVISION P3 143 t= 7 1/4" / RECEIVED CITY OF TUKWILA JUN 1 2 2013 PERMIT CENTER W Q 0 05108005 ENGINEER: H. PANGELINAN co co B. PATEL DATE: DRAWING REVISIONS SHEET NO: S2.1 DRAWING SUBMITTALS SUBMIT FOR PERMIT SUBMIT FOR BID SUBMIT FOR CONSTRUCTION O z 1 W Q 0 05108005 ENGINEER: H. PANGELINAN DRAWN: B. PATEL DATE: DRAWING REVISIONS SHEET NO: S2.1 O z J Uj W z I— Z ci)w I2 co 0) CU N L' t N Z • ` 3 to z�cvc a) ¢ m CD m ._ -o ^ C) C Io' - W o~, O ; • Z 2 CO J LUJ ceZ J Q z IA = 0 V) JOB NO: 05108005 ENGINEER: H. PANGELINAN DRAWN: B. PATEL DATE: 6-7-13 SHEET NO: S2.1 L:12005files1051081051080051Segale Business Park Project 763-S3.1-Sections-16-05108005.dwg, 06-07-13, 10:00am, bharatp, 16 [VERIFY] 4x4 BLOCKING 2- ROWS 10d x 3" //— COMMON @ 4"oc EACH ROW, STAGGERED (E) 4x PURLIN @ 8'-0"oc 3x TOP & BOTTOM PLATE 4x4 D.F. STUDS © 24"oc BEAM PER PLAN & ELEVATION w/ 4x PLATE w/ 3/4"0 CARRIAGE BOLTS @ 16"oc STAGGERED AND 6" FROM ENDS SECTION (E) G.L.B. PER PLAN 10d @ 2"oc STAGGERED 1/2" CDX PLYWOOD w/ 10d @ 2"oc STAGGERED @ PLYWOOD JOINTS. ALIGN JOINTS w/ STUDS & 12"oc FIELD 10d @ 2"oc STAGGERED 9/16"0 HOLES @ 48"oc 3/4" = 1'-0" STUD WALL PER PLAN, & SECTIONS, TYPICAL 1"x9 1/2" BRG. PLATE W.F. BEAM PER ELEV. COPE FLANGE AS REQ'D. [VERIFY] (E) 1/2" PLYWOOD 2"± VFY. 7- 2- ROWS 10d x 3" COMMON @ 4"oc EACH ROW, STAGGERED /! (E) 2x4 @ 24"oc, TYP. (E) 4x PURLIN @ 8'-0"oc 2x4 STUDS @ 24"oc 2x4 BOTTOM PLATE 4x D.F. NAILER w/ 3/4"0 CARRIAGE BOLTS @ 18"oc STAGGERED EXTEND AS REQUIRED TO BE FLUSH TO EXIST. 4x PURLIN BEAM PER PLAN 10d @ 3"oc STAGGERED 1/2" CDX PLYWOOD w/ 10d COMMON @ 3"oc STAGGERED @ ALL EDGES & 12"oc FIELD 10d COMMON @ 3"oc STAGGERED 9/16"0 HOLES @ 48"oc 2x w/ 2- ROWS 10d COMMON @ 2"oc EACH ROW STAGGERED FOR PLYWOOD NAILER @ STUD WALL W.F. TO KNIFE ( 5/16 V20" MIN. EACH W.F. PLATE, TYP. 3/4" KNIFE PLATE w/ 3/4"0 ERECTION BOLTS W.F. BEAM PER ELEV. COPE FLANGE AS REQ'D. PIPE BRACE TO KNIFE PLATE, 4 SIDES, TYP. 0 PIPE COLUMN PER ELEVATION TYP> 1" CLR. 5/16 V 5/16 N20" MIN. KNIFE PLATE TO CBOT. OF W.F. TYP. EACH W.F., TYP. PIPE BRACE PER ELEVATION TYP. SECTION 3/8 V 3/4" = 1'-0" 3/8 5/8" GUSSET PLATE 5/8" CONT. PLATE SECTION I? 5/8" PLATE WI 