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HomeMy WebLinkAboutPermit D06-134 - Westfield Southcenter Mall - Parking Garage AWESTFIELD - PARKING GARAGE A 633 SOUTHCENTER MALL D06 -134 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 -431 -3665 Web site: http✓/www.ci.tukwila.wa.us CERTIFICATE OF OCCUPANCY This certificate is issued pursuant to the requirements of Section 110.2 of the 2003 edition of the International Building Code. At the time of issuance, this structure or portion thereof has been inspected for compliance with the requirements of this code for the occupancy and division of occupancy and the use for which the proposed occupancy is classified. Building Permit No.: DO6 -134 Occupant/Tenant: WESTFIELD - PARKING GARAGE A Building Address: 633 SOUTHCENTER MALL Parcel No.: 2623049023 Property Owner: WESTFIELD CORPORATION LLC 11601 WILSHIRE BL , LOS ANGELES CA 90028 Use: PARKING GARAGE Occupancy Group/Division: S -2 Type of Construction: lB Automatic Sprinkler System: Provided: Y Required: Y Design Occupant Load: 1084 $ a4c47o07 E Steven M. Mullet, Mayor Steve Lancaster, Director THIS CERTIFICATE TO BE CONSPICUOUSLY POSTED ON THE PREMISES City of Tukwila Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 Tenant: Name: WESTFIELD - PARKING GARAGE A Address: 633 SOUTHCENTER MALL, TUKWILA WA Contact Person: Name: MARTIN O'LEARY Address: 1730 MINOR AV, STE 1120, SEATTLE WA Public Works Activities: Channelization / Striping: N Curb Cut / Access / Sidewalk / CSS: N doc: Devpenn DEVELOPMENT PERMIT Parcel No.: 2623049023 Permit Number: D06-134 Address: 633 SOUTHCENTER MALL TUKW Issue Date: 06/22/2006 Suite No: Permit Expires On: 12/19/2006 Owner: Name: 3G SOUTHCENTER LTD Phone: Address: 25425 CENTER RIDGE RD, CLEVELAND OH Phone: 206 587 -4000 Contractor: Name: 3 T M CONSTRUCTION Phone. (206)587 -4000 Address: METROPOLITAN PARK EAST, 1730 MINOR AVE STE 1120 Contractor Ucense No: 3TMCOC *951BC Expiration Date:01 /03/2007 DESCRIPTION OF WORK: CONSTRUCTION OF NEW 216,645 SF PARKING STRUCTURE (A). INTERIOR FLOOR DRAINS TO THE SANITARY SEWER. ROOF DRAINS 0 THE STORM DRAIN SYSTEM. FIRE LINE BACKFLOW FOR IN- PREMESIS ISOLATION PER THE UNIFORM PLUMBING CODE. Value of Construction: 5,269,616.80 Fees Collected: 103,554.37 Type of Fire Protection: SPRINKLER/FA Uniform Building Code Edition: Type of Construction: IB Occupancy per UBC: 25 Fire Loop Hydrant: N Number: 0 Size (Inches): 0 Flood Control Zone: Hauling: N Start Time: End Time: Land Altering: Volumes: Cut 0 c.y. Fill 0 c.y. Landscape Irrigation: Moving Oversize Load: Start Time: End Time: Sanitary Side Sewer: Sewer Main Extension: Private: Public: Storm Drainage: Street Use: Profit: N Non - Profit: N Water Main Extension: Private: Public: 006 -134 Printed: 06 -22 -2006 Water Meter: doe: Devperm City of Tukwila N ** Continued Next Page ** Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 D06 -134 Printed: 06 -22 -2006 Permit Center Authorized Signature: k0tA9 I hereby certify that I have read and ermined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will b omplied 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 t e performance of CS' work. I • am ma authorized to sign and obtain this development permit. Date: Signature: Print Name: doe: Devperm City of Tukwila Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 Date: V ct 0 kM i 0 (L1 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. D06 -134 Printed: 06 -22 -2006 City d rTukwila 1: ** *BUILDING DEPARTMENT CONDITIONS * ** doc: Conditions Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 - 431 -3665 Web site: ci.tukwila.wa.us Parcel No.: 2623049023 Address: 633 SOUTHCENTER MALL TUKW Suite No: Tenant: WESTFIELD - PARKING GARAGE A PERMIT CONDITIONS Steven M. Mullet, Mayor Steve Lancaster, Director Permit Number: D06 -134 Status: ISSUED Applied Date: 04/18/2006 Issue Date: 06/22/2006 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: 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 12: Structrual Observations In accordance with I.B.C. Section 1709 is required. At the conclusion of the work included in the permit, the structural observer shall submit to the Building Official a written statement that the site visits have been made and identify any reported deficiencies which, to the best of the structural observer's knowledge, have not been resolved. 13: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special Inspection. 14: Special inspection for sprayed fire- resistant materials applied to structural elements and decks is required. Special D06 -134 Printed: 06 -22 -2006 City etr'Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 -431 -3665 Web site: ci.tukwila.wa.us Steven M. Mullet, Mayor Steve Lancaster, Director Inspections shall be based on the fire- resistance design as designated in the approved construction documents. 15: Masonry construction shall be special inspected. 16: There shall be no occupancy of a building until final Inspection has been completed and approved by Tukwila building inspector. No exception. 17: A Certificate of Occupancy shall be issued for this building upon final inspection approval by Tukwila building Inspector. 18: Ventilation is required for all new rooms and spaces of new or existing buildings and shall be in conformance with the International Building Code and the Washington State Ventilation and Indoor Air Quality Code. 19: All plumbing and gas piping work shall be Inspected and approved under a separate permit issued by the Cityof Tukwila Permit Center. 20: All electrical work shall be Inspected and approved under a separate permit Issued by the Washington State Department of Labor and Industries (206/248- 6630). 21: 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. 22: ** *PUBLIC WORKS DEPARTMENT CONDITIONS * ** 23: Contractor shall schedule Public Works Inspections at least 24 hours ahead by calling (206)433 -0179. 24: FIRE LINE BACKFLOW INSPECTION FOR IN- PREMESIS ISOLATION PER THE UNIFORM PLUMBING CODE. 25: THE INTERIOR DRAINS SHALL GO TO THE SANITARY SEWER SYSTEM. THE ROOF DRAINS SHALL GO TO THE STORM DRAINAGE SYSTEM. 26: ** *FIRE DEPARTMENT CONDITIONS * ** 27: The attached set of building plans have been reviewed by the Fire Prevention Bureau and are acceptable with the following concerns: 28: The total number of fire extinguishers required for an ordinary hazard occupancy with Class A fire hazards is calculated at one extinguisher for each 1,500 sq. ft. of area. The extinguisher(s) should be of the "All Purpose" (2A, 20B:C) dry chemical type. Travel distance to any fire extinguisher must be 75' or less. (IFC 906.3) (NFPA 10, 3 -2.1) 29: 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) doc: Conditions D06 -134 Printed: 06 -22 -2006 City or/Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206-431-3665 Web site: ci.tukwila.wa.us Steven M. Mullet, Mayor Steve Lancaster, Director 30: 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) 31: 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) 32: Fire extinguishers require monthly and yearly inspections. They must have a tag or label securely attached that Indicates the month and year that the inspection was performed and shall identify the company or person performing the service. Every six years stored pressure extinguishers shall be emptied and subjected to the applicable recharge procedures. If the required monthly and yearly Inspections of the fire extinguisher(s) are not accomplished or the Inspection tag is not completed, a reputable fire extinguisher service company will be required to conduct these required surveys. (NFPA 10, 4 -3, 4 -4) 33: 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) 34. 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) 35: Exit hardware and marking shall meet the requirements of the International Fire Code. (IFC Chapter 10) 36: Exits and exit access doors shall be marked by an approved exit sign readily visible from any direction of egress travel. Access to exits shall be marked by readily visible exit signs in cases where the exit or the path of egress travel is not Immediately visible to the occupants. Exit sign placement shall be such that no point in an exit access corridor is more than 100 feet (30,480 mm) or the listed viewing distance for the sign, whichever is less, from the nearest visible exit sign. (IFC 1011.1) 37: Every exit sign and directional exit sign shall have plainly legible letters not less than 6 inches (152 mm) high with the principal strokes of the letters not less than 0.75 inch (19.1 mm) wide. The word "EXIT" shall have letters having a width not less than 2 Inches (51 mm) wide except the letter "I", and the minimum spacing between letters shall not be less than 0.375 Inch (9.5 mm). Signs larger than the minimum established in section 1011.5.1 of the International Fire Code shall have letter widths, strokes and spacing in proportion to their height. The word "EXIT' shall be in high contrast with the background and shall be clearly discernible when the exit sign illumination means is or is not energized. If an arrow Is provided as part of the exit sign, the construction shall be such that the arrow direction cannot be readily changed. (IFC 1011.5.1) 38: Exit signs shall be illuminated at all times. To ensure continued illumination for a duration of not less than 90 minutes in case of primary power loss, the sign illumination means shall be connected to an emergency power system provided from storage batteries, unit equipment or on -site generator. (IFC 1006.1, 1006.2, 1006.3) 39: 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) 40: Means of egress, including the exit discharge, shall be illuminated at all times the building space served by the means of egress is occupied. The means of egress illumination level shall not be less than 1 foot - candle (11 lux) at the floor level. The power supply for the means of egress illumination shall normally be provided by the premise's electrical supply. In event of a power failure an emergency power system shall provide power for a duration of not less than 90 minutes and shall consist of storage batteries, unit equipment or on -site generator. (IFC 1006.1, 1006.2, 1006.3) doc: Conditions 006 -134 Printed: 06 -22 -2006 City Or Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 - 431 -3665 Web site: cttukwila.wa.us Steven M. Mullet, Mayor Steve Lancaster, Director 41: An approved automatic fire sprinkler extinguishing system is required for this project. (City Ordinance #2050) 42: U.L. central station supervision is required. (City Ordinance #2050) 43: All sprinkler system plans, calculations and the contractors Materials and Test Certificates submitted to the Tukwila Fire Prevention Bureau must be stamped with the appropriate level of competency seal. (WAC 212 -80) 44: 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 the W.S.R.B., Factory Mutual, Industrial Risk Insurers Kemper or any other representative designated and /or recognized by the City of Tukwila, prior to submittal to the Tukwila Fire Prevention Bureau. No sprinkler work shall commence without approved drawings. (City Ordinance #2050) 45: Pipe sleeve with 2 inch clearance Is acceptable for sprinkler pipe sizes up to 3 1/2 inches. 4 inch clearance is required for sprinkler pipe sizes 4 inches and larger. 46: All valves controlling the water supply for automatic sprinkler systems and waterfiow switches on all sprinkler systems shall be electrically supervised. (City Ordinance #2050) 47: All exterior components of sprinkler systems should be painted RED. This includes: Post indicator valves (PIV), outside stem and yoke (OSY), wall indicator valves (WIV), and Fire Department connection (FDC). (City Ordinance #2050) 48: All control, drain, and test connection valves shall be provided with permanently marked weather -proof metal or rigid plastic Identification signs. The signs shall be secured with corrosion- resistant wire, chain or other approved means. (NFPA 13- 6.7.4.1, 6.7.4.2) 49: Are hydrants are required as detailed In City Ordinance #2052. 50: When subject to vehicular damage, protective guard posts or curbs are required around all gas meters, electrical transformers, sprinkler valves and hydrants. Posts and curbs are to be painted yellow. (City Ordinance #2052) 51: Standpipes shall be Installed throughout per NFPA 14. The standpipes shall be Class I, Automatic Dry. 52: A fire alarm system is required for this project. The fire alarm system shall meet the requirements of N.F.P.A. 72 and City Ordinance #2051.(Audible /visual notification appliances throughout all common -use areas. Manual pull stations located per NFPA 72. Emergency telephones may be installed in lieu of manual pull stations with fire dept. approval. 53: Elevator recall is required per International Fire Code Section 607. 54: All electrical work and equipment shall conform strictly to the standards of the National Electrical Code. (NFPA 70) 55: For all commercial, multifamily and single family subdivisions, hydrants shall be placed so that a hydrant is within 150 feet of a building and so that no point of a building (around its perimeter) is greater than 300 feet from a hydrant. Distance from a hydrant to a building is measured along the path of vehicular travel. (City Ordinance #2052) 56: Fire hydrants shall conform to American Water Works Association specifications C- 502 -54; it shall be compression type, equipped with two 2 -1/2" N.S.T. hose ports and one 5" Storz pumper discharge port, and shall have a 1 -1/4" Pentagon open -lift operating nut. (City Ordinance #2052) 57: An approved water supply capable of supplying the required fire flow for fire protection shall be provided to all doc: Conditions 006 -134 Printed: 06 -22 -2006 City &Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 -431 -3665 Web site: ci.tukwila.wa.us Steven M. Mullet, Mayor Steve Lancaster, Director premises upon which facilities, buildings or portions of buildings are hereafter constructed or moved into or within the jurisdiction. When any portion of the facility or building protected is in excess of 150 feet (45,720 mm) from a water supply on a public street, as measured by an approved route around the exterior of the facility or building, on -site fire hydrants and mains capable of supplying the required fire flow shall be provided when required by the chief. (IFC Appendix B, Table B 105.1) (IFC 508.1 thru 508.5.6) 58: Every building shall be accessible to Fire Department apparatus by way of access roadways with all- weather driving surface of not less than 20' wide and 13'6" vertical clearance. Access roads in excess of 150' shall be provided width an approved turn - around area. Access shall be within 150' of all portions of the buildings. (City Ordinance #2047) 59: All required hydrants and surface access roads shall be installed and made serviceable prior to and during the time of construction. (IFC 503.1, 508.1) 60: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2050 and #2051) 61: Any overlooked hazardous condition and /or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 62: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575 -4407. 63: ** *PLANNING DEPARTMENT CONDITIONS * ** 64: Applicant must submit revised sconce with a site wide illimunation plan prior to final inspection and approval. doe: Conditions * *continued on next page ** D06 -134 Printed: 06-22-2006 Signature: Print Name: doc: Conditions City *Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 - 431 -3665 Web site: cttukwila.wa.us I hereby certify that I have read these conditions and will comply with them as outlined. All provisions governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provision of any regulating construction or the performance of work. Date: Steven M. Mullet, Mayor Steve Lancaster, Director of law and ordinances other work or local laws GN -L( ��o D06 -134 Printed: 06 -22 -2006 SITE LOCATION A Site Address: CD33 So Tenant Name: Property Owners Name: Mailing Address: tl•-/Trrerif 144 H CONTACT PERSON Name: 1 0 t Day Telephone: 2o(0 .SPA- . ACCp Mailing Address: 1 °2 1:3 l a r 1 "NAT 1.1 5 g f'` 1 1 1, �P. AC) \ City Suit Zip E -Mail Address: InO1 ecm- I4-CAaS dJqC1.raN(ax Number: Z(XQ • Sir •400 GENERAL CONTRACTOR INFORMATION - (Mechanical Contractor information on back page) Company Name: ±ir ` ` k C "Q ( M`i oN Mailing Address: l Contact Person: E -Mail Address: C1,110ke j - v —COR )O--'1rYl CC11 Fax Number: 7.Ed • S Contractor Registration Number: \\ 1 t Expiration Date: * *An original or notarized copy of current Washington State Contractor License must be presented at the time of permit issuance ** ARCHITECT OF RECORD - All plans must be wet stamped by Architect of Record Company Name:k Mailing Address: • ,ina - U �- ar State Lip Contact Person E -Mail Address:--4.k CITY OF TUKWILA Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 y perm On p c clungri lcrmit application (1.20041 Rurieut 6 -8-05 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 ** A e- ■slnet^ Corn Contact Person: —11 \-k.. C.OX1C- sal1\� Pe E -Mail Address: jt o'sr•. e :[V1 AA- Company Name: l — X.M.711A. 1 -\-.3 • \ • L U>` Mailing Address: 413 - 7 :1 t —ciao wet ➢. ?{7� Page Building Permit No. Mechanical Permit No. Public Works Permit No. �J Project No. 1 - 0;/v (For office use only) King Co Assessor's Tax No.: 2111 - 10227 Suite Number: Floor: ���� N + ewTenant: ❑ Yes ❑..No 1 1 1" • kw 4.-4= 6 Lk) a. City Slate City Slate Zip Day Telephone: Zo o Sf3a City Day Telephone: a & 00 .R•S4 Fax Number: 1(nO • X55 • 3159 ENGINEER OF RECORD - All plans must be wet stamped by Engineer of Record r l i cy Stale Zip Day Telephone: o • 2 •111'1• n4c oft Fax Number. 20( Q • 343 • SCcF, l BUILDING PERMIT '• INFO' i ION -206 -431 -3670 Valuation of Project (contractor's bid price): $ S ( 51 � 1 • 45 t Cl"> Scope of Work (please provide detailed information): Will there be new rack storage? ❑ .. Yes Existing Building Valuation: $ CQ W ..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) t' 14— *For an Accessory dwelling, provide the following: Lot Area (sq ft): %')A.. Floor area of principal dwelling N I /i_ Floor area for accessory dwelling: *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: S '2 Compact: Handicap: , 2 Will there be a change in use? ❑ ....Yes *No If "yes ", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: y .. Sprinklers tX..Automatic Fire Alarm ❑..None Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑.. Yes ..No If attach list of materials and storage locations on a separate 8 -1/2 x 11 paper indicating quantities and Material Safety Data Sheets. Q:tkpplicataos\POSms- Applications On linty -2006- Permit Applicmion.doc Revised: 4 -2006 bit ❑ ..Other (specify) 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. Page 2 of 6 Existing Interior Remodel Addition to Existing Structure New Type of Construction per IBC Type of Occupancy per IBC 1` Floor No, - NUS tads.. . �2 1 -8 t-' 6 S -a, 5 -2 Floor 3�Floor .. ;2. I z1s- -`3 6-2 Floors thru tat- N /a to b... Basement Accessory Structure" Attached Garage Detached Garage Attached Carport Detached Carport Covered Deck Uncovered Deck '1'd L -24 BUILDING PERMIT '• INFO' i ION -206 -431 -3670 Valuation of Project (contractor's bid price): $ S ( 51 � 1 • 45 t Cl"> Scope of Work (please provide detailed information): Will there be new rack storage? ❑ .. Yes Existing Building Valuation: $ CQ W ..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) t' 14— *For an Accessory dwelling, provide the following: Lot Area (sq ft): %')A.. Floor area of principal dwelling N I /i_ Floor area for accessory dwelling: *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: S '2 Compact: Handicap: , 2 Will there be a change in use? ❑ ....Yes *No If "yes ", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: y .. Sprinklers tX..Automatic Fire Alarm ❑..None Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑.. Yes ..No If attach list of materials and storage locations on a separate 8 -1/2 x 11 paper indicating quantities and Material Safety Data Sheets. Q:tkpplicataos\POSms- Applications On linty -2006- Permit Applicmion.doc Revised: 4 -2006 bit ❑ ..Other (specify) 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. Page 2 of 6 PUBLIC WORKS PERMIT INFORMATION - 206 -433 -0179 Scope of Work (please provide detailed information): Its _ —terve' ❑ ...Tukwila Water District ❑ ...Water Availability Provided Sewer District ❑ ...Tukwila ❑ ...Sewer Use Certificate if t nesi r k t-c> PPP prt'i Please refer to Public Works Bulletin #1 for fees and estimate sheet. ❑...Water District #125 ❑ .. Highline ❑... ValVue 0... Sewer Availability Provided Submitted with Application (mark boxes which apply): ❑ ...Civil Plans (Maximum Paper Size — 22" x 34") ❑ ...Technical Information Report (Storm Drainage) ❑ ...Bond ❑ .. Insurance ❑ .. Easement(s) Proposed Activities (mark boxes that apply): ❑ ...Right -of -way Use - Nonprofit for less than 72 hours ❑ .. Right -of -way Use - Profit for less than 72 hours ❑ ...Right-of-way Use - No Disturbance ❑ .. Right -of -way Use — Potential Disturbance ❑ ...Construction/Excavation/Fill - Right -of -way _ Non Right -of -way ❑ ...Total Cut ❑ ...Total Fill cubic yards cubic yards ❑ ...Sanitary Side Sewer ❑ ...Cap or Remove Utilities ❑ ...Frontage Improvements ❑ ...Traffic Control ❑ ...Backflow Prevention - Fire Protection Irrigation Domestic Water ❑ ...Permanent Water Meter Size... ❑ ...Temporary Water Meter Size .. ❑ ...Water Only Meter Size ❑ ...Sewer Main Extension Public _ ❑ ...Water Main Extension Public _ ti ❑ .. Abandon Septic Tank ❑ .. Curb Cut ❑ .. Pavement Cut ❑ .. Looped Fire Line QMpplicstieMFams- Applicaliau On Line U3006 -Permit Application dos Revised: 4-2006 hi. Call before you Dig: 1- 800 -424 -5555 Private Private ❑ .. Geotechnical Report ❑ .. Maintenance Agreement(s) ❑ .. Work in Flood Zone ❑ .. Storm Drainage ❑ .. Renton ❑ .. Renton ❑ .. Seattle ❑ .. Approved Septic Plans Provided ❑ .. Grease Interceptor ❑ .. Channelization ❑ .. Trench Excavation ❑ .. Utility Undergrounding ❑ ...Deduct Water Meter Size ❑...Traffic Impact Analysis 0... Hold Harmless — (SAO) ❑...Hold Harmless — (ROW) FINANCE INFORMATION Fire Line Size at Property Line Number of Public Fire Hydrant(s) ❑...Water ❑...Sewer ❑ ...Sewage Treatment Monthly Service Billing to: Name: Day Telephone: Mailing Address: City City State Zip Water Meter Refund/Billing: Name: Day Telephone: Mailing Address: State ZIp Page 3 of 6 Unit Type: Qty Unit Type: Qty Unit Type: Qty Boiler /Compressor: Qty Fumace<100K BTU Air Handling Unit >10,000 CFM Fire Damper 0 -3 HP /100,000 BTU Furnace >100K BTU Evaporator Cooler Diffuser 3 -15 HP /500,000 BTU Floor Furnace Ventilation Fan Connected to Single Duct Thennostat 15 -30 HP /1,000,000 BTU Suspended/Wall/Floor Mounted Heater Ventilation System Wood/Gas Stove 30 -50 HP /1,750,000 BTU Appliance Vent Hood and Duct Water Heater 50+ HP/1,750,000 BTU Repair or Addition to Heat/Refrig/Cooling System Incinerator - Domestic Emergency Generator Air Handling Unit <10,000 CFM Incinerator — Comm/Ind - Other Mechanical Equipment MECHANICAL 'PERMIT INFORMATION'- 206- 431 -3670 MECHANICAL CONTRACTOR INFORMATION p� Company Name: 1.DO r *l e '*t' c3 IS �� \+_C Mailing Address: \ City State Zip Contact Person: Day Telephone: E -Mail Address: Fax Number: Contractor Registration Number: Expiration Date: Valuation of Project (contractor's bid price): $ Scope of Work (please provide detailed information): Use: Residential: New .... ❑ Replacement .... ❑ Commercial: New .... ❑ Replacement .... ❑ Fuel Tvoe: Electric ❑ Gas ....0 Other: Indicate type of mechanical work being installed and the quantity below: Q1ApplicalionsPams- Applicuions On Line\3 -2006 • Penn( Applicationdoc Revised: 4 -2006 bh Page 4 of 6 Fixture Type: Qty Fixture Type: Qty Fixture Type: Qty Fixture Type: Qty Bathtub or combination bath/shower Drinking fountain or water cooler (per head) Wash fountain Gas piping outlets Bidet Food -waste grinder, commercial Receptor, indirect waste Clothes washer, domestic Floor drain Sinks Dental unit, cuspidor Shower, single head trap Urinals Dishwasher, domestic, with independent drain Lavatory Water Closet Building sewer or trailer park sewer Rain water system — per drain (inside building) Water heater and /or vent Industrial waste pretreatment interceptor, including its trap and vent, except for kitchen type grease interceptors Repair or alteration of water piping and /or water treating equipment Repair or alteration of drainage or vent piping Medical gas piping system serving one to five inlets/outlets for specific gas Additional medical gas inlets/outlets — six or more PLUMBING:AND GAS ,PIPING= PERMIT INFORMATION — ,206 - 431 -3670 PLUMBING AND GAS PIPING CONTRACTOR INFORMATION Company Name: Mailing Address: 5 SS � 1 Contact Person: ` Sly E-Mail Address: Contractor Registration Number: • N W 451w 1 LP- 9S3F)5 City Stale Zip Day Telephone: 'CPO • . Z© Fax Number: 3(nb' to`t8• P) Expiration Date: Valuation of Project (contractor's bid price): $ Scope of Work (please provide detailed information): Indicate type of plumbing fixtures and/or gas piping outlets being installed and the quantity below: Q: Applications\ FOmu- Applicalio.0 On Line 3- 2006 - Pemiil Applicalion.doc Revised 4-2006 bb Page 5 of 6 i PERMIT APPLICATION NOTES - Applicable to all permits in this application 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 IN days following the date of application shall expire by limitation. Building and Mechanical Permit 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). Plumbing Permit The Building Official may grant one extension of time for an additional period not exceeding 180 days. The extension shall be requested in writing and justifiable cause demonstrated. Section 103.4.3 Uniform Plumbing code (current edition). I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. BUILDING OWNER OR AijrFHORIZED ASE t Signature: / L U J ( Print Name: Th Date Application Accepted: IJ ' s D` 6 674C-1 Day Telephone: .. O j 0 � I L Mailing Address: 1140¢ Iss . scosent44 w o.A- cgvto City State Zip 4'stte 4- 112q Date Application Expires: tot ilia' ml [slag Q% pplicaiossWams- Applications On lineU -2006- Permit Applicnionsfoc Revised: 1 -2006 bh Date: kkk(t Staff Initials: ^ ' I Page 6 of 6 Parcel No.: Address: Suite No: Applicant: Receipt No.: R06 -00920 Initials: 3EM User ID: 1165 ACCOUNT ITEM LIST: Description doc: Receipt City of Tukwila 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 2623049023 633 SOUTHCENTER MALL TUKW WESTFIELD - PARKING GARAGE A Payee: ]TM CONSTRUCTION TRANSACTION LIST: Type Method Description Payment Check 001281 RD Pmts Re -Dist BUILDING - NONRES PLAN CHECK - NONRES PW BASE APPLICATION FEE STATE BUILDING SURCHARGE 000/322.100 000/345.830 000/322.100 000/386.904 RECEIPT Permit Number: Status: Applied Date: Issue Date: Payment Amount: Payment Date: Balance: Amount 61,015.00 .00 Account Code Current Pmts 62,605.98 - 1,845.48 250.00 4.50 Total: 61,015.00 D06 -134 APPROVED 04/18/2006 61,015.00 06/22/2006 03:33 PM $0.00 6732 06/22 9716 TOT 61015.00 Printed: 06 -22 -2006 RECEIPT NO: R06 -00522 Initials: JEM User ID: 1165 Payee: JTM CONSTRUCTION SET TRANSACTIONS: Set Member Amount 4p06 -134 4 D06 -135 TOTAL: ACCOUNT ITEM LIST: Description f i ty • Tukw 'Vero M Mullet .Mavor Department of Community Development Steve Lancaster, Director 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431 -3670 Fax: 206-431-3665 SET ID: S000000469 SET NAME: Tmp set/Initialized Activities 42,539.37 34,100.35 76,639.72 PLAN CHECK - NONRES SET RECEIPT 000/345.830 TOTAL: Payment Date: 04/18/2006 Total Payment: 76,639.72 TRANSACTION LIST: Type Method Description Amount Payment Check 001272 76,639.72 TOTAL: 76,639.72 Account Code Current Pmts 76,639.72 76,639.72 Parcel No.: Address: Suite No: Applicant: Receipt No.: R06 -01955 Initials: User ID: Payee: TRANSACTION LIST: Type Method Payment 2623049023 633 SOUTHCENTER MALL TUKW WESTFIELD - PARKING GARAGE A JEM 1165 JTM CONSTRUCTION Cash City of Tukwila Description ACCOUNT ITEM LIST: Description Account Code Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Fax: 206 -431 -3665 Web site: http://www.dtukwila.wa.us PLAN CHECK - NONRES 000/345.830 RECEIPT Permit Number: Status: Applied Date: Issue Date: D06 -134 ISSUED 04/18/2006 06/22/2006 Payment Amount: $58.00 • • • Payment Date: 12/13/2006 03:02 PM Balance: $0.00 Amount 58.00 Current Pmts 58.00 Total: $58.00 • • • 2660 12/13 9716 TOTAL 58.00 doe: Receipt -06 Printed: 12 -13 -2006 CO 6af ereov/Avs MENTS: J 2mis Y P ` J c r./ ' 21 C go- It* v ? /Ira i l C'o -ino fin'' /N/,-t/ A / Date Called: morero of,ci(7-1 O k r o ,€ 7e C2e-/,/'e4/r dfOene'Atter, Date Wanted: 27--0 a. t�„ , Requester: Phone Phone No •a04 — 7/ 4 1- 622V Prry ject: / n5 r°� 4himl/'l�} , of Ins ection: Type o Al A/ v (033 SAr/�An/er"0 gist Date Called: Special Instructions: Date Wanted: 27--0 a. t�„ , Requester: Phone Phone No •a04 — 7/ 4 1- 622V INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 I JpApproved per applicable codes. 0 Corrections required prior to approval. r: eceipt No.: INSPECTION RECORD Retain a copy with permit Date: /> -77 - 46 58.00 REINSP REQUIR . Prior to inspection, fee must be paid at 6300 Southcen r Blvd., a 100. Call to sechedule reinspection. 'Date: P Wt.5t1i l / It/ rnA�r pe of Insge�tion: 4 / /�vit / f (� � ' Address: / .7 aff4 n.. -e✓ ateCalle Q,J fr /,q'/ / f l to /frl Special Instructions: Date Wanted: /2 - 7 C- -dam a.m. ern: Requester: 7? -9'/�v It) Phone No: 2(J4- 7116 - 6/Y9 / Ca cr4/7f Approved per applicable codes. u' Corrections i. required prior to approval. f (� � ' COMMENTS: !/ -� //, A lf vi /` pt k r,ff�/✓ in/ // �'r ✓itl ‹ / Q,J fr /,q'/ / f l to /frl /Wets 5 / 4 tv ri ill ' k( 5 ..+,n s" f Y / ) r4 l r 3P/ /lvrl✓ fireAj ,fiJl f/uw.iv5 -9'/�v It) //de R .vf/ — /epAC / Ca cr4/7f 1-#11 f-/ Any A /Ffele t� Insp or: Date: INSPPE FION NO. 6300 Southcenter Blvd„ #109, Tukwila, WA 98188 INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION $58.00 REINSPECTION F E REQUIR . Prior to inspection, fee must be paid at 6300 Southcenter lvd., S e 100. Call to sechedule reinspection. Receipt No.: Date: Project: _ &/f5Tr:5 of z) t n 4 Type of Inspection: / 4.-- / N+9 / � F LAN /N A Address: 613 Sd /1'467 ✓err /11,4 f/ Date Called: Special Instructions: Date Wanted: a.m. /2— Z -o .m. Requester: Phone No: a yG c ao 6- / to — /6 INSPECTION NO. INSPECTION RECORD Retain a copy with permit Ddb - /3 PERMIT NO. CITY OF TUKWILA BUILDING DIVISION (( 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 {36 COMMENTS: Approved per applicable codes. Corrections required prior to approval. t t/ ; / 700(ea 11 $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. Date: Project: GY-s // -4" �A Type of Inspection: ` ,. �., / Address: l LI . ir4,',•,viii GA "r Date Called: Special Instructions: Date Wanted: /,2 - .z /— o G ( p.m. Requester: Phone No: 2oG 2 ei6- 1 GS2_ Approved per applicable codes. k orrections `"'��.� required prior to approval. COMMENTS: ,%_..- ? /A7tat/i.vb 1 n/+ ? 1— .tl f M / :% / r' S Acixi t . — tinnYwre ins tor: Date: INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 $ 8.00 REINSPECTION FEE EQUIRED. to inspection, fee must be aid at 6300 Southcenter Blvd., Suite 1 . Call to sechedute reinspection. (Receipt No.: Date: Project: Type of Inspection: attdC _ ` Address: g3 soveeru42 "a /7 Date Called: / Special Instructions: Date Wanted: //- 22- dG 7a.m. L P•m• Requester: Phone No: in2oK, -7 /y_ 67w INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 0 (206)431 -36 Approved per applicable codes. OCorrections required prior to approval. $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. Receipt No.: Date: COMMENTS: of Inspection ( L� Address: / 11 1 ++6 Cx SL+ i) • i - T1 c k 1 1 ,,•L Special Instructions: Date Wanted: - 1/4-A -i c utra -k, Requester ! M { r..e 1 �{ �� n / J 1 i'v 1 Phone No: t ILUiv { a i P'rtoj�jct: A Type �/ hit / brow)e of Inspection ( L� Address: / Date Called: w! I {1ZU Yt Special Instructions: Date Wanted: { I t I a.m. p.m. Requester ! M { r..e 1 �{ �� n / J 1 i'v 1 Phone No: "__ 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 Approved per applicable codes. El Corrections required prior to approval. Inspector: ! ki rate: ri $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Cali to sechedule reinspection. 'Receipt No.: 'Date: Project: (,L57%P /l� airy 4 Type of Inspection: S/ 44.1 Address: Date Called: Special Instructions: Date Wanted: v 7- G Requester: Phone No: c.2 6- 7w - G. 2 .2 y INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -36710 Approved per applicable codes. INSPECTION RECORD Retain a copy with permit PERMIT NO. El Corrections required prior to approval. COMMENTS: /n_e/•s CA, V" nspe o ! 7 �vt Cu /Cs G Date: M i 7 -cg 8.00 REINSPECTION 1€E REQUIRE)) Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Sui a 100. Call to sechedule reinspection. (Receipt No.: 'Date: Pr ect: ' st�; e Sc� 6l /Ay A Type of Inspection: , S�eSin tNA.r'irefC qddr dies: sett 4IN eea matt Date Called: �^ Special Instructions: DateWanteflt _ La.trt! p.m. Requester: Phone No: INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 Approved per applicable codes. fJ Corrections required prior to approval. / OMMENTS: nspecto I Receip INSPECTION RECORD Retain a copy with permit fiL,A r'► i s on ;TLC" - 7 6 - en # 5 A Dat -z o- v, Date: $5 REINSPECTION FEE REQUIRED. ff'or to inspection, fee must be pat t 6300 Southcenter Blvd., Suite 1 Call to sechedule reinspection. Project: G,.'F C4r,. 4 Type of Inspection: " SPer,A l 2 nt' ef/ Address: C ? ? $ou /6'eajke Fla( l Date Called: Special Instructions: Date Wanted: y -- G — G a. p. m. Requester: Phone No: rw;i6- 2/v -‘229 INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3{ 7 Approved per applicable codes. El Corrections required prior to approval. MMENTS: D n a - O 52z. lik «- r ' " i 'Receipt No.: .00 REINSPECTION FE = REQUIRED. • or to inspection, fee must be d at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. 'Date: COMMENTS: J . 19 Type of Inspection: /c / 1 9 4 / en/ L 6 ) m or9 �3 _yri ii.1 .5, r•r// 1 . 