2- #8 ASTM A706, TYP. U.N.O. Z\ A 3" = 1'-0" U 1'-7" V 6 1/2"16 1/2" [VERIFY] (E) PLYWOOD U- > (N) H.S.S. PER PLAN U- > (N) 1/4" STIFF. PLATE 3/16 NEW 6"x3/8" PLATE SECTION (E) G.L.B. BEAM PER PLAN 1/4 V TY NEW 1"x9 1/2" BRG. PLATE #411 @ 24"oc 6" CONC. SLAB w/ #4 @ 18"oc EACH WAY @ CENTERLINE 1/4 V SECTION tr J 0 2 d J 0 CV 1/4" SIDE PLATE w/ 2- 3/4"0 BOLTS. VFY. LOCATION TO MATCH EXISTING HOLES CENTERED IN 3" HORIZ. SLOTTED HOLES NEW COLUMN PER ELEV. 3/4" =11-0" (E) 6" CONC. SLAB ON GRADE SAW CUT & REMOVE AS REQ'D. 0 a a '4 OQO 0 00 o X00 0 G o 0,000 �O 4 d d 0 J 0 J 0 4°4' O CV a : 4' a• d • • .a a. • d 4 4. • a. 4 4 o • c ' • d 44 F . d c • .4 .4. 4' a 4 •4 a a 4 a 4' • • 4 a' a' 4 4 • 4 4 •a .' d 4 0 J 0 2 • d . a 4• . 4 .4 •. 4 'd I- 1i1111111II111111 FOOTING PER PLAN & SCHEDULE SECTION 3/4" = 1'-0" Co #4x2'-6" @ 18"oc w/ HILTI RE-500SD ADHESIVE. (EMBED 4 1/2") w/ SPECIAL INSPECTION 1/4 V SIDES NEW BEAM PER PLAN VFY. GAP (1" MAX.) 01-0" EXISTING G.L.B. PER PLAN 2x w/ 2- ROWS 10d COMMON @ 2"oc EACH ROW FOR NAILER @ PLYWOOD STUD WALL 1/4 NEW BEAMS PER PLAN, COPE FLANGE AS REQ'D. PLATE 4 1/2"x1/4x0'-9" w/ 3- 3/4"0 A325N BOLTS @ 3"GA. 3/4" = 1'-0" 4 1/2"x1/4"x9" PLATE w/ 3- 3/4"0 BOLTS @ 3"GA. 0 0 PIPE COLUMN PER ELEVATION 1 1/2" TYP. 1 1/2" TYP. 5/8" PLATE w/ 3/4"0 A325 BOLTS @ 4"GA. EACH WAY, EACH SIDE OF COLUMN NEW BEAMS PER PLAN, COPE FLANGE AS REQ'D. SECTION (E) COLUMN PER PLAN 4,1 1/4 V a J 0 J 0 CV 4 4 .4 4• a 0 J 0 J 0 M 4 4 4 FOOTING PER a PLAN & SCHEDULE • • a. a • • 4 a- a • d . . 4 d• d 4 . a •4 4 • .44 'a a'4 1" BASE PLATE w/ 4- ref 4 44 ' ' THREADED RODS w/ 4 NUTS & WASHERS ' ' '4 d • 4 4 4' • . d ' a d 4' d • 4' 4• 4 4 4. • a. 4• .. III—III—III— SECTION BEAM PER PLAN COPE FLANGE AS REQUIRED (E) 5 1/2" P.C. PANEL 1" MIN. SECTION [VERIFY] 0 PLATE 12"x3/8"x1'-0" w/ 4- 3/4"0 THREADED RODS w/ HILTI RE 500 SD ADHESIVE. (EMBED 4") WITH SPECIAL INSPECTION 3/4" = 1-0" 3/4" = 1'-0" 0,-0" (E) 7 1/4" PANEL 3/4" = 1'-0" COLUMN PER ELEVATION FTG. PER PLAN & SCHEDULE (E) G.L.B. PER PLAN STUD WALL PER PLAN, & SECTIONS, TYPICAL NEW BEAM PER PLAN 0 Q (E) PLYWOOD 2x w/ 2- ROWS 10d COMMON @ 2"oc EACH ROW FOR NAILER @ PLYWOOD STUD WALL 5/16 V <YP. COPE FLANGE AS REQ'D. FOR WELD 1/4 SECTION 1" 1,-0" GAP. IP 3/4" KERF PLATE w/ 3/4"0 ERECTION BOLT EXIST. OR NEW COLUMN PER PLAN N 0 5/8" PLATE TYP> 1/4 V 3/8 V 1 1/2" PLATE 1 J 2" TYP. BRACE PER ELEV. w/ 3/4"0 ERECTION BOLT 3/4" = 1'-0" 414k/ ADD 4"x1/4" STIFF. PLATE EACH SIDE 4- #9x10'-0" ASTM A706 W.P. 3/16 V ° °: ;a d , . 4•io .• 4 4 a 4. 4 4 a . 4 d a a .44 .4 4'.. a .°• 4 4.1 4 • A n 4 4 • ' '.4 4 .4 d 4 • • n• 4 4 04 4 4 4 '4 4, 4 4 4 2- #4 r @8"oc, EACH END OF EXIST. PNL. MEI ONLY I—I I I—I I I =III i (PER PLAN) 4 di CENTERLINE PANEL & FTG. r(E) 6" CONC. SLAB EACH END OF EXIST. PNL. 143 ONLY 2 1/2"0 CORE DRILLED HOLE w/ GROUT 4 a 0 0 FTG. PER PLAN & SCHEDULE SECTION REVIEWED FOR CODE COMPLIANCE APPROVED JUL 0 3 2013 City of Tukwila I BUILDING DIVISION I (E) 7 1/4" PANEL HILT! RE 500 SD ADHESIVE. EMBED 4 1/2" w/ SPECIAL INSP. CENTERLINE PANEL & FTG. r(E) 6" CONC. SLAB (PER PLAN) SECTION RECEIVED CITY OF TUKWILA JUN 1 2 2013 PERMIT CENTER w 0 05108005 / v 01 co B. PATEL DATE: 1 1/2" I . 4" II 2" I 2" I a 4" f1 1/2" SECTION I? 5/8" PLATE WI 2- #8 ASTM A706, TYP. U.N.O. Z\ A 3" = 1'-0" U 1'-7" V 6 1/2"16 1/2" [VERIFY] (E) PLYWOOD U- > (N) H.S.S. PER PLAN U- > (N) 1/4" STIFF. PLATE 3/16 NEW 6"x3/8" PLATE SECTION (E) G.L.B. BEAM PER PLAN 1/4 V TY NEW 1"x9 1/2" BRG. PLATE #411 @ 24"oc 6" CONC. SLAB w/ #4 @ 18"oc EACH WAY @ CENTERLINE 1/4 V SECTION tr J 0 2 d J 0 CV 1/4" SIDE PLATE w/ 2- 3/4"0 BOLTS. VFY. LOCATION TO MATCH EXISTING HOLES CENTERED IN 3" HORIZ. SLOTTED HOLES NEW COLUMN PER ELEV. 3/4" =11-0" (E) 6" CONC. SLAB ON GRADE SAW CUT & REMOVE AS REQ'D. 0 a a '4 OQO 0 00 o X00 0 G o 0,000 �O 4 d d 0 J 0 J 0 4°4' O CV a : 4' a• d • • .a a. • d 4 4. • a. 4 4 o • c ' • d 44 F . d c • .4 .4. 4' a 4 •4 a a 4 a 4' • • 4 a' a' 4 4 • 4 4 •a .' d 4 0 J 0 2 • d . a 4• . 4 .4 •. 4 'd I- 1i1111111II111111 FOOTING PER PLAN & SCHEDULE SECTION 3/4" = 1'-0" Co #4x2'-6" @ 18"oc w/ HILTI RE-500SD ADHESIVE. (EMBED 4 1/2") w/ SPECIAL INSPECTION 1/4 V SIDES NEW BEAM PER PLAN VFY. GAP (1" MAX.) 01-0" EXISTING G.L.B. PER PLAN 2x w/ 2- ROWS 10d COMMON @ 2"oc EACH ROW FOR NAILER @ PLYWOOD STUD WALL 1/4 NEW BEAMS PER PLAN, COPE FLANGE AS REQ'D. PLATE 