7 "! O „/ , a J , /, _„..0,- / '1 / -/y' 0 f "e . // / / Aril 7-6 (tiA< n/ 41, CY .4,4 (4. /.. /eel Y.pm✓ ' LW 17,4� We /4/S Phone No: > 2O 4 - 784 — 4/V // Project: Gc >Wrt1 4,- /e14.1 R Type of Inspection: /c / 1 9 4 / en/ L "I Address: C 33 Sepftehar+.+jr,. n74 i / Date Called: Special Instructions: Date Wanted: // _ Z _ o 2; �a.m,;.,, �;,;` Requester: Phone No: > 2O 4 - 784 — 4/V E Approved per applicable codes. INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)43 El Corrections required prior to approval. ore— / Date: j 2 J REINSPECTION F4E REQUIRED. Prior to inspection, fee must be at 6300 Southcenter lvd., Suite 100. Call to sechedule reinspection. Receipt No.: 'Date: Project: I,Jest -Rck) Sey tin G pro l Type of Inspection: ret f 'ra l Address: Suite #: 633 S0t- .4h«f,Jr-'y714li Contact Person: ni ,A. Special Instructions: Phone No.: Z S3 - vuC- 572 1 Needs Shift Inspection: ' Sprinklers: Y Fire Alarm: Hood & Duct: NAL Monitor: E.,-, /;, m i. /✓, Pre -Fire: ivv Permits: Occupancy Type: 5 - Z. y INSPECTION NUMBER Approved per applicable codes. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA FIRE DEPARTMENT 444 Andover Park East, Tukwila, Wa. 98188 206- 575 -4407 COMMENTS: r- 2 , t Word /Inspection Record Form,Doc 1/13/06 Corrections required prior to approval. 0o -13t/ PERMIT NUMBERS Inspector: 5 cJ ,Sl Date: /Z72.7/0 Hrs.: /' $80.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. T.F.D. Form F.P. 113 Project: !,vcsf r I of pa w ie, e7 Type of Inspection: Fire Alarm: Address: Suite #: G22 Sa Pi-4e/ Contact Person: re) c)' u.) 1YW, Ic 1Zt-c._ Special Instructions: Phone No.: 2S3' =' " '7 / /h. ,- „_ Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Do(- /3L/ 06. 2/8 aG. r - / fro 3 444 Andover Park East. Tukwila. Wa. 98188 206 - 575 -4407 I I INSPECTION NUMBER Approved per applicable codes. INSPECTION RECORD Retain a copy with permit PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT f l Corrections required prior to approval. COMMENTS: 17%-e- 41►40 m ffNG 1 5 , l(l -T., Firm) o /L Inspector: 5 w 573 Date: /// zr /o& Hrs.: 3 $80.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. Word /Inspection Record Form.Doc 1/13/06 T.F.D. Form F.P. 113 COMMENTS: Type of Inspection: Sprinklers: Fire Alarm: Address: Suite #: 6 3 �� � rtNii h G� /.� Cont Person: 17-i //11770 4 c A n / c 11/) 8,106 Occupancy Type: Phone No.: A 'sl.L , %V y ,si• .t'strz. J `/v i'sZ /&. 2 Yn de'5(s1 2 V r ' - /a, re. L. 3 Vc /.'s. A c r ._ 3 Yo sa< /C. • rr.c '/ si • Yo #75./ g • s.. L/ vv "sr y1J./ As--c 7 x/0/15. ,l'i' 6 7 At N t...r6q/,G 2:7 . C ) - - g - / c--/c • Project: P /e)es�'�G /if < ,r1/ - S/2,,r /a.� Type of Inspection: Sprinklers: Fire Alarm: Address: Suite #: 6 3 �� � rtNii h G� /.� Cont Person: 17-i ' c A n / c Special Instructions: Occupancy Type: Phone No.: Needs Shift Inspection: r Sprinklers: Fire Alarm: Hood & Duct: Monitor: ` Pre -Fire: Permits: ` e Occupancy Type: 3 INSPECTION NUMBER CITY OF TUKWILA FIRE DEPARTMENT 444 Andover Park East, Tukwila, Wa. 98188 206 - 575 -4407 Approved per applicable codes. Inspector: • � 3 Date: ' / »i' /4.' Hrs.: $80.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. Word /Inspection Record Form.Doc ZS� 77 6- 2 77 INSPECTION RECORD Retain a copy with permit 1/13/06 ,006 - /3y PERMIT NUMBERS ri Corrections required prior to approval. T.F.D. Form F.P. 113 Project: 1 .< tc'c,+ 'ic14 Pa a 'hi y $fi✓ • ` Type of Inspection: / eM / .r i f r / , • 5 ba . . � Address: Suite #: 633 .$cu4 n+em 3 Contact Person: / Imes- 11 h a t,er Special Instructions: Phone No.: 2S3 7 9 372 Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: INSPECTION NUMBER LI APProved per applicable codes. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA FIRE DEPARTMENT not - )1 PERMIT NUMBERS 444 Andover Park East, Tukwila, Wa. 98188 206 - 575 -4407 Corrections required prior to approval. COMMENTS: Fjh s1 Ate) an Fl ono_ 1 /to #'r. 7 . 6 K FI con.- 3 FA,'1-scL_ Inspector: S w S/f Date: /'Ji 9Joli Hrs.: Z a $80.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 444 Andover Park East. Call to schedule reinspection. Receipt No.: I Date: Word /Inspection Record Form.Doc 12/2/05 T.F.D. Form F.P. 85 COMMENTS: Type of Inspection: A/c s rn-ia 1.c/ 3 ' . . Address: 6` 3 3 Suite #: S c, in 4 i I Contact Person: "flute_ ,-0-2,'c he !/t / 2 c_- Special Instructions: Permits: Phone No.: 2 S3 - vo r- -C „Net.-0-1,a./..c it l 1//qi(. 4 ,v c5 w' vf£ 0 a /J /r /o G v c f>r C ?FO ,it;(i6 `/ O pi v o Jba ii °L I > vO P'› o. 8G<) CV U s47 Psi i; 80" Oe 1 - Project: t,,, f ji r - /d kl, /��,, Sr,..ei. /; Type of Inspection: A/c s rn-ia 1.c/ 3 ' . . Address: 6` 3 3 Suite #: S c, in 4 i I Contact Person: "flute_ ,-0-2,'c he !/t / 2 c_- Special Instructions: Permits: Phone No.: 2 S3 - vo r- -C Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: INSPECTION NUMBER CITY OF TUKWILA FIRE DEPARTMENT 444 Andover Park East, Tukwila, Wa. 98188 206- 575 -4407 Approved per applicable codes. INSPECTION RECORD Retain a copy with permit Word /Inspection Record Form.Doc 1/13/06 OOC /3 06 5 . JO$ PERMIT NUMBERS n Corrections required prior to approval. Inspector: Date: Hrs.: P r $80.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. T.F.D. Form F.P. 113 Project: vk ST EL - Olt 2ktimo Sra Type of Inspection: 5 P . + 9h( - o Address: 633 S. E . Suite #: Mn LL Contact Person: iNV 4 F M, cNP LAC Special Instructions: Occupancy Type: Phone No.: (253) ( -WS - 5 '3 2--1 Needs Shift Inspection: Sprinklers: Fire Alarm: - Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: INSPECTION NUMBER INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA FIRE DEPARTMENT O& 5 11,5 - pot , - 1,Vy PERMIT NUMBERS 444 Andover Park East, Tukwila, Wa. 98188 206 - 575 -4407 - pproved per applicable codes. n Corrections required prior to approval. COMMENTS: flyp 2.o O. le. Date: /// G /o/c Hrs.: Z `Inspector: 1 w15 iZ n $80.00 REINSPECTION FEE REQUIRED. You will receive an invoice from / PI the City of Tukwila Finance Department. Call to schedule a reinspection. Word /Inspection Record Form.Doc 1/13/06 T.F.D. Form F.P. 113 DEC -28 -2006 THU 10:00 AM FAX JTM Construction Southcenter Parking Structures 633 Southcenter Mall Tukwila, WA 98188 To: James Dunaway Phone: (206) 431 -3674 Fax: (206) 431 -3665 From Andy Repass - JTM Construction Site Phone: (206) 246 -1652 Site Fax: (206) 246 -5198 Mobile: (206) 714 -3580 Re: Southcenter — Olympic Parking Garage (Garage A) Elevator Letter from ThyssenKrupp Elevator Andy Repass JTM Construction RECEIVED 12- 28 -'06 08:49 FROM- Page 1 of 2 Pages ace M CONSTRUCTION . RECEIVED `.1 02 200t DEPARTMENT P. 001 FAXED ON: 12/28/2006 TO - c P001/002 DEC -28 -2006 THU 10:00 AM ThyssenKrupp Elevator Americas Business Unit Service Operations December 27, 2006 Ben Coffman JTM Construction Re: South Center Parking Garage #1 Dear Ben: I have reviewed the Service request history on the newly installed elevator at the South Center parking garage. I do see that there have been a few calls related to the adjustment of the doors and or door operator. I have talked to my area Forman to discuss his findings on the service request placed this morning. He found the elevator at the second landing with the door faulted out. Me found that the car door did not reach the door open limit or the door close limit. What he found was the doors up thrusts were adjusted to tight causing a slight bind in the door operation. There is a break in period with a newly installed elevator and there may be some fine tuning adjustments in regards to smoother operation. I will have my Warranty technician go through the job and meet the building contact. I will continue to monitor this job for service requests to make sure we resolve and pending issues. If I may be of further assistance please feel free to call or write with any questions. Derick M. Clary Service Operations Manager Cc: Job File tnyaseniouoo f)evawCorporaeon 9069 AVE S. Nirdand, WA 98039 TNephane (t25)1(2 -3110 Fag (425) Vs./ 128 t.mai: dend.dary@thyssenbuop.cmn ant vtow nynsenbvpperevatm.We. RECEIVED 12-28 -'06 08:49 FROM- TO- c RECEr`%T JAN BUh DEP.4h i P. 002 P002/002 MAYES TESTING ENGINEERS, INC. November 21, 2006 — Revised City of Tukwila Building Department 6200 South Center Blvd Tukwila, WA 98188 -8188 Attn.: Building Official Re: Southcenter Mall Parking Garage A -Phase II f Floor to Roof 633 Southcenter M all Blvd Tukwila, WA MTE Project No. T6100 Gentlemen, This is to inform you that registered special inspections have been completed for this project as per our reports, copies of which have been sent to you. Special inspection was provided for: To the best of our knowledge, all work inspected was either performed in accordance with, or corrected to conform to, the city approved drawings, or engineer approved changes. We trust that this provides you with the information which you require. Should you have any questions give us a call. Sincerely, MAYES TESTI Reinforced Concrete Post Tension Concrete Structural Masonry Structural Steel - Erection, Welding (visual), Bolting Epoxy Anchors Lateral Framing — Light Gauge Metal Michael J. Maye President Wins s -'v a 2 cc: Patrick Burns — Westfield America James Coughlin Coughlin Porter Lundeen Troy McOmber — FSI Architects Martin O'Leary — JTM Construction Mike Napolitano — JTM Construction Martin Page — Shannon and Wilson, Inc. R ECEIVED N OV 2 7 2006+ C IM1IAL LETTER Permit # 006 -134 Everett Office 917 -134th Street SW Suite A -1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Tacoma Office 10029 S. Tacoma Way Suite E -2 Tacoma, WA 98499 ph 253 584 3720 fax 253 584.3707 Portland Office 7911 NE 33rd Dive Suite 190 Portland, OR 97211 ph 503.281.7515 fax 503.281.7579 Project Info Project Address Westfield Parking Garages - Building A Date 6/2/2006 9outhwnter Blvd. For Building Department Use FILE F as COPY n 1 Tukwila, Washington Applicant Name: aeaTao Blectrio, Inc. Applicant Address: 7056 South 220th Street, tent ,fW 98092 Applicant Phone: 253 -872 -5553 r - Project Description ❑ Plans Included requirements. -' New Building ❑ Addition ❑ Alteration Refer to WSEC Section 1513 for controls and commissioning Compliance Option 0 Prescriptive a0 Lighting Power Allowance 0 Systems Analysis (See Qualification Checklist (over). Indicate Prescriptive & LPA spaces clearly on plans.) Alteration Exceptions (check appropriate box - sec. 1132.3) ❑ No changes are being made to the lighting ❑ Less than 60% of the fixtures new, Installed wattage not Increased, & space use not changed. Location Description Allowed Watts per ft or per M Area In ft (or If for perimeter) Allowed Watts Covered Parking (standard paint) Fixture 02 WM G ii t ` I ION Covered Parking (reflective paint) CITY OF TUKWRA 0.3 W/ft IT R # ___ 21420.0 Open Parking narking 0.2 Wife e 21420.0 Outdoor Areas 1' i i i' 0.2 W/ft ... I V f/ Bldg. (by facade) SIT CekfTFR 0.26W/112 Bldg. (by pedm)' 7.5 WA? 1080.0 8100.0 Location (floor /room no.) - - Number Area in ft Watts (Location I Fixture 0.30 I Fbdure P posed Location (floor /room no.) Occupancy Description Allowed Watts per ft Area in ft Allowed x Area Parking Garage let Floor Parking 0.30 71400.0 21420.0 Parking Garage 2nd Floor asking 0.30 71400.0 21420.0 Parking Garage 3rd Floor narking 0.30 71400.0 21420.0 **From Table 15-1 (over) - document all exceptions on form LTG -LPA Total Allowed Watts 64260.0 Location (floor /room no.) Fixture Description Number of Fixtures Watts/ Fixture Watts Proposed _ Parking Garage 8' 6 lave vapor tight REV/BULL) rOR 262 192.0 50304.0 Parking Garage 4 4 lamp surface wrap CODE CJMtuAN 27 128.0 3456.0 Parking Garage Gullying 400W pole light ^ �,n -fl 24 400.0 9600.0 R• JUN `L 'i ?9 2 '2 n t V TukWil Total Proposed Watts may not 15011; tR., do Wi t- or Total Proposed Watts 63360.0 Lighting Summary LTG -SUM 2004 Wsenhpan alas Naraidenat Energy Code Ca, prams Fore 2004 Washington State Nonresidential Energy Code Compliance Form Revised May 2005 Maximum Allowed Lighting Wattage (Interior Notes: 1. Use manufacturer's listed maximum input wattage. For hard -wired ballasts only, the default table In the NREC Technical Reference Manual may also be used 2. Include exit lights unless less than 5 watts per tbdure. Proposed Lighting Wattage (Interior) 3. List all fixtures. For exempt lighting, not exception and leave Watts/Fixture blank. Maximum Allowed Li tin Wattage (Exterior 1. Choose either the facade area or the perimeter method, but not both) Total Allowed Watts 8100.0 maxim Use mtgr listed max m input wattage. I-or factures with hard- reo oaiiasrs onry, Proposed Lighting Wattage (Exterior) the defatii table In the NREC Technical Reference Manual may also be used. 2004 Washington State Nonresidential Energy Code Compliance Form Exterior Wall Sconce 42 18.0 Total Proposed Watts may not exceed Total Allowed Watts for Exterior Total Proposed Watts 756.0 756.0 Use' LPA' (Ma) Use' LPA`(W /sf) Painting, welding, carpentry, machine shops 2.3 Office buildings, office/administrative areas in facilities of other use types (Including but not limited to schools hospitals, institutions, museums, banks, churches) 1.0 Barber shops, beauty shops 2.0 Police and fire stations' 1.0 Hotel banquet/conference/exhibition hall" 2.0 Atria (atriums) 1.0 Laboratories 1.8 Assembly spaces', auditoriums, gymnasia'', heaters 1.0 Aircraft repair hangars 1.5 Group R -1 common areas 1.0 Cafeterias, fast food establishment? 1.5 Process plants 1.0 Factories, workshops, handlink,, areas 1.5 Restaurants/bans' to Gas stations, auto repair shops L5 Locker and/or shower facilities 0.8 Institutions 1.5 Warehouses ", storage areas 0.5 Libraries 1.5 Aircraft storage hangars 0.4 Nursing homes and hotel/motel guest rooms 1.5 Retail retail banking 1.5 Wholesale stores (pallet rack shelving) 1.5 Parking garages (see exterior lighting) Section 1532 Mall concourses 1.4 Schools buildings (Group E occupancy only), school classrooms, day care centers 1.35 Plans Submitted for Common Areas Only' Laundries 1.2 Main floor building lobbies' (except mall concourses) t2 Medical Offices, Clinics" 1.2 Common areas, corridors, toilet facilities and washrooms, elevator lobbies 0.8 Lighting Summary (back)__ LTG -SUM 2004 Washington State Nonresidential Energy Code Compliance Force 2004 Washington State Nonresidential Energy Code Compliance Form Revised May 2005 Prescriptive Spaces Qualification Checklist Note: If occupancy type Is 'Other° and fixture answer Is checked, the number of fixtures in the space Is not limited by Code. Clearly Indicate these spaces on plans. If not qualified, do LPA Calculations. Occupancy: 0 Warehouses, storage areas or aircraft storage hangers 0 Other I Lighting Fixtures: (Section 1521) ❑ Check H all fixtures are ballasted and at least 95'%' of fixtures are either. 1. Fluorescent fixtures which a) are non- lensed. b) have 1 or 2 two lamps c) have 5.80 watt T-1, T -2, T-4, T-5, T -6, T-8 lamps. d) have hard-wired electronic dimming ballasts. Screw -In compact fluorescent fixtures do not qualify. 2. Metal Halide with a) reflector b) ceramic MH lamps a 150w c) electronic ballasts • - Exit and LED lights can be excluded from count if < 5 watts/fodure. TABLE 15-1 Unit Lighting Power Allowance (LPA Footnotes for Table 15 -1 1) In cases in which a general use and a specific use are listed, the specific use shall apply. In cases in which a use is not mentioned specifically, the Unit Power Allowance shall be determined by the building official. This determination shall be based upon the most comparable use specified in the table. See Section 1512 for exempt areas. 2) The watts per square foot may be increased, by two percent per foot of ceiling height above twenty feet, unless specifically directed otherwise by subsequent footnotes. 3) Watts per square foot of room may be increased by two percent per foot of ceiling height above twelve feet. 4) For all other spaces, such as seating and common areas, use the Unit Light Power Allowance for assembly. 5) Watts per square foot of room may be increased by two percent per foot of ceiling height above nine feet 6) See Section 1532 for exterior lighting. 7) For conference rooms and offices less than 150ft' with full height partitions, a Unit Lighting Power Allowance of 1.20 weft' may be used. 8) For the fire engine mom, the Unit Lighting Power Allowance is 1.0 watts per square foot. 9) For indoor sport toumament courts with adjacent spectator seating, the Unit Lighting Power Allowance for the court area is 2.6 watts per square foot. 10) Display window Illumination installed within 2 feet of the window, provided that the display window is separated from the retail space by walls or at least three-quarter- height parthbns (transparent or opaque). and lighting for free-standing display where the lighting moves with the display are exempt An additional 1.5 w/ft' of merchandise display luminaires are exempt provided that they comply with all three of the following: a) located on ceiling- mounted track or directly on or recessed Into the calling Itself (not on the wall). b) adjustable in both the horizontal and vertical axes (vertical axis only is acceptable for fluorescent and other fixtures with two points of track attachment). c) fitted with LED, tungsten halogen, fluorescent, or high intensity discharge lamps. This additional lighting power is allowed only If the lighting is actually installed. 11) Provided that a floor plan, Indicating rack location and height, is submitted, the square footage for a warehouse may be defined, for computing the interior Unit Lighting Power Allowance, as the floor area not covered by racks plus the vertical face area (access side only) of the racks. The height allowance defined In footnote 2 applies only to the floor area not covered by racks. 12) Medical and clinical offices include those facilities which, although not providing overnight patient care, do provide medical, dental, or psychological examination and treatment These spaces Include, but are not limited to , laboratories and treatment centers. Project Info Project Address Westfield Parking Garages - Building A Date 6/15/2006 Southcenter Blvd. For Building Department Use Tukwila, Washington Applicant Name: SeaTac Electric, Inc. Applicant Address: 7056 south 220th Street, Kent ,WA 98092 Applicant Phone: 253 -872 -5553 2004 Washington State Nonresidential Energy Code Compliance Form Project Summary PRJ -SUM 2004 Washington State Nonresidential Energy Code Compliance Forms t; L. FILE cop A°r'°* No. CITY OF JUN 16 2006 PERMIT CENTER ::ones - -rx REVIEWED FOR CODE COMPLIANCE O nnnnucn JUN 2 2 2006 City Of Tukwila RUILDTN( nfliSTOFd Revised May 2005 CORRECTION LTR# polo - 1--1 Project Info Project Address Westfield Parking Garages - Building A Date 6/15/2006 Southcenter Blvd. For Building Department Use Tukwila, Washington Applicant Name: SeaTac Electric, Inc. Applicant Address: 7056 south 220th Street, Kent ,WA 98092 Applicant Phone: 253- 872 -5553 Project Description Parking Garage 2nd Floor ❑ Plans Included requirements. 12 New Building ❑ Addition ❑ Alteration Refer to WSEC Section 1513 for controls and commissioning Compliance Option 0 Prescriptive ® Lighting Power Allowance 0 Systems Analysis (See Qualification Checklist (over). Indicate Prescriptive & LPA spaces clearly on plans.) Alteration Exceptions (check appropriate box - sec. 1132.3) ❑ No changes are being made to the lighting ❑ Less than 60% of the fixtures new, Installed wattage not increased, & space use not changed. Location (floor /room no.) Occupancy Description Allowed Watts per fe e' Area in ft Allowed x Area Parking Garage 1st Floor Parking 0.30 71400.0 21420.0 Parking Garage 2nd Floor Parking 0.30 71400.0 21420.0 Parking Garage 3rd Floor Parking 0.30 71400.0 21420.0 " From Table 15-1 (over) - document all exceptions on form LTG -LPA Total Mowed Watts 64260.0 Location (floor /room no.) Fixture Description Number of Fixtures Watts/ Fixture Watts Proposed Parking Garage e` 6 lamp vapor tight 278 192.0 53376.0 Parking Garage 4' 2 lamp surface wrap 11 64.0 704.0 Parking Garage Gullwing 400W pole light 24 400.0 9600.0 Outdoor Areas 0.2 W/fl2 Bldg. (by facade) 0.25 W/f1 Bldg. (by perim) 7.5 W/lf 1080.0 8100.0 1. Choose either the facade area or the perimeter method, but not both) Total Allowed Watts 8100.0 Total Proposed Watts may not exceed Total Allowed Watts for interior Total Proposed Watts 63680.0 Location Description Allowed Watts per fe or per If Area In ft (or If for perimeter) Allowed Watts x fe (or x If) Covered Parking (standard paint) 0.2 W/ft Covered Parking (reflective paint) 0.3 W/ft Open Parking 0.2 W/ft2 Outdoor Areas 0.2 W/fl2 Bldg. (by facade) 0.25 W/f1 Bldg. (by perim) 7.5 W/lf 1080.0 8100.0 1. Choose either the facade area or the perimeter method, but not both) Total Allowed Watts 8100.0 Lighting Summary LTG -SUM 2004 Washington state Nonresidential Energy Code Compliance Forms 2004 Washington State Nonresidential Energy Code Compliance Form Maximum Allowed Lighting Wattage (Interior Proposed Lighting Wattage (Interior) Maximum Allowed Lighting Wattage (Exterior) Proposed Lighting Wattage (Exterior) Revised May 2005 Notes: 1. Use manufacturer's listed maximum input wattage. For hard -wi ed ballasts only, the default table in the NREC Technical Reference Manual may also be used 2. Include exit lights unless less than 5 watts per fixture. 3. List all fixtures. For exempt lighting, not exception and leave Watts /Fixture blank. um input wattage. For nxtures wim naro -wlrec oanas[s only, the default table in the NREC Technical Reference Manual may also be used. Location Fixture Description Number of Fixtures Watts/ Fixture Watts Proposed 2004 Washington State Nonresidential Energy Code Compliance Form Exterior Wall Sconce 42 18.0 Total Proposed Watts may not exceed Total Mowed Watts for Exterior Total Proposed Watts 756.0 756.0 Use' LPA`(W/sf) Use' LPA`(W /sf) Painting, welding, carpentry, machine shops 2.3 Office buildings, office/administrative areas in facilities of other use types (including but not limited to schools, hospitals, institutions, museums, banks, churches) 1.0 Barber shops, beauty shops 2.0 Police and fire stations 1.0 Hotel banquet/conference/exhibition hall'" 2.0 Atria (atriums) 1.0 Laboratories 1.8 Assembly spaces ° , auditoriums, gymnasia ° , heaters 1.0 Aircraft repair hangars 1.5 Group R -1 common areas 1.0 Cafeterias, fast food establishment? 1.5 Process plants 1.0 Factories, workshops, handling areas 1.5 Restaurants/bars 1.0 Gas stations, auto repair shops 1.5 Locker and/or shower facilities 0.8 Institutions 1.5 Warehouses ", storage areas 0.5 Libraries 1.5 Aircraft storage hangars 0.4 Nursing homes and hotel /motel quest rooms 1.5 Retail ° , retail banking 1.5 Wholesale stores (pallet rack shelving) 1.5 Parking garages (see exterior lighting) Section 1532 Mall concourses 1.4 Schools buildings (Group E occupancy only), school classrooms, day care centers 1.35 Plans Submitted for Common Areas Only' Laundries 1.2 Main floor building lobbies' (except mall concourses) 1.2 Medical Offices, Clinics' 1.2 Common areas, corridors, toilet facilities and washrooms, elevator lobbies 0.8 Prescriptive Spaces Occupancy: 0 Warehouses, storage areas or aircraft storage hangers 0 Other Qualification Checklist LlghtIng Check if all fixtures are ballasted and at least 95W of fixtures are either: Note: If occupancy type is - Other and fixture Fixtures: answer is checked, the number of fixtures In (Section 1. Fluorescent fixtures which a) are non - lensed. b) have 1 or 2 two lamps c) have the space is not limited by Code. Clearly 1521) 5-60 watt T -1, T -2, T-4, T -5, T-6, T -8 lamps. d) have hard -wired electronic Indicate these spaces on plans. If not dimming ballasts. Screw -in compact fluorescent fixtures do not qualify. qualified, do LPA Calculations. 2. Metal Halide with a) reflector b) ceramic MH lamps c- p - 150w c) electronic ballasts • - Exit and LED lights can be excluded from count if < 5 watts/fixture. 2004 Washington State Nonresidential Energy Cade Compliance Forms 2004 Washington State Nonresidential Energy Code Compliance Form Lighting Summary (back) LTG -SUM Revised May 2005 TABLE 15 -1 Unit Lislhting Power Allowance (LPA Footnotes for Table 15 -1 1) In cases in which a general use and a specific use are listed, the specific use shall apply. In cases in which a use is not mentioned specifically, the Unit Power Allowance shall be determined by the building official. This determination shall be based upon the most comparable use specified in the table. See Section 1512 for exempt areas. 2) The watts per square foot may be increased, by two percent per foot of ceiling height above twenty feet, unless specifically directed otherwise by subsequent footnotes. 3) Watts per square foot of room may be increased by two percent per foot of ceiling height above twelve feet. 4) For all other spaces, such as seating and common areas, use the Unit Light Power Allowance for assembly. 5) Watts per square foot of room may be increased by two percent per foot of ceiling height above nine feet. 6) See Section 1532 for exterior lighting. 7) For conference rooms and offices less than 150ft with full height partitions, a Unit Lighting Power Allowance of 1.20 w/ft may be used. 8) For the fire engine room, the Unit Lighting Power Allowance is 1.0 watts per square foot. 9) For indoor sport tournament courts with adjacent spectator seating, the Unit Lighting Power Allowance for the court area is 2.6 watts per square foot. 10) Display window illumination Installed within 2 feet of the window, provided that the display window is separated from the retail space by walls or at least three -quarter- height partitions (transparent or opaque). and lighting for free- standing display where the lighting moves with the display are exempt. An additional 1.5 w/ft of merchandise display luminaires are exempt provided that they comply with all three of the following: a) located on ceiling - mounted track or directly on or recessed Into the ceiling itself (not on the wall). b) adjustable in both the horizontal and vertical axes (vertical axis only is acceptable for fluorescent and other fixtures with two points of track attachment). c) fitted with LED, tungsten halogen, fluorescent, or high intensity discharge lamps. This additional lighting power is allowed only If the lighting is actually installed. 11) Provided that a floor plan, indicating rack location and height, is submitted, the square footage for a warehouse may be defined, for computing the interior Unit Lighting Power Allowance, as the floor area not covered by racks plus the vertical face area (access side only) of the racks. The height allowance defined in footnote 2 applies only to the floor area not covered by racks. 12) Medical and clinical offices include those facilities which, although not providing overnight patient care, do provide medical, dental, or psychological examination and treatment. These spaces include, but are not limited to , laboratories and treatment centers. 2004 Washington State Nonresidential Energy Code Compliance Form 2004 Washington State Nonresidential Energy Code Compliance Forms 2004 Washington State Nonresidential Energy Code Compliance Form Lighting Power Allowance Adjustments LTG -LPA Project Address 'Westfield Parking garages - Building A 'Date 6/15 Use this form if you are claiming any ceiling height adjustments for your Lighting Power Allowances for interior lighting. The Occupancy Description should agree with the "Use" listed on Code Table 15-1. Identify the appropriate Ceiling Height Limit (9 feet, 12 feet or 20 feet) on which the adjustment is based. The Adjusted LPA Is calculated from this number and from the Allowed Watts per 1t Carry the Adjusted LPA to the corresponding "Allowed Watts per ft location on LTG-SUM. Adjusted Lighting Power Allowances (Interior) "" From Table 15-1 based on exceptions listed in footnotes Revised May 2005 Location (floor /room no.) Occupancy Description Allowed Watts per ft Ceiling Height for this room Ceiling Height limit for this exception" Adjusted LPA Watts per ft2 Lighting Permit 2004 Washington State Nonresidential Plans Checklist Energy Code Compliance Fonre LTG -CHK Revised May 2005 Project Address Westfield Parking Garages - Building A Date 6/15/2006 The following Information Is necessary to check a lighting permit application for compliance with the lighting requirements in the 2004 Washing on State Nonresidential Energy Code. Applicability (yes, no, n.a.) Code Section Component information Required Location on Plans Building Department Notes LIGHTING CONTROLS (Section 1513) 1513.1 Local control /access Schedule with type, indicate locations 1513.2 Area controls Maximum limit per switch 1513.3 Daylight zone control Schedule with type and features, Indicate locations vertical glazing Indicate vertical glazing on plans overhead glazing Indicate overhead glazing on plans 1513.4 Display /exhib /special Indicate separate controls 1513.5 Exterior shut -off Schedule with type and features, indicate location (a) timer w /backup Indicate location (b) photocell. Indicate location 1513.6 Inter. auto shut -off Indicate location 1513.6.1 (a) occup. sensors Schedule with type and locations 1513.6.2 (b) auto. switches Schedule with type and features (back -up, override capability); Indicate size of zone on plans 1513.7 Commissioning Indicate requirements for lighting controls commissioning Lighting Sum. Form Completed and attached. Schedule with fixture types, lamps, ballasts, watts per fixture 1437 Elec motor efficiency MECH -MOT or Equipment Schedule with hp, rpm, efficiency 2004 Washington State Nonresidential Energy Code Compliance Form If "no" is circled for any question, provide explanation: 2004 Washin•ton State Nonresidential Ene • Code Compliance Form Lighting Permit Plans Checklist LTG -CHK 2004 Washington State Nonresidential Energy Code Compliance Forms Revised May 2005 Lighting - General Requirements 1513 Lighting Controls. Lighting, including exempt lighting In Section 1512, shall comply with this section. Where occupancy sensors are cited, they shall have the features listed in Section 1513.8.1. Where automatic time switches are cited, they shall have the features listed In Section 1513.8.2. 1513.1 Local Control and Accessibility: Each space, enclosed by walls or ceiling- height partitions, shall be provided with lighting controls located within that space. The lighting controls, whether one or more, shall be capable of turning off all lights within the space The controls shall be readily accessible, at the point of entry/exit, to personnel occupying or using the space. EXCEPTIONS: The following lighting controls may be centralized In remote locations: 1. Lighting controls for spaces which must be used as a whole. 2. Automatic controls. 3. Controls requiring trained operators. 4. Controls for safety hazards and security. 1513.2 Area Controls: The maximum lighting power that may be controlled from a single switch or automatic control shall not exceed that which Is provided by a twenty ampere circuit loaded to not more than eighty percent. A master control may be Installed provided the individual switches retain their capability to function independently. Circuit breakers may not be used as the sole means of switching. EXCEPTIONS: 1. Industrial or manufacturing process areas, as may be required for production. 2. Areas less than five percent of footprint for footprints over 100,000 square feet. 1513.3 Daylight Zone Control: All daylighted zones, as defined in Chapter 2, both under overhead glazing and adjacent to vertical glazing, shall be provided with individual controls, or daylight -or occupant- sensing automatic controls, which control the lights independent of general area lighting. Contiguous daylight zones adjacent to vertical glazing are allowed to be controlled by a single controlling device provided that they do not Include zones facing more than two adjacent cardinal orientations (I.e. north, east, south, west). Daylight zones under overhead glazing more than 15 feet from the perimeter shall be controlled separately from daylight zones adjacent to vertical glazing. EXCEPTION: Daylight spaces enclosed by walls or ceiling height partitions and containing 2 or fewer light fixtures are not required to have a separate switch for general area lighting. 1513.4 Display, Exhibition, and Specialty Lighting Controls: All display, exhibition, or specialty lighting shall be controlled independently of general area lighting. 1513.5 Automatic Shut -Off Controls, Exterior: Exterior lighting not intended for 24 -hour continuous use shall be automatically switched by timer, photocell, or a combination of timer and photocell. Automatic time switches must also have program back -up capabilities, which prevent the loss of program and time settings for at least 10 hours, if power is interrupted. 1513.6 Automatic Shut -Off Controls, Interior: Buildings greater than 5,000 sq. ft. and all school classrooms shall be equipped with separate automatic controls to shut off the lighting during unoccupied hours. Within these buildings, all office areas less than 300 ft enclosed by walls or ceiling - height partitions, and all meeting and conference rooms, and all school classrooms, shall be equipped with occupancy sensors that comply Section 1513.8.1. For other spaces automatic controls may be an occupancy sensor, time switch, or other device capable of automatically shutting off lighting. EXCEPTIONS: 1. Areas that must be continuously illuminated (e.g., 24 -hour convenience stores), or Illuminated in a manner requiring manual operation of the lighting. 2. Emergency lighting systems. 3. Switching for industrial or manufacturing process facilities as may be required for production. 4. Hospitals and laboratory spaces. 5. Areas In which medical or dental tasks are performed are exempt from the occupancy sensor requirement. 1513.8.1 Occupancy Sensors: Occupancy sensors shall be capable of automatically turning off all the lights in an area, no more than 30 minutes after the area has been vacated. Light fixtures controlled by occupancy sensors shall have a wall - mounted, manual switch capable of turning off lights when the space is occupied. 