4 1/2"x1/4x0'-9" w/ 3- 3/4"0 A325N BOLTS @ 3"GA. 3/4" = 1'-0" 4 1/2"x1/4"x9" PLATE w/ 3- 3/4"0 BOLTS @ 3"GA. 0 0 PIPE COLUMN PER ELEVATION 1 1/2" TYP. 1 1/2" TYP. 5/8" PLATE w/ 3/4"0 A325 BOLTS @ 4"GA. EACH WAY, EACH SIDE OF COLUMN NEW BEAMS PER PLAN, COPE FLANGE AS REQ'D. SECTION (E) COLUMN PER PLAN 4,1 1/4 V a J 0 J 0 CV 4 4 .4 4• a 0 J 0 J 0 M 4 4 4 FOOTING PER a PLAN & SCHEDULE • • a. a • • 4 a- a • d . . 4 d• d 4 . a •4 4 • .44 'a a'4 1" BASE PLATE w/ 4- ref 4 44 ' ' THREADED RODS w/ 4 NUTS & WASHERS ' ' '4 d • 4 4 4' • . d ' a d 4' d • 4' 4• 4 4 4. • a. 4• .. III—III—III— SECTION BEAM PER PLAN COPE FLANGE AS REQUIRED (E) 5 1/2" P.C. PANEL 1" MIN. SECTION [VERIFY] 0 PLATE 12"x3/8"x1'-0" w/ 4- 3/4"0 THREADED RODS w/ HILTI RE 500 SD ADHESIVE. (EMBED 4") WITH SPECIAL INSPECTION 3/4" = 1-0" 3/4" = 1'-0" 0,-0" (E) 7 1/4" PANEL 3/4" = 1'-0" COLUMN PER ELEVATION FTG. PER PLAN & SCHEDULE (E) G.L.B. PER PLAN STUD WALL PER PLAN, & SECTIONS, TYPICAL NEW BEAM PER PLAN 0 Q (E) PLYWOOD 2x w/ 2- ROWS 10d COMMON @ 2"oc EACH ROW FOR NAILER @ PLYWOOD STUD WALL 5/16 V <YP. COPE FLANGE AS REQ'D. FOR WELD 1/4 SECTION 1" 1,-0" GAP. IP 3/4" KERF PLATE w/ 3/4"0 ERECTION BOLT EXIST. OR NEW COLUMN PER PLAN N 0 5/8" PLATE TYP> 1/4 V 3/8 V 1 1/2" PLATE 1 J 2" TYP. BRACE PER ELEV. w/ 3/4"0 ERECTION BOLT 3/4" = 1'-0" 414k/ ADD 4"x1/4" STIFF. PLATE EACH SIDE 4- #9x10'-0" ASTM A706 W.P. 3/16 V ° °: ;a d , . 4•io .• 4 4 a 4. 4 4 a . 4 d a a .44 .4 4'.. a .°• 4 4.1 4 • A n 4 4 • ' '.4 4 .4 d 4 • • n• 4 4 04 4 4 4 '4 4, 4 4 4 2- #4 r @8"oc, EACH END OF EXIST. PNL. MEI ONLY I—I I I—I I I =III i (PER PLAN) 4 di CENTERLINE PANEL & FTG. r(E) 6" CONC. SLAB EACH END OF EXIST. PNL. 143 ONLY 2 1/2"0 CORE DRILLED HOLE w/ GROUT 4 a 0 0 FTG. PER PLAN & SCHEDULE SECTION REVIEWED FOR CODE COMPLIANCE APPROVED JUL 0 3 2013 City of Tukwila I BUILDING DIVISION I (E) 7 1/4" PANEL HILT! RE 500 SD ADHESIVE. EMBED 4 1/2" w/ SPECIAL INSP. CENTERLINE PANEL & FTG. r(E) 6" CONC. SLAB (PER PLAN) SECTION RECEIVED CITY OF TUKWILA JUN 1 2 2013 PERMIT CENTER w 0 05108005 ENGINEER: H. PANGELINAN 01 co B. PATEL DATE: DRAWING REVISIONS SHEET NO: S3• DRAWING SUBMITTALS SUBMIT FOR PERMIT SUBMIT FOR BID SUBMIT FOR CONSTRUCTION ci z Lu Ix c co LIJ a) S 00 45' SD co co CD (NI SECTIONS co F- 0 03 LIJ co H ci) co co JOB NO: 05108005 ENGINEER: H. PANGELINAN DRAWN: B. PATEL DATE: DRAWING REVISIONS SHEET NO: S3• 1 ci Lu Ix c co LIJ a) S 00 45' SD co co CD (NI SECTIONS co F- 0 03 LIJ co H ci) co co JOB NO: 05108005 ENGINEER: H. PANGELINAN DRAWN: B. PATEL DATE: 6-7-13 SHEET NO: S3• 1 I L:\2005files105108\051080051Segale Business Park Project 763-S3.2-Sections-16-05108005.dwg, 06-07-13, 10:00am, bharatp, 16 H.S.S. PER ELEVATION PLAN VIEW SECTION 4 1/2"x1/4 CONN. PLATE & CONN. PER 5/S3.1 s [VERIFY] H.S.S. COLUMN PER ELEV. O O 0 0 4x6 NAILER CENTERLINE 3/4"0 WELD THREADED STUDS @ 18"oc 3/4" = 1'-0" C SECTION EXIST. 4"x7/16" STEEL PLATE w/ BOLTS s [VERIFY] BEAM PER ELEV. NEW 3"x1/4" PLATE w/ 4- 3/4"0x6" LAG BOLTS @ GLB & 4- 3/4"0 HILTI KB TZ BOLTS @ EXIST. PNL. EMBED 3 3/4" w/ SPCL. INSP. 0I is 3/4" = 1'-0" 0 0 --0-0---0-0 1 1/2" 8" 8" 8" 1'-0" CENTERLINE (E) PLYWOOD s [VERIFY] 4x NAILER TOP & BOTTOM w/ 3/4"0 BOLTS @ 18"oc STAGGERED. EACH SIDE OF FLANGE & @ 6" FROM NAILER ENDS // 15/32" STRUCT I PLYWOOD EACH SIDE NAIL WI 10d COMMON (0.1480x3") @ 2"oc STAGGERED AT ALL EDGES AND 12"oc FIELD. BLOCK ALL EDGES w/ 4x (E) 6" CONCRETE SLAB ON GRADE 2 ROWS 10d COMMON @ 4"oc EACH ROW (E) 4x @ 24"oc, TYP. s [VERIFY] W21 BEAM PER ELEV. 2x6D.F.#1 @24"oc& 4x6 D.F. #2 @ PLYWOOD EDGES 3x P.T. BOTTOM PLATE w/ 3/4"0 HILTI KB3 @ 18"oc (EMBED 3 5/8" w/ SPECIAL INSPECTION) C SECTION 5/8"0 THREAD ROD EPDXY ANCHOR w/ HILTI HIT RE -500 SD ADHESIVE (EMBED 4" WITH SPECIAL INSP.) s [VERIFY] EXISTING P.C. PANEL 3/4" = 1'-0" EXISTING PURLIN @ 8'-0"oc SECTION EXIST. 6 3/4"x31 1/2 GLB 3/16 V1 1/2" @ 8" 1'-0" 4" 4" 4" SECTION r STEEL SHIM AS REQ'D. 1 1/2" 3/4" = 1'-0" s [VERIFY] NEW 2- HTT-4 @ 8'-0"oc @ EACH PURLIN 3/4" = 1-0" CENTERLINE 1/4" STIFF. PLATES EACH SIDE OF WEB 6"x1" BRG. PLATE w/ 4- 7/8"0 BOLTS 1 1/2" } BEAM PER ELEV. / 1/4 V /3 SIDES \TYPICAL TYP. 1 SECTION 5/8"0 THREAD ROD EPDXY ANCHOR w/ HILTI HIT RE -500 SD ADHESIVE (EMBED 4" WITH SPECIAL INSP.) s [VERIFY] HOLD H.S.S. POST PER ELEV. 3/4" = 1'-0" EXISTING 2x4 STIFF. @ 24"oc EXISTING P.C. PANEL SECTION 3/4"0 ERECTION BOLTS 1/2" PLATE w/ 12- 3/4"0 HILTI KWIK BOLT TZ. @ 9"GA. EACH WAY EMBED 3 3/4" w/ SPCL. INSP. DO NOT CUT EXIST. REBAR 1'-0" 9„ 9„ 9" 9" NEW 4x10 D.F.