1513.6.2 Automatic Time Switches: Automatic time switches shall have a minimum 7 day clock and be capable of being set for 7 different day types per week and incorporate an automatic holiday "shut -off" feature, which turns off all loads for at least 24 hours and then resumes normally scheduled operations. Automatic time switches shall also have program back -up capabilities, which prevent the loss of program and time settings for at least 10 hours, if power is interrupted. Automatic time switches shall incorporate an over -ride switching device which: a) is readily accessible; b) Is located so that a person using the device can see the lights or the areas controlled by the switch, or so that the area being illuminated is annunciated; and c) is manually operated; d) allows the lighting to remain on for no more than two hours when an over -ride is Initiated; and e) controls an area not exceeding 5,000 square feet or 5 percent of footprint for footprints over 100,000 square feet, whichever Is greater. 1513.7 Commissioning Requirements: For lighting controls which include daylight or occupant sensing automatic controls, automatic shut -off controls, occupancy sensors, or automatic time switches, the lighting controls shall be tested to ensure that control devices, components, equipment and systems are calibrated, adjusted and operate in accordance with approved plans and specifications. Sequences of operation shall be functionally tested to ensure they operate in accordance with approved plans and specifications. A complete report of test procedures and results shall be prepared and filed with the owner. Drawing notes shall require commissioning In accordance with this paragraph. REVIEWED '•R CODE COMP I' NCE and high isctkge ft nn fa /Cl „ rilaYbe JUN 2 2 Z006 Series Incan. Fluor. HID 2500 • r • �n Feed - rr��y'' Dm Dth)�tio I • • Fluoresc intensity 0110) la specified series. C...... )(1 Q1,A -a4■A4■ 1St 4tSW% k1tM • 41- 1 • and/or RECEIVED CITY OF TUKWILA MAY 2 4 2006 PERMIT CENTER Ll /V, .$41V eleurical Emergency battery o n Choice of diffusers, fib -- tae Erifreebillet ' 7tn LOW MOUNTING Vest P/ City Of Tukwila •!T Ng; inflow Steps ites FannyPack 2500 SERIES Description The 2500 Series Steplite is a low -level surface wall mounted fixture for illuminating walkways and walls. The design offers the capability for uplighting, downlighting, or both. Features The ADA- compliant dimensions and smooth design make the FannyPack a unique source for walkway illumination, with the added capability for uplighting. The rugged cast aluminum construction ensures long service in most public areas. Applications The FannyPack is suitable for walkway lighting along corridors, at the sides of stairs, or at columns, where the uplighting can highlight the architecture. Custom If your project demands a special fixture we would be pleased to discuss the production of custom fixtures to suit your specific conditions. For more information on our custom capabilities, please contact your local Cole representative. OLE IGHTING SINCE 1911 C. W. Cole & Company, Inc. 2560 N. Rosemead Boulevard South El Monte, CA 91733 -1593 Fax (626) 443 -9253 Tel. (626) 443-2473 info @coleiighting.com www.colelighting.com CORRECTION r� LTR# ____� __ poi Fluorescent +- •---•14 'it' I.SJ)rrrni 2'. Metal Halide '811'1f$145'ffi' 1. 6141xlitirrth Lid The isok* curves illustrated above show the lootcandle 6stribution for a F 2518 -2 -ST/ST fixture with an 18W compact fluoresces lamp on the left side and a HMH 2570 -2 -ST/ST with a 70W metal halide lamp on the right side, mow at a height of 3' -0° with 1' -0 grid squares. Catalog Number Lamp One 18W (FT18W/2G11 base) compact fluor. 01 One 26W (CFQ26W /G24q -3 base) 'quad' fluor., 0'F One 35W (CDM35T6 /G12 base) metal halide One 70W (CGM70T6/612 base) metal halide Options Alternate Finishes: Metallic aluminum, Verdigris. or Textured White. Add suffix -ALU, -VGR err -WHf, Diffusers: Select one or two diffuser choices. If same diffuser selected for two-diffuser models, state selection twice. (Ex: F 2518- 2- ST /ST) Add suffixes as required. Ribbed glass spreadlens -ST Frosted tempered glass -FG Plastic Microlouver / glass (fluor. only) -PM Prismatic tempered glass -C73 Perforated panel / glass -PF as am Mao One diffuser fluorescent Shown with 18W lamp Metal Halide Lamp Type Lumens Multiplier Lamp Type lumens Multiplier 18W compact fluorescent 1250 1.00 35W T6 metal halide 3400 0.55 26W 'quad' fluorescent 1800 1.44 70W T6 metal halide 6200 1.00 Shown with 70W lamp The conversion chart provides the light output figures for alternate lamp types. To calculate the foolcandles for each Ho save use the conversion Ewers shown in the chart as multipliers of the footcardles indicated for each iso cove. ES format photometric files we available. F 2618-1-(diffuser) F 2526.1- (diffuser) HMH 2535.1- (diffuser) HMH 2570-1-(diffuser) Emergency Battery: Fluorescent models only. Provides 90 minutes operation. Uses metal halide model recessed housing. To specify, add suffix -EM Ballasts: 277V ballast. To specify, add suffix -277. 3471/ ballast. (fluorescent only) To specify, add Suffix -347. How to Specify 1. Select catalog number. 2. Add suffixes for options required to meet job conditions. 3. Consult your Cole representative for other design changes for your requirements. Steplites FannyPack 2500 SERIES Specifications Construction Housing is cast aluminum, mounted to 76 gauge stainless steel back mounting plate or back housing • Finish is textured black polyester coating. Other finishes are available • Fixture is furnished with diffuser in either top or bottom, or both • Diffuser is set in silicone • ETUcETL listed • Fluorescent models suitable for wet lo- cations on any wall construction • HID models suitable for wet locations in concrete pour/block wall construction Electrical • Fixture is wired for one twin -tube compact 2G11 base fluorescent or G12 base metal halide lamp • 0 °F ( -18 °C) electronic ballast, 120V- 277V standard, 34W optional (fluorescent only) Mounting • Slots on mounting plate allow mounting directly to junction box for fluorescent models • Recessed housing for HID models has holes for mounting • Fixture may be mounted with diffuser(s) in any position Two diffusers F 2518-2 -(top diffuser/bottom diffuser) F 2526-2 -(top diffuser/ bottom diffuser) INN 2535-2 -(top diffuser/ bottom diffuser) HMH 2570-2-(top diffuser/ bottom diffuser) COLE LIGHTING SINCE 1911 C. W. Cole & Company, Inc. 2560 N. Rosemead Boulevard Sou01 El Monte, CA 91733 - 1593 Fax (626) 443-9253 Tel. (626) 443 - 2473 info@colelighting.com www.colelighting.com BMU- 1 OVERLAP PANELS: AW i REVEAL DETAIL X /A6.0 DETAIL 14/A6.0 2 ' —O " DETAIL 14/A6.0 9 I 7 '_ 1 » to 0 is 1C-0" CAP DETAIL 3/A6.0 p BMU OVERLAP 9 AW- 10,AW- 11,AW- 12,AW- 13,AW -14, AE- 3,AE- 5,AE- 7.BE- 5,BE- 6,BE- 7,BE -8 fuimt;_ rein11 !1 rte tuna nu m, _ I Mel • CONSTRUCTION • CONSTRUCTION • CONSTRUCTION • CONSTRUCTION • CONSTRUCTION elf • CONSTRUCTION • CONSTRUCTION South Elevation I A 1m r� as • CONSTRUCTION • CONSTRUCTION Keyed Note, Mil l s ea a a^ • -.w •s • --- $ a ...." a a a• a an. a a a ,a aa a i� ea a at a a -- ataalant a • r 110N • Walla OlDeressmeationc • CONSTRU RON a al al al Parking $emerre A Elevations /OM MOM A2.4 Ers C 1 1212. COUGHLINPORTERLUNDEEN May 25, 2006 Philip Brazil Reid Middleton, Inc. 728 134th Street SW Everett, WA 98204 RE: Westfield Southcenter Garage B Building Permit Plan Review - Phase 2 (D06 -135) Dear Mr. Brazil- R EWED FO CADS COMPI�ANR CE JUN 2 2 Tons amityOf -- - la RU!! vi nnflSTO We have the following responses to the structural plan check review comments for this project. Structural General 1. See General Structural Note 13 on sheet 51.1 for special inspection requirements. Vertical PILE COPY PPrrPtt AM, 3. See additional calculation sheets PT- 270 -322 for reactions and revised design of beams B-13 and B -14. Reactions used for the design of beams B -24 and 13-25 can be found in the original permit calculations by looking at the ADAPT -PT results output for the corresponding beam design as shown on the key plan on sheet PT - 157. 4. See additional calculation sheets PT-270-322 for reactions and revised design of beams B-10 and 13-11. Reactions used for the design of beams B-19 and B-20 can be found in the original permit calculations by looking at the ADAPT -PT results output for the corresponding beam design as shown on the key plan on sheet PT -183. 5. The slab design has accounted for the difference in tendon profiles. The spacing of the tendons will be approximately 1 tendon every 32" oc. The relatively difference in adjacent high points is 1.25 ". Where short end spans occur, the first interior tendon high point has been lowered to reduce the eccentricity. This is typically at the mid- height of the slab. At no time is there opposing tendon drapes. 6. See sheets PT -268 and PT -269 for loads and required reinforcing at closure strips through beams. 2. The concrete self weight is automatically calculated and included in the design by the ADAPT -PT software. The additional lOpsf is included for all mechanical piping and electrical fixtures. The actual superimposed load will be less than 10 psf. 413 PINE STREET • SUITE 300 • SEATTLE. WA 98101 • P: 206/343 -0460 • F: 206/343-5691 Philip Brazil 2 May 25, 2006 7. See additional calculation sheets PT- 270 -322 for the redesign of beams with 10' spans on one side and 20' spans on the other. The reactions used from the slab for these designs can be found in the original permit calculations. See the revised sheets S2.1B, S2.2B, and S3.10 for the associated changes to the drawings. 8. Where swept tendons occur the detail 5/93.14 is called out. This detail calls for #5's @ 12" oc at slab mid -depth between the swept tendons. See the additional calculation sheets PT -323- 325 for the slab design. Lateral 9. For shear wall reinforcement design, the vertical seismic effect has been considered per Eq. 9.5.2.7 -2 of ASCE 7 -02. On calculations, pages W-4 and W -5 the design axial load is shown as 0.7*D, a slightly conservative assumption for (0.9D - 0.2*Sns *D). This is the critical load case for determining the required shear wall reinforcement. Also see response below for Item 7. 10. See additional calculations, pages W- 51 -58. Boundary elements are not required per ACI 318-02 Section 21.7.6.2. Note that the axial load case considered includes the vertical seismic effect of Eq. 9.5.2.7 -1 of ASCE 7 -02. This is the load case that gives the largest value for the neutral axis depth. Sincerely, COUGHLIN PORTER LUNDEEN, INC. Tim Mealy, P.E. EXPIRES 7/25/07 November 22, 2006 Pat Burns Westfield Corporation 633 Southcenter Mall Tukwila WA 98188 Dear Mr. Bums: Sincerely, Enclosures File: D06 -134 cc: Martin O'Leary,1TM Construction City of Tukwila Department of Community Development RE: Letter of Incomplete Application # 1 to Revision #1 Development Permit Application D06 -134 Westfield, Parking Garage A — 633 Southcenter Mall This later is to inform you that your revision received at the City of Tukwila Permit Center on November 20, 2006 is determined to be incomplete. Before your application can continue the plan review process the following item from the following department needs to be addressed: Building Department: Ken Nelsen, at 206 431 -3677, if you have any questions concerning the following comment. 1. Plans must be submitted on full size plan sheets. Please address the comment above in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that four (4) sets of revised plans, specifications and/or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal a 'Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions, please contact me at the Permit Center at (206) 433 -7165. P:Vennifer\Incomplete Letters \2006\Building\D06 -134 Inc Ltr #1 to Rev #I.DOC jem Steven M. Mullet, Mayor Steve Lancaster, Director 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206- 431 -3670 • Fax: 206- 431 -3665 June 12, 2006 Martin O'Leary JTM Construction 1730 Minor Avenue, Suite 1120 Seattle, WA 98101 City of Tukwila Department of Community Development Steve Lancaster, Director RE: CORRECTION LETTER #1 Development Permit Application Number D06 -134 Westfield — Parking Garage `A' Dear Martin: Steven M. Mullet, Mayor This letter is to inform you of corrections that must be addressed before your development permit(s) can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the Building and Planning Departments. At this time, the Fire and Public Works Departments have no comments. Building Department: Ken Nelsen, at 206 - 431 -3711, if you have questions regarding the attached memo. Planning Department: Moira Bradshaw, at 206 -431 -3651, if you have questions regarding the attached memo. Please address the attached comments in an itemized format with applicable revised plans, specifications, and /or other documentation. The City requires that four (4) complete sets of revised plans, specifications and/or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a `Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections/revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions, please contact me at (206) 431 -3672. Sincerely, Brenda Holt Permit Coordinator Encl P:lplanning\brenda1D06 -t34 — correction Its el .doc bb 6300 South center Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 -431 -3670 • Fax: 206-431-3665 Building Division Review Memo Date: June 9, 2006 Project Name: Westfield parking garages A and B, permit applications Application #: 006-134 and 006-135 Plan Reviewer. Ken Nelsen, Senior Plans Examiner No further comments at this time. Tukwila Building Division Ken Nelsen, Sr. Plan Examiner A follow -up Building Division review has been conducted on the subject revisions submitted on dates May 24th and June 5th. Correction items number 2 and number 3 of my May 10th review correction letter are not adequately address on the revisions. Review the following comments with revised plans and documentation as applicable. Item #2 Both Electrical plans and a completed Washington State Energy Compliance form must be submitted per Washington State Energy Code Section 1141 for each garage strudure. The lighting information must adaless both interior and exterior fighting compliance of W.S.E. C. Chapter 15 for each structure. Should a deferred submittal be preferred, at a minimum the plan general notes must state so and must also list the maximum W.S.E. C. wattage design criteria fix the specific occupancy. Follow -up review comments regarding item #2: The submitted lighting calculation plans, only estimate the measured interior light level at the floor within the structure. The submitted plans do not reflect an adequate lighting schedule to verify the information shown on the submitted Washington State Energy Code form. Provide complete light layout plans including a verifiable lighting schedule. Item #3 Egress Illumination must be identified on the plans showing compliance with I.B.C. Section 1006. The intended egress path may be identified as a single route of travel between the required exterior side exit access. Additionally, the performance of the required illumination system described in I.B.C. Section 1006.4 must bespecified in the general notes or otherwise shown on the plans. Follow -up review comments regarding item #3 The requested Egress Illumination path and the performance of the illuminated system per I.B.C. Section 1006, was not addressed in the plan submittal. Provide the Egress information on the plans as required. PLANNING DEPARTMENT To: Permit Division From: Moira Can Bradshaw, Senior Planner Department of Community Development Planning Division 206 431 3651; mbradshaw @ci.tukwila.wa.us Date: June 12, 2006 Subject: D06 -134 — Parking Garage A (Sean) 1. Please revise the following sheets to show the tower eaves per the BAR proposal, and staff discussion: Sheets 2.4; 2.5; 7.0 detail 6; Sheet 7.1, detail 1; and 7.2, detail 3. 2. Sheet A2.4 South Elevation (A) - An opening extending between the bottom of the second floor spandrel wall and the split face band. 3. Garage approval will be conditioned upon submittal of a comprehensive lighting fixture plan that shows coordination of wall sconce with other miscellaneous structures and light fixtures on site. \ \ Tula \vol3\HOME\MOIRA mall \Bldg Permit parking Garage A.doc May 18, 2006 Martin O'Leary JTM Construction 1730 Minor Av, Ste 1120 Seattle, WA 98101 RE: CORRECTION LETTER #1 Development Permit Application Number D06 -134 Westfield — Parking Structure A — 633 Southcenter Mall Dear Mr. O'Leary: This letter is to inform you of corrections that must be addressed before your development permit(s) can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the Building and Planning Department. At this time the Fire and Public Works Departments have no comments. Buildine Department: Ken Nelsen, at 206 431 -3677, if you have questions regarding the attached memo. Plannine Department: Moira Carr Bradshaw, at 206 431 -3651, if you have questions regarding the attached memo. Please address the attached comments in an itemized format with applicable revised plans, specifications, and /or other documentation. The City requires that four (4) complete sets of revised plans, specifications and/or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a `Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections/revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions, please contact me at (206) 433 -7165. encl File No. D06 -134 City of Tukwila Department of Community Development Steve Lancaster, Director tat P:Veonifer\Correction Letters\2006006 -134 Correction Ltr #1.DOC jem § • Steven M. Mullet, Mayor 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 Building Division Review Memo No further comments at this time. Tukwila Building Division Ken Nelsen, Sr. Plan Examiner Date: May 10, 2006 Project Name: Westfield parking garages A and B, permit applications Application #: D06 -134 and D06 -135 Plan Reviewer. Ken Nelsen, Senior Plans Examiner An initial architectural Building Division plan review has been conducted on the subject permit application. Please address the following comments with revised plans and /or other applicable documentation. 1. As a permanent record of construction, provide on the plans a general note regarding the foundations / piles being constructed under their applicable separate City building permit numbers D06-072 and D06-073. 1. Both . Electrical plans and a completed Washington State Energy Compliance form must be submitted per Washington State Energy Code Section 1141 for each garage structure. The lighting information must address both interior and exterior lighting compliance of W.S.E. C. Chapter 15 for each structure. Should a deferred submittal be preferred, at a minimum the plan general notes must state so and must also list the maximum W.S.E.C. wattage design criteria for the specific occupancy. 2. Egress Illumination must be identified on the plans showing compliance with I.B.C. Section 1006. The intended egress path may be identified as a single route of travel between the required exterior side exit access. Additionally, the performance of the required illumination system described in I.B.C. Section 1006.4 must be specified in the general notes or otherwise shown on the plans. 3. The plan details for the temporary Sears loading dock shown on sheet A1.1, should be marked as "not applicable" or "for reference only". It should not be mistaken as approved under this permit scope of work. Interdepartmental Memorandum To: Permit Division From: Moira Can Bradshaw, Senior Planner Department of Community Development Planning Division 206 431 3651; mbradshaw @ci.tukwila.wa.us Date: 16 May 2006 Subject: D06 -134 — Parking Garage A (Sears) \ \Tuk2 \vol3\HOME\MOIRAMall\Bldg Permit parking Garage A.doc I. Please provide a cut sheet and specifications for exterior light fixtures. 2. Please provide a detail of 3H — the precast spandrel panel. The center brick work should extend the full height of the panel and revel work conforming to BAR plans need to be shown. 3. Sheet A2.4 Sough Elevation (A) There should be an opening extending between the bottom of the second floor spandrel wall and the split face band. 4. Sheet A2.5 Widen canopies by approximately six inches per side. 5. Sheet A2.6 refers to Sheet A7.8. My set did not include a 7.8. 6. Sheet A6.0 #4 Spandrel cap should be similar to the cap on #2. 7. Sheet A7.0, #6 — Tower eaves do not conform to BAR plans — they should be twice as deep. 8. Ensure all parking spaces conform to "9. Obstructions. No obstruction that would restrict car door opening shall be permitted within five feet of the centerline of a parking space." (Zoning Code Parking Chapter General Requirements 18.56.040 TMC) Reid iddleton June 9, 2006 File No. 262006.005/00602 Mr. Bob Benedicto, Building Official City of Tukwila, Department of Community Development 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 Subject: Building Permit Plan Review — Final Submittal Westfield Southcenter Garage -A, Phase 2 (D06 -134) Dear Mr. Benedicto: We reviewed the proposed project for compliance with the structural provisions of the 2003 International Building Code (IBC) as amended and adopted by the state of Washington and the city of Tukwila. The permit applicant has responded successfully to our comments. Individual revised sheets were submitted in response to our initial plan review and inserted into the original drawing set. The other sets of drawings should be reconciled in preparation for permit issuance. These revised sheets are. S2.1A, S2.2A and S3.10. Portions of the structural design have been deferred by the structural engineer for submittal to the city of Tukwila until after issuance of the initial building permit. The following deferred submittals are identified: 1. Placing drawings for prestressed post- tensioned concrete floor systems. 2. Design drawings for prefabricated stair systems (i.e., steel stairways). Structural special inspections by qualified special inspectors should be provided. The following is a summary: 1. Concrete placement at concrete construction, including post - tensioned concrete: Continuous. 2. Reinforcement at concrete construction, including prestressing tendons: Periodic. 3. Application of prestressing forces at post - tensioned concrete: Continuous. 4. Masonry construction, including mortar, reinforcement and structural connections: Periodic. 5. Grout placement at masonry construction: Continuous. 6. Installation and fastening of masonry veneer: Periodic. 7. Fabrication and erection of structural steel: Periodic. Washington Oregon Alaska Engineers Planners Surveyors Reid Middleton, Inc 728 134th Street SW Suite 200 Everett, WA 98204 Ph: 425 741 -3800 Fax: 425 741 -3900 Mr. Bob Benedicto, Building Official City of Tukwila June 9, 2006 File No. 262006.005/00602 Page 2 Enclosed are one set of the revised structural and architectural drawings, one set of the revised structural sheets, structural calculations, geotechnical report, and correspondence from the structural engineer for your records. If you have any questions or need additional clarification, please contact us. Sincerely, Reid Middleton, Inc P lip Brazil, P.E., S.E. Senior Engineer Enclosures cc: Martin O'Leary, JTM Construction (by surface mail) James Coughlin, CPL (by surface mail) dop:\ doc \26 \planrevw \tukwila \06 \t006r2. doc \prb 416 Farhad Rowslfanzamir, P.E. Senior Engineer Reid iddleton Reid iddleton May 19 2006 File No. 262006.005/00601 Mr. Bob Benedicto, Building Official City of Tukwila, Department of Community Development 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 Subject: Building Permit Plan Review — First Submittal Westfield Southcenter Garage -A, Phase 2 (D06 -134) Dear Mr. Benedicto: We reviewed Phase 2 of the proposed project for compliance with the structural provisions of the 2003 International Building Code (IBC) as amended and adopted by the state of Washington and the city of Tukwila. The review of Phase 1 of this project, including foundation, was previously completed and is not included in herein. The permit applicant should address the comments below. Note that the "WSxx" code references are to Washington State Amendments of the applicable code. General 1. Responses to the review comments below should be made in an itemized letter form. We recommend the permit applicant have the structural engineer respond and resubmit two sets of the revised structural drawings and one copy of the supplemental structural calculations. All information should be submitted directly to Reid Middleton, Inc. Architectural 1. Portions of the structural design have been deferred by the structural engineer for submittal to the city of Tukwila until after issuance of the initial building permit. See IBC Section 106.3.4.2. The following deferred submittals are identified: Structural General RECEIVED MAY 2 2 2006 COMMUNITY a. Placing drawings for prestressed post- tensioned concrete floor systems. b. Design drawings for prefabricated stair systems (i.e., steel stairways). 1. Structural special inspections by qualified special inspectors should be provided. See IBC Sections 1704 and 1707. The following is a summary: Washington Oregon Alaska Engineers Planners Surveyors Reid Middleton, Inc. 728 134th Street SW Suite 200 Everett, WA 98204 Ph: 425 741 -3800 Fax: 425 741 -3900 Mr. Bob Benedicto, Building Official City of Tukwila May 19, 2006 File No. 262006.005/00601 Page 2 Vertical a. Concrete placement at concrete construction, including post- tensioned concrete: Continuous, see also Section 1704.4. b. Reinforcement at concrete construction, including prestressing tendons: Periodic, see also Section 1704.4. c. Application of prestressing forces at post- tensioned concrete: Continuous, see also Section 1704.4. d. Masonry construction, including mortar, reinforcement and structural connections: Periodic, see also Section 1704.5.2. e. Grout placement at masonry construction: Continuous, see also Section 1704.5.2. f. Installation and fastening of masonry veneer: Periodic, see also Section 1707.6. g. Fabrication and erection of structural steel: Periodic, see also Section 1704.3. 2. A dead load value of 10 psf is used as input for calculation of post tensioned beams perpendicular to the direction of one way slab, supporting the slab. Please provide substantiating calculations for the input dead load value. 3. Beams B -13 and B -10, in Levels 2 and 3 respectively, are used to provide support for main slab beams. These beams are subject to concentrated reactions from the main beams. Please provide documentation for the reactions used as input for the design of these beams. 4. The main slab support beam perpendicular to the direction of slab between Grid B and Grid C has a 10' span on one side and a 20' span on the other. Slab reaction on this beam will be substantially different from that obtained by tributary width calculation due to slab continuity. Please provide supporting documentation that shows this magnification in the load is accounted for in the design of the beam. 5. Closure strips are used in the direction of post tensioning between Grids 3 and 4 at Level 2 and Level 3. Please provide supporting documentation that these strips are designed for the specified loads. Reid iddleton Lateral Philip Brazil, Senior Engineer Mr. Bob Benedicto, Building Official City of Tukwila May 19, 2006 File No. 262006.005/00601 Page 3 6. Summary of shear wall loads on page W -4 of the calculation show the load combinations used for axial loads. The load combinations do not include the vertical component of seismic forces as required by Section 9.5.2.7 of the Code Calculations should be revised to include all the required load combinations. 7. Special reinforced concrete shear walls are used for the lateral force resisting system. Boundary elements are not specified for these walls. Please provide supporting documentation to show that requirements of Section 21.7.6 of the ACI building code are met. Corrections and comments made during the review process do not relieve the permit applicant or the designers from compliance with code requirements, conditions of approval, and permit requirements; nor are the designers relieved of responsibility for a complete design in accordance with the laws of the state of Washington. This review is for general compliance with the International Building Code as it relates to the project. If you have any questions or need additional clarification, please contact us. Sincerely, Reid Middleton, Inc. cc: Martin O'Leary, JTM Construction (by surface mail) James Coughlin, CPL (by surface mail) dop:\ doe \26 \planrevw \tukwila \06 \t006r 1.doc \prb Farhad Rows Senior Engineer amir, P.E. Reid iddleton April 26, 2006 Dave Swanson, P.E. Reid Middleton 728 - 134th Street SW, Suite 200 Everett, WA 98204 Dear Mr. Swanson: Sincerely, Brenda Holt, Permit Coordinator end xc: Permit File No. D06 -134 City of Tukwila Department of Community Development Steve Lancaster, Director RE: Structural Review Westfield Shoppingtown Southcenter — Parking Structure - Garage 'A' — D06-134 633 Southcenter Mall, Tukwila Please review the enclosed plans and documents for structural compliance with the 2003 International Building Code. If you should have any questions, please feel free to contact me at (206)431 -3672. Steven M. Mullet, Mayor Q:\Documents \Structural Consultant\D06134 • structural wview.DOC Page I of I bh 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206-431-3670 • Fax: 206- 431 -3665 'PERMIT COORD COPY ' PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D06 -134 DATE: 12 -01 -06 PROJECT NAME: WESTFIELD PARKING GARAGE A SITE ADDRESS: 633 SOUTHCENTER PY Original Plan Submittal X Response to Incomplete Letter # 1 Response to Correction Letter # X Revision # 1 After Permit Issued DEPARTMENTS: 41' 12• B i�ilding Division Public Works Structural DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete EV Incomplete Comments: TUES/THURS ROUTING: Please Route Structural Review Required REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS: Approved Notation: REVIEWER'S INITIALS: Documents/routing slip.doc 2.2602 Fire Prevention ❑ Permit Coordinator ❑ I�� an P f Wing Divivi sion n DUE DATE: 12-05-06 Not Applicable ❑ Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: No further Review Required DATE: DUE DATE: 01-02-07 Approved with Conditions Not Approved (attach comments) ❑ DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: ACTIVITY NUMBER: D06 -134 DATE: 11 -20 -06 PROJECT NAME: WESTFIELD PARKING GARAGE A SITE ADDRESS: 633 SOUTHCENTER MALL Original Plan Submittal Response to Correction Letter # Response to Incomplete Letter # X Revision # 1 After Permit Issued DEPARTMENTS: Division P bli Works ` &4414 OA- II -r Y DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete ❑ Comments: APPROVALS OR CORRECTIONS: Approved ❑ Notation: REVIEWER'S INITIALS: Documents/routing slip.doc 2 -28 -02 PERMIT COORD COPY `. PLAN REVIEW /ROUTING SLIP 511 Igo- II' M g Fire Prevention �l Structural Incomplete Planning Division ❑ Permit Coordinator ❑ DUE DATE: 11-21-06 Not Applicable ❑ Permit Center Use Only INCOMPLETE LETTER MAILED: II'Z2'Uf LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES/THURS ROUTING: Please Route ❑ Structural Review Required REVIEWER'S INITIALS: No further Review Required DATE: DUE DATE: 12 -19-06 Approved with Conditions Not Approved (attach comments)❑ DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: DEPARTMENTS: Building Dt $i on Public Works ❑ Comments: TUES/THURS ROUT NG: Please Route REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS: Approved ❑ Notation: REVIEWER'S INITIALS: Documents/routing slip.doc 2-26-02 HERMIT COORD COPY ` PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D06 -134 DATE: 06 -21 -06 PROJECT NAME: WESTFIELD PARKING GARAGE A SITE ADDRESS: 633 SOUTHCENTER MALL Original Plan Submittal Response to Incomplete Letter # X Response to Correction Letter # 2b Revision # After Permit Issued Fire Prevention Structural DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete y Incomplete ❑ Structural Review Required Approved with Conditions E DUE DATE: 06-22-06 Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: No further Review Required DATE: DUE DATE: 07-20 -06 Not Approved (attach comments) ❑ DATE: M /4WG b• Planning Division Permit Coordinator ❑ Not Applicable ❑ ❑ Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: ACTIVITY NUMBER: D06 -134 DATE: 06 -16 -06 PROJECT NAME: WESTFIELD PARKING GARAGE A SITE ADDRESS: 633 SOUTHCENTER MALL Original Plan Submittal Response to Incomplete Letter # X Response to Correction Letter # "f"' Revision # After Permit Issued DEPARTMENTS: TS Built Division Public Works Approved ❑ Notation: DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete EA Incomplete Comments: TUES/THURS ROUTING: Please Route 2/ Structural Review Required REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS: REVIEWER'S INITIALS: Documents/routing slip.doc 2 -2802 PERMIT COORD COPY PLAN REVIEW /ROUTING SLIP 1 Fire Prevention Structural Approved with Conditions DUE DATE: 06-20 -06 Not Applicable ❑ Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: No further Review Required DATE: DUE DATE: 07-18-06 Not Approved (attach comments) n DATE: MA& L• /4•6 Planning Division 21 Permit Coordinator Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: ACTIVITY NUMBER: D06 -134 DATE: 06 -05 -06 PROJECT NAME: WESTFIELD PARKING GARAGE A SITE ADDRESS: 633 SOUTHCENTER MALL Original Plan Submittal Response to Incomplete Letter # X Response to Correction Letter # 113 Revision # After Permit Issued TMENTS: D B PAR 0 Bu Ing rvlsion Public Works ❑ DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Comments: Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES/THURS ROUT NG: Please Route Structural Review Required REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS: Approved ❑ Notation: REVIEWER'S INITIALS: Documents/routing slip.sbc 2 -28-02 PERMIT COORD COPY PLAN REVIEW /ROUTING SLIP Fire Prevention Structural Incomplete ❑ Approved with Conditions❑ DATE: DATE: Planning Division Permit Coordinator No further Review Required DUE DATE: 06-06-06 Not Applicable ❑ DUE DATE: 07-04-06 Not Approved (attach comments) i Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: 41-- 4:0 Bldg Fire ❑ Ping ❑ PW ❑ Staff Initials: ►.JERMIT COORD COPY PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D06 -134 DATE: 05 -24 -06 PROJECT NAME: WESTFIELD - PARKING GARAGE A SITE ADDRESS: 633 SOUTHCENTER MALL Original Plan Submittal Response to Incomplete Letter # X Response to Correction Letter # Revision # After Permit Issued DEPARTMENTS: Building Division Public Works DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Comments: APPROVALS OR CORRECTIONS: Documents/routing slip.doc 2-28-02 Fire Prevention Structural Incomplete ❑ TUES/THURS ROU ING: Please Route Structural Review Required REVIEWER'S INITIALS: Planning Division ❑ Permit Coordinator DUE DATE: 05-25-06 Not Applicable ❑ Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: No further Review Required DATE: tn DUE DATE: 06-22-06 Approved ❑ Approved with Conditions ❑ Not Approved (attach comments) ❑ Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Btdg ❑ Fire ❑ Ping ❑ PW ❑ Staff initials: ACTIVITY NUMBER: D06 -134 PROJECT NAME: WESTFIELD - PARKING GARAGE A SITE ADDRESS: 633 SOUTHCENTER MALL X Original Plan Submittal Response to Correction Letter # DATE: 04 -18 -06 Response to Incomplete Letter # Revision # After Permit Issued DEPARTMElN�T,,�S:A \e‘t I0-0(p Building D ivis i o P blic Works RA Al 5 % DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Comments: Permit Center Use Only INCOMPLETE LETTER MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW 0 Staff Initials: LETTER OF COMPLETENESS MAILED: TUES/THURS ROUT NG: a l Please Route REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS: Approved ❑ Notation: REVIEWER'S INITIALS: Documents/routing slip.doc 2-28-02 PERMIT COORD COPY PLAN REVIEW /ROUTING SLIP Structural Incomplete ❑ Structural Review Required 611 AW& ittr Fire Prevention Approved with Conditions❑ DATE: DATE: mei, dwell crofr Planning Division ALI Permit Coordinator DUE DATE: 04-20-06 Not Applicable ❑ No further Review Required DUE DATE: 05 Not Approved (attach comments)Ff Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Staff Initials: Revision No. I Date Received I Staff Initials I Date Staff Issued i Initials I Summary of Revision: i Date I Issued Received By: Revision No. Date I Received I Date Issued I Staff Initials 1 1 Staff . Initials i Date I Issued Received By: I . "Staff Initials Received By: Summary of Revision: k e lhi riavi of tC OYU ` t� ward rut ( W Received By: Alit..#40G QAQW Jfw Revision Date I No. Received Staff Initials I Date Issued I Staff Initials f ( 1 Summary of Revision: Received By: Revision I . No. Date Received Initials . Date Issued Initials Summary of Revision: Summary of Revision: Received By: Revision No. Date I Received Staff Date I Initials I Issued Staff I Initials ._. 1 1 I Summary of Revision: Received By: PROJECT NAME: jariat PERMIT NO:. Site Address: tO 401AC`'Cer' ,fM1 MAW -- Origin Date: REVISION LOG (please print) (please print) . (please print) (please print) (please print) Date: / lib EI City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 -431 -3665 Web site: http: / /www.ci.tukwila.wa.us Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Plan Check/Permit Number: D06-2t3 191 Response to Incomplete Letter # 1 to Revision #1 Response to Correction Letter # Revision # after Permit is Issued Revision requested by a City Building Inspector or Plans Examiner \applicationsVorns- applications on line\revision submittal Created: 8-13-2004 Revised: Steven M. Mullet, Mayor Steve Lancaster, Director Project Name: Westfield Parking Garage A Project Address: 633 C Southcenter Mall ea Person: VL . v t Phone Number: 21: — 7/Y — 3 Q``/ Summary of Revision: /7.0.-1. 5 for fa.: lc. [744.4.._ hwt GL19e ct - rt4-1( S;Zt✓ atrut„tc$ 0 RECEVED VCF TUKWILA PEAMITCENREi9 Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: ❑ Entered in Permits Plus on Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mall, fax, eta Date: It \ ❑ Response to Incomplete Letter # ❑ Response to Correction Letter # • Revision # I after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: ze r CJ 1 QA-e-1Cvn1t1 Wlt'*''1%`' Project Address: (8 XW Ck'l*N"CCIZ 1 Contact Person: v — ttt4 • b t 1�/ Phone Number: ( '1 1 0) T3' r L L: Summary of Revision: fA► - t;n,otA City of Tukwila \application \onus- apphcenons on line\evuion submnrol Created: 8 -13 -2004 Revised: Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 20633] 3665 Web site: Mtp: //www.ct•tukwila.waus Plan Check/Permit Number: b O(8 1 Steven M. Mullet, Mayor Steve Lancaster, Director CIT ECEntim N0V 2 0 2006 PERMIT CENTER t x)V --t* Est t fp s) sos& ( 4.9-4-1.0e (Lev 6M t /A ete. µ°y Sheet Number(s): Qt'N•Pl J/t 66 C ./ GMA $'PAIL to +L-9 "Cloud" or highlight all areas of revision including � _ date � r e Received at the City of Tukwila Permit Center by.� T &t2) Lt Entered in Permits Plus on Iiii/Oli e City of Tukwila Contact Person: Martin O'Leary Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 -431 -3665 Web site: http: / /www.ci.tukwila.wa.us Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, eta Date: ad {(j Iii? Plan Check/Permit Number: D06-134 ❑ Response to Incomplete Letter # ® Response to Correction Letter # '�tt ❑ Revision # ^ after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: Westfield Parking Garage - A Project Address: 633 Southcenter Mall Summary of Revision: Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision A(Wrr Received at the City of Tukwila Permit Center by: Entered in Permits Plus on Adlitia \applications\forms- applications on linebevision submittal Created: 8 -13 -2004 Revised: Steven M. Mullet, Mayor Steve Lancaster, Director A JUN 2.1 200gjN 1 6 2006 R Phone Number: 211 , 571 4000 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206431 -3670 Fax: 206431 - 3665 Web site: http: / /www.ci.tukwila.wa.us \ 1 REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: ad 1(, la Plan Check/Permit Number: D06 -134 ❑ Response to Incomplete Letter # ❑ Response to Correction Letter # 1 ❑ Revision # _after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: Westfield Parking Garage - A Project Address: 633 Southcenter Mall Contact Person: Martin O'Leary \applicanons\fornu- applications on Iindreviston submittal Created: 8 -13 -2004 Revised: Steven M. Mullet, Mayor Steve Lancaster, Director Cfly c 7t JUN 1 6 2006 Palm canal Phone Number: 241 53 C00 Summary of Revision: Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: ❑ Entered in Permits Plus on City Correction Comments Date: 06.15.06 Project: Southcenter Parking Garage 'A' Permit Application Number: D06 -134 Please find the responses to the questions and corrections as outlined in your Correction Letter #1, dated June 9, 2006. Building Division: Please see responses from Electrical Design/Builder Planning Division: 1. Sheet A2.4 supplied. In order to show the dimensioning of the adjusted wing details sheets A7.0, A7.1, A7.2, A7.3, and A7.5 supplied with stipulated corrections. 2. Corrected as stipulated (see enclosed sheet A2.4) 3. As noted. If you have any questions, please do not hesitate to contact me. Sincerely, Troy E . McOmber, AIA NCARB Principal Architect LJv FSI ARCHITECTS A DIVISION OF FISHER & SONS. INC. 625 Fisher Lane, Burlington, WA 98233 www.fishersons.com Ph: 360 - 757 -4094 Fax: 360- 757 -7944 City of Tukwila Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fare, etc. �(� � Date: t Z l �/� Plan Check/Permit Number: 170(J — 1� / ❑ Response to Incomplete Letter # _ Response to Correction Letter # ) L ) ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: W j&il' 1 01 Pot v) 6141�GlG�G Project Address: J Contact Person: (S Phone Number: (.2 � .3S8o Summary of Revision: 6tokvltt�r. P A - LI \# 4- s S �W41imet lry " 1'l S �'1� Y1a Ili o, � c, / v .J Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: Entered in Permits Plus on (Tj[i) cj 4o \applicationstfonns- applications on Imekevision submittal Created: 8 -13 -2004 Revised: Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206431 -3665 Web site: http: //mvw.ci.tukwila.wa.us Steven M. Mullet, Mayor Steve Lancaster, Director CRY OF TliftwitA JUN 0 5 2006 "stwr c.einEa Date: c'yk \Ole City of Tukwila tappl,cadonsVonm- applications on Ime\revuion submittal Created: 8. 13.7004 Revised: Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 • Fax: 206-431 -3665 Web site: ) : / /www.eLt:kwlla wa us Revision submittals must be submitted in person at the Permit Center. .Revisions will not be accepted through the mail, fax, etc. Plan Check/Permit Number: D06 -134 ❑ Response to Incomplete Letter # ® Response to Correction Letter # 1 ❑ Revision #_ after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: Westfield — Parking Garage A Project Address: 633 Southeenter Mall Contact Person: ] '� Phone Number: 2ntr% •Sf Summary of Revision: 1 1 (s> rkrc Grp lk- - - Sheet Number(s): AO • 1 l Isn 3 e`Qoud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: ( 1, 41 RAk Entered in Permits Plus on 15,11 '-ss°f Steven M. Mullet, Mayor • Steve Lancaster, Director RECErven airy of 2A MAY 2 4 2005 Pamircamel �. FSI ARCHITECTS City Correction Comments Date: 05.23.06 Project: Southcenter Parking Garage 'A' Permit Application Number: D06 -134 Please find the responses to the questions and corrections as outlined in your Correction Letter #1, dated March 18, 2006. Building Division: 1. Completed as Stipulated. Please see cover sheet — Revision Cloud 1. The Electrical will be a deferred submittaL Please see cover sheet — Revision Cloud. 2. We will submit the Electrical Drawings in a deferred submittal — those drawings will clearly show the required illumination on the exit path. 3. Temporary Dock Sheet will be omitted in this set. Planning Division: 1. Cut sheet provided as stipulated 2. Details provided. Because there are two depths of spandrel panels the brick has been held shy of the lower edge so as not to draw the eye to the two different depths 3. Corrected as stipulated. 4. Corrected as stipulated. 5. Sheet provided as requested. 6. The differing types of caps from the upper spandrel to lower spandrel is as per Westfield's directive and matches the BAR sheets. 7. The wing details are designed as per conversations with Westfield and decision that were made because of structural complications due to wind uplift at the cantilever. The wing overhangs are now 6' and 4' — greater lengths would require a significant increase in structural comp lexity. 8. Parking checked. Areas that didn't meet the stipulated ordinance were adjusted. If you have any questions, please do not hesitate to contact me. Sincerely, ll Troy dam McOmber, AIA NCARB Principal Architect 625 Fisher Lane, Burlington, WA 98233 www.fishersons.com Ph: 360-7574094 Fax: 360-757-7944 License Information License JTMCOC *951BC Licensee Name J T M CONSTRUCTION Licensee Type CONSTRUCTION CONTRACTOR UBI 600170606 Ind. Ins. Account Id OWNER Business Type INDIVIDUAL Address 1 METROPOLITAN PARK EAST Address 2 1730 MINOR AVE STE 1120 City SEATTLE County KING State WA Zip 98101 Phone 2065874000 Status ACTIVE Specialty 1 GENERAL Specialty 2 UNUSED Effective Date 1/3/2005 Expiration Date 1/3/2007 Suspend Date Separation Date Parent Company FISHER & SONS INC Previous License Next License Associated License Business Owner Information Name Role Effective Date Expiration Date FISHER, CHAD OWNER 01/03/2005 BERGLIN, BRUCE OWNER 01/03/2005 WOODMANSEE, MICHAEL OWNER 01/03/2005 Look Up a Contractor, Electrician or Plumber License Detail Page 1 of 2 Washington State Department of Labor and Industries General/Specialty Contractor A business registered as a construction contractor with L &I 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. Bond Information Bond Bond Company Name Bond Account Number Effective Date Expiration Date Cancel Date Impaired Date Bond Amount Received Date TRAVELERS CAS & STY https: // fortress .wa.gov /lni/bbip /printer.aspx ?License= JTMCOC *951BC 06/22/2006 COUGHLINPORTERLUNDEEN A CONSULTING STRUCTURAL. AND CIVIL ENGINEERING CORPORATION Structural Calculations for the Westfield Southcenter Parking Structures (Building A Permit) FSI Architects 4 -14 -2006 S05- 1622 -01 EXPIRES 7/25/07 1 Prepared by: Tim Mealy, P.E. Seth Stapleton Brian MacRae FILE copy REVIEWED FOR CODE COMPLIANCE $ ...,, 0 ‘„Gn JUN 2 2 71)6 City 9f t�ar RUTLATN( nTVT$ION CIT RECEIVED O K WILA APR '18 71'13 PENMI f C%EN IEh . 00( 1 9 1 9,1 COUGHLINPORTERLUNDEEN A CONSULTING STRUCTURAL AND CML ENGINEERING CORPORATION Paz co Westfield Southcenter Parking Structures Structural Calculations (Building Permit) Table of Contents . 2728,2 o F ' 1 N -. 'RECEIVED w REID MIDDLETON a Ice.zn 111" FraTON Criteria C -1- C- 3 Pile Gravity Design See Foundation Permit Grade Beam Design See Foundation Permit Seismic Pile Design Criteria See Foundation Permit Seismic Criteria S-1- S- 4 Lateral Analysis L- 1 - L- 18 Pile Seismic Design See Foundation Permit Pile Cap Seismic Design See Foundation Permit Shear Wall Design W -1- W- 50 Shear Wall 6 Revised Calculations R -1- R- 10 Floor Diaphragms F -1- F- 8 Masonry Walls BM -1- BM- 12 Misc. Structural Calculations M -1- M- 23 DO( rbLkt ( COUGHLINPORTERLUNDEEN ACONSULTING STRUCTURAL AND CIVIL ENGINEERING CORPORATION Westfield Southcenter Parking Structures Structural Calculations (Building Permit) Table of Contents raTION ' _"' x s ` °_ `PR .F► "4`z Column Design G- 1- G- 8 Building A Level 2 PT Design PT -1- FT-66 Building A Level 3 PT Design PT- 67 - PT -156 Building B Level 2 PT Design PT -157 - PT -182 Building B Level 3 PT Design PT -183 - PT -269 COUGHLIN PORTERLUNDEEN ACONSUUNGSIRUCIURAL Ate CNLBJC INGCORPORATION Criteria Criteria: Southcenter Garage Proj. No.: S05- 1622 -01 Proj. Engr(s): BRM, SES Rev. Date: 3/2/2006 Reviewed By: Date: Structural Occupancy Category II (IBC Table 1604.5) Fire Code: Wind: 2003 IBC, 85 mph, Exposure B Iw = 1.00 Type IA and IB FR (S-2 occupancy) per IBC Section 406.3.3 and 406.3.5 Ramp access open parking garage per IBC Section 406.3 Required separation between 5-2 levels must be 2-hour per IBC Table 601 IBC Table 720.1(1) Required PT cover = 1 3/4" O ext spans 1" @ int spans Seismic 2003 IBC, Seismic Use Group I, Seismic Design Category D Seismic Use Group I (IBC Section 1616.2) Seismic Design Category D Rigid concrete shear walls Is = 1.00 Ss = 1.42 St = 0.49 Sos = 0.85 Soy = 0.78 R - 5.0 L2 - 2.5 Cd = 3.5 Soils: Based on Soils Report 05 -200 by PAN GEO dated February 9, 2006 Allowable Soil Bearing Pressure = N/A psf Footing depth =18 inches exterior, 12 inches interior (minimum) Friction coefficient = N/A Static Passive Earth Pressure = N/A pcf Active Lateral Earth Pressure (Unrestrained)= N/A At -Rest Lateral Earth Pressure (Restrained)= N/A Traffic Surcharge = N/A Hydrostatic Pressure = N/A Seismic Site Class = E Augercast Pile Capacity (comp /tens /lateral) - 450 /350 /40 Kips Steel Pipe Pile Capacity (comp /tens /lateral) = 450 /300 /40 Kips I COUGHLIN PORTER LUNDEEN Page 1 of 2 Print Date: 4/12/2006 Criteria: Southcenter Garage Roof Loadingl Live Load Snow (Drift Loading Not Applicable) Deflection Criteria (Wood or Steel Framing) For all Beams U.O.N.: d k „ a = L/240 Roof Beams: Perimeter Roof Beams: Interior Roof Beams: Exteriors Wall Dead Load Exterior Walls with 8" Masonry Veneer Exterior Walls with 4" Masonry Veneer 1 COUGHLINPORTERLUNDEEN Superimposed d aG +d u = 1/360 or 3/4" d LL a 1/360 Floor Beams: Perimeter Floor Beams: Superimposed do( +dty = 1/360 or 1/2" (confirm with Arch', Joint Detailing) Floor Beams which directly support brick veneer: _ d u. = 1/600 or 3/8" (confirm with Arch'I Joint Detailing) 25 psf Post - tensioned Level Loading Live Load (Reducible U.O.N.) Garage (Reference Table 1607.1 and Section 1607.9.1.2) 40 psf Corridors/Stairs 100 psf Dead Load Parking (Sprinkler and Misc.) 10 psf Interiors (not including slab weight) Floor Finish Allowance 2.0 psf Sprinklers & Misc. 8.0 psf 10 psf 85 psf (surface area) 45 psf (surface area) Page 2 of 2 Print Date: 4(12/2006 C -z X Y j Q ( Pr. ct: Project No. t I_O400 cash (b1n3A11oI4t S /w (o /JL lit 1 I, Zr) I,t +I,c. $ + LOL L 0 40 s 2S 1tr -3 N°' ecO. i t %.o G.ntnr.cc c (40) + 0.S(ri I- = I,v (7c) * I,c> (4o' = 90,0 Mc- re Li- a /bo f -rot- PT LL //act,t,ov -for Ga t Corner cb /c4w,r: . 4 : /o •x as' x Z 1 ' Go Et' (E62 ! -21) = yv (Y.zS+ "tic res4tc,4170.. O% Lace ( eZ LL • ( o ) Level 3 Lr _ 6=8)0/0) t a t = S Client 1t P sc TA./ PL' P9 + /Q /I 1..I • 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • R206/343-0460 • F:206/343-5691 COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING S ".<46 _ (S /h,)(nu) : (, a,S,' p Be [(30 ">< 17 ") x 1 - z /101/20 o . = Z e / off /Y4 7 1 -ret = re..-- -J Designed By 5 Date: Checked By Sheet C of COUGHLINPORTERLUNDEEN A CONSULTING STRUCTURAL AND CIVIL ENGINEERING CORPORATION Seismic Criteria %✓ Seth Stapleton From: Paul Grant [pgrant@pangeoinc.comi Sent: Wednesday, December 14, 2005 12:46 PM To: Seth Stapleton Cc: Jim Coughlin; Tim Mealy Subject: RE: Southcenter Garages Attachments: oledata.mso; image001.emz Seth, We are working on the lateral pile Info and hope to get you results by tomorrow. The following recommended seismic parameters agree with values from the S &W GT report: Site Class Spectral ' Spectral Acceleration Acceleration tit 0.2 sec. (g) att.° sec (g) Ss fi 1.42 0.49 Site Coefficients Design Spectral Response Parameters Sze :; 0.9 2.4 0.85 0.78 Control Periods (sec) Design PGA (5ps/2: S) 0.18 0.92 0.34 Thanks, W. Paul Grant, P.E. Principal PanGEO, INC. 3414 NE 55th Street Seattle, WA 98105 pgrantepangeoinc.com Direct / Cell 206 - 406 -4036 Office: 206 - 262 -0370 Fax: 206 - 262 -0374 From: Seth Stapleton [mailto:SethS @cplinc.com] Sent: Friday, December 09, 2005 1:02 PM To: Paul Grant Cc: Jim Coughlin; Tim Mealy Subject: RE: Southcenter Garages Paul, Page 1 of 3 In our plans dated 11- 01-05, there are a total of 114 augercast piles at Garage A, and 112 driven steel piles at Garage B. Conceming your question about the pile lengths, 1 think JTM should be able to address your question. Let me know if you need a copy of our plans. 12/14/2005 .S -1 INTERNATIONAL BUILDING CODE 2003 \ ASCE 7-02 Chapter 9 with modifications per IBC Chapter 16 Equivalent Lateral Force Procedure % (9.4.1) GROUND MOTION PARAMETERS 5s- L42 s,- 042 Fig. 9.4.1.1(a) pg.110 -111 Fig. 9.4.1.1(b) pg. 112 -113 (9.4.1.2.1) SITE CLASS DEFINITION Vs is NM Geotech. Rpt. (Shear Wave Velocity) N - A Geotech. Rpt. (Standard Penetration Resistance) Su - N Geotech. Rpt. (Un- drained Shear Strength) Site Class - E Table 9.412 pg. 108 or per Geotech. Report (9.4.124) SITE COEFFICIENTS 0.90 Table 9.4.12.4(a) pg. 129 Table 9.4.1.2.4(b) pg. 130 Sens - 1. ZS Eq. 9.4.1.2.4 -1 pg.129 SMt - t Eq. 9.4.1.2.4 -2 pg. 129 (9.4.1.2.5) DESIGN SPECTRAL RESPONSE ACCELERATION SDS- 0,85 sr,- (3,79) Eq. 9.4.1.2.5-1 pg. 129 Eq. 9.4.125 -2 pg. 129 COUGHLINPORTERLUNDEEN A CONSULTING SIRUCi11RN.AND CMLENGINEEiING CORPORMION Larger map distributed for Puget Sound or use USGS website zip code loolcup as check. (IBC 1616.2) SEISMIC USE GROUP & OCCUPANCY IMPORTANCE FACTORS (IBC Table 1604.5 pg. 272) Nature of Occupancy PAR CI*J 4ARAf(F Category Seismic Factor le I• C Snow Factor Is - • O Wind Factor Iw - • O (9.4.2) SEISMIC DESIGN CATEGORY Seismic Use Group Z Table 9.13 pg. 96 (Occupancy Category per IBC Table 1604.5) SDC - _ Table 9.4.2.1(a) pg. 131 SDC - D Table 9.4.21(6) pg. 132 (Choose most severe. See exception of IBC 1616.3 pg. 326) Jett: S fljCFN?ER GettgAGF, 4+ B Designed By S ES Dare 12 -29 -05 Projert Nn: Client: Checked By: Sheet of S -2 413 Pine Street • Suite 300 • Seattle, WA • Phone (206) 343 -0460 • Fax (206) 343 -5691 1 INTERNATIONAL BUILDING CODE 2003 ASCE 7-02 Chapter 9 with modifications per IBC Chapter 16 Equivalent Lateral Force Procedure COUGHLINPORTERLUNDEEN ACONSULTING STRUCTLPALAND CIVIL ENGINEERING OCRPORATION (9.523) BUILDING CONFIGURATION Plan Irregularity (Table 9.5232 pg. 137) Type la (y /6 Type lb (y Type 2 (3' Type3 (Y Type ( TyPe (Y Vertical Irregularity (Table 9.5.2.3.3 pg. 138) Type la (yea Type lb (ye Type2 (y /% Type (Y4 r)) Tpe (y1l Type 5 (y e ojert: SC- &oci G,t A; B Designed By: Date aZ -29'OS Project Nn: Client: Cherked By: Sheet of 413 Pine Street • Suite 300 • Seattle, WA • Phone (206) 343 -0460 • Fax (206) 343 -5691 A CONSULTING STRUCIURAL CML ENGINEERING CORPORATION INTERNATIONAL BUILDING CODE 2003 ASCE 7-02 Chapter 9 with modifications per IBC Chapter 16 Equivalent Lateral Force Procedure ( (9.5.2.5.1) ANALYSIS PROCEDURES (Table 9.5.2.5.1 pg. 140) MODAL ANACIS1S PROCkouRr sic. 9.$.6 Asc.S 7 -02 (9.5.2.4) REDUNDANCY P _ /,50 (9.5.28) DEFLECTION & DRIFT LIMITS Allowable Story Drift d - Response Modification Coefficient R - Overstrength Factor 00 - Deflection Amplification Factor Ca - Height Limitation - (See modifications of IBC 1617.6.1.1 pg. 332) Approximate Fundamental period Seismic Response Coefficient Design Base Shear Torsional Amplification Factor „ sc. GIAQAGE A4- - d Project Nn: Client: 0,01 . (9.5.5) EQUIVALENT LATERAL FORCE PROCEDURE Basic Seismic Force Resisting System SrARsws WAR SyS•SM : SPEcIAL 5 2.5 3,5 /60 95.24 pg. 138. See modification of IBC 161721 Table 9.5.2.8 pg. 145 0,26 Sec, 0,170 SEE Mrnt. Aiw4LYf15 lilA COUGHLINPORTERLUNDEEN ) jiJF. toNCI S)1EAKWM.SLS Table 93.22 pg. 133 -135 Table 9522 pg. 133 -135 Table 9.5.2.2 pg. 133 -135 Table 9.5.2.2 pg. 133 -135 Eq. 95.5.32-1 pg. 147 Eq. 9.5.5214 through 4 pg.146 Eq. 9.53.24 pg. 146 Eq. 93.5.5.2 pg. 148 Designed By: 565 Date 1Z - 29 -0 5 Checked By: Sheet of s -q 413 Pine Street • Suite 300 • Seattle, WA • Phone (206) 343 -0460 • Fax (206) 343 -5691 COUGHLINPORTERLUNDEEN A CONSULTING STRUCTURAL AND CIVIL ENGINEERING CORPORATION Lateral Analysis Building Weight Take-off South Center Garage A 2nd Level Item Concrete Shear walls: Concrete Columns: Perimeter 8" CMU Walls: (A.Q., r at J ) Perimeter 6" Precast Panels Ramp Walls and Stair /Elevator Walls Total Additional Weight: Total Floor Area. ETABS floor area: Additional Dead Load: Floor Dead Load: Total: Roof Level Item Concrete Shear walls: Concrete Columns: Perimeter 8" CMU Walls: (1+Ai ocew4.a) Perimeter 6" Precast Panels Ramp Walls and Stair/Elevator Walls Total Additional Weight: Floor Area: ETABS floor area: Additional Dead Load: Floor Dead Load: Total: Co S.att 3 - h a\ S{+4cte f.. £'ttr a acco�at s �e r re. c. ■1 ac),.a�� 4 *taeer wti9t i. st too Co.�netits /TVP Pet taw G A k B Date: 1/9/2006 Designer: SES Weight 3 klf 9 kips 1.3 klf 0.5 klf 2692 kips Weight 3 klf 5 kips 1.4 klf 0.5 klf 2413 kips Quantity 283 ft 84 565 ft 505 ft 72312 sq ft 71240 sq fl ETABS input floor weight: 144 psf 37 psf 105 psf (including 10 psf misc.) 142 psf 10285 kips Quantity 283 ft 84 565 ft 505 ft 105 psf (including 10 psf misc.) 138 psf 10005 kips Sub Total 849 kips 756 kips 735 kips 253 kips 100 kips Sub Total 849 kips 420 kips 791 kips 253 kips 100 kips 72312 sq ft 71240 sq ft ETABS input floor weight: 140 psf 33 psf L- I South Center Garage A Date: 1/12/2006 Designer: SES Weight height 'eh Cvx Story Force Story Shear (kips) ( kip-It) (kips) (kips) 3rd 10005 - r - -, 300157.8 0.619 2133 2133 .. 2nd 10285 .... . t A 185125.7 0.381 1316 3449 Sum = 20290 485283.5 Static Base Shear Sds = Sd1 = Ta = R = I = Cs = 0.170 Vbase = 3449 kips 0.85*Vbase = 2932 kips •7 = 31 ta (Sds/R)l = 0.170 (Sd1/TR)i = 0.600 0.044Sdel = 0.037 .3160 P12.4ai MoDAL. rItrat-YStS '` \ lipase = V ETABS P7 12 " PS Ps ETABS v8.5.0 - File: Grg_A 1 -12 -06 - January 12,2006 13:33 Plan View - ROOF - Elevation 360 - Kip-in Units GM*Gte A picg.s P2 1 c" Coughlin Porter Lundeen, Inc. f3 L-3 P4 ..Y 1 2" Building Weight Take -off South Center Garage B 2nd Level Item Concrete Shear walls: Total: 144 psf 9820 kips Roof Level Item Concrete Shear walls: Floor Area: ETABS floor area: Additional Dead Load: Floor Dead Load: Total: Date: 1/12/2006 Designer: SES Weight Quantity Sub Total 3 klf 283 ft 849 kips Concrete Columns: 9 kips 84 756 kips Perimeter 8" CMU Walls: 1.3 kif 570 ft 741 kips Perimeter 6" Precast Panels 0.5 kif 455 ft 228 kips Ramp Walls and Stair /Elevator Walls 100 kips Total Additional Weight: 2674 kips Total Floor Area: 68060 sq ft ETABS floor area: 67975 sq ft ETABS Input floor weight: 144 psf Additional Dead Load: 39 psf Floor Dead Load: 105 psf (including 10 psf misc.) Weight Quantity Sub Total 3 klf 283 ft 849 kips Concrete Columns: 5 kips 84 420 kips Perimeter 8" CMU Walls: 1.4 klf 570 ft 798 kips Perimeter 6" Precast Panels 0.5 klf 455 ft 228 kips Ramp Walls and Stair /Elevator Walls 100 kips Total Additional Weight: 2395 kips 68060 sq ft 67975 sq ft ETABS input floor weight: 140 psf 35 psf 105 psf (including 10 psf misc.) 140 psf 9541 kips L- -9 South Center Garage B Date: 1/12/2006 ' Designer: SES Weight height wall Cvx Story Force Story Shear (kips) (ft) (kip -ft) (kips) (kips) 3rd 9541 0, 286224 0 2nd 9820 18 -:y 176756.4 0382 1257 3291 19361 Static Base Shear Sds = Sd1 = Ta = R= = \ ibasc Sum = Cs = 0.170 Vbase = 3291 kips 0.85`Vbase = 2798 kips t : 0.25 52c. 462980.4 (Sds/R)'I = 0.170 (Sd1(TR)'I = 0.600 0.044Sds *I = 0.037 � = 3oG5 lops \j c 3o97 Ves L.- 5 ETABS ETABS v8.5.0 - File: Grg_8_12 -29.05 - January 12,2006 13:33 Plan View - STORYI - Elevation 216 - Kip-in Units P6 P5 /6 " 6fgiaA-GE g Area S Coughlin Porter Lundeen, Inc. L - P3 ETABS Coughlin Porter Lundeen, Inc L -7 ETABS v8.5.0 - File: Grg_A 1 -12 -06 - February 7,2006 7:58 3-D View - Kip -In Units Program ETABS Version 8.4.1.0 File:Grg A 1- 12-06.LOG B EGIN A N A L Y S I S 2006/01/12 15:31:30 MAXIMUM MEMORY BLOCK SIZE (BYTES) E L E M E N T F O R M A T I O N 15:31:30 15.938 MB NUMBER OF JOINT ELEMENTS FORMED = 2 NUMBER OF SPRING ELEMENTS FORMED = 0 NUMBER OF SHELL ELEMENTS FORMED = 32 NUMBER OF CONSTRAINTS FORMED = 2 REDUCTION OF CONSTRAINTS AND RESTRAINTS: NUMBER OF CONSTRAINT MASTER DOF BEFORE REDUCTION = 6 COUPLED CONSTRAINT /RESTRAINT MASTER DOF = 0 CONSTRAINT MASTER DOF AFTER REDUCTION 6 E Q U A T I O N S O L U T I O N 15:31:31 TOTAL NUMBER OF EQUILIBRIUM EQUATIONS 222 APPROXIMATE "EFFECTIVE" BAND WIDTH = 15 NUMBER OF EQUATION STORAGE BLOCKS = 1 MAXIMUM BLOCK SIZE (8 -BYTE TERMS) = 3351 SIZE OF STIFFNESS FILE(S) (BYTES) = 27.063 KB NUMBER OF EQUATIONS TO SOLVE = 222 NUMBER OF STATIC LOAD CASES = 4 NUMBER OF ACCELERATION LOADS = 6 NUMBER OF NONLINEAR DEFORMATION LOADS = 0 E I G E N A N A L Y S I S 15:31:32 NUMBER OF STIFFNESS DEGREES OF FREEDOM = 222 NUMBER OF MASS DEGREES OF FREEDOM = 6 NUMBER OF EIGEN MODES SOUGHT = 6 NUMBER OF RESIDUAL -MASS MODES SOUGHT = 0 NUMBER OF SUBSPACE VECTORS USED = 6 RELATIVE CONVERGENCE TOLERANCE = 1.00E -07 FREQUENCY SHIFT (CENTER) (CYC /TIME) = .000000 FREQUENCY CUTOFF (RADIUS) (CYC /TIME) _ .000000 NUMBER OF EIGEN MODES FOUND NUMBER OF ITERATIONS PERFORMED = 6 1 R E S P O N S E - S P E C T R U M A N A L Y S I S L- 15:31:32 NUMBER OF SPEC ANALYSES PERFORMED J O I N T OUTPUT 15:31:32 = 2 G L O B A L F O R C E B A L A N C E R E L A T I V E ERRORS PERCENT FORCE AND MOMENT ERROR AT THE ORIGIN, IN GLOBAL COORDINATES LOAD FX FY FZ MX MY MZ DEAD .000000 .000000 .000000 .000000 .000000 .000000 TRIBUTAR .000000 .000000 .000000 .000000 .000000 .000000 XSPEC 3.04E -14 1.08E -14 5.80E -15 1.20E -14 1.46E -14 2.36E -14 YSPEC 3.04E -14 1.08E -14 5.80E -15 1.20E -14 1.46E -14 2.36E -14 MODE FX FY FZ MX MY MZ 1 4.94E -19 3.13E -14 2.25E -15 3.10E -16 2.96E -15 2.51E -14 2 2.97E -14 5.41E -18 1.92E -14 1.72E -14 2.02E -14 1.16E -14 3 1.44E -14 8.05E -15 5.18E -15 1.98E -14 1.84E -14 1.73E -14 4 1.24E -18 5.33E -14 8.17E -15 8.99E -15 8.09E -15 4.58E -14 5 1.38E -14 1.21E -16 1.03E -15 2.73E -15 8.25E -15 1.01E -14 6 1.40E -14 6.52E -15 4.25E -15 6.57E -15 9.91E -15 4.31E -14 SPEC FX FY FZ MX MY MZ XSPEC 2.96E -14 2.25E -17 1.91E -14 1.72E -14 2.01E -14 1.16E - 14 YSPEC 1.65E -18 3.14E -14 2.29E -15 5.54E -16 2.99E -15 2.52E -14 E LEMENT JOINT - FORCE OUTPUT 15:31:32 NUMBER OF JOINT ELEMENTS SAVED NUMBER OF SHELL ELEMENTS SAVED E LEMENT OUTPUT 15:31:33 = 2 = 32 ANALYSIS COMPLETE 2006/01/12 15:31:33 L -6► Program ETABS Version 8 4 1.0 File:Grg_A 1- 12-06.LOG C E N T E R S O F R I G I D I T Y 15:31:33 Program ETABS Version 8.4.1.0 File:Grg A 1- 12-06.LOG B E G I N ANALYSIS 2006/01/12 15:31:34 MAXIMUM MEMORY BLOCK SIZE (BYTES) E LEMENT FORMATION 15:31:34 NUMBER OF JOINT ELEMENTS FORMED NUMBER OF SPRING ELEMENTS FORMED L O A D R E- S O L U T I O N 15:31:34 NUMBER OF JOINT ELEMENTS SAVED NUMBER OF SHELL ELEMENTS SAVED = 15.938 MB = 2 = 0 NUMBER OF STATIC LOAD CASES 4 E L E M E N T J O I N T - F O R C E OUTPUT 15:31:35 = 2 = 32 ANALYSIS COMPLETE 2006/01/12 15:31:35 L -10 I1 —fi 6 51 e e "s • . 9 1 11 55 !! S 11 1111 1111 1E11 ME 1111 1111 Ell/ 1111 fill 1111 fill 1111 1111 111E 1111 If IM g seg uses s es use Q< s esFg Ulf U sus Ulf p s Qs s "es eyes Q sus .'f fff •f{ sf'f s: Ulf �f �f gf gf •f�f �fff fffF •f2f o " A . . . C . " A 1;1; s °aa n. Raga Rags Rs Rene i:Rs 1e1e 1;1; 1.11 a°a 1:11 1;1; 111: :tat A .YC AC :Cn ACYC .Yt �Cf Y: " g �g nCr " " ¢ Y @s RER: R:Rs RsRa 61: R «R: s1: R:R: 61: 1a1e $ca: Rs1': Rat: f1: 1 C. .C. ".C. A.Y A.Y. .C. AF B 1;1; 11; 1 1' t ae 111E 1916 ;1; Ra R:a« „fRs g Rags g RsRa IA; a:Ra R:R: 5 g s Y 1 12 R °. Rca: ReR: d;R 11el8 REh R?R "s Rt eE li 11 "eau de s RcR: Rc n 1_ a e A° C�C °A^ A � CxY.° `C' g C�A RhR: R: 3 R:R3 :R3 a °: axRe R:A2 eRR r 3 tel: dd: R:: ea3 1x1E a A" v. "' 'e YCAL e C a Ce E.< : Co Y:Y.° RE RERe ncR: Rene RcRe 61; 3 ":R5 RENE Ac19 la; 1:ae 1:RR :R; RRR :I5 1e1R a 00.00 . 0 [ €11 1111111 €9e1#111118 eee5ee Mill 1 .1 " r Y< r 2 r 2 w 1 i n r r r e: ." : Y - Y 8 «2 888E8" i • R C : ... • :52 8 2 t . ' ll i E: r n r Y Mill 111111 a E If if . C _ C >« ...... a e o e ; ink 4 s . " nee:$ re 22 201 5 ;i s :.. o «; ":E 2 a MS i ii Z : 4 ! g FA g C. a ii 1 .::.. EYE° It ... ... A 8 a gr li SY A « :2fA2 Af ::: a A RE a' Y eA . . ;e 4 4 2 ..MSS A 3 S 5 S sss s °e4x .. IT • 0 a 6 ' e8 sssss ss " 11 ; G Slob WI III! WI t • . 5.... 111187 r.'1::'y7`4Ittttlt :tttOttlt nil it .�71 iii, :I . 1 titttt282tttt $ 4 c g i. $ d i g a ig i 1 1 e o 1 E ig iiiiiiiiiiiiiiiiiiiiiiii8iiiiiIIIR IER 5 e S ...... 1 3 SSSSs ° SS S 1 S : w 3 ! !!! O !! < 5 S• S° 3 ;::::S L . 28 .S 1 a o 8 wzSSS 53.3 •s° g g 8 g .. s .s �. » s op . ..7:• .sss.s bob Imp 0 ° ~I . "I 1 i 118111 111111 - : i iiiiii Miii ° e t b 111111 111111 i: 1 111111 111111 i c "castcacccact:t p liEEEE E :teen C ... Sie ...... . a k ° . @g $ u - -iZ ETABS ETABS v8.5.0 - File: Grg_B_1 -12-06 - February 7,2006 7:54 3-D View - Kip-In Units Coughlin Porter Lundeen, Inc. L -13 Program ETABS Version 8.4.1.0 File:Grg_B_1- 12-06.LOG B EGIN ANALYSIS 2006/01/12 14:36:11 MAXIMUM MEMORY BLOCK SIZE (BYTES) E LEMENT FORMATION 14:36:11 NUMBER OF JOINT ELEMENTS FORMED - 2 NUMBER OF SPRING ELEMENTS FORMED = 0 NUMBER OF SHELL ELEMENTS FORMED = 16 NUMBER OF CONSTRAINTS FORMED - 2 REDUCTION OF CONSTRAINTS AND RESTRAINTS: NUMBER OF CONSTRAINT MASTER DOF BEFORE REDUCTION 6 COUPLED CONSTRAINT /RESTRAINT MASTER DOF 0 CONSTRAINT MASTER DOF AFTER REDUCTION 6 E Q U A T I O N S O L U T I O N 14:36:11 TOTAL NUMBER OF EQUILIBRIUM EQUATIONS = 150 APPROXIMATE "EFFECTIVE" BAND WIDTH = 12 NUMBER OF EQUATION STORAGE BLOCKS = 1 MAXIMUM BLOCK SIZE (8 -BYTE TERMS) = 1929 SIZE OF STIFFNESS FILE(S) (BYTES) r. 15.672 KB NUMBER OF EQUATIONS TO SOLVE = 150 NUMBER OF STATIC LOAD CASES = 4 NUMBER OF ACCELERATION LOADS = 6 NUMBER OF NONLINEAR DEFORMATION LOADS = 0 E I G E N ANALYS I S 14:36:12 NUMBER OF STIFFNESS DEGREES OF FREEDOM NUMBER OF MASS DEGREES OF FREEDOM NUMBER OF EIGEN MODES SOUGHT NUMBER OF RESIDUAL -MASS MODES SOUGHT NUMBER OF SUBSPACE VECTORS USED RELATIVE CONVERGENCE TOLERANCE FREQUENCY SHIFT (CENTER) (CYC /TIME) FREQUENCY CUTOFF (RADIUS) (CYC /TIME) NUMBER OF EIGEN MODES FOUND NUMBER OF ITERATIONS PERFORMED - 15.938 MB 150 6 = 6 0 = 6 1.00E -07 ▪ .000000 ,000000 6 = 1 R E S P O N S E - S P E C T R U M ANALYSIS L-P1 14:36:12 NUMBER OF SPEC ANALYSES PERFORMED J OINT OUTPUT 14:36:12 G L O B A L FORCE B A L A N C E R E L A T I V E ERRORS PERCENT FORCE AND MOMENT ERROR AT THE ORIGIN, IN GLOBAL COORDINATES LOAD FX FY FZ MX MY MZ DEAD .000000 .000000 .000000 .000000 .000000 .000000 TRIBUTAR .000000 .000000 .000000 .000000 .000000 .000000 XSPEC 1.14E -14 1.86E -14 2.90E -14 1.32E -14 5.51E -15 7.69E -15 YSPEC 1.14E -14 1.86E -14 2.90E -14 1.32E -14 5.51E -15 7.69E -15 MODE FX FY FZ MX MY MZ 1 7.04E -15 8.21E -16 8.21E -16 2.80E -15 9.59E -15 2.80E -14 2 3.67E -16 2.22E -14 2.32E -14 1.16E -14 3.64E -15 1.40E -14 3 7.89E -15 2.47E -14 9.23E -15 4.45E -15 9.32E -15 2.31E -15 4 1.05E -14 7.85E -17 2.21E -14 1.54E -14 2.38E -14 1.91E -15 5 4.05E -18 1.33E -14 1.52E -14 8.23E -15 7.30E -15 2.35E -14 6 2.46E -15 5.92E -15 2.19E -14 1.14E -14 3.50E -15 3.09E -14 SPEC FX FY FZ MX MY MZ XSPEC 7.04E -15 8.64E -16 1.46E -15 2.95E -15 9.69E -15 2.80E - 14 YSPEC 3.98E -16 2.22E -14 2.32E -14 1.15E -14 3.63E -15 1.41E -14 E L E M E N T J O I N T - FORCE OUTPUT 14:36:12 NUMBER OF JOINT ELEMENTS SAVED NUMBER OF SHELL ELEMENTS SAVED E L E M E N T O U T P U T 14:36:12 2 16 ANALYS I S COMPLETE 2006/01/12 14:36:12 L-)5 i .I 5 x°e1e °s:a: a : £ Fzx;o 2:2::a 7444041.: eirdny s 5asaa: 1 1 32:1RE i i eF: • 5 : -:: a g : ° , : s t • s . €E 3 : . r ; ° s a E .m11 0 5 mpg i a "7 :5�, a p :s°s a DEEM °:[EI e Y . 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Z n ° e r u a a • i i.3 S 3 i.6 S.i t >Ali ills ;ill >d:� 55 Y ° , .. °• aa!l.a: °Yiiiii777Yi7iY77 : E MI iiii viii MI :. : 0 2 iiiiiiiiiiiii> !:it 1 d i 61 :1 22227:2261&12222: 2 4 3 2.. • T •555 9 221152 o C I : nn, n n . • n u :72222 8 552 • g 0 43 3c34 412 oQ 955559 7 999955 7 ^ i 1 1 1 a 1 . 