#2 @ 48"oc NAIL TO EXIST. STIFFENER w/ 10d @ 6"oc STAGGERED, TYP. NEW HTT-4 @ 48"oc EACH NEW 4x10 1 1/2" EXIST. 7 1/4" P.C. PANEL N SECTION 3/4" = 1'-0" `Cr 3/4" = 1'-0" CENTERLINE [VERIFY] H.S.S. PER ELEVATION (E) 6" CONCRETE SLAB ON GRADE 1 1/2" 6" 2' 1/4 V 1 F- 0 0 [VERIFY] SECTION NEW SIMPSON MSTI 48 @ 32"oc PER PLAN. TYP. U.N.O. 4 112"x3/4" BRG. PLATE w/ 2- 3/4"0 HILTI KB3 ANCHORS EMBED 3/4" w/ SPECIAL INSP. 3/4" = 1'-0" EXIST. PLYWOOD EXIST. GLB PER PLAN SECTION VFY. EXIST. 4x PURLIN @ 8'-0"oc 3/4" = 1'-0" 12"x1/2" PLATE w/ 8- 3/4"0 HILTI KWIK BOLT TZ BOLTS @ 9"GA. EACH WAY. EMBED 3 3/4" WITH SPECIAL INSPECTION. DO NOT CUT EXIST. REBAR EXIST. 7 1/4" P.C. PANEL 1 1/2" 741. u. 1 1/2" u SECTION 3/4" = 1'-0" s [VERIFY] BEAM PER ELEV. 1/4 SECTION VFY. 4 1/2"x1/4" PLATE w/ 4- 3/4"0 A325 BOLTS @ 3"GA. EXIST. PIPE COLUMN 3/4" = 1'-0" -0-- - —0-- —0--- —0--- 12"x5/8" 12"x5/8" PLATE w/ 20- 3/4"0 HILTI KWIK BOLT TZ BOLTS @ 9"GA. EACH WAY. (10 EACH SIDE OF SPLICE) EMBED 3 3/4" WITH SPECIAL INSPECTION. EXIST. 7 1/4" P.C. PANEL 9" 9„ 9" 9" 9" 1 1/2" EXIST. 7 1/4" P.C. PANEL CENTERLINE SECTION NOTE: BALANCE INFO. PER 1/S3.2 CENTERLINE 3/4" = 1'-0" EXIST. 7 1/4" P.C. PANEL 1 1/2" 10" SECTION 8 CENTERLINE REVIEWED FOR CODE COMPLIANCE APPROVED I JUL 0 3 2013 City of Tukwila BUILDING DIVISION 314" = 1'-0" [VERIFY] H.S.S. PER ELEVATION. SLOT AS REQ'D. FOR PLATE -1 1/4 >6 12"x1/2" PLATE w/ 8- 3/4"0 HILTI KWIK BOLT TZ BOLTS @ 9"GA. EACH WAY. EMBED 3 3/4" WITH SPECIAL INSPECTION. DO NOT CUT EXIST. REBAR RECEIVED CITY OF TUKWILA JUN 1 2 2013 PERMIT CENTER w Q 0 05108005 ENGINEER: H. PANGELINAN ch ti co B. PATEL DATE: DRAWING REVISIONS SHEET NO: S3.2 DRAWING SUBMITTALS SUBMIT FOR PERMIT 0 m o: 0 ,u- wI-2 i- 2 m D CO SUBMIT FOR CONSTRUCTION O z w 1-- 0 05108005 ENGINEER: H. PANGELINAN DRAWN: B. PATEL DATE: DRAWING REVISIONS SHEET NO: S3.2 O z J g CA �W DC7 C F— Z W a) t z i N C C W 1,12 CD 0) co CD coNm " ui z�E a) -plc L N • a) N v • z 0 U Lu U) I- z W MI F- LU Z 2 0 coo JOB NO: 05108005 