1 9 HIM I= r 1 1 HMI Mill : @ 111111 .. imin .. p T° 1 1 111111 111111 1 _ 1 111111 1111 11 8 :_ 1 111111 1 111111 1 1 ig COUGHLINPORTERLUNDEEN A CONSULTING STRUCTURAL AND CIVIL ENGINEERING CORPORATION Shear Wall Design Shear Wall Desiqn Forces `/ Garage A Garage B Level Pier No. rho * V rho * M Level Pier No. rho * V rho * M (kips) (k -in) (kips) (k -in) 2ND P1 1250 384630 2ND P1 1779 583989 ROOF P1 803 115570 ROOF P1 1394 200705 2ND P2 1250 384630 2ND P2 601 143952 ROOF P2 803 115570 ROOF P2 108 15520 2ND P3 981 281626 2ND P3 1271 394896 ROOF P3 490 70568 ROOF P3 842 121194 2ND P4 1528 489363 2ND P4 1271 394896 ROOF P4 1113 160236 ROOF P4 842 121194 2ND P5 1525 490191 2ND P5 1209 373483 ROOF P5 1124 161812 ROOF P5 786 113169 2ND P6 964 275455 2ND P6 1209 373483 ROOF P6 474 68235 ROOF , P 6 786 113169 2ND P7 981 281626 2ND P7 1755 569575 ROOF P7 490 70574 ROOF P7 1329 191407 2ND P8 1528 489365 2ND P8 628 152282 ROOF P8 1113 160246 ROOF P8 123 17705 Shear Wall Vertical Loads FloordRoof DL 105 pal Roof LL 85 pat Typ. Floor LL 40 pat 4'veneer 45 psf Garage A Pier SW Level Floor Ht Well Length Tdb Area Wall Thk Dead Load Veneer Self wt. Total DL LL Total Dl Total LL (t) ( (s9 t) M) QdPs) (Ides) Odin) QdPe) - Qdps) QdMs) Qdps) 1 1 Roof 12 34 820 18 65 18 82 147 40 147 40 2nd 18 34 820 18 e5 28 122 188 25 334 e5 Pier SW Level Floor Ht Wall Length Tdb Area Wall Thk. Dead Load Veneer Self wt. Total DL LL Total DL Total U. ( ( lag t) M) pdps) NW (logo) Qdpa) Qdps) OM Qdps) 2 1 Roof 12 34 820 16 85 18 82 147 40 147 40 2d 18 94 820 16 85 28 122 188 25 334 65 Pier SW Level Floor Ht Wall Length Tit Area Wall Thk Deed Load Veneer Self wt Total DL LL Total DL Total IL (t) ( ( 8 ) (In) laps) (lops) QdpS) (WPB) (Idps) (bps) Qdps) 3 3 Roof 12 . 31 775 12 81 17 88 137 50 137 50 2d 18 - 31 775 12 81 25 84 165 31 902 e1 Pier SW Level Floor Ht Wall Length Tdb Area Wad 11* Deed Load Veneer Self wt Total DL LL Total DL Total LL (r) (t) (sa t) M) Qdpe) Qdps) (kps) Qdps) Qdps) Qdps) (lops) 4 2 Roof 12 42 ' 1550 12 163 23 78 238 101 238 101 lid 18 42 1550 12 163 34 113 , 276 82 515 163 Pier SW Leval Floor Ht Wad Length Tit Area Well Thk Dead Load Veneer Self wt Total DL LL Total DL Total LL (t) (r) Owl SO OM Qdps) Qdps) Qdps) NM) (logs) Adis) (WP's) 5 4 Roof 12 38 820 18 86 21 91 156 40 158 40 2nd 18 98 820 16 65 91 137 202 25 358 as • Pier SW Level Floor Ht Wall Length Trlb Area Wall Thk Dead Load Veneer Self wt. Total DL LL Total DL Total LL (t) 0 0 Qn) Qdps) 0 0*Ps) (lops) (lops) (14s) Qdps) 6 5 Roof 12 20 820 16 85 18 70 135 40 135 40 lid 18 20 820 ' 16 85 23 104 170 25 304 e5 Pier SW Level Floor Ht Walt Length Tit Area Wed Thk Dead Load Veneer Self wt Total DL LL Total DL Total LL (8) ( Oa re (in) Qdpe) (lops) Qdps) Qdps) Qdps) (lops) Qdps) 7 - 3 Roof 12 31 775 12 81 17 5e 137 50 137 60 2nd 18 . 31 775 12 81 25 84 185 31 302 e1 Pier SW Level Floor Ht Wall Length Tdb Area Wall Thk Dead Load Veneer Self wt Total DL LL Total DL Total LL m) QL) (w t) (n) (lope) Orbs) Qdpa) OWpa) Qdps) (bps) (lops) 8 2 Roof 12 42 1550 12 183 23 78 239 101 238 101 d 18 42 1550 12 183 34 113 276 82 515 163 2 W Shear Wall Vertical Loads Floor/Roof DL 105 psf Roof LL 85 psf Typ. Floor LL 40 psf 4' veneer 45 psf Garage B Pler SW Level Floor Ht Well Length Trb Area Wall Thk. Dead Load Veneer Self wt. Total DL LL Total DL Total U. (8) ( (s9 On) OdPs) OdPs) labs) OdPs) (Idpa) (taps) (bps) 1 8 Roof 12 38 300 18 32 21 91 123 20 123 20 2nd 18 38 300 1e 32 31 137 188 12 291 32 Pier SW Level Floor Ht Wall Length Tdb Area Wen 11*. Dead Load Veneer Self al Total DL LL Total DL Total LL (8) (8) (s98) IN Odes) lain) OdPs) OdPs) OdPs) Odes) OdPs) 2 8 Roof 12 20 250 18 28 11 48 74 18 74 10 2nd 18 20 250 18 26 18 72 98 10 173 26 Pier SW Level Floor Ht Wag Length Trb Area Wall Tlic Deed Load Veneer See wt Total DL LL Total DL Total LL ( ( (s9 8 ) („) OdPs) (Ides) (bps) laps) Odps) laps) (Ides) 3 2 Roof 12 42 1812 12 189 23 78 245 105 245 105 2nd 18 42 1812 12 169 34 113 283 e4 628 169 Pier SW Level Floor Ht Wall Length Trb Area Wag Thk Dead Wad Veneer Self wt Total DL IS Total DL Total LL ( ( (s4 On) OdPs) (Ws) Odes) (dps) lbw) laps) Odes) 4 2 Rod 12 42 1812 12 189 23 78 245 105 245 105 2nd 18 42 1812 12 189 34 113 283 04 528 169 Pier SW Level Floor HI Wall Length Trb Area Well Thk. Dead Load Veneer Self wt Total DL LL Total DL Total LL (8) ( (s98) On) Odw) lbw) OdPs) lbw) OdPs) 0 OdPs) 6 1 Roof 12 34 620 16 05 18 82 147 40 147 40 25 18 34 620 16 85 28 122 188 25 334 65 Pier SW Level Floor Ht Wall Length Trb Area Wall Thk Dead Load Veneer Self wt Total DL I.L. Total DL Total LL ( ( OR 8) On) lbw) (low) OdPs) lbw) (Ww) lbw) lbw) 6 1 Roof 12 34 820 18 85 18 82 147 40 147 40 2nd 18 34 820 18 85 28 122 188 25 334 65 Pler SW Level Floor Ht Wall Length Tdb Area Web Thk Dead Load Veneer SeBwL Total DL LL Total DL Total LL ( (8) (s98) On) OdPs) lbw) lbw) OdPs) (Ides) (ldw) lbw) 7 8 Roof 12 42 1550 18 183 23 101 284 101 264 101 2nd 18 42 1650 18 183 34 151 314 02 575 103 Pier SW Level Floor Ht Wall Length Trb Area Wall THc Dead Loed Veneer Self wt Total DL 1.1. Total DI. Total LL (8) (8) (w 8) On) (Ides) Orbs) (ldw) (Idw) OdPs) (ldw) Odw) 8 7 Roof 12 22 920 18 97 12 63 149 80 149 80 2nd 18 22 920 18 97 18 79 178 37 325 97 ETABS Coughlin Porter Lundeen, Inc. SF1 R wau. DEStG,4 —c-ES 6,640,c, A P1 125 N~ , 3 ;oy3 O, = 234" 1 -212, a5L= 433" P2 Sw- J 1250 , Iv 32 Orlp 6 234" 1.2vt0.5L= 433• P4 Sw 2- P3 Sw-3 5 I- 2 4- ^-a w -'1 ETABS v8.5.0 - File: Grg_A 1 -9-06 - January 24,2006 9:55 Plan View - STORYI - Elevation 216 - Kip-in Units ETABS ETABS v8.5.0 - File: Grg_B_1 -12 -06 - January 24,2006 9:56 Plan View - 2ND - Elevation 216 - Kip-In Units Coughlin Porter Lundeen, Inc. Shear Wall Horizontal Reinforcement Date: 1/24/2006 = r771: Z-JL:1 psi psi fy = 60 ksi Av = i • InA2 Ela Story Pier Shear Wall thk Length rho Vx phi Vcx req'd spacing (in) (ft) (kips) (kips) (in) ROOF Grg A P1, P2, Grg B P5, P6 SW-1 16 34 1250 554 13.1 2ND Grg A P1, P2, Grg B P5, P6 SW-1 16 34 803 554 36.6 2ND Grg A P4, P8, Grg B P4, P3 SW-2 12 42 1528 513 11.1 ROOF Grg A P4, P8, Grg B P4, P3 SW-2 12 42 1113 513 18.8 2ND Grg A P3, P7 SW-3 12 32 981 391 14.5 ROOF Grg A P3, P7 SW-3 12 32 490 391 86.6 2ND Grg A P5 SW-4 16 38 1525 619 112 ROOF Grg A P5 SW-4 16 38 1124 619 20.2 2ND Grg A P6 SW-5 16 29 964 472 15.8 ROOF Grg A P6 SW-5 16 29 474 472 2ND Grg B P1 SW-6 16 39 1779 635 9.1 ROOF Grg B P1 SW-6 16 39 1394 635 13.8 2ND Grg B P2 SW-6 16 20 601 326 19.5 ROOF Grg 8 P2 SW-6 16 20 108 326 2ND Grg 8 P8 SW-7 16 22 628 358 21.9 ROOF Grg B P8 SW-7 16 22 123 358 2ND Grg B P7 SW-8 16 42 1755 684 10.5 ROOF Grg B P7 SW-8 16 42 1329 684 17.4 MIN' It-nik/F r Thoot5 Fort 14" Eng:tem e 12- oc 910"ot Shear Wall Horizontal Reinforcement ( • %.** Eng: rnm, = psi psi fy = 60 ksi Date: 1/24/2006 Av = inA2 Errerctasn= Story Pier Shear Wall thk Length rho Vx phi Vcx req'd spacing (in) (ft) (kips) (kips) (in) ROOF Grg A P1, P2, Grg B P5, P6 SW-1 16 34 1250 554 18.6 2ND Grg A P1, P2, Grg B P5, P6 SW-1 16 34 803 554 51.9 2ND Grg A P4, P8, Grg B P4, P3 SW-2 12 42 1528 513 15.7 ROOF Grg A P4, P8, Grg B P4, P3 SW-2 12 42 1113 513 26.6 2ND Grg A P3, P7 SW-3 12 32 981 391 20.6 ROOF Grg A P3, P7 SW-3 12 32 490 391 122.9 2ND Grg A P5 SW-4 16 38 1525 619 15.9 ROOF Grg A P5 SW-4 16 38 1124 619 28.6 2ND Grg A P6 SW-5 16 29 964 472 22.4 ROOF Grg A P6 SW-5 16 29 474 472 2ND Grg B P1 SW-6 16 39 1779 635 13.0 % ROOF Grg B P1 SW-6 16 39 1394 635 19.5 2ND Grg El P2 SW-6 16 20 601 326 27.6 ROOF Grg B P2 SW-6 16 20 108 326 2ND Grg B P8 SW-7 16 22 628 358 31.0 ROOF Grg B P8 SW-7 16 22 123 358 2ND Grg B P7 SW-8 16 42 1755 684 14.9 ROOF Grg B P7 SW-8 16 42 1329 684 24.8 Li -7 y 908 x 16 in Code: ACI 318 -02 Units: English Run axis: About Y -axis Run option: Investigation Slenderness' Not % type: Structural Bars: ASTM A615 Date: 01/24/06 Time: 12:50:18 pcaColumn v3.63 - Licensed o' Coughlin Porter Lundeen, Inc. , = 0.8 Confinement: Tied 11 �T1 e ►2 P (kip) 20000 — (Pmax) fs =0 fs =0.5fy - 120000 -4000 — File: \ \Server5 \structural\Southcenter Design -Build Garages \ENG1Analysis\Shear Walls \PCAP-1.col Project: SC Garage Column: SW fc =5ksi Ec = 4031 ksi fc = 4.25 ksi e_u = 0.003 in /in Engineer: SES fy = 60 ksi Ag = 6528 inA2 Es = 29000 ksi As = 40.80 inA2 fc = 4.25 ksi Xo = 0.00 in Yo = 0.00 in Clear spacing = 11.38 in phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 (Pmin) 68 #7 bars Rho =062% Ix = 139264 inA4 ly = 9.05564e +007 inA4 Clear cover = 1.38 in I I 120000 My (k -ft) W -4 01/24/06 pcaColumn V3.63 - PORTLAND CEMENT ASSOCIATION - 12:50:13 Licensed to: Coughlin Porter Lundeen, Inc. 0000000 00000 00000 00000 00000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 0000000 00 00 00 00 0000000 00 00 00 00 00 00 00 00 00 • 00 00 00 00 00 00 00 00 00 00 00 00000 00 00 00000 00000 00000 (TM) _____ === x===== _______ °° _� _________= Computer program for the Strength Design of Reinforced Concrete Sections Licensee stated above acknowledges that Portland Cement Association (PCA) is not and cannot be responsible for either the accuracy or adequacy of the material supplied as input for processing by the pcaColumn(tm) computer program. Furthermore, PCA neither makes any warranty expressed nor implied with respect to the correctness of the output prepared by the pcaColumn(tm) program.Although PCA has endeavored to produce pcaColumn(tm) error free, the program is not and can't be certified infallible. The final and only responsibility for analysis, design and engineering documents is the licensees. Accordingly, PCA disclaims all responsibility in contract, negligence or other tort for any analysis, design or engineering documents prepared in connection with the use of the pcaColumn(tm) program. W-01 Page 1 SW -1 01/24/06 pcaColumn V3.63 - PORTLAND CEMENT ASSOCIATION - 12:50:13 Licensed to: Coughlin Porter Lundeen, Inc. # 3 # 6 # 9 # 14 General Information: File Name: \ \Server5 \structural \Southcenter Design -Build Garages \ENG \Analysis \Shear Walls\ Project: SC Garage Column: SW Engineer: SES Code: ACI 318 -02 Units: English Run Option: Investigation Slenderness: Not considered Run Axis: Y -axis Column Type: Structural Material Properties: f'c = 5 ksi fy = 60 ksi Ec = 4030.51 ksi Es = 29000 ksi Ultimate strain = 0.003 in /in Betal = 0.8 Section: Rectangular: Width = 408 in Depth = 16 in Gross section area, Ag = 6528 in Ix = 139264 in"4 Xo = 0 in Reinforcement: _______ Rebar Database: ASTM A615 1 234.0 32053.0 * ** Program completed as requested! * ** Iy = 9.05564e +007 in Yo = 0 in Size Diam (in) Area (in Size Diam (in) Area (in Size Diam (in) Area (in 0.38 0.11 # 4 0.50 0.20 # 5 0.63 0.75 0.44 # 7 0.88 0.60 # 8 1.00 1.13 1.00 # 10 1.27 1.27 # 11 1.41 1.69 2.25 # 18 2.26 4.00 Confinement: Tied; #3 ties with #10 bars, #4 with larger bars. phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 Layout: Rectangular Pattern: Sides Different (Cover to transverse reinforcement) Total steel area, As = 40.80 in at 0.62% Top Bottom Left Right Bars 34 # 7 34 # 7 0# 6 0# 6 Cover(in) 1 1 1 1 Factored Loads and Moments with Corresponding Capacities: (see user's manual for notation) = = Pu Muy fMny No. kip k -ft k -ft fMn /Mu 37953.4 1.184 Page 2 SW -1 W -10 0.31 0.79 1.56 y r e /etc .Ef 408 x 16 in Code: ACI 318 -02 Units: English Run axis: About Y -axis Run option: Investigation Slenderness: Not considered ,.olumn type: Structural Bars. ASTM A615 Date: 01/24/06 Time: 12:02:42 Project: SC Garage Column: SW fc = 5 ksi Ec = 4031 ksi fc = 4.25 ksi e_u = 0.003 in/in , eta1 = 0.8 Confinement: Tied - 100000 pcaColumn v3.63 - Licensed o• Coughlin Porter Lundeen, Inc. P (kip) 20000 - (Pmax) -2000 — Engineer: SES fy = 60 ksi Ag = 6528102 Es = 29000 ksi As = 21.08 InA2 fc = 4.25 ksi Xo = 0.00 in Yo = 0.00 in Clear spacing = 11.63 in phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 (Pmin) File: \ \Server5\structural\Southcenter Design -Build Garages\ENG\Analysis\Shear Walls \PCA(W- 1_top.col7 68 #5 bars Rho = 0.32% Ix = 139264 inA4 ly = 9.05564e +007 inA4 Clear cover = 1.37 in 100000 My (k -ft) 01/24/06 pcaColumn V3.63 - PORTLAND CEMENT ASSOCIATION - 12:02:37 Licensed to: Coughlin Porter Lundeen, Inc. 0000000 00000 00000 00000 00000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 0000000 00 00 00 00 0000000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00000 00 00 00000 00000 00000 (TM) = Computer program for the Strength Design of Reinforced = Concrete Sections ___________ _________ ____ ___ == Licensee stated above acknowledges that Portland Cement Association (PCA) is not and cannot be responsible for either the accuracy or adequacy of the material supplied as input for processing by the pcaColumn(tm) computer program. Furthermore, PCA neither makes any warranty expressed nor implied with respect to the correctness of the output prepared by the pcaColumn(tm) program.Although PCA has endeavored to produce pcaColumn(tm) error free, the program is not and can't be certified infallible. The final and only responsibility for analysis, design and engineering documents is the licensees. Accordingly, PCA disclaims all responsibility in contract, negligence or other tort for any analysis, design or engineering documents prepared in connection with the use of the pcaColumn(tm) program. W - I'L Page 1 SW -1_top 01/24/06 pcaColumn V3.63 - PORTLAND CEMENT ASSOCIATION - 12:02:37 Licensed to: Coughlin Porter Lundeen, Inc. General Information: File Name: \ \Server5 \structural \Southcenter Design -Build Gaiages \ENG \Analysis \Shear Walls\ Project: SC Garage Column: SW Engineer: SES Code: ACI 318 -02 Units: English Run Option: Investigation Run Axis: Y -axis Material Properties: f'c = 5 ksi Ec = 4030.51 ksi Ultimate strain = 0.003 in /in Betal = 0.8 Section: ________ Rectangular: Width = 408 in Gross section area, Ag = 6528 in Ix = 139264 in Xo = 0 in # 3 0.38 # 6 0.75 # 9 1.13 # 14 1.69 1 0.11 # 4 0.50 0.44 # 7 0.88 1.00 # 10 1.27 2.25 # 18 2.26 103.0 10000.0 20153.3 * ** Program completed as requested! * ** Slenderness: Not considered Column Type: Structural fy = 60 ksi Es = 29000 ksi Depth = 16 in Iy = 9.05564e +007 in "4 Yo = 0 in Reinforcement: ========== Rebar Database: ASTM A615 Size Diam (in) Area (in Size Diam (in) Area (in Size Diam (in) Area (in Confinement: Tied; #3 ties with #10 bars, #4 with larger bars. phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 Layout: Rectangular Pattern: Sides Different (Cover to transverse reinforcement) Total steel area, As = 21.08 in at 0.32% Top Bottom Left Right Bars 34 # 5 34 # 5 0# 6 0# 6 Cover(in) 1 1 1 1 Factored Loads and Moments with Corresponding Capacities: (see user's manual for notation) __________________________ ______ == == a____ ------ ___ = = = = =a3 Pu Muy fMny No. kip k -ft k -ft fMn /Mu 2.015 0.20 # 5 0.60 # 8 1.27 # 11 4.00 0.63 1.00 1.41 Page 2 SW -1_top W - I I 0.31 0.79 1.56 y a 509 x 12 in Code: ACI 318-02 Units: English Run axis: About Y -axis Run option: Investigation Slendemess: Not considered ,olumn type: Structural Bars: ASTM A615 Date: 01/24/06 Time: 12:09:58 - 120000 pcaColumn v3.63 - Licensed o: Coughlin Porter Lundeen, Inc. (Pmin) File: \\Server5\structural\Southcenter Design -Build Garages \ENGtAnalysis\Shear Walls1PCAISW -2.col Project: SC Garage Column: SW Engineer: SES Pc = 5 ksi fy = 60 ksi Ag = 6048 inA2 Ec = 4031 ksi Es = 29000 ksi As = 36.96 inA2 Rho — 17:6T% fc = 425 ksi fc = 4.25 ksi Xo = 0.00 in e_u = 0.003 in/in Yo = 0.00 in etal = 0.8 Clear spacing = 7.75 in Confinement: Tied phi(a) = 0.8, phi(b) = 0,9, phi(c) = 0.65 Ix = 72576104 ly = 1.28024e +008 inA4 Clear cover = 1.38 in 1 120000 My (k -ft) 01/24/06 pcaColumn V3.63 - PORTLAND CEMENT ASSOCIATION - 12:09:48 Licensed to: Coughlin Porter Lundeen, Inc. 0000000 00000 00000 00000 00000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 0000000 00 00 00 00 0000000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00000 00 00 00000 00000 00000 (TM) Y9 == == ======....== -- --- ===== G i 3 Computer program for the Strength Design of Reinforced Concrete Sections ================= = ======-============--== =-1 Licensee stated above acknowledges that Portland Cement Association (PCA) is not and cannot be responsible for either the accuracy or adequacy of the material supplied as input for processing by the pcaColumn(tm) computer program. Furthermore, PCA neither makes any warranty expressed nor implied with respect to the correctness of the output prepared by the pcaColumn(tm) program.Although PCA has endeavored to produce pcaColumn(tm) error free, the program is not and can't be certified infallible. The final and only responsibility for analysis, design and engineering documents is the licensees. Accordingly, PCA disclaims all responsibility in contract, negligence or other tort for any analysis, design or engineering documents prepared in connection with the use of the pcaColumn(tm) program. w -15 Page 1 SW -2 01/24/06 pcaColumn V3.63 - PORTLAND CEMENT ASSOCIATION - 12:09:48 Licensed to: Coughlin Porter Lundeen, Inc. Column: SW Engineer: SES Code: ACI 318 -02 Units: English Run Option: Investigation Slenderness: Not considered Run Axis: Y -axis Column Type: Structural General Information: File Name: \ \Server5 \structural \Southcenter Design -Build Garages \ENG \Analysis \Shear Walls\ Project: SC Garage Material Properties: = f'c = 5ksi Ec = 4030.51 ksi Ultimate strain = 0.003 in /in Betal = 0.8 Section: = Rectangular: Width = 504 in Depth = 12 in Gross section area, Ag = 6048 in Ix = 72576 in Xo = 0 in Reinforcement: Rebar Database: ASTM A615 Size Diam (in) Area (in Size Diam (in) Area (in Size Diam (in) Area (in # 3 0.38 0.11 # 4 0.50 0.20 # 5 0.63 # 6 0.75 0.44 # 7 0.88 0.60 # 8 1.00 # 9 1.13 1.00 # 10 1.27 1.27 # 11 1.41 # 14 1.69 2.25 # 18 2.26 4.00 Confinement: Tied; #3 ties with #10 bars, #4 with larger bars. phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 Layout: Rectangular Pattern: Sides Different (Cover to transverse reinforcement) Total steel area, As = 36.96 in at 0.61% Top Bottom Left Right Bars 42 # 6 42 # 6 0# 6 0# 6 Cover(in) 1 1 1 1 Factored Loads and Moments with Corresponding Capacities: (see user's manual for notation) _= = = = = = === = = = === = ==== -= _____ Pu No. kip k -ft k -ft fMn /Mu 1 361.0 40780.0 * ** Program completed as requested( * ** fy = 60 ksi Es = 29000 ksi Iy - 1.28024e +008 in Yo = 0 in 45112.7 1.106 W --t& Page 2 SW -2 0.31 0.79 1.56 y 504 x 12 in Code: ACI 318 -02 Units: English Run axis: About Y -axis Run option: Investigation Slenderness Not considered Itdolumn type: Structural Bars: ASTM A615 Date: 01/24/06 Time: 12:10:52 - 120000 pcaColumn v3.63 - Licensed o: Coughlin Porter Lundeen, Inc. P (kip) 18000 — (Pmax) -2000 — (Pmin) File: \ \ServerS\structural \Southcenter Design -Build Garages \ENG\Analysis \Shear Walls \PCAtSW- 2_top.col Project: SC Garage Column: SW Engineer: SES Pc = 5 ksi fy = 60 ksi Ag = 6048102 Ec = 4031 ksi Es = 29000 ksi As = 26.04 in ^2 fc = 4.25 ksi fc = 4.25 ksi Xo = 0.00 in e_u = 0.003 in /in Yo = 0.00 in t�3eta1 = 0.8 Clear spacing = 8.00 in Confinement: Tied phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 Rho = 0.43% Ix = 72576 ink; ly = 1.28024e +008 inA4 Clear cover = 1.37 in 120000 My (k -ft) w -i7 01/24/06 pcaColumn V3.63 - PORTLAND CEMENT ASSOCIATION - 12:10:48 Licensed to: Coughlin Porter Lundeen, Inc. 0000000 00000 00000 00000 00000 00 00 00 00 .00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 0000000 00 00 00 00 0000000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00000 00 00 00000 00000 00000 (TM) _ _ _ _ ___ ...=....... _ = = =_ = = = = = =_ Computer program for the Strength Design of Reinforced Concrete Sections Licensee stated above acknowledges that Portland Cement Association (PCA) is not and cannot be responsible for either the accuracy or adequacy of the material supplied as input for processing by the pcaColumn(tm) computer program. Furthermore, PCA neither makes any warranty expressed nor implied with respect to the correctness of the output prepared by the pcaColumn(tm) program.Although PCA has endeavored to produce pcaColumn(tm) error free, the program is not and can't be certified infallible. The final and only responsibility for analysis, design and engineering documents is the licensees. Accordingly, PCA disclaims all responsibility in contract, negligence or other tort for any analysis, design or engineering documents prepared in connection with the use of the pcaColumn(tm) program. Page 1 SW -2_top 01/24/06 pcaColumn V3.63 - PORTLAND CEMENT ASSOCIATION - 12:10:48 Licensed to: Coughlin Porter Lundeen, Inc. Page 2 SW -2_top General Information: = = File Name:\ \Server5 \structural \Southcenter Design -Build Garages \ENG \Analysis \Shear Walls\ Project: SC Garage Column: SW Engineer: SES Code: ACI 318 -02 Units: English Run Option: Investigation Slenderness: Not considered Run Axis: Y -axis Column Type: Structural Material Properties: = == f'c = 5 ksi fy = 60 ksi Ec = 4030.51 ksi Es = 29000 ksi Ultimate strain = 0.003 in /in Betel = 0.8 Section: Rectangular: Width = 504 in Gross section area, Ag = 6048 in Ix = 72576 in "4 Xo = 0 in Reinforcement: # 3 # 6 # 9 # 14 0.38 0.11 # 4 0.50 0.75 0.44 # 7 0.88 1.13 1.00 # 10 1.27 1.69 2.25 # 18 2.26 Cover(in) 1 1 1 0.0 13400.0 27924.0 * ** Program completed as requested! * ** Depth = 12 in Iy = 1.28024e +008 in "4 Yo = 0 in Rebar Database: ASTM A615 Size Diam (in) Area (in Size Diam (in) Area (in Size Diam (in) Area (in Confinement: Tied; #3 ties with #10 bars, #4 with larger bars. phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 Layout: Rectangular Pattern: Sides Different (Cover to transverse reinforcement) Total steel area, As = 26.04 in at 0.43% Top Bottom Left Right Bars 42 # 5 42 # 5 0# 6 0# 6 0.20 # 5 0.63 0.60 # 8 1.00 1.27 # 11 1.41 4.00 0.31 0.79 1.56 Factored Loads and Moments with Corresponding Capacities: (see user's manual for notation) Pu Muy fMny No. kip k -ft k -ft fMn /Mu 2.084 y if t/Z c 384 x 12 in Code: ACI 318 -02 Units: English Run axis: About Y -axis Run option: Investigation Slenderness Not considered ,alumn type: Structural Bars: ASTM A615 Date: 01/24/06 Time: 12:16:05 pcaColumn 4.63 - Licensed to: Coughlin Porter Lundeen, Inc. P (kip) 14000 . (Pmax) fs =0 fs =0.5fy -70000 -2000 (Pmin) File: 1 \Server5\structural\Southcenter Design -Build Garages \ENG\Analysis \Shear Walls \PCAISW -3.col I Project: SC Garage Column. SW Engineer. SES f c = 5 ksi fy = 60 ksi Ag = 4608 inA2 64 #6 bars Ec = 4031 ksi Es = 29000 ksi As = 28.16102 Rho = 0.61% fc = 4.25 ksi fc = 4.25 ksi Xo = 0.00 In Ix = 55296 ink; e_u = 0.003 infin Yo = 0.00 in ly = 5.66231e+007 inA4 ,, = 0.8 Clear spacing = 7.75 in Clear cover = 1.38 in Confinement: Tied phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 70000 My (k -ft) 01/24/06 pcaColumn V3.63 - PORTLAND CEMENT ASSOCIATION - 12:15:59 Licensed to: Coughlin Porter Lundeen, Inc. 0000000 00000 00000 00000 00000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 0000000 00 00 00 00 0000000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00000 00 00 00000 00000 00000 (TM) ..................... Computer programfor the Strength Design of Reinforced Concrete Sections Licensee stated above acknowledges that Portland Cement Association (PCA) is not and cannot be responsible for either the accuracy or adequacy of the material supplied as input for processing by the pcaColumn(tm) computer program. Furthermore, PCA neither makes any warranty expressed nor implied with respect to the correctness of the output prepared by the pcaColumn(tm) program.Although PCA has endeavored to produce pcaColumn(tm) error free, the program is not and can't be certified infallible. The final and only responsibility for analysis, design and engineering documents is the licensees. Accordingly, PCA disclaims all responsibility in contract, negligence or other tort for any analysis, design or engineering documents prepared in connection with the use of the pcaColumn(tm) program. Page 1 SW -3 01/24/06 pcaColumn V3.63 - PORTLAND CEMENT ASSOCIATION - 12:15:59 Licensed to: Coughlin Porter Lundeen, Inc. General Information: = = = File ? Name: = \ \Server5 \structural \Southcenter Design -Build Garages \ENG \Analysis \Shear Walls\ Project: SC Garage ( Column: SW Engineer: SES Code: ACI 318 -02 Units: English Run Option: Investigation Slenderness: Not considered Run Axis: Y -axis Column Type: Structural Material Properties: f'c = 5 ksi Ec = 4030.51 ksi Ultimate strain = 0.003 in /in Betel = 0.8 Section: fy = 60 ksi Es = 29000 ksi Rectangular: Width = 384 in Depth = 12 in Gross section area, Ag = 4608 in Ix = 55296 in Iy = 5.66231e +007 in Xo = 0 in Yo = 0 in Reinforcement: Page 2 SW -3 Rebar Database: ASTM A615 Size Diam (in) Area (in''2) Size Diam (in) Area (in Size Diam (in) Area (in # 3 0.38 0.11 # 4 # 6 0.75 0.44 # 7 # 9 1.13 1.00 # 10 # 14 1.69 2.25 # 18 0.50 0.88 1.27 2.26 0.20 # 5 0.60 # 8 1.27 # 11 4.00 Confinement: Tied; #3 ties with #10 bars, #4 with larger bars. phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 Layout: Rectangular Pattern: Sides Different (Cover to transverse reinforcement) Total steel area, As = 28.16 in at 0.618 Top Bottom Left Right Bars 32 # 6 32 # 6 0# 6 0# 6 Cover(in) 1 1 1 1 Pu Muy No. kip k -ft 1 211.0 23469.0 * ** Program completed as requested! * ** fMny k -ft fMn /Mu 25363.7 1.081 0.63 1.00 1.41 0.31 0.79 1.56 Factored Loads and Moments with Corresponding Capacities: (see user's manual for notation) w -t-Z ,+JS € IZ 384 x 12 in Code: ACI 318 -02 Units: English Run axis: About Y -axis Run option: Investigation Slenderness: Not considered column type: Structural Bars: ASTM A615 Date: 01/24/06 Time: 12:42:42 pcaColumn v3.63 - Licensed o: Coughlin Porter Lundeen, Inc. File: \\Server5\structural \Southcenter Design -Build Garages \ENG\Analysis \Shear Walls ■PCAISW- 3_top.colJ Project: SC Garage Column: SW fc = 5 ksi Ec = 4031 ksi fc = 4.25 ksi e_u = 0.003 in/in ril etal =0.8 Confinement: Tied -70000 P (kip) 14000 (Pmax) (Pmin) Engineer: SES fy = 60 ksi Ag = 4608 in ^2 64 #5 bars Es = 29000 ksi As = 19.84 inA2 Rho = 0.43% fc = 4.25 ksi Xo = 0.00 in Ix = 55296 in ^4 Yo = 0.00 in ly = 5.66231e+007 in ^4 Clear spacing = 8.00 in Clear cover = 1.37 in phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 70000 My (k -ft) 01/24/06 pcaColumn V3.63 - PORTLAND CEMENT ASSOCIATION - 12:42:39 Licensed to: Coughlin Porter Lundeen-, Inc. 0000000 00000 00000 00000 00000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 0000000 00 00 00 00 0000000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00000 00 00 00000 00000 00000 (TM) ============================================== _ Computer program for the Strength Design of Reinforced Concrete Sections = = == = == = = == ______ _____ = = ■v= Licensee stated above acknowledges that Portland Cement Association (PCA) is not and cannot be responsible for either the accuracy or adequacy of the material supplied as input for processing by the pcaColumn(tm) computer program. Furthermore, PCA neither makes any warranty expressed nor implied with respect to the correctness of the output prepared by the pcaColumn(tm) program.Although PCA has endeavored to produce pcaColumn(tm) error free, the program is not and can't be certified infallible. The final and only responsibility for analysis, design and engineering documents is the licensees. Accordingly, PCA disclaims all responsibility in contract, negligence or other tort for any analysis, design or engineering documents prepared in connection with the use of the pcaColumn(tm) program. Page 1 SW -3_top Code: ACI 318 -02 Run Option: Investigation Run Axis: Y -axis 01/24/06 pcaColumn V3.63 - PORTLAND CEMENT ASSOCIATION - 12:42:39 Licensed to: Coughlin Porter Lundeen, Inc. General Information: __ ___________ File Name: \ \Server5 \structural \Southcenter Design -Build Garages \ENG \Analysis \Shear Walls\ Project: SC Garage Column: SW Engineer: SES Material Properties: f'c - 5 ksi Ec = 4030.51 ksi Ultimate strain = 0.003 in /in Betal = 0.8 Section Rectangular: Width = 384 in Gross Ix = Xo ZIC section area, Ag = 4608 in 55296 in"4 0 in Reinforcement: Rebar Database: ASTM A615 Size Diam (in) Area (in # 3 0.38 0.11 # 4 0.50 # 6 0.75 0.44 # 7 0.88 # 9 1.13 1.00 # 10 1.27 # 14 1.69 2.25 # 18 2.26 Confinement: Tied; #3 ties with #10 bars, #4 with phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 Layout: Rectangular Pattern: Sides Different (Cover to transverse reinforcement) Total steel area, As = 19.84 in * 2 at 0.43% Top Bottom Left Right Bars 32 # 5 32 # 5 Cover 1 1 Factored Loads and Moments with Corresponding Capacities: (see user's manual for notation) Pu Muy fMny No. kip k -ft k -ft fMn /Mu 1 0.0 6000.0 * ** Program completed as requested! * ** Units: English Slenderness: Not considered Column Type: Structural fy = 60 ksi Es = 29000 ksi Depth = 12 in Iy = 5.66231e +007 in"4 Yo - 0 in Size Diam (in) Area (in Size Diam (in) Area (in 0.20 # 5 0.60 # 8 1.27 # 11 4.00 larger bars. 0 # 6 0 # 6 1 1 16219.2 2.703 0.63 1.00 1.41 Page 2 SW -3_top 0.31 0.79 1.56 W y 1 F *7 @ tfoQ 956 x 16 in Code: ACI 318-02 Units: English Run axis: About Y -axis Run option: Investigation Slenderness Not considered alumn type: Structural Bars: ASTM A615 Date: 01/24/06 Time. 12.53.28 - 140000 pcaColumn v3.63 - Licensed o: Coughlin Porter Lundeen, Inc. P (kip) 25000 — (Pmax) -5000 — (Pmin) File: \ \Server5 \structural\Southcenter Design -Build Garages \ENG\Analysis \Shear Walls \PCPfSW -4.col Project: SC Garage Column: SW Engineer: SES fc = 5 ksi fy = 60 ksi Ag = 7296 inA2 76 #7 bars ✓/ Ec = 4031 ksi Es = 29000 ksi As = 45.60 inA2 Rho = 0.62% fc = 4.25 ksi fc = 4.25 ksi Xo = 0.00 in Ix = 155648104 e_u = 0.003 in/in Yo = 0.00 in ly = 1.26425e +008 inA4 y = 0.8 Clear spacing = 11.35 in Clear cover = 1.38 in Confinement: Tied phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 140000 My (k -ft) w -2& 01/24/06 pcaColumn V3.63 - PORTLAND CEMENT ASSOCIATION - 12:53:24 Licensed to: Coughlin Porter Lundeen, Inc. 0000000 00000 00000 00000 00000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 0000000 00 00 00 00 0000000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00000 00 00 00000 00000 00000 (TM) = == _== == - - - -_ ===== == ==== = = =s==== = =_= == = == ==_ == Computer program for the Strength Design of Reinforced Concrete Sections ===== ============ =============== Licensee stated above acknowledges that Portland Cement Association (PCA) is not and cannot be responsible for either the accuracy or adequacy of the material supplied as input for processing by the pcaColumn(tm) computer program. Furthermore, PCA neither makes any warranty expressed nor implied with respect to the correctness of the output prepared by the pcaColumn(tm) program.Although PCA has endeavored to produce pcaColumn(tm) error free, the program is not and can't be certified infallible. The final and only responsibility for analysis, design and engineering documents is the licensees. Accordingly, PCA disclaims all responsibility in contract, negligence or other tort for any analysis, design or engineering documents prepared in connection with the use of the pcaColumn(tm) program. W-17 Page 1 SW -4 01/24/06 pcaColumn V3.63 - PORTLAND CEMENT ASSOCIATION - 12:53:24 Licensed to: Coughlin Porter Lundeen, Inc. General Information: .