ENGINEER: H. PANGELINAN DRAWN: B. PATEL DATE: 6-7-13 SHEET NO: S3.2 L:\2005files1051081051080051Segale Business Park Project 763-S3.3-Sections-16-05108005.dwg, 06-07-13, 10:00am, bharatp, 16 VFY. (E) 4x10, TYPICAL 9" 5,-3" VFY ADD (2)- 3/16" DIAMETER HOLES EQUALLY SPACED (E) FASCIA (E) 8"0 SPRINKLER MAIN NEW ANGLE 3x3x1/4 CONTINUOUS w/ (E) SOFFIT VERIFY -0-- is 20 (E) STIFF. (E) 2x @ 24"oc >/ TYP> 1 1/2" CENTERLINE 1 1/2" 1/4 V (E) 4x OR 6x PER PLAN ADD SHIMS AS REQUIRED NEW H.S.S. BEAM PER PLAN SPLICE @ COLUMNS ONLY ADD NEW 10d COMMON @ 6"oc NEW 1/4" SIDE PLATES w/ 2- 3/4"0 THRU BOLTS VFY. NEW STUD WALL IN BETWEEN EXISTING PURLINS NOT SHOWN NEW H.S.S. COLUMN PER PLAN w/ 9"x1/2"x1'-0" BRG. PLATE ► NEW 4x BLK'G. w/ 10d COMMON @ 6"oc (E) FRAMING TO REMAIN NEW 3/4"0 BOLTS, TYP. @ EACH VERT. ANGLE (E) P.C. PANEL SECTION a 3/4" = 1'-0" CUT & REMOVE AS REQ'D. crNEW SIMPSON H @ EACH NEW COLUMN 14'-0" VFY. CONT. 18"x5/8" PLATE c4., SEE 8/S3.3 FOR SPLICE DETAIL I 1'-0" CN 1'-9" JLPER 4/S3.3 N r EXIST 1/2" PLYWOOD VERIFY 2x4 STUDS @ 24"oc 3x BOT. PLATE w/ 3/4"0 BOLTS @ 3'-0"oc (3 MIN) PER BAY & @ 6 MIN FROM ENDS H.S.S. BEAM PER ELEV. @ PANEL SECTION U- @ PANEL 143 CV V Ip I'-9"oc TYP. Zo 4 1 2- 3/4"0 HILTI KWIK BOLT TZ @ 21"oc. EMBED 3 3/4" WITH SPECIAL INSPECTION SECTION 3/4" = 1'-0" V"' EXIST: P.C. PANEL NEW 1/2"x1'-2" BASE PLATE w/ 2- 3/4"0 EPDXY ANCHORS PER 4/S3.3 @ 11 "GA. ADD 2 ROWS 10d COMMON @ 4"oc EA. ROW NEW 2x12 FLAT w/ 2- ROWS 10d COMMON @ 12"oc @ EXIST. 2x4 STIFFENER 10d COMMON @ 6"oc 15/32 CDX PLYWOOD w/ 10d COMMON (0.148" DIAMETER x3") @ 6"oc ALL EDGES & 12"oc FIELD 10d COMMON @ 6"oc 3/4" = 1'-0" NEW COLUMN PER PLAN & ELEVATION SECTION EXIST. 6" CONCRETE SLAB ON GRADE 3/4" = 1'-0" CENTERLINE TYP> 1" CLR. MAX. STUD WALL PER 2/S3.3, TYP. VERIFY TYP. CENTERLINE 4" 4" 4" 4" 4" CONTINUOUS H.S.S. BEAM PER PLAN w/ 3/16" CAP PLATES @ ENDS. SPLICED @ NEW COLUMNS ONLY 1/4 V SECTION PNL. t=7 1/4" 134B 2" 3/16" /16 ATLERNATE TO BOLTS TYP. EA SIDE OF SPLICE LOCATE @ SPLICE ADD 6"x1/2" SIDE PLATES w/ 5- 3/4"0 BOLTS EACH SIDE OF SPLICE H.S.S. COLUMN PER PLAN 3/4" =1,-0" PNL. H.S.S. 8x6x3/8 w/ 1/4" CAP PLATES & 6-JL4x4x3/8x0'-4" CLIPS & 3/4"0 HILTI KB TZ ANCHORS. EMBED 3 3/4" w/ SPECIAL INSP. 3 SIDES\ TYP./ 1/4 V 2" 10" I% II Il I/ 7 II II 11 II t=5 1/2" .