=================== File Name: \ \Server5 \structural \Southcenter Design -Build Garages \ENG \Analysis \Shear Walls\ / Project: SC Garage ( Column: SW % Code: ACI 318 -02 Run Option: Investigation Slenderness: Not considered Run Axis: Y -axis Column Type: Structural Material Properties: f'c = 5 ksi Ec = 4030.51 ksi Ultimate strain = 0.003 in /in Betal = 0.8 Section: # 3 0.38 0.11 # 4 0.50 # 6 0.75 0.44 # 7 0.88 # 9 1.13 1.00 # 10 1.27 # 14 1.69 2.25 # 18 2.26 Pu Muy No. kip k -ft 1 251.0 40850.0 * ** Program completed as requested! * ** Engineer: SES Units: English fy = 60 ksi Es = 29000 ksi Rectangular: Width = 456 in Depth = 16 in Gross section area, Ag = 7296 in Ix = 155648 in Xo = 0 in Iy = 1.26425e +008 in Yo = 0 in Page 2 SW -4 Reinforcement: Rebar Database: ASTM A615 Size Diam (in) Area (in Size Diam (in) Area (in Size Diam (in) Area (in "2) Confinement: Tied; #3 ties with #10 bars, #4 with larger bars. phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 Bars 38 # 7 38 # 7 0# 6 0# 6 Cover(in) 1 1 1 1 0.20 # 5 0.60 # 8 1.27 # 11 4.00 Layout: Rectangular Pattern: Sides Different (Cover to transverse reinforcement) Total steel area, As = 45.60 in at 0.62% Top Bottom Left Right fMny k -ft fMn /Mu 47235.7 1.156 0.63 1.00 1.41 Factored Loads and Moments with Corresponding Capacities: (see user's manual for notation) (i -"LS 0.31 0.79 1.56 / � y 4-s e 1z 956 x 16 in Code: ACI 318 -02 Units: English Run axis: About Y -axis Run option: Investigation Slenderness: Not considered c olumn type: Structural Bars: ASTM A615 Date: 01/24/06 Time: 12:55:03 - 120000 pcaColumn v3.63 - Licensed o• Coughlin Porter Lundeen, Inc. P (kip) 25000 — (Pmax) -5000 — (Pmin) File: \ \Server5\structural \Southcenter Design -Build Garages \ENG\Analysis \Shear Walls \PCA\SW- 4_top.col Project: SC Garage Column: SW Engineer: SES Pc = 5 ksi fy = 60 ksi Ag = 7296102 76 #5 bars Ec = 4031 ksi Es = 29000 ksi As = 23.56 in ^2 Rho = 0.32% fc = 4.25 ksi fc = 4.25 ksi Xo = 0.00 in Ix = 155648 ink' e_u = 0.003 in/in Yo = 0.00 in ly = 1.26425e +008 in^4 .Jeta1 = 0.8 Clear spacing = 11.60 in Clear cover = 1.37 in Confinement: Tied phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 120000 My (k -ft) 01/24/06 pcaColumn V3.63 - PORTLAND CEMENT ASSOCIATION - 12:54:59 Licensed to: Coughlin Porter Lundeen, Inc. =s =s == Computer program for the Strength Design of Reinforced Concrete Sections 63 6 == ============ 309 Cite 0000000 00000 00000 00000 00000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 0000000 00 00 00 00 0000000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00000 00 00 00000 00000 00000 (TM) Licensee stated above acknowledges that Portland Cement Association (PCA) is not and cannot be responsible for either the accuracy or adequacy of the material supplied as input for processing by the pcaColumn(tm) computer program. Furthermore, PCA neither makes any warranty expressed nor implied with respect to the correctness of the output prepared by the pcaColumn(tm) program.Although PCA has endeavored to produce pcaColumn(tm) error free, the program is not and can't be certified infallible. The final and only responsibility for analysis, design and engineering documents is the licensees. Accordingly, PCA disclaims all responsibility in contract, negligence or other tort for any analysis, design or engineering documents prepared in connection with the use of the pcaColumn(tm) program. LA,-3 0 Page 1 SW -4_top 01/24/06 pcaColumn V3.63 - PORTLAND CEMENT ASSOCIATION - 12:54:59 Licensed to: Coughlin Porter Lundeen, Inc. General Information: File Name: \ \Server5 \structural \Southcenter Design -Build Garages \ENG \Analysis \Shear Walls\ Project: SC Garage Column: SW Engineer: SES Code: ACI 318 -02 Units: English Run Option: Investigation Slenderness: Not considered Run Axis: Y - axis Column Type: Structural Material Properties: = = = = = f'c = ksi fy = 60 ksi Ec = 4030.51 ksi Es = 29000 ksi Ultimate strain = 0.003 in /in Betel = 0.8 Section: ________ Rectangular: Width = 456 in Gross section area, Ag = 7296 in Ix = 155648 in Xo = 0 in Reinforcement: Reber Database: ASTM A615 Size Diam (in) Area (in Size Diam Depth = 16 in Iy = 1.26425e +008 in'4 Yo = 0 in # 3 0.38 0.11 # 4 0.50 0.20 # 5 0.63 # 6 0.75 0.44 # 7 0.88 0.60 # 8 1.00 # 9 1.13 1.00 # 10 1.27 1.27 # 11 1.41 # 14 1.69 2.25 # 18 2.26 4.00 Confinement: Tied; #3 ties with #10 bars, #4 with larger bars. phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 Layout: Rectangular Pattern: Sides Different (Cover to transverse reinforcement) Total steel area, As = 23.56 in at 0.32% Top Bottom Left Right Bars 38 # 5 38 # 5 0# 6 0# 6 Cover(in) 1 1 1 1 Factored Loads and Moments with Corresponding Capacities: (see user's manual for notation) No. kip k -ft k -ft fMn /Mu 1 0.0 14000.0 * ** Program completed as requested! * ** (in) Area (in Size Diam (in) Area (in 23174.4 1.655 Page 2 SW -4_top 0.31 0.79 1.56 y 348 x 16 in Code: ACI 318 -02 Units: English Run axis: About Y -axis Run option: Investigation Slendemess: Not considered lumn type: Structural Bars: ASTM A615 Date: 01/24/06 Time: 13:01:35 pcaColumn v3.63 - Licensed o: Coughlin Porter Lundeen, Inc. P (kip) 18000 — (Pmax) File: \ \Server5\structural\Southcenter Design -Build Garages \ENGWnalysis \Shear Walls \PC4W T) Project: SC Garage Column: SW Engineer: SES / Pc = 5 ksi fy = 60 ksi Ag = 5568 in ^2 58 #7 bars Ec = 4031 ksi Es = 29000 ksi As = 34.80 W2 Rho = 0.63% fc = 4.25 ksi fc = 4.25 ksi Xo = 0.00 in Ix = 118784 inA4 e_u = 0.003 infin Yo = 0.00 in ly = 5.61923e +007 inA4 eta1 = 0.8 Clear spacing = 11.43 in Clear cover = 1.38 in Confinement: Tied phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 01/24/06 pcaColumn V3.63 - PORTLAND CEMENT ASSOCIATION - 13:01:31 Licensed to: Coughlin Porter Lundeen, Inc. 0000000 00000 00000 00000 00000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 0000000 00 00 00 00 0000000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00000 00 00 00000 00000 00000 (TM) ....... _ =3 ®i an-_======n=-_= ......... Computer program for the Strength Design of Reinforced Concrete Sections == = =_ = == ____ -= -= --= -- - - - -- ____ Licensee stated above acknowledges that Portland Cement Association (PCA) is not and cannot be responsible for either the accuracy or adequacy of the material supplied as input for processing by the pcaColumn(tm) computer program. Furthermore, PCA neither makes any warranty expressed nor implied with respect to the correctness of the output prepared by the pcaColumn(tm) program.Although PCA has endeavored to produce pcaColumn(tm) error free, the program is not and can't be certified infallible. The final and only responsibility for analysis, design and engineering documents is the licensees. Accordingly, PCA disclaims all responsibility in contract, negligence or other tort for any analysis, design or engineering documents prepared in connection with the use of the pcaColumn(tm) program. ^ 33 Page 1 SW -5 01/24/06 pcaColumn V3.63 - PORTLAND CEMENT ASSOCIATION - 13:01:31 Licensed to: Coughlin Porter Lundeen, Inc. General Information: File Name: \ \Server5 \structural \Southcenter Design -Build Garages \ENG \Analysis \Shear Walls\ Project: SC Garage .,' ' Code: ACI 318 -02 Units: English Material Properties: ......============= f'c = 5 ksi Ec = 4030.51 ksi Ultimate strain = 0.003 in /in Betal = 0.8 Section: _= Rectangular: Width = 348 in Depth = 16 in Gross section area, Ag = 5568 in Ix = 118784 in Iy = 5.61923e +007 in Xo - 0 in Yo = 0 in Reinforcement: ____ == Rebar Database: ASTM A615 Size Diam (in) Area (in Size Diam (in) Area (in Size Diam (in) Area (in # 3 # 6 # 9 # 14 Run Option: Investigation Run Axis: Y -axis 0.38 0.11 # 4 0.50 0.75 0.44 # 7 0.88 1.13 1.00 # 10 1.27 1.69 2.25 # 18 2.26 Slenderness: Not considered Column Type: Structural fy = 60 ksi Es = 29000 ksi 0.20 # 5 0.60 # 8 1.27 # 11 4.00 Confinement: Tied; #3 ties with #10 bars, #4 with larger bars. phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 Layout: Rectangular Pattern: Sides Different (Cover to transverse reinforcement) Total steel area, As = 34.80 in at 0.63% Top Bottom Left Right Bars 29 # 7 29 # 7 0# 6 0# 6 cover(in) 1 1 1 1 Factored Loads and Moments with Corresponding Capacities: (see user's manual for notation) Pu Muy fMny No. kip k -ft k -ft fMn /Mu 1 955.0 27785.4 * ** Program completed as requested) * ** 1.210 0.63 1.00 1.41 Page 2 SW -5 0.31 0.79 1.56 y tis = 0.8 Confinement: Tied #5 e 12toci 348 x 16 in Code: ACI 318 -02 Units: English Run axis: About Y -axis Run option: Investigation Slendemess: Not considered S type: Structural Bars: ASTM A615 Date: 01/24/06 Time: 13:02:33 -70000 pcaColumn v3.63 - Licensed o: Coughlin Porter Lundeen, Inc. P (kip) 18000 — (Pmax) -2000 — (Pmin) File: 11Server5\structural\Southcenter Design -Build Garages \ENG\Analysis \Shear Walls1PCA4SW- 5_top.col 1 Project: SC Garage Column: SW Engineer: SES Pc = 5 ksi fy = 60 ksi Ag = 5568102 58 #5 bars Ec = 4031 ksi Es = 29000 ksi As = 17.98 i02 Rho = 0.32% fc = 4.25 ksi fc = 4.25 ksi Xo = 0.00 in Ix = 118784 ink; e_u = 0.003 in /in Yo = 0.00 in ly = 5.61923e +007 in^4 Clear spacing = 11.68 In Clear cover = 1.37 in phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 70000 My (k -ft) -3S 01/24/06 pcaColumn V3.63 - PORTLAND CEMENT ASSOCIATION - 13:02:30 Licensed to: Coughlin Porter Lundeen, Inc. 0000000 00000 00000 00000 00000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 0000000 00 00 00 00 0000000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00000 00 00 00000 00000 00000 (TM) Computer program for the Strength Design of Reinforced Concrete Sections Licensee stated above acknowledges that Portland Cement Association (PCA) is not and cannot be responsible for either the accuracy or adequacy of the material supplied as input for processing by the pcaColumn(tm) computer program. Furthermore, PCA neither makes any warranty expressed nor implied with respect to the correctness of the output prepared by the pcaColumn(tm) program.Although PCA has endeavored to produce pcaColumn(tm) error free, the program is not and can't be certified infallible. The final and only responsibility for analysis, design and engineering documents is the licensees. Accordingly, PCA disclaims all responsibility in contract, negligence or other tort for any analysis, design or engineering documents prepared in connection with the use of the pcaColumn(tm) program. W-36 Page 1 SW -5_top 01/24/06 pcaColumn V3.63 - PORTLAND CEMENT ASSOCIATION - 13:02:30 Licensed to: Coughlin Porter Lundeen, Inc. General Information: = == = File Name: \ \Server5 \structural \Southcenter Design -Build Garages \ENG \Analysis \Shear Walls\ Project: SC Garage Column: SW Engineer: SES Code: ACI 318 -02 Units: English Run Option: Investigation Slenderness: Not considered Run Axis: Y -axis Column Type: Structural Material Properties: = f'c = 5 ksi fy = 60 ksi Ec = 4030.51 ksi Es = 29000 ksi Ultimate strain = 0.003 in /in Beta1 = 0.8 Section: Rectangular: Width = 348 in Depth = 16 in Gross section area, Ag = 5568 in Ix = 118784 in "4 Xo = 0 in Reinforcement: Rebar Database: ASTM A615 Size Diam (in) Area (in Size Diam (in) Area (in Size Diam (in) Area (in # 3 0.38 0.11 # 4 0.50 # 6 0.75 0.44 # 7 0.88 # 9 1.13 1.00 # 10 1.27 # 14 1.69 2.25 # 18 2.26 Confinement: Tied; #3 ties with #10 bars, #4 with larger bars. phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 Layout: Rectangular Pattern: Sides Different (Cover to transverse reinforcement) Total steel area, As = 17.98 in at 0.32% Top Bottom Left Right Bars 29 # 5 29 # 5 0# 6 0# 6 Cover(in) 1 1 1 1 Factored Loads and Moments with Corresponding Capacities: (see user's manual for notation) Pu Muy fMny No. kip k -ft k -ft fMn /Mu 1 0.0 5700.0 13502.4 * ** Program completed as requested! * ** Iy = 5.61923e +007 in Yo = 0 in == nftIttel= 2.369 0.20 # 5 0.63 0.60 # 8 1.00 1.27 # 11 1.41 4.00 Page 2 SW -5_top W 0.31 0.79 1.56 y #'I € 1? et 468 x 16 in Code: ACI 318-02 Units: English Run axis: About Y -axis Run option: Investigation Slenderness' Not considered lumn type: Structural Bars: ASTM A615 Date: 01/24/06 Time: 13:10:42 Project: SC Garage Column: SW fc =5ksi Ec = 4031 ksi fc = 4.25 ksi e_u = 0.003 h = 0.8 Confinement: Tied - 140000 pcaColumn v3.63 - Licensed o: Coughlin Porter Lundeen, Inc. P (kip) 25000 (Pmax) -5000 (Pmin) File: \ \Server5 \structural \Southcenter Design -Build Garages \ENG\Analysis \Shear Walls\PCAASW- 61ong.col Engineer: SES fy = 60 ksi Ag = 7488 InA2 78 #7 bars Es = 29000 ksi As = 46.80102 Rho = 0.62% fc = 4.25 ksi Xo = 0.00 in Ix = 159744 inA4 Yo = 0.00 in ly = 1.36671e+008104 Clear spacing = 11.35 in Clear cover = 1.38 in phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 I I 140000 My (k -ft) t."3- IS y x 264 x 16 in Code: ACI 318-02 Units: English Run axis: About Y -axis Run option: Investigation Slenderness' Not considered w.Ulumn type: Structural Bars: ASTM A615 Date: 01/24/06 Time: 13:20:54 pcaColumn v3.63 - Licensed o: Coughlin Porter Lundeen, Inc. File: \\Server5\structural\Southcenter Design -Build Garages\ENG\Analysis \Shear Walls \PCPSSW -7 top.col I Project: SC Garage Column: SW Engineer: SES fc = 5 ksi fy = 60 ksi Ag = 4224 inA2 44 #5 bars Ec = 4031 ksi Es = 29000 ksi As = 13.64 inA2 Rho = 0.32% fc = 4.25 ksi fc = 4.25 ksi Xo = 0.00 in Ix = 90112 inA4 e_u = 0.003 in /in Yo = 0.00 In ly = 2.4533e +007 inA4 % = 0.8 Clear spacing = 11.78 in Clear cover = 1.37 in Confinement: Tied phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 W -31 01/24/06 pcaColumn V3.63 - PORTLAND CEMENT ASSOCIATION - 13:20:51 Licensed to: Coughlin Porter Lundeen, Inc. 0000000 00000 00000 00000 00000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 0000000 00 00 00 00 0000000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00000 00 00 00000 00000 00000 (TM) ================================ = ____ =========== Computer program for the Strength Design of Reinforced Concrete Sections Licensee stated above acknowledges that Portland Cement Association (PCA) is not and cannot be responsible for either the accuracy or adequacy of the material supplied as input for processing by the pcaColumn(tm) computer program. Furthermore, PCA neither makes any warranty expressed nor implied with respect to the correctness of the output prepared by the pcaColumn(tm) program.Although PCA has endeavored to produce pcaColumn(tm) error free, the program is not and can't be certified infallible. The final and only responsibility for analysis, design and engineering documents is the licensees. Accordingly, PCA disclaims all responsibility in contract, negligence or other tort for any analysis, design or engineering documents prepared in connection with the use of the pcaColumn(tm) program. W_LO Page 1 SW -7_top General Information: File Name: \ \Server5 \structural \Southcenter Design -Build Garages \ENG \Analysis \Shear Walls\ Project: SC Garage Column: SW Engineer: SES Code: ACI 318 -02 Units: English 01/24/06 pcaColumn V3.63 - PORTLAND CEMENT ASSOCIATION - 13:20:51 Licensed to: Coughlin Porter Lundeen, Inc. Run Option: Investigation Slenderness: Not considered Run Axis: Y -axis Column Type: Structural Material Properties: f'c = 5 ksi Ec = 4030.51 ksi Ultimate strain = 0.003 in /in Betal = 0.8 Section: fy = 60 ksi Es = 29000 ksi Rectangular: Width = 264 in Depth = 16 in Gross section area, Ag = 4224 in Ix = 90112 in"4 Xo = 0 in Iy = 2.4533e +007 in"4 Yo = 0 in Page 2 SW -7_top Reinforcement: = Rebar Database: ASTM A615 Size Diam (in) Area (in * 2) Size Diam (in) Area (in Size Diam (in) Area (in # 3 0.38 0.11 # 4 0.50 0.20 # 5 0.63 # 6 0.75 0.44 # 7 0.88 0.60 # 8 1.00 # 9 1.13 1.00 # 10 1.27 1.27 # 11 1.41 # 14 1.69 2.25 # 18 2.26 4.00 Confinement: Tied; #3 ties with #10 bars, #4 with larger bars. phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 Layout: Rectangular Pattern: Sides Different (Cover to transverse reinforcement) Total steel area, As = 13.64 in at 0.32% Top Bottom Left Right Bars 22 # 5 22 # 5 0# 6 0# 6 Cover( 1 1 1 1 Factored Loads and Moments with Corresponding Capacities: (see user's manual for notation) Pu Muy fMny No. kip k -ft k -ft fMn /Mu 1 0.0 1500.0 7777.3 * ** Program completed as requested! * ** 5.185 W-N 1 0.31 0.79 1.56 264 x 16 in Code: ACI 318 -02 Units: English Run axis: About Y -axis Run option: Investigation Slenderness: Not considered Oblumn type: Structural Bars: ASTM A615 Date: 01/24/06 Time: 13:19:56 pcaColumn v3.63 - Licensed o: Coughlin Porter Lundeen, Inc. -2000 — P (kip) 14000 — (Pmax) (Pmin) File: \\Server5\structural\Southcenter Design -Build Garages \ENG\Analysis \Shear Walls \PCAjSW -7.col 1 Project: SC Garage F Column: SW Engineer: SES fc = 5 ksi fy = 60 ksi Ag = 4224102 44 #7 bars ✓/ Ec = 4031 ksi Es = 29000 ksi As = 26.40 in ^2 Rho = 0.63% fc = 4.25 ksi fc = 4.25 ksi Xo = 0.00 in Ix = 90112 in ^4 e u = 0.003 in/in Yo = 0.00 in ly = 2.4533e +007 inA4 ‘ = 0.8 Clear spacing = 11.50 in Clear cover = 1.38 in Confinement: Tied phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 01/24/06 pcaColumn V3.63 - PORTLAND CEMENT ASSOCIATION - 13:19:53 Licensed to: Coughlin Porter Lundeen, Inc. 0000000 00000 00000 00000 00000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 0000000 00 00 0 00 0000000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00000 00 00 0 0000 0000 00000 ( TM) ....... = i a Computer program fortheStrength DesignofReinforced Concrete Sections Licensee stated above acknowledges that Portland Cement Association (PCA) is not and cannot be responsible for either the accuracy or adequacy of the material supplied as input for processing by the pcaColumn(tm) computer program. Furthermore, PCA neither makes any warranty expressed nor implied with respect to the correctness of the output prepared by the pcaColumn(tm) program.Although PCA has endeavored to produce pcaColumn(tm) error free, the program is not and can't be certified infallible. The final and only responsibility for analysis, design and engineering documents is the licensees. Accordingly, PCA disclaims all responsibility in contract, negligence or other tort for any analysis, design or engineering documents prepared in connection with the use of the pcaColumn(tm) program. W Page 1 SW -7 01/24/06 pcaColumn V3.63 - PORTLAND CEMENT ASSOCIATION - 13:19:53 Licensed to: Coughlin Porter Lundeen, Inc. General Information: = File Name: \\Server5\structural\Southcenter Design -Build Garages \ENG \Analysis \Shear Walls\ Project: SC Garage Column: SW Engineer: SES Code: ACI 318 -02 Units: English Run Option: Investigation Slenderness: Not considered Run Axis: Y -axis Column Type: Structural Material Properties: f'c - 5 ksi fy = 60 ksi Ec = 4030.51 ksi Es = 29000 ksi Ultimate strain = 0.003 in /in Betal = 0.8 Section: = = = Rectangular: Width = 264 in Depth = 16 in Gross section area, Ag = 4224 in Ix = 90112 in"4 Xo = 0 in Reinforcement: = Rebar Database: ASTM A615 Size Diam (in) Area (in Size Diam (in) Area (in Size Diam (in) Area (in # 3 0.38 0.11 # 4 0.50 # 6 0.75 0.44 # 7 0.88 # 9 1.13 1.00 # 10 1.27 # 14 1.69 2.25 # 18 2.26 Confinement: Tied; #3 ties with #10 bars, #4 with larger bars. phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 Layout: Rectangular Pattern: Sides Different (Cover to transverse reinforcement) Total steel area, As = 26.40 in at 0.63% Top Bottom Left Right Bars 22 # 7 22 # 7 0 # 6 0 # 6 Cover(in) 1 1 1 1 Factored Loads and Moments with Corresponding Capacities: (see user's manual for notation) Pu Muy fMny No. kip k -ft k -ft fMn /Mu 1 228.0 12691.0 16612.1 * ** Program completed as requested! * ** Iy = 2.4533e +007 in Yo = 0 in 1.309 0.20 # 5 0.60 # 8 1.27 # 11 4.00 0.63 1.00 1.41 Page 2 SW -7 0.31 0.79 1.56 509 x 16 in Code: ACI 318-02 Units: English Run axis: About Y -axis Run option: Investigation Slenderness: Not considered Ikup type: Structural Bars: ASTM A615 Date: 01/24/06 Time: 13:25:22 pcaColumn v3.63 - Licensed o: Coughlin Porter Lundeen, Inc. P (kip) 25000 — (Pmax) 1 1 1 1 1 1 1 1 - 160000 -5000 — ±I I 1 1 1 1 160000 (Pmin) File: \ \Servers\structural\Southcenter Design -Build Garages\ENG\Analysis\Shear Walls \PC SW - 8.col Project: SC Garage Column: SW Engineer: SES fc = 5 ksi fy = 60 ksi Ag = 8064 inA2 84 #7 bars Ec = 4031 ksi Es = 29000 ksi As = 50.40 inA2 Rho = 0.62% fc = 4.25 ksi fc = 4.25 ksi Xo = 0.00 in Ix = 172032 inA4 e_u = 0.003 infin Yo = 0.00 in ly = 1.70699e +008 inA4 Ibeta1 = 0.8 Clear spacing = 11.33 in Clear cover = 1.38 in Confinement: Tied phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 My (k -ft) 01/24/06 pcaColumn V3.63 - PORTLAND CEMENT ASSOCIATION - 13:25:18 Licensed to: Coughlin Porter Lundeen, Inc. 0000000 00000 0000 00000 00000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 0000000 00 00 00 00 0000000 00 00 00 0 00 00 00 00 00 0 0 0 0 00 00 00 00 00 00 00 00 00 00000 00 00 00000 00000 00000 (TM) = =___= -- -- ==-- =- =- ====== = = == =H= = = == = == Computer program for the Strength Design of Reinforced Concrete Sections ============== H= Licensee stated above acknowledges that Portland Cement Association (PCA) is not and cannot be responsible for either the accuracy or adequacy of the material supplied as input for processing by the pcaColumn(tm) computer program. Furthermore, PCA neither makes any warranty expressed nor implied with respect to the correctness of the output prepared by the pcaColumn(tm) program.Although PCA has endeavored to produce pcaColumn(tm) error free, the program is not and can't be certified infallible. The final and only responsibility for analysis, design and engineering documents is the licensees. Accordingly, PCA disclaims all responsibility in contract, negligence or other tort for any analysis, design or engineering documents prepared in connection with the use of the pcaColumn(tm) program. Page 1 SW -8 w -16 01/24/06 pcaColumn V3.63 - PORTLAND CEMENT ASSOCIATION - 13:25:18 Licensed to: Coughlin Porter Lundeen, Inc. General Information: File Name: \ \Server5 \structural \Southcenter Design -Build Garages \ENG \Analysis \Shear Walls\ Project: SC Garage Column: SW Engineer: SES Code: ACI 318 -02 Units: English Run Option: Investigation Slenderness: Not considered Run Axis: Y -axis Column Type: Structural Material Properties: ============. __ f'c = 5 ksi Ec = 4030.51 ksi Ultimate strain = 0.003 in /in Betal = 0.8 Section: Rectangular: Width = 504 in Depth = 16 in Gross section area, Ag = 8064 in Ix = 172032 in Xo = 0 in Reinforcement: Rebar Database: ASTM A615 Size Diam (in) Area (in Size Diam (in) Area (in Size Diam (in) Area (in # 3 0.38 0.11 # 4 0.50 0.20 # 5 0.63 # 6 0.75 0.44 # 7 0.88 0.60 # 8 1.00 # 9 1.13 1.00 # 10 1.27 1.27 # 11 1.41 # 14 1.69 2.25 # 18 2.26 4.00 Confinement: Tied; #3 ties with #10 bars, #4 with larger bars. phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 Layout: Rectangular Pattern: Sides Different (Cover to transverse reinforcement) Total steel area, As = 50.40 in at 0.62% Top Bottom Left Right Bars 42 # 7 42 # 7 0# 6 0# 6 Cover(in) 1 1 1 1 Factored Loads and Moments with Corresponding Capacities: (see user's manual for notation) No. kip k -ft k -ft fMn /Mu 1 405.0 47465.0 * ** Program completed as requested! * ** fy = 60 ksi Es = 29000 ksi Iy = 1.70699e +008 in"4 Yo = 0 in 59895.6 1.262 Page 2 SW -8 0.31 0.79 1.56 W 7 509 x 16 in Code: ACI 318 -02 Units: English Run axis: About Y -axis Run option: Investigation Slenderness' Not considered t i toy olumn type: Structural Bars: ASTM A615 Date: 01/24/06 Time: 13:26:18 eta1 = 0.8 Confinement: Tied - 160000 pcaColumn v3.63 - Licensed o: Coughlin Porter Lundeen, Inc. P (kip) 25000 — (Pmax) -5000 — (Pmin) File: \\Server5\structural\Southcenter Design -Build Garages \ENG\Analysis \Shear Walls \PCATSW- 8_top.col) Project: SC Garage Column: SW Engineer: SES fc = 5 ksi fy = 60 ksi Ag = 8064 inA2 84 #5 bars Ec = 4031 ksi Es = 29000 ksi As = 26.04 inA2 Rho = 0.32% fc = 4.25 ksi fc = 4.25 ksi Xo = 0.00 in Ix = 172032 inA4 e_u = 0.003 in/in Yo = 0.00 in ly = 1.70699e +008 inA4 Clear spacing = 11.58 in Clear cover = 1.37 in phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 160000 My (k -ft) 01/24/06 pcaColumn V3.63 - PORTLAND CEMENT ASSOCIATION - 13:26:15 Licensed to: Coughlin Porter Lundeen, Inc. 0000000 00000 00000 00000 00000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 0000000 00 00 00 00 0000000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00000 00 00 00000 00000 00000 (TM) === vaaaae a == ____... ====. === =vaya= = == Computer program for the Strength Design of Reinforced Concrete Sections Licensee stated above acknowledges that Portland Cement Association (PCA) is not and cannot be responsible for either the accuracy or adequacy of the material supplied as input for processing by the pcaColumn(tm) computer program. Furthermore, PCA neither makes any warranty expressed nor implied with respect to the correctness of the output prepared by the pcaColumn(tm) program.Although PCA has endeavored to produce pcaColumn(tm) error free, the program is not and can't be certified infallible. The final and only responsibility for analysis, design and engineering documents is the licensees. Accordingly, PCA disclaims all responsibility in contract, negligence or other tort for any analysis, design or engineering documents prepared in connection with the use of the pcaColumn(tm) program. Page 1 SW -8_top L) -91 01/24/06 pcaColumn V3.63 - PORTLAND CEMENT ASSOCIATION - 13:26:15 Licensed to: Coughlin Porter Lundeen, Inc. General Information: File Name: \ \Server5 \structural \Southcenter Design -Build Garages \ENG \Analysis \Shear Walls\ Project: SC Garage Column: SW Engineer: SES \ Code: ACI 318 -02 Units: English Run Option: Investigation Slenderness: Not considered Run Axis: Y -axis Column Type: Structural Material Properties: f'c = 5 ksi fy = 60 ksi Ec = 4030.51 ksi Es = 29000 ksi Ultimate strain = 0.003 in /in Betal = 0.8 Section: _= Rectangular: Width = 504 in Depth = 16 in Gross section area, Ag = 8064 in Ix = 172032 in"4 Xo = 0 in Reinforcement: # 3 0.38 0.11 # 4 0.50 # 6 0.75 0.44 # 7 0.88 # 9 1.13 1.00 # 10 1.27 # 14 1.69 2.25 # 18 2.26 Rebar Database: ASTM A615 Size Diam (in) Area (in Size Diam (in) Area (in Size Diam (in) Area (in 1 0.0 15951.0 * ** Program completed as requested! * ** Iy = 1.70699e +008 in"4 Yo = 0 in 28300.9 1.774 0.20 # 5 0.60 # 8 1.27 # 11 4.00 Confinement: Tied; #3 ties with #10 bars, #4 with larger bars. phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 Layout: Rectangular Pattern: Sides Different (Cover to transverse reinforcement) Total steel area, As = 26.04 in at 0.32% Top Bottom Left Right Bars 42 # 5 42 # 5 0# 6 0# 6 Cover(in) 1 1 1 1 0.63 1.00 1.41 Page 2 SW -8_top 0.31 0.79 1.56 Factored Loads and Moments with Corresponding Capacities: (see user's manual for notation) _________________________ ____ Pu Muy fMny No. kip k -ft k - fMn /Mu w -So COUGHLINPORTERLUNDEEN A CONSULTING STRUCTURAL AND CML ENGINEERING CORPORATION Shear Wall 6 Revised Calcs Revis -to Sw -G bleb Sf;sy.:, Loads Project 5G (%ara)e Project No. "fin L SIWM -= 23$o' e fact = 1502.k Zs' 5b' zs' ro/t 4otjN err D€V ..04 M= 40 Client COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING K4[ ,aeo CtA .#iL IKC(.UOnva Q /0' 1/' ►�_ 18,000 Y /502'` M= 61,000 1� _ 1-3130 Zito* S e lf gMIA ylwe LI Lel 1,1 9' 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P. 206/343.0460 • R 2061343 -5691 12-' It Designed By: SE 5 Date: 2 . ti _ o Po Checked Br Sheet R -1 of Shear Wall Vertical Loads Floor/Roof DL Roof LL Typ. Floor LL 4" veneer Garage B 105 psf 85 psf 40 psf 45 psf 2Wistd wall Atica L.aaelt Pier SW Level Floor Ht Wall Length Tdb Area Wall The Dead Load Veneer Self wt Total DL LL Total DL Total LL (ft) (ft) (aq ft) (lo) (kips) (taps) (kips) (kips) (kips) (kips) (kips) 1 8 Roof 12 50 300 18 32 27 120 152 20 152 20 2nd 18 50 300 18 32 41 180 212 12 383 32 Pier SW Level Floor Ht Wall Length Tdb Area Wall The Dead Load Veneer Self wt. Total DL 11 Total DL T L . ft M) (kips) (kips) h. •. ps (kips) 2 6 Roof 12 11 r1 ._.r: 26 53 16 63 16 w r 16 28 9 28 Pier SW Level Floor Ht Wall Length Tdb Area Wall Thk. Dead Load Veneer Self wt. Total DL (ft) (ft) Oft ft) (In) (kips) (kips) (kips) (Ides) 3 2 Roof 12 42 1812 12 169 23 78 245 2nd 18 42 1812 - 12 - 169 34 113 283 (kips) 105 64 I DL o. LL (kips) (kips) 245 105 528 169 Pier SW Level Floor Ht Wall Length Tdb Area Wall Thk. Dead Load Veneer Self wt. Total DL LL Total DL Total LL (ft) ( (s9 ft) M) (kips) (kips) (kips) (taps) (kips) (kips) (kips) 4 2 Roof 12 42 1812 12 169 23 78 245 105 245 105 2nd 18 42 1812 12 189 34 113 283 84 528 169 Pier SW Level Floor Ht Wag Length Tdb Area Wall Thk. Dead Load Veneer Self wt Total DL LL Total DL Total LL (ft) (ft) WI ft) (lo) (kips) (kips) (kips) (kips) (kips) (kilos) (kips) 5 1 Roof 12 34 620 16 85 18 82 147 40 147 40 2nd 18 34 620 16 85 28 122 188 25 334 65 Pier SW Level Floor Ht Wall Length Tdb Area Wall The Dead Load Veneer Self wt. Total DL LL Total DL Total LL (ft) (ft) (sI ft) (in) ( kips) (kips) (kips) (kips) (kips) (kips) (kips) 8 1 Roof 12 34 620 18 65 18 82 147 40 147 40 2nd 18 34 620 16 65 28 122 188 25 334 65 Pier SW Level Floor Ht Wall Length Tdb Area Wall The Dead Load Veneer Self wt. Total DL LL Total DL Total LL (ft) (ft) (s9 ft) (in) (kips) (kips) (kips) (kips) (kips) (kips) (kips) 7 8 Roof 12 42 1550 16 183 23 101 284 101 284 101 2nd 18 42 1550 16 183 34 151 314 62 578 183 Pier SW Level Floor Ht Wall Length Tdb Area Wall Tftc Dead Load Veneer Self wt Total DL LL Total DL Total LL ( (ft) (s1 ft) (In) (kips) (kips) (kips) (kips) (kips) (kips) (kips) 8 7 Roof 12 22 920 16 97 12 53 149 60 149 60 2nd 18 22 920 16 97 18 79 178 37 325 97 n'Z c Shear Wall Footing Pile Design Forces Garage A Pier Shear Wall Length Moment 90% of M (ft) (k -in) (k -ft) 1 1 34 " 75642 1 19232 2 1 34 256420.' 19232 3 3 31 f 187851 1 14089 4 2 42 326242 24468 5 4 38 ic 326724.. 24510 6 5 29 t 183637 13773 7 3 31 ; . 187751 14081 8 2 42 r. 326243; 24468 Dead Load (kips) Live Load (kips) 0.9D + 0.7E Max C Max T (kips) (kips) 336 60 336 60 292 27 355 53 370 81 295 37 292 26 355 53 D +L +0.7E Max C Max T (kips) (kips) 367 29 367 29 327 -8 413 -5 402 49 326 6 326 -9 413 -5 Garage B Pier Shear Wall Length Moment 90% of M (ft 42 4 2 42 5 1 34 6 1 34 7 8 42 22 -ft 64:- 1 2 ', 19745 248989 . 18674 248,9891 " 18674 28479 7614 F A$€O SW - 6 ki Dead Load Live Load ki 0.9D + 0.7E Max C Max T s 31 316 13 330 55 330 55 388 86 238 4 1.2D + 0.7E Max C axT ki •s 5 -4 375 -46 361 23 361 23 446 29 276 -33 intltySr- ok Shear Wall Horizontal Reinforcement Date: 2/28/2006 - 7 Eng: 5 t'c r- r:7777 7 7-7:72:77:7 7 .615b174psi psi fy = 60 ksi Av = 1171177:737:171.71;,f.. g in [1041707a1WPITIZI • Story Pier Shear Wall thk Length rho Vx phi Vcx req'd spacing (in) (ft) (kips) (kips) (in) ROOF Grg A P1, P2, Grg B P5, P6 SW-1 16 34 1250 554 18.6 2ND Grg A P1, P2, Grg B P5, P6 SW-1 16 34 803 554 51.9 2ND Grg A P4, P8, Grg B P4, P3 SW-2 12 42 1528 513 15.7 ROOF Grg A P4, P8, Grg B P4, P3 SW-2 12 42 1113 513 26.6 2ND ROOF 2 ROOF Grg A P5 Grg A P5 2ND Grg A P3, P7 SW-3 12 32 981 391 ROOF Grg A P3, P7 SW-3 12 32 490 391 SW-5 16 29 964 RtIlSta W4I4. SHEAR, taADS 472 20.6 122.9 SW-4 16 38 1525 619 15.9 SW-4 16 38 1124 619 28.6 22.4 2ND Grg A P6 ROOF Grg A P6 SW 16...$-29 474 472 ‘" - "'-‘,..0-- - n "%•.......,------ 2ND Grg B P1 SW-6 16 50 2380 815 12.1 ROOF Grg B P1 SW-6 16 50 1502 815 27.7 2ND Grg B P8 SW-7 16 22 628 358 31.0 ROOF Grg B P8 SW-7 16 22 123 358 2ND Grg B P7 SW-8 16 42 1755 684 14.9 ROOF Grg B P7 SW-8 16 42 1329 684 24.8 R-9 y 600 x 16 in Code: ACI 318 -02 Units: English Run axis: About Y -axis Run option: Investigation Slenderness' Not considered _,Iumn type: Structural Bars: ASTM A615 Date: 02/28/06 Time: 12:34:36 - 250000 pcaColumn v3.63 - Licensed o: Coughlin Porter Lundeen, Inc. P (kip) 30000 — (Pmax) -5000 — (Pmin) File: P: \Southcenter Design -Build Garages \ENG\Analysis \Shear Walls \PC4SW- 6_long.col / Project: SC Garage Column: SW Engineer: SES fc = 5 ksi fy = 60 ksi Ag = 9600 inA2 100 #7 bars Ec = 4031 ksi Es = 29000 ksi As = 60.00 inA2 Rho = 0.62% fc = 4.25 ksi fc = 4.25 ksi Xo = 0.00 in lx = 204800 inA4 e_u = 0.003 in /in Yo = 0.00 in ly = 2.88e +008 inA4 ,eta1 = 0.8 Clear spacing = 11.30 in Clear cover = 1.38 in C onfinement: Tied phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 250000 My (k -ft) R -5 02/28/06 pcaColumn V3.63 - PORTLAND CEMENT ASSOCIATION - 12:34:27 Licensed to: Coughlin Porter Lundeen, Inc. 0000000 00000 00000 00000 00000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 0000000 00 00 00 00 0000000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00000 00 00 00000 00000 00000 (TM) MS= ss°= . =_ »___= a = _a »_= = === aa_ = __=_a == ===== _ = =_ Computer program for the Strength Design of Reinforced Concrete Sections Licensee stated above acknowledges that Portland Cement Association (PCA) is not and cannot be responsible for either the accuracy or adequacy of the material supplied as input for processing by the pcaColumn(tm) computer program. Furthermore, PCA neither makes any warranty expressed nor implied with respect to the correctness of the output prepared by the pcaColumn(tm) program.Although PCA has endeavored to produce pcaColumn(tm) error free, the program is not and can't be certified infallible. The final and only responsibility for analysis, design and engineering documents is the licensees. Accordingly, PCA disclaims all responsibility in contract, negligence or other tort for any analysis, design or engineering documents prepared in connection with the use of the pcaColumn(tm) program. Page 1 SW- 6_long R -6 ` 02/28/06 pcaColumn V3.63 - PORTLAND CEMENT ASSOCIATION - Page 1 12:35:54 Licensed to: Coughlin Porter Lundeen, Inc. SW- 6_long_to 0000000 00000 00000 00000 00000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 . 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 0000000 00 00 00 00 0000000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00000 00 00 00000 00000 00000 (TM) Computer program for the Strength Design of Reinforced Concrete Sections Licensee stated above acknowledges that Portland Cement Association (PCA) is not and cannot be responsible for either the accuracy or adequacy of the material supplied as input for processing by the pcaColumn(tm) computer program. Furthermore, PCA neither makes any warranty expressed nor implied with respect to the correctness of the output prepared by the pcaColumn(tm) program.Although PCA has endeavored to produce pcaColumn(tm) error free, the program is not and can't be certified infallible. The final and only responsibility for analysis, design and engineering documents is the licensees. Accordingly, PCA disclaims all responsibility in contract, negligence or other tort for any analysis, design or engineering documents prepared in connection with the use of the pcaColumn(tm) program. General Information: File Name: P: \Southcenter Design -Build Garages \ENG \Analysis \Shear Walls \PCA \SW- 6_long_top. Project: SC Garage -�. Column: SW Engineer: SES Code: ACI 318 -02 Units: English 02/28/06 pcaColumn V3.63 - PORTLAND CEMENT ASSOCIATION - Page 2 12:35:54 Licensed to: Coughlin Porter Lundeen, Inc. SW- 6_long_to Run Option: Investigation Run Axis: Y -axis Material Properties: f'c =__ = 5 ksi Ec = 4030.51 ksi Ultimate strain = 0.003 in /in Betel = 0.8 1 0.0 18000.0 * ** Program completed as requested! * ** Slenderness: Not considered Column Type: Structural fy = 60 ksi Es = 29000 ksi Section: Rectangular: Width = 600 in Depth = 16 in Gross section area, Ag = 9600 in Ix = 204800 in Xo = 0 in Reinforcement: Iy = 2.88e +008 in Yo = 0 in Rebar Database: ASTM A615 Size Diam (in) Area (in Size Diam (in) Area (in * 2) Size Diam (in) Area (in # 3 0.38 0.11 # 4 0.50 0.20 # 5 0.63 # 6 0.75 0.44 # 7 0.88 0.60 # 8 1.00 # 9 1.13 1.00 # 10 1.27 1.27 # 11 1.41 # 14 1.69 2.25 # 18 2.26 4.00 Confinement: Tied; #3 ties with #10 bars, #4 with larger bars. phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 Layout: Rectangular Pattern: Sides Different (Cover to transverse reinforcement) Total steel area, As = 31.00 in at 0.32% Top Bottom Left Right Bars 50 # 5 50 # 5 0# 6 0# 6 Cover(in) 1 1 1 1 Factored Loads and Moments with Corresponding Capacities: (see user's manual for notation) ___= u = == =_________ Pu My fMny No. kip k - ft k - fMn /Mu 40103.9 2.228 0.31 0.79 1.56 S -So COUGHLINPORTERLUNDEEN A CONSULTING STRUCTURAL AND CAL ENGINEERING CORPORATION Floor Diaphragms Garage A Story Shears and Diaphragm Forces SDS = 1= E -W Seismic Forces (x) Weight Story Shear Story Force V/W Fpx 0.2 "S "I "wpx 0.4 "S Diaphragm V/W Ratio of FpxNx Design Shear (kips) (kips) (kips) (kips) (kips) (kips) (kips) Roof 10005 2040 2040 0.204 2040 1701 3402 20 40 0.204 1.00 2nd 10285 3160 1120 0.109 1602 1748 3497 1748 0.170 1.43 Sum 20290 3160 0.156 N -S Seismic Forces (y) Weight Story Shear Story Force V/W Fpx 0.2 "S "wpx 0.4 "S "I"wpx Diaphragm V/W Ratio of FpxNx Design Shear (kips) (kips) (kips) (kips) (kips) (kips) (kips) Roof 10005 2034 2034 0.203 2034 1701 3402 2034 0.203 1.00 2nd 10285 3183 1149 0.112 1613. 1748 3497 1748 0.170 1.40 Sum 20290 3183 0.157 0.85 1.00 C Garage B Story Shears and Diaphragm Forces Spa = 1= E -W Seismic Forces (x) N -S Seismic Forces (y) 0.85 1.00 Weight Story Shear Story Force V/W Fpx 0.2•Sos'I'wpx 0.4 *Sos•I *wpx Diaphragm V/W Ratio of FpxNx Design Shear (kips) (kips) (kips) (kips) (kips) (kips) (kips) Roof 9541 1976 1976 0.207 1976 1622 3244 1976 0.207 1.00 2nd 9820 3065 1089 0.111 1555 1669 3339 1669 0.170 1.43 Sum 19361 3065 0.158 Weight Story Shear Story Force VIW Fpx 0.2'Sp0'0x 0.4 "Sp I'wpx Diaphragm V/W Ratio of FpxNx Design Shear (kips) (kips) (kips) (kips) (kips) (kips) (kips) Roof 9541 1966 1966 0.206 1966 1622 3244 1966 0.206 1.00 2nd 9820 3097 1131 0.115 1571 1669 3339 1669 0.170 1.39 Sum 19361 3097 0.160 Pler Na Total Shear Mps) (ETA) Mad Shear Mx) (aaphaM race) Shear Wall Was LongVi (4) Wan Mow (dpa) (EM 85) Were Shear (MN) Watt cleaign fans) Fpx Dowel Deign Fora a) net Slab Langlh (4) Slab thlelams ON Ac 2) Vn max Vn read As raO•e (11 1 595 535 1 34 635 535 635 34 5 i 1832 719 11.55 34 2 535 535 / 34 535 635 635 34 5 2040 1532 713 11.59 34 3 327 327 3 32 327 327 327 32 5 1920 1538 3 7.27 32 4 742 742 2 42 742 742 742 29 5 1740 1392 1 1655 42 5 740 749 4 38 749 749 740 se 6 I 1824 I 18.84 38 8 318 318 5 20 316 318 315 20 5 1740 1392 421 7.02 29 7 327 327 3 32 327 327 327 32 5 1920 1536 7.27 32 8 742 742 2 42 742 742 742 42 5 I 2018 1 15.49 42 f Garage k Roof Diaphragm f Pier Na Total Sher (kips) (Sly) Total Sher 0lpe) (Aagl.o6l bce) Shear Wall Well Length M) Wat Sher gips) (UAW) Wats Shear (ips) (dapm. dWph force) Dowel Design Face 04 Slab Slab thickness (In) Ac 4 2) Vn max Vn regd As reed M"2) 16 2 1001 1001 0 50 1001 1001 1001 38 6 2M0 1824 1335 22.24 SO 3 581 581 2 42 551 581 501 42 5 2520 2018 748 12.47 42 4 581 581 2 42 581 561 561 42 5 �a 2010 748 12.47 42 5 524 624 1 34 524 624 524 34 5 1512 t 11.54 34 0 524 524 1 34 524 624 524 34 5 3 1512 L 11.54 94 7 886 880 5 42 885 880 660 42 5 1 2018 1481 19.89 42 8 52 82 7 22 82 52 - 52 22 5 1320 1 109 1.02 22 C Garage B Roof Diaphragm Pier No. Total Shear NM (STABS) Ws Uhl Shear Mpe) (mpn.deslgnkm) FpX Shear Wall Wal Length (A) Wal Shear Mps) (E7AASS) Wals Sheer (Nps) (Q1ap9. design force) Dowel Design Farce MP) Slab Length (A) sob thickness M) 9 (W2) Vn max Vii recd M nq'9 r2) 1 298 428 1 34 298 426 426 34 5 1632 L v.47 34 2 298 426 1 34 298 420 426 34 5 L' 1832 9.47 34 3 3 2 7 486 3 32 327 468 488 32 5 1920 1530 a 10.39 32 - 4 277 396 2 42 277 396 396 29 6 1740 1392 528 620 42 5 267 382 4 38 287 382 382 38 6 L^ 1824 8.48 38 6 328 406 5 29 328 488 486 29 6 1740 1392 a 10.38 29 7 327 468 3 32 327 408 468 32 5 1920 1530 6 10.36 92 8 277 396 2 42 277 396 338 42 6 2520 2016 3 42 C Garage A. 2nd Floor Diaphragm C Garage B: 2nd Floor Diaphragm C Ply No. Total Shear (kips) (ETA l Td6lsMar (kips) ldbphoestiiaee) FpX Wier WWI Wal Lents (0) Watt Sneer Q4o) (ETABS) us Walls Shear Oda) (UaPatl design tan) Stab tang% Slab d go) I Y tin max Vn nqW As nt10 myth Dowd Daly Fan 00 16 2 585 838 I 60 688 838 836 38 5 1824 1117 76.62 50 3 288 409 2 42 286 409 489 42 5 2018 L 0.00 42 4 288 409 2 42 286 409 409 42 6 '520 2010 9.09 42 5 282 403 1 34 282 403 403 34 5 1832 RN 34 5 282 403 1 34 282 403 403 34 5 1632 9.96 34 7 284 406 I 42 284 406 406 42 5 2520 2018 641 8.02 42 B 337 482 7 22 337 482 482 22 6 1320 1058 10.71 22 C Garage B: 2nd Floor Diaphragm C N N I A N I 8 8 8 N NN N N 9Z J N N E RR m ®N N p N W A W n W s r, 8N e N N W tl1 ;;;SS N yy N ++ W A 9Z 3 S i ez S b h 08 grog lead spc On) et Et 11 tt LL LL Al. m7. 91 I tit St lb10Yb 9 LL 9 ft 10 ID 10 40 b b ID 10 10 10 10 10 Ul 10 10 10 10 b bb 10 10 bb b b b It bb I �1E1 1 151114 6r 11 WE II 49 60 "6 601 on are GE 11 65 trL IX t evet 6111. LYZL LYZ1 1 Mit Ste scut ZYL 1 ! argl 1 61E64 Zr6 LCOL in $ P ELL Elt 669 689 919 9,9 9Z9 Big glaVEll Lie £Z9 9Lt 9Et 696 896 Ott 911 as tit till Lilt 1911 1.14 Ere 601 caaa Z591. Zest ZE94 ZE9L 9102 910i 9L0Z Zfit1 IEEE 9691 9E91 9591 ' 9E91. 910i net 910Z 91.0E tZB1 1Z9L 2681 ZGEL VLSI tan 9402 94OZ 9901 9901 4 gggg RR o /BZ otoZ 0102 OtOZ OZ9Z OZ9Z OZ9Z Ott I u 1 $Rm -mwm OBZL I ettI. Ott& 8p OZ9Z OZSZ Wet WEI WS sseaop u CMS vitamin VI 10 I b b b b b b b y ID 10 10 100 bb b b O ID 100010 (w tBdOe was pl X W it it it LE it 6Z it it S W N N 2R N N Zt it ZZ ZZ 691Bd a6losa IaMoa 8844 959 eta pig Pig 601 601 ii2F. Bat set as [LC Ztt ztt 199 199 stt teL sat Olt 1001 Bte 6: Beg sot tat is Walls Shear (kips) (dlaph. design face) Fpx 959 959 tig tZS 601 Got ,`3 B9t 99, LZe as Z1L Ztt t9S 199 6tt tat 991 91E 1001 V1 OBS 901 is, ZB Wall Shear (kips) (ETABS) ut ERIE i N i as at • at a£ ZtL Ztt 199 199 99Z 98Z itt LLZ 9E9 9E9 /Z9 tZ9 1 9Ze Ste 6PL L9Z i I Nm 989 'Si its Z9 1001 999 (6) mar seM W XS eTi W N W! tlI N W W 888888 09 09 SZ Si es St LE ZS ZS ZS Zt Zt Zt Zt Zt Zt MI O OM Aiwa e. w w 1• I. w•rN NNNNN0)11.WOOOOP 9O B B L L 'ONAId D 10 I- N 1D 10 .1- N V 0 0 0 CO • V CO CO M CO M 1010 Y ■ 0 10 1...... t L 9 9 Let Z 'Pt 9 9 9 9 L E t E 9 1 t E t E Number of Dowels Project No. Zrik opal 31C fwag- DIAP$4Mc M 17ESIGt1 Ten a \A , tc S z' 7,44ic/r4- 274 7, 516N %ZIeIWrpir to/ �{s (M :Idle) Project sa (04.-,27e e 'Js -,,55 kl., 1 A - F. /60 !JS „,;dI '260' Fo = 2 o`fc) c 20 +o - 26,0 S c 7es (7609 b " x,93 (/6a'") 6 nix itass ;7 0 4 N Pem) 4/6 S 111 PIIesS {retS rnc, fires" s �Avera y0 Client Mc, - rews%oni YZefr , £4 t- T IV IL (cR \ncRL- CASS- ( NOM IWA{,) WST 'iENS%e x s e ps Checked By: 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P. 206/343-0460 • F: 206/343 -5691 COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING G W $H2oov S " G (c9024,1ztt i89cizo t 2'l 1 ( + 63 MI Designed By: S ES Date: i -.e (JEj Sheet of COUGHLINPORTERLUNDEEN A CONSULTING STRUCTURAL AND MIL ENGINEERING CORPORATION Masonry Walls Lateral Forces (kips) Gravi Point Loads Id .s Dead Snow f2 Live f1 Seismic ft V2 = 0 0 0.2 0 0.5 0 @ 32 0 0 0.2 0 0.5 0 © 44 0 0 0.2 0 0.5 0 @ 32 0 0 0.2 0 0.5 0 @ 44 0 0 0.2 0 0.5 0 @ 48 Lateral Forces (kips) Seismic or Wind ? 1 (Seismic =1, Wind =2) V1= 10.5 kips @ 17.9 ft V2 = 0 kips @ 0 ft V3 = 0 kips @ 0 ft V4 0 kips@ 0 ft Vs = 0 kips @ 0 ft `f proles dent Job no Southcenter Garage Typical BMU wall by SES dote 3/22/2006 Reinforcement Input Vert. rebar size ( #) 5 ....spacing 32 in (8,16,24,32,40 or 48) ....no. bars/spacing 1 (1 or 2) Horiz. rebar size ( #) 5 (4,5, or 6) ....spacing 32 in (8,16,24,32,40 or 48) ....no. bars/spacing 2 (1 or 2) Wall Weight = 84 psf Equiv. Solid Thick. = 7.625 in 900 800 700 800 p 500 If 400 300 200 100 0 0.0 I 500.0 1000.0 M (k 1500.0 Note: All Load Cases must fall within the curve to be adequate ft ft ft ft ft inA2/ft OK V corresponding to 1.2514 = OK inA2/ft OK InA2fft p min and Spacing Requirements p vert + p, (min)OK Smax Were OK poet (mn)OK Surat g ow OK Phorz (min)OK sheet no. iC oughlinPorterLundeen 3 Pine street, Suite 900 attle, WA 96101 206/343-0460 206/3433691 I nput Wall Data Loading Input I' ly H„,= 35 Lw Nom. Thickness = Solid Grouting? Concrete or Clay? Max unbraced height = Sds Seismic Design Category = Stack Bond? 1.5 ksi 60 ksi .83 ft 120 in 8 in (6,8,10 or 12) 1 (yes =1, no =0) 2 (1= Concrete, 2 =Clay) 15 ft 0.85 D 0 (yes =l, no =0) Gravity Line Loads Wall Weight = Dead Load, vb. _ Live Load, wLL = Snow Load, wsL = P P2 = P3 = P4 = DL = DL = DL = DL4 = 3010 0 0 0 plf pit plf plf f1 = 0.5 f2 = 0.2 p5 = Adjacent Wall Dead Loads 0 0 0 kips @ kips @ kips @ 0 0 0 kips @ 0 ft ft ft ft Maximum Out-of Plane Vertical Steel Ratio = Maximum In -Plane Vertical Steel Ratio = As Actual = hear: Vu = 10.5 kips 4Vn = 53.38 kips $Vs = 53.38 kips OK OK 0 338 0.849 0.115 i , sps 2003 IBC Wall Out-Of-Plane r.e Des2ig8n.6(pPsfer AC11585(:3 : 0 5 1 7 0E 6 D2nau o gtm r Ser 7 :: : 8372 I 3 : 1 SI.12 i 2onne0d3: I 36. 2 : n: , Wall Wt. Factor 84 P(aafddl finishes, etc.) ....Location rn MU or BMU? _ Fy E Solid Grouting Wall Weight p . 84 psf seismic Datwauwm:: 288..64 ppsfsf (AsvtscEc 11 secused: 9.5.2.6 2.8) Phi Grouting? I (yes=1, no=0) ....Spacing Wall I.D.: Project: Typical BMU wall Southcenter Garage 1 00 1.5 ks ks: 0.9 Rebar Size 00 0 (CMUL-.1, 13MUL.°) Wall Data f NCI0emar.ThHeiisit Thickness 4088 is: : =8 6 ,c , i g ntr6 j .2 0 ;4 0 1.3 r .r.22,4 ; cif ea. face) • or 48) • (For deflection check in Item 2) below) Axial Loading (P s ele l Live s a e % Load o :a a d s d d g - , fl 0.2 :0 n • ' -.: - : ' . ' .. + f2S) 1) Des gn , Midheight = 1.0E + (f 0 L k/ft, does not IncI. wall wt. . + f2S) Sbnowahlit 7 t. ., . © .9 S . e i ry Loads d:- Includes w — . 4) nadir < 0.05fir • 1 75 Pal ' Pur = n11.9°11) dit:Ine ' - Pu/Ag - :' R-9 Fs i - '7,?., 5) wt. tram 11 ; kciallj;g 0-(t;lni:ll Iiti: ' Iiii • = -. - ' -- ' um steel 0.375 kl A actual/ft u/Ag w ' . it), lati)* Wo rksheet). _. -.! mome ca paci ty • ,1 do wo , , • . , ',- - u _ wii ( . Otii•mo - = . 1.17 MLitt - , 2003 IBC Masonry Wall Out-Of -Plane Design (Per ACI 530 -02 Section 3.2.5) Calculations 7.625 In f =_ - 163.0 psi 3.81 In Mg 2'Ig'f,/t 17733 1n' /spacing M = 1.58 k -ft/ft 443.3 in Em = 1050 kst A,= 0.078 in`/ft Es = 29000 kst A. (Pu +AsFy)/fy, using 0.9D n = 27.6 A ,/ft, =, 0.089 1 n`/ft A,;/spacing = 0:3554 In` /spacing tfaceshell= 1.25 a = 0.370 In (aIc'd for one rebar spacing) c = 0.463 In (calc'd for one rebar spacing) Ijspactng = 111.72 in' /spacing latft = 27.93In'/ft Mn = (Ase'fy)•(d -a/2) PhI *MNspacing = 5.80 k- ft/spacing Phi'MnI t = 1.45 lC ft/ft PORTERLUNDEEN Max: steel ratio . er ACI32.3.5 1.0? in P = 076 ki ©mld- fie)gh us t in g "1 0'p 0.75•C 0 S A,e 0.39 in 4/ft 0.375,1n 0.078 )n`/ft t= d = .1g/spacing IgtfL _ Project No. eA zto 80441A w4U fIAPPoR iN4 WiaDO H/ 9 s Autvta. t, �-- or NAu. PL +- we COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING 1 A V6 h`7 Mc Karr 1. f'e= iS76 -C4 Project 4C 044A GC. e Designed By: CCS D ate: 3 -22-66 Client Checked By Sheet of 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P. 206/343-0460 • F.206/343 -5691 2d,6 (T)~ 2- Project: Wall I.D.: Pm Fy Phi Solid Grouting? Wall Wt. Factor Wall Weight CMU or BMU? Wp SOS IE Dead Load Live Load Snow Load Eccentricity f f 5) CMU wall mo 2003 IBC Masonry Wall Out-Of -Plane Design (Per ACI 530 -02 Section 3.2.5) Phi Mn = Southcenter Garage Cantilever Wall supporting Window 1.5 ksi 60 ksi 0.9 1 (yes =1, no =0) 2.2 (add! finishes, etc.) 84 psf 0 (CMU =1, BMU =0) 184.8 psf 0.85 1.00 480 plf O pif 0 pit 12 In 0.5 (0.5 usually) 0.2 (0.2 usually) 3) Maximum steel ratio (ACI 530 -02 3.2.3.5) A, maxfft = 0.370 InA2/ft A, actual/ft = 0.116 InA2/ft OK 1 -ft/ft 0 Wall Data Seismic Data Summary Clear Height Nom. Thickness Reber Size ( #) ....Spacing ....Location Wu min = Wu = W(.wuaut 9 = Axial Loading (Po) 1) Design Forces © Midheight = 1.2D + 1.0E + (f1L + f P 1.2D +(f +f Put = 0.58 k/ft, does not incl. wall wt. P = 2.13 k/ft, Includes wall wt. from h/2 ... CII Mu = wu h /8 +Puf(e/2) +(Pu).8 = 1.90 k- Se 'Iterations' Worksheet) 18.5 psf 62.8 psf 62.8 psf 2) Deflections (a3 Service Loads max = 8 allowable = 8 allowable = Date: 3/22/2006 Engr: SES 14 ft - assumes pinned - pinned 8 in (6,8,10 or 12) 5(4,5,6or7) 32 in (8,16,24,32,40 or 48) 0 (0 = Cntr; 1 = 2" clr ea. face) (ASCE 7 section 9.5.2.6.2.8) (ASCE 7 section 9.5.2.6.2.8) (For deflection check In item 2) below) 0.35 in 0.007h 1.18 in OK 4) Axial Loading © Midheight Pu /Ag < 0.05fm (0.20fm if H/t < 30) Pu/Ag = 23.3 psi 0.05fm = 75 psi 0.20fm = 300 psi H/t= 21 OK COUGHLINPORTERLUNDEEN Page 1 of 2 Updated 12/7/04 2003 IBC Masonry Wall Out-Of -Plane Design (Per ACI 530-02 Section 3.2.5) t= d= Ig /spacing = 1g/ft. = Em = Es = n= tfaceshell= a= c = l = I = 7.625 In 3.81 In 1182.2 In' /spacing 443.3 in'/ft 1050 ksi 29000 ksi 27.6 1.25 0.551 in (calc'd for one 0.689 In (calc'd for one 98.54 in' /spacing 36.95 in'/ft Mn = (Ase*fy) *(d-a/2) Phi *Mn /spacing = 5.61 k- Wspacing Phi *Mn /ft = 2.11 k-ft/ft Calculations As= A, = A = A /spacing = rebar spacing) rebar spacing) d= `max a P= Ase mea = As rein = A actual/ft = f = 163.0 psi M = M = 1.58 k -ft/ft 0.116 in`/ft (Pu +AsFy)/fy, using 0.9D 0.132 in`/ft 0.3527 In` /spacing 3.81 in 2.02 In 1.62 in 1.07 klf © mid - height, using 1.0 *D, 0.75 *L, 0 *S 0.39 in`Rt 0.370 in`/ft 0.116 In` /ft COUGHLINPORTERLUNDEEN Page 2 of 2 Updated 12/7/04 gµ -6 Project SG (,ARAG€ Project No. COwMa GoVESS Its PLO,r4a eea N+FnCCnr u of P l bw1E Pe N coa.4■44 COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING ac lien ' S BMU • p .:. V 4 Cos'z¢s 4 Zyr tcai 6 BMU woruS Designed By: % Date: 3 - 22 - OC Client Checked By Sheet of 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P. 206/343d460 • F: 206/343 -569 eat -7 Gravity Point Loads (kips) Dead S Snow f f2 L Live f ft S Seismic Adjacent Wall Dead Loads DL = 0 kips @ 10 ft DL = 0 kips @ 0 ft DL = 0 kips @ 0 ft DL= 0 kips @ 0 ft Lateral Forces (kips) Seismic or Wind ? 1 (Seismic =1, Wind =2) V 4.1 kips@ 17.9ft V2 0 kips @ 0 ft V3 = 0 kips @ 0. ft V4= 0 kips @ 0 ft V5 = 0 kips @ 0 ft Gravity Line Loads Wall Weight = 3010 plf Dead Load, v = 0 plf Live Load, w = 0 plf Snow Load, v% = 0 plf Cough lin Porterl,unde en 419 Pine Street, Suite 900 Seattle, PIA 98101 P: 206/349 -0460 P: 206/3493691 Poled 6calion dent lob no. Southcenter Garage Column Cover Wall Weight = 84 psf Equiv. Solid Thick. = 7.625 in by SES Bate 3/22/2006 Reinforcement Input Vert. rebar size ( #) ....spacing ....no. bars/spacing 5 12 in (8,16,24,32,40 or 48) 1 (1 or 2) Horiz. rebar size ( #) 5 (4,5, or 6) ....spacing 12 in (8,16,24,32,40 or 48) ....no. bars/spacing 2 (1 or 2) ,beet no. 450 400 350 I • 300 8 250 150 100 so 0 0 0 50.0 100.0 150.0 4 Sr-ft) 200.0 250.0 Note: All Load Cases must fall within the curve to be adequate ft P ,,,t„ and Spacing Requirements Ned + phors (min)OK S„, Nero OK Ned (min)OK Snhex glow) OK Nag: (me)OK Input Wall Data P f Hw= Lw Nom. Thickness = Solid Grouting? Concrete or Clay? Max unbraced height = Sds = Seismic Design Category = Stack Bond? Loading Input 1.5 ksi 60 ksi 35.83 ft 48 in 8 in (6,8,10 or 12) 1 (yes =1, no =0) 2 (1= Concrete, 2 =Clay) 18 ft 0.84 D 0 (yes =1, no =0) P1 P2 P3 = P4 = PS = fl = 0.5 2 = 0.2 Maximum Out-of Plane Vertical Steel Ratio = 0.338 in "2/ft OK V corresponding to 1.25 *M = OK Maximum In -Plane Vertical Steel Ratio = 0.843 in"2/ft OK As Actual = 0.307 in"2/ft hear: Vu = 4.1 kips +Vn = 45.36 kips +Vs = 54 kips OK OK Cough lin Porterl,unde en 419 Pine Street, Suite 900 Seattle, PIA 98101 P: 206/349 -0460 P: 206/3493691 Poled 6calion dent lob no. Southcenter Garage Column Cover Wall Weight = 84 psf Equiv. Solid Thick. = 7.625 in by SES Bate 3/22/2006 Reinforcement Input Vert. rebar size ( #) ....spacing ....no. bars/spacing 5 12 in (8,16,24,32,40 or 48) 1 (1 or 2) Horiz. rebar size ( #) 5 (4,5, or 6) ....spacing 12 in (8,16,24,32,40 or 48) ....no. bars/spacing 2 (1 or 2) ,beet no. 450 400 350 I • 300 8 250 150 100 so 0 0 0 50.0 100.0 150.0 4 Sr-ft) 200.0 250.0 Note: All Load Cases must fall within the curve to be adequate ft P ,,,t„ and Spacing Requirements Ned + phors (min)OK S„, Nero OK Ned (min)OK Snhex glow) OK Nag: (me)OK Input Wall Data P f Hw= Lw Nom. Thickness = Solid Grouting? Concrete or Clay? Max unbraced height = Sds = Seismic Design Category = Stack Bond? Loading Input 1.5 ksi 60 ksi 35.83 ft 48 in 8 in (6,8,10 or 12) 1 (yes =1, no =0) 2 (1= Concrete, 2 =Clay) 18 ft 0.84 D 0 (yes =1, no =0) P1 P2 P3 = P4 = PS = fl = 0.5 2 = 0.2 Maximum Out-of Plane Vertical Steel Ratio = 0.338 in "2/ft OK V corresponding to 1.25 *M = OK Maximum In -Plane Vertical Steel Ratio = 0.843 in"2/ft OK As Actual = 0.307 in"2/ft hear: Vu = 4.1 kips +Vn = 45.36 kips +Vs = 54 kips OK OK Project: Wall I.D.: fm Fy Phi Solid Grouting? Wall Wt. Factor Wall Weight CMU or BMU? W, SDs IE Dead Load Live Load Snow Load Eccentricity f f 2 2003 IBC Masonry Wall Out-Of -Plane Design (Per ACI 530-02 Section 3.2.5) Southcenter Garage Date: 3/22/2006 Column Cover Engr: SES 84 psf 0.85 1.00 0 plf 0 plf 0 plf 0 in 0.5 (0.5 usually) 0.2 (0.2 usually) 3) Maximum steel ratio (ACI 530-02 3.2.3.5) A, max/ft = 0.375 InA2/ft A, actual/ft = 0.233 InA2/ft OK Wall Data 1.5 ksi Clear Height 60 ksi Nom. Thickness 0.9 Reber Size ( #) 1 (yes =1, no =0) ....Spacing 1 (add'I finishes, etc.) ....Location 84 psf 0 (CMU =1, BMU =0) Seismic Data Axial Loading (Po) Summary Wu Mn = wu = wcarlthoul 9 = 1) Design Forces 0 Midheight = 1.2D + 1.0E + (1 + f2S) P 1.2D +(f +1 P„ = 0.00 k/ft, does not Incl. wall wt. P„ = 0.91 k/ft, Includes wall wt. from h/2 5) CMU wall moment capacity Mu = w h /8 +Puf(e /2)+(Pu)•S = 1.17 k -ft/ft (See 'Iterations' Worksheet) PhrMn = 3.63 k -ft/ft OK 8.4 psf 28.6 psf 28.6 psf Sure„ = knowable = knowable = 18 ft - assumes pinned - pinned 8 in (6,8,10 or 12) 5 (4,5, 6 or 7) 16 in (8,16,24,32,40 or48) 0 (0 = Cntr; 1 = 2e dr ea. face) (ASCE 7 section 9.5.2.6.2.8) (ASCE 7 section 9.5.2.6.2.8) (For deflection check in item 2) below) 2) Deflections Q Service Loads 0.15 in 0.007h 1.51 In OK 4) Axial Loading © Midheight Pu/Ag < 0.05fm (0.20fm if H/t < 30) Pu /Ag = 9.9 psi 0.05f m = 75 psi 0.20fm = 300 psi H/t = 27 OK COUGHLINPORTERLUNDEEN Page 1 of 2 Updated 12/7/04 BM -9 t= d= Ig /spacing = Ig /ft. = 2003 IBC Masonry Wall Out-Of -Plane Design (Per ACI 530 -02 Section 3.2.5) Calculations f, = 163.0 psi M = 2'Ig1,/t M 1.58 k -ft/ft Em = Es = n= 7 625 in 3.81 in 591.1 in' /spacing 443.3 in ° /ft 1050 ksi 29000 ksi 27.6 tfaceshell= 1.25 a = 1.016 in (calc'd for one rebar spacing) c = 1.270 In ( calc'd for one rebar spacing) l = 68 97 in' /spacing 6/ft= 51.73 in'/ft Mn = (Ase'fy) *(d -a/2) Phi *Mn/spacing = 4.83 k- ft/spacing Phi'Mn/ft = 3.63 k -ft/ft A, = 0.233 in`/ft A„= (Pu +AsFy)/fy, using 0.90 A„/ft = 0.244 in`/ft A„ /spacing = 0.3251 in` /spacing d= cmax = aaax P= Asa max = As max/ft = As scam _ 3.81 in 2.02 in 1.62 In 0.76 kif Q mid - height, using 1.0'D, 0.751L, 0'S 0.39 in` /ft 0.375 in`/it 0.233 in`/ft COUGHLINPORTERLUNDEEN Page 2 of 2 Updated 12/7/04 L -I D 13M h WA-U, Project No. Ar STEEL CANOPY Cu Ppoa nNO, / PL4tre St 4 . r 2 GI Project 5C Gta /G(ye Designed By: 45 Date: 7 -27 - 06 Client Checked By Sheet of 413 PINE STREET • SUITE 303 • SEATTLE, WA 98101 • P.206/343 - 0460 • F. 2061343 -5691 COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • 'SEISMIC ENGINEERING Gravity Point Loads (kips) Dead Snow f2 Live f1 Seismic 0 kips @ 0 0 0.2 0 0.5 0 @ 32 0 0 0.2 0 0.5 0 @ 44 0 0 0.2 0 0.5 0 @ 32 0 0 0.2 0 0.5 0 @ 44 0 0 0.2 0 0.5 0 @ 48 Adjacent Wall Dead Loads DL1 = 0 kips @ 0 ft DL = 0 kips @ 0 ft DL = 0 kips @ 0 ft DLe = 0 kips @ 0 ft Lateral Forces (kips) Seismic or Wind ? 1 (Seismic =1, Wind =2) V1= 2.75 kips @ 12 ft V2= 3.43 kips @ 24 ft V3 = 0 kips @ 0 ft V4= 0 kips @ 0 ft V5 = 0 kips @ 0 ft location Giant lob no. Southcenter Garage wall under steel canopy by SES date 3/27/2006 Reinforcement Input Vert. rebar size ( #) ....spacing ....no. bars/spacing Wall Weight = 84 psf Equiv. Solid Thick. = 7.625 in 5 12 in (8,16,24,32,40 or 48) 1 (1 or 2) Horiz. rebar size ( #) 5 (4,5, or 6) ....spacing 12 in (8,16,24,32,40 or 48) ....no. bars/spacing 2 (1 or 2) sheet no. 0 0 50.0 100.0 150.0 200.0 +M (k-ft) 250.0 Note: All Load Cases must fall within the curve to be adequate ft ft ft n"2/ft OK V corresponding to 1.25 = OK n "2/ft OK n"2/ft p min and Spacing Requirements p eed +p OK Peed(min)OK Sn, (Horz) OK Pima (min)OK CoughiinPorterLundeen 419 Pine Street, Suite 900 S eattle, VIA 99101 P: 206/949-0460 P: 276/349 -5691 r Input Wall Data f 1.5 f = 60 H = 24 L = 48 Nom. Thickness = 8 Solid Grouting? 1 Concrete or Clay? 2 Max unbraced height = 18 Sde = 0.85 seismic Design Category = D Stack Bond? 0 (yes =1, no =0) Loading Input ksi ksi ft in in (6,8,10 or 12) (yes =1, no =0) (1= Concrete, 2 =Clay) ft Gravity Line Loads Wall Weight = Dead Load, 1A _ Live Load, via = Snow Load, w%L = 2016 0 0 0 plf plf plf pif P1 = P2 = P3 = P4 = P5 = Vu = 6.18 kips pVn = 45 36 kips ¢Vs = 54 kips f1 = 0.5 f2 = 0.2 Maximum Out -of Plane Vertical Steel Ratio = Maximum In -Plane Vertical Steel Ratio = As Actual = hear: OK OK 0.354 0.883 0.307 COUGHLINPORTERLUNDEEN A CONSULTING STRUCTURAL AND MIL ENGINEERING CORPORATION Miscellaneous Calculations F Project Project No. BIitvs/ ESTMME$ C'UIt.OINS A- kitnrrt 2Q SPp...J PS As 2o40 Pr t E.0 -IM l.wn'OS So a7.rGe -P-or - S L L-Li c 1.S ac. 7,5 Ao rLc) _ e-1 etpIL x I. ° 75O 1.1C- v,1 = ? (5t5o+ta 510341- n I.Zt &7S pi(- Peru Client COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING BJluvuac, B vAtrI't 301 SPkva A = urfS ; - i ae DE;Ur- 3W cac- 1 2PVin4 Mlsleb ° So vs A J toot - 2S ts: So Mm4 Spnrta II' 6 w = 1455 - (/ .443 )( ) . 14Z ( 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • F. 2061343 -0460 • F. 2061343 -5691 Designed Br t *' Date: 2 -28-oC, Checked Br Sheet M -) of I Fat WIZ," 11 Trs-y a =I Alb A. e. Zoo etc This 15 Lfltnt •7S1. 5 Fr E TWA 0.2ri joy nycarret_. Designed Br 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P. 206/343-0460 • P 2067343 -5691 COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING t1: syz "- Fat `(2. OW, t. Z % • 271 " Z O, IN ,gg (y�(qo) ° II �. 142` ✓ E4k Z i2T't • cc_ z 22 stuns ✓ USE 3 = Z.'5 ref - rot brnxt$ TvrAt L4i4N \ IS x(4ortS)- i7S V4 Is (C + 50 + g) = 87 (2,045 nGSre COE °I 1000 F it ' 0�4 (_'D C 43z VJ`�OFIGfZ - • "'t lift 13 1 +200 = 010 PI-c I^1s ` Zo4s P 1 1 Date: 2 -z8 - o to Project No. Client Checked 8r Sheet M -1 of Pr `Toler.. bok.j t3' dr1 'tN1 - - C Lao% aft> �wbv3 ZS fa (se- DFex Sb Weeny 4 t 13 SEISMS yfE 14nr W,_ 22$$ r 7( !sr ° 10.0 r V =e,S 6,..o ')c 00l` Gz w•oyr"y WF�a »f 1,f s .21..k X 13 V z .O S Project No. Client COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERINC W = 13c. -17.4 fti-ES ° - 77 1- 77 K Aso Designed By: Oi LES' 20 r' <\pl \ ‘‘,.:^ 401‘ T"G.M1q 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P: 206/343-0460 • F: 206/343 -5691 Date: z -z ® - 04 Checked By: Sheet M -; of - - _ - 43!, 3 U. — z-3 El d I- STEEL CODE: AISC LRFD SPAN INFORMATION (ft): I -End (0.00,0.00) J -End (16.50,0.00) Beam Size (User Selected) = W I OX 12 Fy = 50.0 ksi Total Beam Length (ft) = 16.50 MP (kip -ft) = 52.50 Top flange braced by decking. LINE LOADS (k/ft): Load Din (ft) DL LL I 0.000 0.012 0.000 16.500 0.012 0.000 2 0.000 0.140 0.175 16.500 0.140 0.175 SHEAR (Ultimate): Max Vu (1.2DL+I.6LL) = 3.82 kips 0.90Vn = 50.63 kips MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb Cb Phi Phi*Mn kip -ft ft ft kip -ft Center Max + I.2DL +I.6LL 15.7 8.3 0.0 1.00 0.90 46.94 Controlling I.2DL +I.6LL 15.7 8.3 0.0 1.00 0.90 46.94 REACTIONS (kips): RAM SBeam v3.0.1 Licensed to: Coughlin Porter Lundeen, Inc. 03/15/06 09:45:3: Left Right DL reaction 1.25 1.25 Max +LL reaction 1.44 1.44 Max +total reaction (factored) 3.82 3.82 DEFLECTIONS: Dead load (in) at 8.25 ft = -0.163 UD = 1218 Live load (in) at 8.25 ft = -0.187 UD = 1058 Net Total load (in) at 8.25 ft = -0.350 UD = 566 " -5 STEEL CODE: AISC LRFD SPAN INFORMATION (ft): I -End (0.00,0.00) ) -End (16.50,0.00) Beam Size (User Selected) = WI OX I2 Total Beam Length (ft) = 16.50 MP (kip -ft) = 52.50 Top flange braced by decking. LINE LOADS (k/ft): Load Dist (ft) DL LL 1 0.000 0.012 0.000 16.500 0.012 0.000 2 0.000 0.200 0.175 16.500 0.200 0.175 Fy = 50.0 ksi SHEAR (Ultimate): Max Vu (I.2DL+I.6LL) = 4.41 kips 0.90Vn = 50.63 kips MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb Cb Phi Phi *Mn kip-ft ft ft kip -ft Center Max + I.2DL +I.6LL 18.2 8.3 0.0 1.00 0.90 46.94 Controlling I.2DL +I.6LL 18.2 8.3 0.0 1.00 0.90 46.94 REACTIONS (kips): Left Right DL reaction 1.75 1.75 Max +LL reaction 1.44 1.44 Max +total reaction (factored) 4.41 4.41 DEFLECTIONS: Dead load (in) at 8.25 ft = -0.227 UD = 874 Live load (in) at 8.25 ft = -0.187 L/D = 1058 Net Total load (in) at 8.25 ft = -0.414 L/D = 479 MG Gravity Beam Design RAM SBeam v3.0.I Licensed to: Coughlin Porter Lundeen, Inc. 03/15/06 09:54:34 STEEL CODE: AISC LRFD SPAN INFORMATION (ft): I -End (0.00,0.00) J -End (8.00,0.00) Beam Size (User Selected) Total Beam Length (ft) Mp (kip -ft) = 36.96 Top flange braced by decking. LINE LOADS (kilt): Load Dist (ft) DL LL 1 0.000 0.010 0.000 8.000 0.010 0.000 2 0.000 0.140 0.175 8.000 0.140 0.175 = W8XI0 Fy = 50.0 ksi = 8.00 SHEAR (Ultimate): Max Vu (I.2DL +1.6LL) = 1.84 kips 0.90Vn = 36.22 kips MOMENTS (Ultimate): Span Cond - LoadCombo Mu @ Lb Cb Phi Ph*Mn kip-ft ft ft kip -ft Center Max + 1.2DL +1.6LL 3.7 4.0 0.0 1.00 0.90 32.92 Controlling 1.2DL +I.6LL 3.7 4.0 0.0 1.00 0.90 32.92 REACTIONS (kips): Left Right DL reaction 0.60 0.60 Max +LL reaction 0.70 0.70 Max +total reaction (factored) 1.84 1.84 DEFLECTIONS: Dead load (in) at 4.00 ft = - 0.015 LID = 6200 Live load (in) at 4.00 ft = -0.018 L/D = 5317 Net Total load (in) at 4.00 ft = -0.034 UD = 2862 Ml- Gravity Beam Design 5t tf B .h''dmlc RAM SBeam v3.0.I Licensed to: Coughlin Porter Lundeen, Inc. 03/15/06 09:50:30 % STEEL CODE: AISC LRFD SPAN INFORMATION (ft): I -End (0.00,0.00) J -End (20.00,0.00) Beam Size (User Selected) = W 16X26 Fy = 50.0 ksi Total Beam Length (ft) = 20.00 Mp (kip -ft) = 184.17 LINE LOADS (k/ft): Load Dist (ft) DL LL 1 0.000 0.026 0.000 20.000 0.026 0.000 2 0.000 0.510 0.000 20.000 0.510 0.000 SHEAR (Ultimate): Max Vu (I.4DL) = 7.51 kips 0.90Vn = 104.15 kips MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb Cb Phi Phi *Mn kip-ft ft ft kip -ft Center Max + I.4DL 37.5 10.0 20.0 1.14 0.90 44.58 Controlling I.4DL 37.5 10.0 20.0 1.14 0.90 44.58 REACTIONS (kips): DL reaction Max +total reaction (factored) DEFLECTIONS: Left Right 5.36 5.36 7.51 7.51 Dead load (in) at 10.00 ft = -0.221 UD = 1085 Live load (in) at 10.00 ft = 0.000 Net Total load (in) at 10.00 ft = -0.221 UD = 1085 M?) 1 I 1 W 4 W by 9- PAfM Et wik L-L (6 I 3") 0_5 TACO ( infiMehr) Corner Tower Roof Plan SCALE • - -S vie ;. ►S (no) = ►z� k loops( (stO Sk ILs (sze j = (sk S - 114 tsae 40)7,k 4- )7_ c. Pe..li-krr S fr- ka = 473 60,9 �Sn�}iAn I Colt!rR- Toy4EA SGPISMIG PEGIG Fr 64 at St's Wr z P tZ / I cA 4.6 3,s r e z-s A 6, i.. 2- (pee, -N AO T� ), 5p$= 0.85 1-4'1 Ce_ ‘Nh.edl J roof, 'P o, *o (z,s-)(a.Ss) / 3.5 4,0 Pro €ct 5C, ( *G IGLt>, Project No. Client COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P. 206/343-0460 • F. 206/343 -5691 Designed By: SEE Date: 3 -23 -6 C Checked By Sheet of M Io mialim Braced Frame Design Braced Frame Brace Section Fy dx dy KL Shear Axial r Lambda c phi Pn DCR (ksi) (ft) (ft) (ft) (kips) (kips) (in) (in 2) (kips) Wide Flange Strut Design Mark: Critical Case BF beam Engineer: SES 3/27/2008 Input: Sas = a 85 FY = 80 ', Ss' PU = ' Lx = 20 I ft Kx = fi Ly = 20 1 K = ,, wd (plf) = wl (plf) = . ' A 766 1 ' 2 2591 (additional moments) MD = 0 M 0 (1.2 + 0 . 2 See)Mo+CL 5 Mt = Igialit I Trial Section:i W10x26 I v I (KUr)max = 176.32 bf/2tf = 8.557 kc= 2.33 0.58(E/Fy)A0.5 = 13.49 Fcr = 8.07 ksl h/tw = 36.3 5.70*(E/Fy) = 131.6 Flexural and Axial Interaction Lateral Bracing 44,M = 117.375 => Assumes Continuous Pu/4 0.36 DCR = 0.58 OK Local Flange Buckilinq Requirements ner Table 1-8-1 for IBC 2003 kris = 7.22 brali= 6.56 OK Local Web Buckilina Requirements Der Table 1-8-1 for IBC 2003 Fabl = 0.055 Xps = 89.16 APPrx. = 36.35 OK M I 1. So NT1 -1 Brt4Gtp FRAME P. CoRNEER Tov•LIt Project No. ' It ( Y t.M EO Fflt4.t CoRN5-R - ra . r.R. Project catAllA CeUS[ - Client COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING Checked Br 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P. 206/343-0460 • F. 206/343 -5691 H55 c + % A I4CAOPAGu6 feat-6 i %3) 274 Designed Br S6 s Date: 7- 2 7.- a 6 Sheet of 1413 1 E/X 11vJest FIZA @ Coa -NEIL 7 IAEA. Project No. COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING : Snti Dian ige, Designed By: SE5 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P. 206/343.0460 • F. 206/343-5691 Date: 3_r — Client Checked By Sheet of MW Pr'ct Project No. Client COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING 1 Eesnq Sip cc. 1 1.4 rosi .O LI YE PEJo.p V„ PEG 1-CooroS 40 to u / ren-HEo -rt. 2o I Z6,F la 47 Iss = tas ° it.1 — re-c h- 24" -22 psF r it-9 o e FmeC oP soerocr t a. cZ ((fro) f u.eEP c o . ko (' /llS' (L/23.) A� 0.38 (94 Asea bat aL CC)" M es z9 a (GO e0 41.1 ek Cd a to "ee. Designed By: Checked By 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P. 206/343-0460 • F: 206/343 -5691 Date: Sheet of MI5 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT-RC Version 4.50 Date: 1/412006 lime: 4:44:19 PM File: ramp beam 1 PROJECT TITLE Southcenter Garage , 1.1 DESIGN STRIP Ramp Beams 2- MEMBER ELEVATION (if] 28 00 3- TOP REBAR 3.1 User selected i 3.2 User selected i i 3.3 ADAPT selected 0 3.4 ADAPT selected 0 5 BOTTOM REBAR 5.1 User selected 1 . 5.2 User selected 5.3 ADAPT selected Ossisnar 5.4 ADAPT selected 0388/1220" 6- REQUIRED & PROVIDED BARS EM 6.1 Top Bars M 1.81 2 [ ini required 1. 11 Hi provided I I I /111111111i I I 1 6.2 Bottom Bars 2. max 229 7- SHEAR STIRRUPS 7.1 ADAPT selected. Bar Size #4 Legs. 2 1 Spacing Lin) K 7.2 User-selected Bar Size it Legs: 0.1e 7.3 Required area 0 [1112/11] 0•08- 0.04- 0 .18 8- LEGEND 9- DESIGN PARAMETERS 9.1 Code: ACI P = 5 ksi f = 60 ksi (longitudinal) f = 60 ksi (shear) 9.2 Rebar Cover: Top = 2 In Bottom = 2 in Rebar Table: ASTM - US Customary bars (Non-redistributed Moments) 10 - DESIGNER'S NOTES MIL 1/4/2006( .r.36 PM I - ---∎ ADM m ? lS a 3 55.55 I I nSm natal taCME aa•OA MISTS I I 1733 T..0.1G• w. wt. 120. Pe*ua d City. Caii.nia 54.43 I __-___ AMIT -IC ON afl CAg•S apl /354 Sts _- 1 Vaasa 4.20 aIYIIW Nil - 320- 31/011C -17) I AMR CONatIW - attiataal Caste. wRat. aaa I 1733 tWLL• Reed. Wt. 220. Reamed City. Cantons. 54041 I PWC 11201304-2400. Pam I45OI344-447P I Vaal, S•xrta4wa.tt..s. F5 .1201 !tell // .YatSOle..a I DAT. AND tin a 200110 14 0.'R3aI 3a 4.2006 At Ilan 10034 SW Till) alp - P000•CT TITLE) Ia.WMat Osage Rap nap 0ONCari STUMM at VI aye, fog t at _ fl 2 80)00 Or iaTICSR far lalx /SIAM tat COLUMN 2 -INIOT •••••••• C ■ Cantilever !PPE QaCTM 10R to 1 71.00 41310.0a P1 5000.00 psi 4030.00 201 4530.50 bat CIOON Latta tar afl.atlaa to 1e7•11 /1Ma 5.54 CONCEIT, WONT IONS ail Ital. 150.00 Vet tallnxtme) YIELD Strength 44.05 MALI= Cover a Tat Sn 2.05 La Claire Cant at Bata 3.00 in AaZTRS aT2m 1440 Structural system IMP Mat of Inertia ova a pelt is Oct TNCnan Nana a•00731 t0 tai of afloat T1 Effstla Ilona NOW vasaaestl: TO Ala4ta tLOot vial lilalentttia MIAS 702 -211 3tpe 2 (row Mal AMA -C V- 4.50 XS -10 2.1.1 PPaCI1L SPAN Nil. a HIPS SIAM ------ _______----- ___________- 01 1 I Ma ISO1fF.M1 1E1 I ! 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CataiW ante <- 4.2 ACTION It) 1 12.21 C as W ate W se W 0.25 1.0. 5 )tai MYI AOVT -C V- 4.30 ACI-10 N ote) 10@ 6.2 sad 6.3 Sala. ate Sala of all etaaud ION ea. 7- fIDVCED xoxaNT• 7.3 A E D I C L D all 11310 143011132e N-ttl SIM <- lets• -> <- YYW '5 O. right. -> 1 -71.05 101.47 Meet • • face N .uAett N apa, .. facia At .Slott Ca/oilseed Al ( 1.400 • 1.701) 5155 So m r. m at m Na.I • . e.a of sweat L0 STSaL 1.2•1 LOON 12001 10■1t) u.01 10- •ACT0R10 NONINTS t REACTIONS 10.1 174.T010 m1a o01S Malt) Pete 6 lam MW Top 0ar .a.a.am beyond where awlr.a 12.00 in .00 .00 10.41 .1 27.1 MEAN ate m ate eon as m 1 -1A.]] - 11].200 210.50 154.01 .00 44.56 10.2 737701® 204 W 10.2 FACTORED =AM IMO1a It -hl Nl < veeWells- lem m . 0 ruin m a 1 56.51 24.15 -145.04 -25.00 .00 . 00 ] 41.14 24.14 .00 .00 .00 .w ! ! Z "' .. : :,. : ; : : : \ G!$ -200 -150 -100 -50 100 - 150 = 200 - Moment Diagrams File: ramp beam Ems mem Strength Min Strength Max Span 1 Strength Combination: 1.41DL +1.7•LL Project Name: ramp Jan. 4, 2006 04:48 PM ADAPT -RC 4.50 M �q 40 30 20 10 -20 -30 -40 -50 mom Strength Min Shear Diagrams File: ramp beam Span 1 Strength Combination:1.tL +1.'LL Strength Max Project Name: ramp Jan. 4, 2006 04:48 PM ADAPT -RC 4.50 I Pr��t s N Project No. Client C'c'e1SEL PC504 Fo .' 2C,Acxbr '2 ,,e t ()ES 16e Gt rrrelA `Zi to Nit, A VII -• etc+;r6Mt41t flfrebuc pAro 6 a o•sd a 4r.. 414 ° 0.29 .4 j,a t > osd. = - 7" 4 " /+�ssuug a- 6 ,a�ri,l L� 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • Pt 206/343-0460 • F. 2061343 -5691 COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING 1 4-IA Mug, 13Gntine, Lam too > 2 A Ppc bo e (.7 YY BE04-v.14 P¢- t<ssutE dr s e l (a.8')( SOW) (o'k 2�. Designed Br Date: Checked Br Sheet of Pr xE: Project No. $s 68t ✓a SB /Sf{ - pr � /4 = O.as(0W / - o.B COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING Oita_ ✓ e oft ,8 )( ) /ga y 16 Vka Se 6e) Al L f ( = 4,es60o)(fr /2) a. ,/,O a 3•/!00 34 ae o,or&Kst o z S8 r a,ds 00)(19 es% = 4 33 S / CC :73 Arc 4133 . / s (o. P /)c4,5 -(K '"5mrpt ` 0'04 L.. tJj cl '' o z 1/2 ,=. a / y " y o. S ( / J - 5 - ' K ) S - 6 . 1 - D, 5Za n.: 4 .0 visit 2 / d c /0" USA 4` /, /1 (4) p s /435 = b USi "1' * Al ThYS z' Fl oc Designed By: Date: Client Checked By: Sheet of 413 PINE STREET • SURE 300 • SEATTLE, WA 98101 • P•. 206(343-0460 • F. 206(343 -5691 NZZ P) *ct Project No. 2- P.A-s-rotaraic_ (3I flA or- pao 55151I PAR- 6- -1- Wtnm Tc MPert r. CaWn+fJ W y 0 ( (Z) *S$ K COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING G ovum..) lit P1 Designed Br Date: - 64) #s IC -- 1.xt t ge5, 1 1t. W I 4,7x 41C% 1•' °11 9f:n< =c�5 7UMY. •4 M CLt2. -- — (4)µafx et) a3 "x Client Checked Br Sheet of 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P. 206/343-0460 • F. 206/343 -5691 1 / 23 COUGHLIN PORTERLUNDEEN ACCSULING STRUCTURAL AND CNLBdt JGCORPORA110N Column Design 8oumcentor Garage Building A Column Loads COL ID TRANSFER TRANSFER MISC. MISC. Clad SERVICE ULTIMATE LEVEL DL (psi) LL (psi) Cot B.W. P (MPs) Pu( a) Pa NOM Fu. 001a) P 00PN P MOs) Fu 0020 PAT OOPS Pa Rap Pa1MPs) P+0( at=0.292512ortr,atord 3rd 90 57 0 230 2nd 99 32 72 230 1st 10.8 99 57 0 485 2nd 138 22 72 485 1st 10.8 14 7 37 13 50 44 21 86 74 20 94 88 33 121 85 20 105 101 33 134 51 2 78 61 42 104 128 41 168 162 68 218 137 41 179 165 64 231 {y n*'' " t48g¢ 3W 2nd 1st 132 57 132 32 0 7.2 10.8 820 820 14 10 106 36 141 I 127 67 184 7 10 212 55 287 264 84 343 223 55 276 267 96 358 :rialanittlialAULLI 3m 99 2nd 99 lit 67 0 32 72 10.8 230 230 72 35 12 I 77 e8 13 20 20 48 I 42 97 92 106 106 21 83 33 126 33 138 3 d 99 67 0 2nd 149 32 72 1st 10.8 250 250 ritl2122SalatailaM N 1 s 99 67 99 32 0 72 10.8 1550 1550 33 33 1 186 380 $91 88 138 138 275 I 224 Ste 466 629 469 141 221 221 356 877 890 r 2nd 1st 99 57 99 32 0 7.2 10.8 1650 1560 22 22 I 176 958 389 86 138 138 264 I 211 496 430 507 443 141 221 221 362 I 660 963 ;+W°°. s. „1 3r8 2nd 1st 99 57 99 32 0 7.2 10.8 390 300 7 I 45 7 97 108 22 67 I 54 35 132 117 35 143 130 36 68 66 90 172 126 r;T4oltaird 7'.adann Adds 34`42, 2nd 99 32 lst 0 72 10.8 880 880 I 87 181 192 50 78 78 137 I 106 280 218 271 231 80 126 125 185 I 343 358 I 2 5 09 14 22 22 39 30 91 93 102 96 23 3a 38 53 119 132 Soo16csrdH Garage Building B Column Loads COL ID LEVEL DL (pat) LL (pat) Col. S.W. AREA 6 P 60ps) Pm WE Pot BrIPIO Pu 6051 Pa 640 Pa (MP) Pu (MPs) Pror(MPn Pa(MM) Pu(MW) Pm,1MP 3rd 99 57 0 910 2nd 99 32 72 310 1st 10.8 URARM'FS 3rd 09 61 0 435 2nd 99 32 72 485 1st 10.8 5 I 51 27 78 I 61 42 104 6 109 41 151 131 66 197 120 41 161 144 66 210 C1dC'<5i:s5 3rd 99 57 0 2nd 99 32 72 1M 10.5 320 820 10 I 71 35 107 1 98 67 142 I 10 150 65 205 180 68 258 181 55 218 163 58 231 lt , ,rt.,- C= ^ 3rd 99 67 2nd 99 32 141 0 72 10.8 40 40 6 5 9 2 11 I 11 25 4 29 30 38 4 39 43 4 6 6 14 49 49 99 .7 0 2nd 99 32 7.2 1st 10.8 1240 RAMS frSt i HANbrtN MI M,. MISC. Clad I SERVICE ULTIMATE 31 18 96 I 72 _ 25 ss 69 28 62 44 132 9 79 28 100 7 65 44 179 123 71 193 147 113 260 253 110 363 303 177 480 284 110 374 316 177 493 '.