� 1/4 >/TYP. EACH SIDE 10" \OF COLUMN 10" 1'-0" EQ. II 0 EQ. SECTION 3/4" = 1'-0" 0) N P !1 CENTERLINE H.S.S. 4"x1/2"x2'-6" PLATE 1/4 JLPER 4/S3.3 SECTION 14'-0" VFY (E) P.C. PANEL BEYOND CENTERLINE z TYP> 1/4 J z w 0 1'-6" 3'-O"oc MAX., TYP. scrD 4" 2'-0"oc PNL. 140 1/4 >6 "x1/4"x6" WELD PLATE, TYP. E 1/4"x7/8"x3'-6" SPLICE PLATE. LOW BEAM PER ELEV. w/ 3/16" CAP PLATE — TYP> 1/4 V ANGLE 6x4x3/8x0'-6", TYP. TYP. 1/4 COLUMN PER PLAN r -I I I I I I I L J 14'-0" VFY. 3/4" = 1'-0" a W.P. it B SECTION 1/4 V CTYP. 1/4" SIDE PLATES w/ 3/4"0 BOLT Co 4" 6 1/2" 1 1/2" (E) P.C. PANEL 142 (t=5 1/2") 2 1/2"x3/4" PLATE, TYP. T.&B. TYP. T. & B'› 3/8 V 12"x3/4" PLATE 0 M 6a VFY. 1/2" BRG. PLATE V-0" r a 0 \ /3 SIDES 3/16 V TYP. JL4x4x1/4x0'-4" @ 24"oc w/ 3/4"0 THREADED RODS w/ HILTI RE 500 SD ADHESIVE. (EMBED 3 1/2") w/ SPECIAL INSPECTION 3/4" = 1'-0" (E) P.C. PANEL 143 (t=7 1/4") 1 8"x5/8" PLATE ► 3/8 V SIDES (N) 2x4 D.F. #1 w/ SIMPSON U24-2 HANGER EACH END, TYPICAL NOTE: ATTACHMENT OF SMOKEVENT & CURB TO FRAMING BY OTHERS SECTION 3/4" = 1,-0" z J o. et w 05108005 ENGINEER: (N)2x4D.F.#1 th r ti m B. PATEL DATE: DRAWING REVISIONS SHEET NO: S3.3 DRAWING SUBMITTALS 2 n a > N u SUBMIT FOR BID SUBMIT FOR CONSTRUCTION Iz I (E) 2x4 REMOVE (E) STIFFENER AS REQUIRED (E) 2x4 1 I I I I I (N) 2x4 D.F. #1 PLAN VIEW —�-- TYPICAL NEW SKYLIGHT DETAIL NOTES: 1.) LOCATE PER ARCH. 3/4" = 1,-0" REVIEWED FOR CODE COMPLIANCE APPROVED JUL 0 3 2013 City of Tukwila BUILDING DIVISION 10d COMMON (0.148"0 x 3") @ 16"oc, TYPICAL RECEIVED CITY OF TUKWILA JUN 1 2 2013 PERMIT CENTER w F Q 0 05108005 ENGINEER: H. PANGELINAN th r ti m B. PATEL DATE: DRAWING REVISIONS SHEET NO: S3.3 DRAWING SUBMITTALS SUBMIT FOR PERMIT SUBMIT FOR BID SUBMIT FOR CONSTRUCTION Iz I w 0 05108005 ENGINEER: H. PANGELINAN DRAWN: B. PATEL DATE: DRAWING REVISIONS SHEET NO: S3.3 O z J ULU W Z C Z cnLU hE U) a 0 0) 0 Z N C .D) C W SECTIONS vi I— z W W 0 CO 0 M F- U W^ Om Q W c ^L 0- Q Q U) VJ <— Ww� Z oo N D CO C9 civ) JOB NO: 05108005 ENGINEER: H. PANGELINAN DRAWN: B. PATEL DATE: 6-7-13 SHEET NO: S3.3