- ..dos vadwz'x 3rd 09 67 2nd 99 92 lit 0 72 10.6 1550 1550 22 22 I 175 88 264 I 211 141 352 I 358 138 496 430 221 550 969 198 507 443 221 553 3rd 2nd 1st 120 132 57 32 0 72 10.8 1100 1100 41 41 173 988 377 63 98 BB 236 480 475 205 440 453 100 167 117 308 696 609 6 2nd 1st 09 99 57 32 0 7.2 10.8 1100 1100 19 19 128 263 274 63 98 00 191 381 372 I 153 316 329 100 167 157 264 472 485 2nd 1M 99 99 57 32 0 72 10.8 520 18 18 87 142 153 30 48 48 9 188 199 II 171 114 47 74 74 125 245 258 99 67 0 160 26 15 56 9 88 69 14 53 2nd 99 32 7.2 150 28 15 123 19 138 147 21 169 1M 10.8 134 13 147 160 21 152 99 67 0 740 39 15 127 42 188 167 57 220 2nd 99 32 7.2 740 39 15 282 86 328 N/ I 105 419 I 151 70.6 273 66 938 327 106 432 99 0 470 6 80 27 108 96 43 135 2n0 99 32 72 470 27 8 188 42 208 200 67 258 1st 10.8 177 42 219 212 57 279 3rd 99 57 0 875 87 50 137 104 50 184 2nd 99 32 72 875 180 78 258 217 125 341 1q 10.8 191 78 269 230 126 354 132 67 0 460 14 12 87 28 113 104 42 145 2nd 132 32 72 480 9 12 178 41 217 211 56 275 151 10.8 186 41 227 224 68 289 3rd 99 57 0 1190 25 143 68 211 171 109 280 2nd 99 32 72 1190 25 293 108 399 351 159 521 1M 10.8 904 106 410 364 159 134 �' ?ix Ya;;'.;9¢$_.;M;;:; 3rd 99 67 0 1100 37 148 83 209 176 100 275 2nd 99 92 72 1100 37 299 98 397 359 167 515 lst 108 310 98 408 372 167 625 _u ,„s ^ „ wi'YL'Y u K' ;,. � 3rd 210 99 99 57 32 0 72 1550 1550 37 37 190 388 88 138 279 626 229 446 141 221 370 686 1st 10.8 999 138 537 479 221 599 Soo16csrdH Garage Building B Column Loads COL ID LEVEL DL (pat) LL (pat) Col. S.W. AREA 6 P 60ps) Pm WE Pot BrIPIO Pu 6051 Pa 640 Pa (MP) Pu (MPs) Pror(MPn Pa(MM) Pu(MW) Pm,1MP 3rd 99 57 0 910 2nd 99 32 72 310 1st 10.8 URARM'FS 3rd 09 61 0 435 2nd 99 32 72 485 1st 10.8 5 I 51 27 78 I 61 42 104 6 109 41 151 131 66 197 120 41 161 144 66 210 C1dC'<5i:s5 3rd 99 57 0 2nd 99 32 72 1M 10.5 320 820 10 I 71 35 107 1 98 67 142 I 10 150 65 205 180 68 258 181 55 218 163 58 231 lt , ,rt.,- C= ^ 3rd 99 67 2nd 99 32 141 0 72 10.8 40 40 6 5 9 2 11 I 11 25 4 29 30 38 4 39 43 4 6 6 14 49 49 99 .7 0 2nd 99 32 7.2 1st 10.8 1240 RAMS frSt i HANbrtN MI M,. MISC. Clad I SERVICE ULTIMATE 31 18 96 I 72 _ 25 ss 69 28 62 44 132 9 79 28 100 7 65 44 179 123 71 193 147 113 260 253 110 363 303 177 480 284 110 374 316 177 493 '.- ..dos vadwz'x 3rd 09 67 2nd 99 92 lit 0 72 10.6 1550 1550 22 22 I 175 88 264 I 211 141 352 I 358 138 496 430 221 550 969 198 507 443 221 553 0 0 y 0 +x 0 0 0 0 24 x 24 in Code: ACI 318 -02 Units: English Run axis: About X -axis Run option: Investigation Slenderness: Not considered )lumn type: Structural Bars: ASTM A615 Date: 01/19/06 Time: 11:26:06 -600 P (kip) 1600 (Pmax) (Pmin) 600 Mx (k -ft) pcaColumn v3.63 - Licensed to: Coughlin Porter Lundeen, Inc. File: P:\Southcenter Design -Build Garages \ENG \Concrete \Columns \Typ 24x24.col Project: Southcenter Garage Column: Typ 24x24 Engineer. BRM fc = 4 ksi fy = 60 ksi Ag = 576 inA2 8 #8 bars Ec = 3605 ksi Es = 29000 ksi As = 6.32 inA2 Rho = 1.10% fc = 3.4 ksi fc = 3.4 ksi Xo = 0.00 in lx = 27648 inA4 e_u = 0.003 in/in Yo = 0.00 in ly = 27648 inA4 tl = 0.85 Clear spacing = 8.63 in Clear cover = 1.88 in Confinement: Tied phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 01/19/06 pcaColumn V3.63 - PORTLAND CEMENT ASSOCIATION - 11:20:50 Licensed to: Coughlin Porter Lundeen, Inc. General Information: File Name: P: \Southcenter Design -Build Garages \ENG \Concrete \Columns \Typ 24x24.col Project: Southcenter Garage Column: Typ 24x24 Engineer: BRM Code: ACI 318 -02 Units: English Run Option: Investigation Slenderness: Not considered Run Axis: X -axis Column Type: Structural Material Properties: f'c = 4 ksi Ec = 3605 ksi Ultimate strain = 0.003 in /in Betal = 0.85 Section: Rectangular: Width = 24 in Depth = 24 in Gross section area, Ag = 576 in Ix = 27648 in Xo = 0 in Reinforcement: Rebar Database: ASTM A615 Size Diam (in) Area (in Size Diam (in) Area (in Size Diam (in) Area (in # 3 # 6 # 9 # 14 0:38 0.75 1.13 1.69 0.11 # 4 0.44 # 7 1.00 # 10 2.25 # 18 Confinement: Tied; #3 ties with #10 bars, #4 with larger bars. phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 Layout: Rectangular Pattern: All Sides Equal (Cover to transverse reinforcement) Total steel area, As = 6.32 in at 1.10% 8 #8 Cover = 1.5 in Factored Loads and Moments with Corresponding Capacities: (see user's manual for notation) Pu Mux No. kip k -ft 1 690.0 300.0 440.2 1.467 * ** Program completed as requested! * ** fy = 60 ksi Es = 29000 ksi Iy = 27648 in Yo = 0 in 0.50 0.20 # 5 0.63 0.88 0.60 # 8 1.00 1.27 1.27 # 11 1.41 2.26 4.00 fMnx k - ft fMn /Mu Page 2 Typ 24x24 0.31 0.79 1.56 6-9 ginftwpin “i■ ColumnTieDesign.xls L<IfILTL ` L Minithuth rie tin 'Eicte:ritbf;Pliatip Zona' 41 :40: 64,8 00 1 ffir0i , L2t4t4P.O. Strength iocjiliepri,Ippt* per 2144 • Column ID column depth (in) column width (In) dear story height fft) (ksi) A, (in Ad, (in longitudinal bar diamete (in) # of longitudinal bars In section tie diameter (in plastic zone) (in) tie diameter (balance) (in) # of effective stirrup legs In section f (ksi) min cover (in) s per (a) s per (b) s per (c) Eq 21-5 s ine (in) h, (in) Ash (111 per (Eq. 21-3) Ash (1n per (Eq. 21-4) Ash,use (in Selected tie size adequate? minimum I,, (in) M (k-ft) V. (kips) +V, (kips) ttiV (kips) +V, based on 1921.4.4.1 reinforcing (kips) Strength adequate based on 1921.4.4.1 requirements? Column Tie Design 20:5 030 OK lerle OK OK Cl C2 4/7/2006 7:49 AM Project No. 13?&zi&1 ac of GOIlrotwh 6n.15 13" 6 Level 3 Pu /0Y k /Ibtx 2 eat 3 k -.fb 'uZ 2...30-Ee 254k Slit 5 "kK z 171 k -N o k p3e1uy- z 2.56 k -6f a/c Client Checked Br Sheet of 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P. 206/343-0460 • F. 206/343 -5691 COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING Designed Br Eycr» Date: 3 26/06 6 -6 0 0 y 0 + x 0 0 0 0 24 x 24 in Code: ACI 318 -02 Units: English Run axis: Biaxial Run option: Investigation orenderness: Not considered Sblumn type: Structural Bars: ASTM A615 Date: 03/26/06 Time: 14:00:49 -600 600 P = 104 kip 600 My (k -ft) -600 Mx (k -ft) pcaColumn v3.63 - Licensed o: Coughlin Porter Lundeen, Inc. File: untitled.col Project: Southcenter Garage Bldg B Column: Grid B &6 Engineer: BRM Pc = 4 ksi fy = 60 ksi Ag = 576 inA2 8 #8 bars Ec = 3605 ksi Es = 29000 ksi As = 6.32 11 Rho = 1.10% fc = 3.4 ksi fc = 3.4 ksi Xo = 0.00 in lx = 27648 inA4 ••_u = 0.003 in/iin Yo = 0.00 in ly = 27648 inA4 'ii = 0.85 Clear spacing = 8.50 in Clear cover = 2.00 in Confinement: Tied phi(a) = 0M, phi(b) = 0.9, phi(c) = 0.65 67 -7 03/26/06 pcaColumn V3.63 - PORTLAND CEMENT ASSOCIATION - Page 2 14:00:43 Licensed to: Coughlin Porter Lundeen, Inc. untitled General Information: • Pile Name: untitled.col Project: Southcenter Garage Bldg B Code. ACI 318 -02 Units: English Run Option: Investigation Run Axis: Biaxial Material Properties: f'c - 4 ksi Ec . 3605 ksi Ultimate strain . 0.003 in /in Betel . 0.85 Section: Rectangular: Width . 24 in Depth . 24 in Gross section area, Ag . 576 in * 2 Ix . 27648 in * 4 Xo . 0 in Reinforcement: A 3 0.38 0.11 M 4 0.50 k 6 0.75 0.44 * 7 0.88 1 9 1.13 1.00 N 10 1.27 1 14 1.69 2.25 118 2.26 * ** Program completed as requested! * ** Slenderness: Not considered Column Type: Structural fy . 60 ksi Es . 29000 ksi Iy . 27648 in'4 Yo . 0 in Reber Database: ASTM A615 Size Diem (in) Area (in * 2) Size Diam (in) Area (in'2) Size Diam (in) Area (in Layout: Rectangular Pattern: All Sides Equal (Cover to transverse reinforcement) Total steel area, As . 6.32 in * 2 at 1.10% 8 N8 Cover . 1.5 in 0.20 N 5 0.63 0.60 II 8 1.00 1.27 * 11 1.41 4.00 Confinement: Tied, #4 ties with #10 bars, #4 with larger bars. phi(a) . 0.8, phi(b) . 0.9, phi(c) . 0.65 1 104.0 273.0 254.0 275.0 255.8 1.007 0.31 0.79 1.56 % Loads and Moments with Corresponding Capacities: (see user's manual for notation) � Pu Mux Muy fMnx -fMny No. kip k -ft k -ft k -ft k -ft fMn /Mu 6* ' V COUGHLIN PORTERLUNDEEN A CONSULTNG Sf RUCIlIRAL AND CIVL ENGNEERNG CORPORATION Building A Level 2 PT Design C •]]EAl " .allllu !L L1a • •irsi it t a r a-a , v a s a 1 ale'1* a NAG I -___ _ .1 O O �az . _ _ Esar � 2 EI Wititilla _ �'� " ors 1 W L 2 re. p - T.... ..s' I f E1 E I 1 I I I I /r y ,1 -a _ _ . _ 1.1 r, oaf • 1 l I a as 4 ) 17 1'> I7 "9 aaS L--. 3 l ri s • _AI i _l J ran I Pia: S r Nara J leanneneaa 11 Lq Lara L9 �iM>aV I[1 C I _/I 11Z Yi n t 6L9 fa 4 H 7�►a- °s- 7agr'y_o r _ 7YpaV aeeaa_ rrW ro as xoua�uvm � L9 I 9c9 L9 kg p HIP - I -, zI q a r��9 ._ it a Y9 ii - z N- J (1 cr „as t 91 PrJ ct Project No. it.454. G9. 4 Cr Client / 4 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P. 206/343 -0460 • F. 206/343 -5691 COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING bi vo f GL' Yvvsf &ri L rt1 Leval 'L 1- Er A Fs 373.1 6rd Z 1 L -M Le Z TRIR. 7= 6 6 L' 6Z' Z6 • / /a ' pH*- e!y„o,• S f zD L' GL 600 IF' l Designed By &n,.•1 Date: ) //2-/04 Checked By Sheet of Pre t �...,.. § ;;5: ;; |_ ;| ) | , ;| |I | iiiiiii I 1111111 111111 ‘ ; ia1 . 8 C 1 r • > ti3 C �i ::a : : : :: : : : :: :X.483:: 5 iii HMI 4 111 111 111111 n. ti • x gg ssssasssun J ::48X484 :2:: ::22 Sq :S2XF #;X38 OA 1v .•ISF:2422:S844R46S5X1 = . .. a 3) V •2222..22 a .2 ,4488 ;1:.' ; ; :S:S; 222S 8X1=:22.• 2: :8X2 A::daddas:z t 1 1 3X.96;2= 6 I Ja ea ........ ........ 1 19. 8:22: 222"_"22222222 x �r a 3i : :::35?az: :iad c - ^:3s 242 228112•1Si ASS S :: 2 :SW'S : ::S C S 22222222228:: 2 2222: 43;6€X9 -S - &9.52 a in Ceti :: .3: t a 1 er- 4/11/200'0 J:27:18 PM WAFT NpNia• mma[vw Caen wrlm •1S 1733 moLfN load, Suits 330. mba% City. 4 ifonia 54041 ADAPT -R R we[ -tmx 011 /51• Penes erect 7.10 AleOIIas (ACI 3ls- 02/1eC -O3) ADAM We1OArIi - Stramunel NCnt, software •e.tm 1733 100 Le sow. New 330. Padawl City. O liem.fa 54051 Panes 050)300 -245e. flat R001344-3013 sell. NwmeDeptlote. ts. sob site, Nip. / /.e .Afep..ft.ar 0.1• Am IOn n Pee Ca0333.010 le N. X Gm. 0.n ' Pea= NYt 0ed 7 • pM feel Southeast= One* aids A arid • 7.-M Die teal 2 1 -of V41hm roan, stun at v dee. for pnwa /cale 40,0.•0 fLL foe Chi boost Ni COOL= A HART= for OAS/4034 4033.40 Id for cocas 4031.00 435 OO factor [m delete= for iD./•tawa l.0, comma may MSS 4HI Mai 1114.0, pet (vim alas aldtt 7sleet of It / 03111) Top AL At ate. mNINwm Rasa Baits Cantles of (Ve)l Ae .0 lemur Peep affective strew is *treed Waal) Stand eta son as Of tadn fa M na en of tads from 4rnm for 11411131m era e n me of tads fa 3011011 for amama 0oo en average N.mp_elelm Te at. ppro type eel sum wid 0,O deal P -revue 35051tty • r I P 0 A I barrel en= DRIB • 14 I in ( / m 1 3 ) 34.05 / )5.00 Lem, 1 - SPAN cantilever a.0,• l®O r . ..m YIELD aver 30.60 IA Idea= Cos at WO 1.50 Is Mlolaa NR at pRhl i.N 10 pearstezps, smut OltSat. etr eth of .tee 270 0 Papa 3 I0[Id 3 a hM Yml 31 ADOR -e V- 1.10 Waft 171.00 ere .154 lea 1.1e X 1.71 in 3a• fa 125.50 NL (v aamdea al It nm ara t l sy.t met uoral ewes Mane of Inertia oar nee 1. m Mast. PmD® t0 fa of ..spot run Limited plaatiftatim LLhodl0mmt0 adiere ttadl m Re.c1N fele wide ta.hNatlo re If Latta [lop. width [elmatatea meat AG -311 3.1.1 fOhChu der DATA m pn0am Sea TOP IOGG tI w idth G i thiat. I dmh�thi I NUM Sn n in is in 7 I u O 0.00 MmnlLan left net 0 • e awed 4 action • I melon •• Ntadd r or L satire eat 2 . area P: \Southcenter Design -Bui1u ,,azages\ENG\Posttens\Building A\Level 2 \Grid 2 & L -M Lene2.Cre Pape 11 - rep .ve.ce to nitrate has 2.1.3 mlmht• swam DATA OP Ilene SPAIN •era 1 ne•efrio wren In (One i • Irk Lana i) ADwf -R e- 7.11 ri -•i a.a SO•POIT •IDr• A•D COLONS • DAr• Mee Lae a Una Ox0IN tak II soil Neel 0 r p an • IoXI • C•C• • .MINT S. ft is In ft in In -_1 a • 7 1 24.00 h.0, 34.04 L .0, I 1) 12.00 24 .00 24.00 hl 3 24.00 1•.00 24.00 24.00 I1) 12.00 34.00 14.00 (1) •}O CM Oh lDDpn cODiea CGS Inc! fish X OmL ads - ..I0nWm1 • 1 lied at oar ed. lard N fa ad find at oar ad. hMNd St ter ad rind at mar ad. roller with rotational fixity at for ad • ry . MAD LOAD 0 • mvaul • • METAL Venal I • Len LOAD C • COs. •Cite If . anise Wen La LOU Lee m. IJ One Coeetted an Nate Im.e ad treated is 40.d beadle 0,it Nlfveiot el • 100.0 pet batamity WAS MASS rat 14/ft ( ft h 1 R -h co t ...hl kilt -1 3 3 .4 3 • l h 3 1 • 1aa h.eO l O C Inrfr 10.00 I v 0 .00 20.0e 1.313 Page • and 1 L L-M leml 3) ADAPT-PT V- 7.10 ICI -02 Meet (k/ft72/. I a. or we. 7 1 sem Gan Tel t 1k tt) l Mt or ft -ft 1 I k -ft • 33 1 n f 5 a • • D C 45.04 1e.05 • 0 C 133.00 10.e0 7 111/ 0144/431012 1167/35101111200330111 • -CALCULATED •IOTIO• areaPIlTII= e e••_1111.4.1•MMY- 4.1 en wa[a moms awl cantilevers ter Tributary width affective Wide SPAN Man A rt a .ee x m W N X 1•. X in in i 3 • • • l 1170710 31.72 13.31 . needs 13.27 mote( •pm /uatll.nr Ia sonmifoa, an block 4.3 1/2 5- DIAD LOAD MOM••r• . t • 5.1 •lA MOM•MV• (k-h) > . 3 ea =Ye It) > 41415 41415 lea wawa eta. eta. at11 waft) • 1 1 -130.70 411.04 stew Wet • . clearer .Hats .JOLT • 5.3 OLTii RI • 0.• •nwa MDOI• IPh 1 • m car refs.-- - -D[0a M! 102.30 2 55.44 100.44 135 N • P epe S and 3 • Lin Level 3) ADAPT/PT V. 7.15 •T •52 5- Lae• LOAD NOM••T1. • ••ACTIO•• •-- 0.1 L 2 (I • L 0 A D NY lane R -ttl and eel MC•• Ik) --3 left. • • -- eed.m. • eighty WAS MR - -v W PM az cis mas .Y ea left eight -1 3 3 • • • 1 0 f -- mat • . anticline aunt. .- •.a hwRii Itl - f.3 Cane IeOIO Daft) MELT maa W az W me W 2 i • • 0 1 33.21 3 33.10 .00 30.73 .N 44.05 .O ate. Wm e.l CAOtft 4.3 alas a calm of all .M3ed latle rata 1 - as M•Ir• 0300® A Vbq -pPPOn 7.1 'moues* Dew tom leers O-ft) •0 . -LM .• 44543030. -a aX 1 3 4 1 431.30 .3e. Vote. • . l0,- w -dgpert 7.1 /1500050 LM mm tarn nett) ... - h[V eid.pae _> • Viet. > 1230 m m 4 m 1 330.00 X0.0• .43.03 a.l3 *tot Ina f and 3 & 0.-31 level a Ann -e v- 7.10 1Q -N • . "a -avert a - Im a Dan no Lava MOVT5 (k -h) Ieai.5 0f b0, load ad lie load son esunt4 combined for Nnitatiliw cbsd, I 1.0004 ♦ 1.0044 I let. tiepin risk[. MX win max Mn aic 3 4 0 4 1 -)N A a -3•• .4t 541.41 341.30 -X•.73 min 4/11/20 .:27:18 PM Mote, • • face-of -Support I - YRA POST -IVI® palm la Trace NNna 5.1 NNne WPM Pi S0604 iielae. !a Men. . sorsa gambol. < •i ice sabots SS Na iebt sortie over .wort a • bast tUa1 Pm mtlUaer. t • eia is Waal. 2 • partial s•ON. • • SS Leads S3 - epic POe-TOIC® PceCY Sa01e30311 MAPS Saco edit1W mode selactU. 3OO I Tne PS 7 TI.00• •ROPI41 7x.5 IlA 02/4 nrt u] MIR= TOYS -- tlia'st tuuOt ___ SCE <- OSTAOS Or U• INI - • < PA Dal Si •Per 1/4/-1 Left <ster US Well (Al-) INLI L 4 1 175.250 21.05 1.10 23 4e 328`55 5.444 um KSSme•.t• w1Nt of Ss/ 357.4 u 4.e 0/001150 M OOS 505T- PCSCIS (Alps) <- We v 411)35 •st• - -> •A® a 1O10s fA - • swa tarn C1pTY 00.2. < LOT MS ILOST 1 3 4 .00 17.55 .N 144.25 140.25 145.35 Mtn • . eu -N -•pmt 51I •2CI •T2.5SO• (p.11 (Anal= Ss positive/ L IFT. UN TM Sw1S1 /CO =TOM TM VATA 1 1 -525.43 15.54 -344.12 -412.12 Soto. • • fw•- r -•Opmt 5.7 •OST- TOOI•f •54500.0 MONO•TS. SYNS 5 IOCTIw • • 5 1 11 MOM • N T • Inft) -- • N Sayan e.- OA• OINa It 1 SN leftSayan tight. ®11) 50(r) 3 3 4 5 • 1 324.55 - 875.8) 224.50 Y0 Lenin -feu a t 2 Los lms ups Cohn. 1 51.517 177.133 NN • land 3 4 1-5 Level 2) ADAPT -PT V- 7.10 SLI -02 P: \Southcenter Design-BS .sarages\ENG\Posttens\Building A\Level 2 \Grid 2 & L -M Levu. �.Cre U - PACTOI.O MOMtST• • l•1CTI0l• S1•+nate N 1 1.301. 1.404 • 1.00 seeds at effects) 1..1 PASS lYli MSS It -RI left. 2 RM < 1 -111.44 Se. • ewe- Of -n.pem 10.2 MOMS WS= (4R) Nw < -- left- - a s- •Syps • a 1 320.75 120.75 325.75 Nom. • - face- 02-011Port W 10.7 SPC QUID ILTACTICall Itl 207112 rs W 1 178.42 123.49 n -MILO •TOOL Mane 011OIO for w-IMS or IS saran - minis steel 5.0045 - most essity a Nct :N (ON1W1 oast support eut -off 'earl for Win steel11sttVNW ... pu et -off length for WIs stalagmite/NS ... sN • 141. 2 • 4-II bowl 2) PONT-PT V- 7.12 401 -41 Top Nt bored- Noce• • ere rs oSnd Potts pet atalee Some as sane n - •l• tint. ab•.n, eD'n 10.4 fwMY tVi MtBT4 It -R) 13.00 I. 12.55 40 cea man NO 35.75 127.15 m 1021111 Sad a A 5®IOeIRT1OS of factored masts 70444 MS OP ]d1 • 335.1 lb AVO1011 • 1.5 pal TOTAL ASIA CWwA - 1.15.00 R 11.1.1 •TIIL AT OTO -•••• N IIIPPIMIT MAR SITS 5022014 AS OP10M •W* OSROG 3 3 ` 2 . 1 .0 1 .00 .50 .00) 1 A 2. •TI•L AT •00P0•T• TO• •OTTO• N OI-IOdf STASIS AS OROIi =Pa BISON corn IS'il < -OS - . i54a IS•'fl < - -O 777 i p.i N - > 1 2.50 ( (( pal 1 0• •01 i iJ• ( .0 \2.•5/ .pal I .0• ,Oe .0W Comet* • Aww4 4 )toy • LISS for) Tam of a .e used la *NN eed gtanss Ns • •NOeM of no-SS 04 'airman (h- See. Nil O . w ... Sawed masts and mb r@ Nwe eery ®t enacts Nel*Ndl a W permissible 7140 of ] (fc) /2 governs 3 ms par.l•U0b Yalu* of Olfnl - TA Nnm• Iry • t no reinforcement required 2 W reinforcement rewired, for Sam only 2/2 2 Nlmq xpaW by aa1•ia NP 1e wtad 2 a YS lea 3) ADAPT-PT T. 1.10 M -42 Sate, for )OT wrneIn at and 1/5- 0.e• be at W of stiles. and Lin 1.50 is at first support inn . 55.00 ft (Obt es from 1.44 to 39.05 R 1 1 • ea Y M f 44 Wen 1/4 ft b 1 Is-ft SPOint 111'2/R in To AT PSIS* 5 • t • 5-25 y -- as) 44.00 - 1.24 -no.w OS 34.5 (3 i) MS LO.T .N ].OS 11.00 -ISS.N 114.01 .04 24.5 (3 3) YAM DOd .L 34.01 -140.04 On.45 .0 .04 24.5 13 3) Y8 C .30 •.01 ia.0• -144.55 01.11 .fi .04 24.5 17 21 Se OS .39 1.51 -iw.44 070.43 .f3 .00 14.5 11 21 YAM OOT .30 5.00 11.50 - 1.0.15 1112.41 1.05 .25 15.5 II 31 .35 10.50 10.40 *0.23 1241.02 .75 .05 14.5 12 3) e1055 OS 71.33 52.12 a• .05 24.5 11 2) YAM 06X .45 13.50 12.50 54.11 1054.44 .l0 34.0 (I 21 • an .w 15.00 32.33 inn 115.73 .0 .55 spiel 24.0 I1 31 5f5M Nod 5 20.50 33.50 55.33 553.71 .50 .55 24.0 11 ]I MS ST .N 15.00 31.74 71.15 740.41 .0l AM 44.0 11 al 515M SPOT 73.45 05.51 .N Of 14.0 11 21 YAM aMS .n a 25.54 75.45 *27.52 .53 .14 24.0 11 31 WS ST .n 11J0 44.50 71.40 412.33 .N .50 N 11 .55 24.50 20.00 50.07 354.25 N 11 .0 3 20.50 02.11 .N .N 41 1) 11.50 54.40 47.45 .4l 13 11 .w 30.44 25.50 54.05 -50.el .41 .55 0 11 5.00 34.50 20.50 55 N -312.45 NN 11 IBeld ] 5 L.M bowl 3) PONE -ST 1- 1.10 301 -01 13 -ISIS •01. OIPLICTIO*• COS.te• NWIm of S1•ticity Sc • 4031.50 Si CIee factor I • 2.50 Taff tiNllae s... (OM to Sacking) I • 1 as .tsmm. ae.r SS ttt')'vt eratusp of ..Rim SA allu.: to.. Sues in p•mtamm U. (PO /NS Nflatlml ratios 4 C TLOS AU OTT. n ]form OW POSZTIV• SPAN O. w. ISMS!" LL N+*T•1L.Rm t 3 • 5 -1 .0 .00 4473) .w( Ina) ,NI 3031) Prtcct Project No. g 71-4,1, LCrt Cr 6„,„ , t� . aid " Client 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P:206/343-0460 • R.206/343 -5691 COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING Griot C Level Z 0L -t /o ( LL, yogic TRIRt 0 v © O O CO =321,6` O 4 L,t Leval PL' /0 2) 6 �RIR ts so z EL' 6 ti ' 26' Cz' et- LA.= 4 10/,4 F 6 62. 61 26' 62' P.' Grid. CS.z Le-'al Z : Ja,., wfowls K Pt Me Designed By ilk ,n Date: Checked By Sheet 1/4i /t of PT' e aoa.aeanaa I E� r I i F "S :an::: eaiddaad '••iii :::iii 8 8 11 F 111 3 V° t 'n 4441 1 '•a'i 1 2Yii I 1 1 1 EH 33R 31F 00b ODD 000 ODD 000 E p 401 ant act ant 401 g I ".2 222 ... .....2 .I . .1 i I t i i ig 1 11 i/ .:E :I m 119 .E . •t g . t . I m 01 m • t e 41 • i • fV U ,1 0 d 4 i t N 0 If I ma lei III e III 4 11 urn y nn n F 8 0 C4 .:. tarai 22: 2sa: C 8 8 ° ,S 222:2 22222 22 : :. 222:72 I ••929 2 222222 : a 1 P l 422 222 274 .. :a3 t 22 :2222 22242 22222 2'222 C e • i aadd 2.22 •. 2:72 32^ 22 • 7272: e Al II 222722 i s § 1■3.22 I 2 R 7 T7s :7 : 2222 2:4:2 77737 $' 274:2 ands 711.7 77 23234 22:22 d !i Cn2s2 a � P 1.4 i 1777247 1 r asT:s F E 4 • 72427 22442 22211 • } dais: Es 2 i a .Il 1 t. Y 57 .1 2 1 n � :2242 N as: ' IMAM Milli 1 inn cNi 3a U =3 s5 :±1 11 S N :xsa ::2S : :a8 :C a 2 a as Q xxz c:c S78CF 27:7:2:.17:1 lCa3 88$:: w • O SUSS a w F 88 :8• FB :s 7377: :2 S •:xxY :YSe 2x s- s- xe -qs•: 3 73 as e C.: : :S t :8:ggq : 332322 :SFi: :SS e ..YYS m 14 ...... _. wa 2Saiia:77S: ii iiiii iiiiii 33 ii 3333333 333333 H � s3 3 cy i3 3 Y- S7xxY•Y'„ C S, C ‘ii an: ::S :aa :: as a _ s C a: • i f ar. ti 3 a eeeeme•eema a•a•umaaaae 6 Y'' 88888 1 Buie 8 a °afefeee a a a:: " SFS:R 1111. $ ::i: 73333 Owe Ola � s 4 e 1 ; :g 3 t t 1 113331 I . Se••S :i iast2 i n • 4 0 MR 888 ate= : ..... a ` eee eee eee DUD mole 1 a08 aol :a 401 aee: r 7 ". ... .." 44. 4444 $ c: PT —I1 • i • • • 4 SS7S: 655 aia5.� i r I j • S S e :Ski Y PSSA S:SS: 3 a C•r 5 C I 655555 1 11 555555 655555 9 S SSSS 77 • N Cri !' 1011111 i 343 s Ia N " 9 /I 44444417 7777 do 1. el b s 1 :a :a:s3a a" 1 ;a :s3xs:daa d N 8 N .a 7 7777777 ..... x ....... 2e7 " " : : ::7 491 2ys' °2.4 "'x .. .:s :a " aaaR 1 a ^aaa :447 ::S: ::aa4 a a YYYY43:4 :•A Raa °444'444 77. sae... 10 " 3sgae: i a 1 4 3 1.. F 11 "C 44:3431 a s ::44Y444::42a24:42422 C :a? „aa aa:sa44 "a 3 : as4a:asa4Yaggaza4slR: • 443 774717444444 . "C. ." 141344 :Ya3FF37Y:8 ! E.588aaR: :1x:1 4444 478 e a .a "C •a :'sass :a a F a a s1: a fig Milli 111 1111111 : 7: I QT i3 aaaa :aFs a ;a= p 2222 OO:F5 N . a n Fagg. asga 9 aaa • :' • a a q • ` 1 • 3 I F III Is " a :e i 1 Ell. I . as Fa .ic: :AMA Wee • a M 0 0o N I J' leeeEE! min HUI Dun ,o 1 . : . 1 . 3 . 1 ! 4 • 2882 10.22 4' 233 2 222 I. d I 2y .22222 2 t S S s ii ,711 22:S 1 1 0 1: 13 2 2 5 C 2a :2:•22 ^22 : :2331 32'3. 2 12 .. Haag 010 11 3333333 Mil ; 311 111 = 1 1111111 11311 11 2 123 t 20 iii a =9 C 312;. 232..,,,22^ 1 11 . c2ci C a3C3a .2 2 C 24 R,1a.. 3 233 ss 22823238 331222222:2222 ....2 7 - •5 .C ..... ^•-as ':8:322' 2C232a23323 3s za t 0 2 PT 8 1 Project Project No. 6r,&L E (Nest. Level Z DL = /UpsF LL= 4/o it fl un• zd - F= 371.6 bL= /orb LL= /l orsr - *Zig= Lo' r= 37_1.6" C�r A. de ed Level z (Na If .I 62' 61; 6L , So pug Ceti ber Client: W A 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P: 206/343-0460 • F. 206/343 -5691 COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING Designed By J7, Date: '/ 0 /06 Checked By Sheet of 4/11/200b ...:28:27 PM PASoutheenter Design - Buell „ A\L arages\ENG\Posttens\Building evel 2 \Grid E West Level � re I Man 0011-aAN3• 1 nitmau. caosn scrim nal I 1Ti lOcdid• by be 330. Yy0e0 City. California Yee Man -n i0* 0OT-1v011® Sate gala anion 7.10 00031111 (,a 212-111/32C-021 Alb matama - Otruot rol ants Itis • Sete 1713 1JNaids ace. suit. 320. Y0000 City. California 04041 Pbm•. 11/0)340- • Pa. (000)1(4 -4471 20021. Suplettarepeoft.coa. we site httpet •w.aeelet.a Den AS Tat 0 • Mak nK9ni. as 12.i•e Y time 7,37 g ene nee gad • Met tail i P000•0T TITL•. Yawata Garb Beg A I met lad 1 - Secela Oa•••k0 0.13•• PAOAI T••• . n aiad at U dap. far 10125/San µ0.00 psi fa Cast .00 gel Ma or QMRTS for eM /Can 4030.00 Si for bet 4030.01 Si ant fete for del.0tlen for i1•IVADe 3... *Orris a •mY10 am bib 03•.54 pf Tale Dina limits 1Wtiµ• of fe•0I1/21 Y Top Y bottom 1GYnU• 030303 1Yle bible of (to)) Y all 102210000 P®OpiR/ hli ara b 00.00 bl bib .S Y oo at TAN 1.00 70 n 01 mace Y bunt 1.50 (4 Ponamnh nal stria O strewth of strand 275.50 bi Fags 2 Idt • Yn sal 21 awes• ifeaeY stab t •tea ninth Rend area en COS of todn from TAN era at of tab IAN bre for =Me spas 031 aP of tads from .002 1 for 037300200 ipaa Ida aerate pnaaasta N a space; bene' atnbN (factor of slab bell Tab Prate tea ad support web Kann OPTIC! Vi. Structural seta lW1 Nat of Y•rte cot spat U Klan meta Ogee to fa of aapper TAN tdete0 ploatittatia slla•d lint. biatriWM) If ebb nee width taald.tatia m .[active nags width lalwotatia sated Act -31• 00 • ▪ cal be • I •n annex A a Lin inn inn 0 width tea. width thick. Ran loft right • • ft I in a is in in Sa w is I • 03.00 1•.00 2 • G2.00 14.00 C • cstilaac s.WO •.e0 2.1.1 niPCTaL SPAN DATA n 0neaw •WO 1)•.00 W .151 le'a 1.70 la 1.75 la 2.25 la 121.00 pi •.00 (•• ••Ctla 51 1 • YRYSlar aRla 2 • T a harts L section 4 trait • • Joist T e I. notion notion Joist 2.1.2 O. l,a *1011 ®1 is lab at SPAN 1 aTarna wma Naga 3 tows • Ye Lehi 21 I - INPUT APPLI.O LOapi•• 1 L O 1 D 0 1 n 0 e L 2 D O Yp 4 WA D .010 I L O • .010 2 U .040 .010 Net O Sppn0T 121cLastall lab Les Lobe is Senn with • alp fete of • • Waffle 11 - Sop surface t0 tfYwu lie AI0 COL••• DATA ate Lab mfM am co a *1D3• Lila • 1070) a a beg •and 0 R'• 001311 is ft a Y et U Y 4 D 4 ) • • U 1 24.03 (1) 24.000 Ili 2 111.00 24.05 24.02 (11 15.00 24.00 34.00 Cl) 2 10.40 24.00 34.04 (1) 00.0• 24.0 (1) •e00 bee f0iw Or TITOW tm (an rind at Sib • 0070 ... x1037000031 1 r R se Iapd St Its a 2 ✓ ind at use ad. roller with rotetiaal [laity at fa ml .. • 4 awa• . TIPS O • 0140 WAD V • ate I • 24C12L m1011 L. Leg LOAD C • 0:111c•TA1m D • eels NOOr IA- LIn WO S r. d Nat Wpetl Ya geaeag at ad bated as Yd Sa00o mat eltalet • • •0.5 pet Yeasty (Pa ... To I I N C ...AO Total Tb era CLASS vh2 S l' ( ft ft I I ft o< en ...nl eft 42.00 03.00 toad • Yet Leal 2) AaPT-T a- 7.10 XS -02 42.05 1.773 Paa. Lea Labe • Inter ea • nip factor of 1.05 1.1 - bO2b Y lab I• ® -• ern pi at T bean e ta betabb alfOt IVR'n ( Ca. or FAQ. 1 ( 1 clan MO c Tag Linnet) I bet or ft-ft 1 I k-ft • 5 ft 1 1/3 .000 .100 1.)73 .200 4.1 for miles eels m0 Qet110•C• only Tributary width Heaths Iota eta Mn T It hell I_ IV tt Y] Y is in 10• U Y 1 1702.50 27.42 33.73 11. 2 1702.00 27.43 33.73 11. et.. -__ • epee /citilaar Y battens. •Y block 4.3 • - MO LOAD •o1.1t• . a REACTIONS • •.1 SPAS 1 O 111 T • Ik-ftl • < 1.2 2737 fain (tl • Page • IYIO • eat al 21 ease I*da ere Y(n awn e l 2 1 -205.02 347A3 -)Year .01.21 n.Y 2 -752.50 347.42 -395.0. -04.04 55.21 sate. • • Catnl10a nets .Am • 5.3 DnL•ni w 2 i .01 .Oi 2 ia.11 351.51 Usti • - LOT• LOAD •0 *S *?a. a •OACTIO•• ••• 5.1 L 12 • LOAD SPAN ZOOM (Fft) sad MAR VMS al ••• left• __.. _..___ miypa ___t •*l•• i1• Pap• -• •■ ups W tax W at W let right a 2 5 4 7 5 O 1 31.41 172.02 -20.07 31.1.2 5 -00.00 1T.03 -24.07 34.10 Sta. • • Cataled ea•as •- 4.2 Vela 00 0.3 CYi Irvin Port/ JOINT ea lb al ala • ntY Mi . < . we Ri win 1 56.35 21.15 74. 74.01 56.35 37.10 70.01 . 1•.O 1 74.01 -74.• a 56.14 -3.14 in.ei -U.ii 24.05 Vote Idea 0.1 through A.3 buts on ass Of all atlatl lending OO 7 - N O O O N T • s eT Pp- a -ITion Cage 4 • 1 1 wet.. let. MO LORD IoOe• (k-hl (grid • Cast b wl 2) 2.7.43 347.42 7-2 aaDOcaD Les LOAD lnaa (k -n) right. V Ll ii se e Ogg s8. : a gig 'S S S i l 1 5 C 6 C 1 3 °a Om Willi Miiiii l7 m il !3 1SS " e " ^== 143:X SS . wi :5:5 S ^7 Vg S 4/11/200( .,:28:27 PM 44 P:lSouthcenter Design - Build`., arages\ENGlPosttenslBuilding AlLevel 2 \Grid E West Levu , Zre ..a. « 0 13 2) man MX .1) u.00 •.Oa 14.14 24 0 13 II mw awa AO 12.40 a 314.43 .ea 74 5 13 a) Yam COT .25 14.40 25.00 05.0 414414 . .R n , Oa 34 4 O. 8) 114.N tax 0 13.40 «.00 •.17 702.13 .w .44 44 4 (1 31 woe ma .)i 41.10 4..24 -42.04 544 03 « as 84 • (2 a) Num alai .44 « )1400 31.14 001.14 24 0 12 21 low ®a .)4 _30.« 1433. .n 12 1) .w 11.04 )] « .L 1030.4' .14 (a 11 .44 34.10 13.41 3 1060.13 12 11 w 57.34 u.4' 14.54 1027.10 . 31 . 04 (2 1) 6 40.10 2.01 27.41 040.03 .« .04 14 0 (2 2) Noal 0@ .n 4 43.44 464.10 .« .44 mew ma 4'.w 00 0.43 717.24 24.0 (2 31 It 21 WWI COLT JO 14.45 20.68 41.74 003.04 .0 .44 24.0 11 31 WMm Oda Pan 1.2 1 a Maw Groot a NMR -R F 1.10 rl -Ot .w 53.74 24.04 .« 00.40 25.50 382.14 266.43 37.50 11 -11451042I Coal DIltICTIOa1 24.0 13 a) w1al at 24.0 12 31 mum Oda 24.0 13 32 mw ON 24f4 11 (00(4 t Out Flat a ADAPT-Oa v- 7.10 u1-03 Cmmt.. dam of 416641012* R . 4620.30 bt Cramp Cra factor 2 • 3.04 iwf.ctiva /ffoy....l w. to '..*4211 2 • 4.00 Rana 411x.44 amp! f f4'') 1/f ¢wtlm Of notice 1. «14414 for. value. f0 Ouxthm44 an I.Om /ax wf14ctlx) tatlx at IOLICTTOM All *u. 4 250(4. oaRWO WxTi00 RY DL Moll d.f.anp 41. O4Ra1Gral4f 3 4 3 . f .Of 4 141 41041 .151 4 4 7 0 ) .34 31 L( 41501 t 1 4 l 1 ( ml 3/3 60 S.ct Loved Z pt•Gc i,L v,1R F k /F1 Grid /,t Lade 2. hX =/vs6 . 6L' / /ops( 1I2. I r /'- o" f_ /O /65 U 0 ' 20' A p / / /O' COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING U U (> v -, J —/ 1-0' 1J' tu' /'' by ' U Pr , , � _ - Bid /`!1 Designed Br nit" Date: //h/Of Project No. Client Checked Br. Sheet of 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P. 206/343.0460 • F.206/343 -5691 -r 21 a It N 0 MO it ON r 000000! 4440.0 t 92.3 ;2 °Se 4 i °a+ I s I I I . H �5a Has U xxx ea 3" .i ° •e I E ? :1 3 I x Ha 4 i - p e , 1 I. il e a ks 11 i 3 e i t 111 ! 7! I x ' : 3 SS:S x3233 Saxes $ii situ assn :113 2 . ?n i Q t 1341 222 AV 3sn 1 32 I t ° B s : P , e S t 2.1.7320: 33 x¢1s A as DODO... OO°OOOOns OOOOOO. mall 444°°°Eii 444°°°iii i e e I a ta 5 5 1 c2. c SSA x .. tsa S 4/11/200 -j:28:43 PM 4- LITI LOAD ROOM. 3 -- 4.1 L I 1 I L O A D YN N0a0a Ot-it) ad Mena )0L Itl • l ft• • a abOW > e tine aOLL RIID span Ear W on as ▪ ale )alt right 1.24 ` 4l -7.71 .• Nett, • • cat¢ll• Ste l.) L4i I1 Wa (Rf) .Am ale W al] W alt W ) .04 Not. stock 4.1 asap 4.) talub are MYM Of all skipped loading abed 7- • 0 N I I 1 a OMp[M TO n a_ -I®,OQ 7.1 510 0 0 1 0 WAD NM IMaQ• R -R) 0040 7 grid OS Vista lea) anR -IT V. 7.1• 30403 S PY o- 3014. -• a- atdy0e -• 4. 'net. -• 2 2 -4 -4.)0 al 2.21 rata 7.1 11 0 0 C 1 D ta0r LAD NOIMII R -R) left. aidspoa • Apt. RM 4 Ma a1a W 1 ] I r 7 1 1.34 3 .12 ] Iota • • tea- e4angpnt • - Y or all Pa LNI Well It -R) Nate of dad load W 11.. load Span qp• mOLM - for serviceability theca ( 1.00114 • 1.1011. 1 SPAN 1 lefts .70 Pots • faa of auppnt ale Iona tint. w as ai. aim • 4 7 3..40 • -u -4.1 I - OAT* POCallfailialnio Keen W TEEM 00111740 I.1 PROMS Tine ap ?A»5CILI 41100, Page I Per apanc P: \Southcenter Design-Bulb t ,arages\ENG\Posttens\Building A\Level 2 \Grid 5.9 Distr Levt.- .Cre c RIACTIO /) lafI.laced paXI 1. (arid 1.0 WRr Meal) AOAP4R V. 7.10 )CI -03 2 • ]11p10 par][el] with straight partial ever support • aarp0 Mate for Csianivere i - 171 a (Nola 3 • partial parabola ) • bursa tads 0.2 Ta•DON •1011 L• TM iln nn art an 3 I 1 .104 I lb .100 I .105 .100 .004 0.0 - Gila •MT- 10114O110 ICOM O TOMS 00004 Tae *ditto ale nla:et. /OM man •.Rt num - Od4a.AW T1LOO PM= 4- calf *O Or WI Ilal - • )/1 Mal •l Ins (0/-) left Cite 010- (pall (1/ -) Oda) 3 3 1 21.4 2-50 0 2a 1.25 2.10 121` 42 2 30.000 3.70 2.70 332.33 0 3 30500 3.70 2.00 2.00 333.33 to APptcadmate night of Strad 2.4 1100111010>10Y POIT- TIN *I0l11• 102CY Inn) Ins LQN CENTER 0X ° - -1 2 - • 11.00 2 15.34 1-11 3 eta( • • 1060-of - lygert 100 2 (arid l.• Dins 14.01) 2R Calla lint lea 7.00 7-I. tea 7.00 (pal) (twain Wawa pnitin) L5•T• TOP MROI 2A CAOII •-T •o-C as-4 •••-C O -T •••C Y -T 1 ] • a 4 2 • 0-C 1 - •4•.14 -142.02 277.43 1044.00 2 490.02 1104.40 44.4 -170.00 -121.1♦ 3 -023.54 -404.7• - 235.13 but • • Nan- of -aortt TOP 5017011 em-1 ai -C ourT 1 a 4 •1 1 GUM 400.41 2 - 340.47 3 4xm 4.14 -a 14.73 2.7 1002- T3303IO4D03 [_ -I••• • ONa*TI It -ft) - 4 - -5W �1I II) 30 le a ti ft• lidapght• WV Mr) 4 a 1.04 1.21 .11 •, . faa- n- auprsrt War cove. Opaer COLa• 2/3 .000 Mega 10 calculated as ( 1.200 • 1.404 • 1.00 secondary an affects) 10.1 ALIO= lrtal IYYT1 (t -ft) 101t• alaape SPAN ear - W 3 1 1.27 457 4.0 Nato, • . Ia•- et -support 10.2 SPAN - •NYTO It -It) Meta. • • faa-of -aggmt 14.3 T7C145511 aI*CTi• 10.4 116'3 30 COLON IOIOI, (!ft) II) 4-- 1 Wr - -• 4.- 020Y olr• -- N NE max an elm a 1 0 0 1 1 2.03 104 .0 0 -00 1 4.73 3.0 1.40 2.•0 -00 ♦ 1e0 1.04 .b .00 11 -MILD ITO14 n a•lIR' cnTRI for 01X-I5115 M OA WARM - welaa stall - Is t Capacity • lector (taiga) mien ha 11 Will 3 -9 gird Ywll POUR-IT V. 1.10 OC•-11 *wart oat -0ff 10ngta for Win steal(iMlt1 /qO) ... .17 pa ao-ottf lapis for aiaW ataal(lapt /arsb .. .11 To bar ataRal bayed flare r•ulrod 12.00 io lotte bar ants 0eyeod ware requited 13.00 M TmL Mar n Rats • lank 000 tomDl • ]TAIL AT III 0 -tear T OO a OS•••] TOLL CUM= M OlIMY? On nllla]A ]0 01 . -Art I01-- 1)..204 -• mew 1 211111P D512081/2 tend a M 162NnX1111722M Of factored aaa• .00 1 .04 .10) .00) -4.10 1.14 44.0) 11 4005104 • 1.4 pm! .00) .00) rifle* • 111 52412 AT 00))OITa To, •CTTON v[ROR ROAR CTTtIIn• a 21270•0212 WAS 1:11111322A a _ mm (46^2) e A I0 - 0•.af4a 111 a -ELT W- -Deal d -• .00) 4/11/2000 .:28:43 PM Sl-SHEAR DESIGN FOR BEMS AND 4B- WhY 090 shear reinforcement required Page 12 (Grid 5.9 Distr Lacet) 5011 -Fr V- 7.00 ACS -02 13 - IWIIN.II OAR 0EFLECTS ONE concrete's modulus of elasticity 0c . 4030.50 ksi Creep factor 5 Ieffectiae /Igroos... (due to cracking) Where !Minim. exceed 6 0(fc')'1 /2 cracking of section 1e allowed for. Value's in parentheses are (span/wax deflection) ratios 'mein ARE ALL DOWNWARD IN Lychee, DOWNWARD POSTMII SPAN ULonn DL.PP.9PEP LL WnPNW.COUP 1 91) 296) 161 15051 92( 266) - . 0 3 ( 4 1 0 2 1 10) 1259) .13( 120s) .05) ]219) .19) 944) P: \Southcenter Design -Buila .,arages\ENG\Posttens\Building A\Level 2 \Grid 5.9 Distr Levt -�.Cre 3/3 a N 41 W N 1 to- 28 $22=22$ 2282 Min a Nil .14400 t 1`a a . . 222 8 88 8 8$ 8 $8 :I ▪ as= : e 3101 ==$aaa =22= .... Aka! 42822842= , t. .as .. .. . . .. • a. a 33333^ . :$ 3 . . 33 ease eeeeeea.. 0PDDe0... 00veaea.. mean.. Z elll a44000222 444000111 161 44a000ttt C 9 'J B : P S 8 .. e 112 313 11 E_= 887 5 a" 333'21 111333272 1112232 :2 1 i t 3335%.. t aad ! a .e sae 1 ; al an /m iv a a l fliIiJ h a �a /2 tj1 S a 1 e. ES 2 s4 1 4 ^C . :C `- 1 tt ti Mt: 1p 5 ?9 21 e. pane i 1. a a as oo to no 0000DDa.a 0000 88,888 1 t ]4 "x34 ^: : I a a 9 2 133 3 53 ill Ra • 3 :a. :.4 1:41:3: 8 =:x488 • 1 88 88 :8: • 8 t :8 8:888 : ": 8: ••::: . :: ::::: s.... HH Mil i H =is =3 in" Hifi 3227 5:5:: s :5:: : :a :m ^ :a :: 18 8 a e 78 i i : 3 1111 : e 3.233.33 • 4 . . $ s sail °s 11• •I itt 8 x: a I 111111111 111111111 tgagsg FF1 gas :s:s TT/T 8 d 11 SS I 3 1 FS SZ I t S tg SGSSASe I S 1 e an 1ft }ta 4/11/200u y28:55 PM Page 17 (Grid 1.2 Dietr Level) ADAPT -Pf V. 7.10 BCT -07 13 1 SPAN DO?LECT1D00 • wahine of elasticity •0 6.1 Creep factor ct ve/ Tree (the cx Coin x 36 Where eery... exceed 6.0(f c') king e • ti i allowed for. Value. Lx parentheses are Iepen /sux deflection) ratio. rySC ION APE ALL 30 Inches IXMM P001TIV6 0 AN DL DL .P7+01881) AP➢ Rnrr.3.GO1 ®Pa 51 9751 51 391 vl 601 91 4561 .331 5171 91 1 751 .651 3751 .06( 30411 .041 63661 .06( 6655) .031 7660) .061 a 65) .03 ( 06071 .16( 1609) .31( 7791 .32( 7611 51 6571 u( 7651 .391 361 0( 1 991 .501 3031 P: \Southcenter Design -Build varages\ENG\Posttens\Building A \Level \Grid 1.2 Distr Levei G Cre 4/4 2. Di I bri6 eJ Level 3 hL° /o E LL= S>' 1 I• on f= //" /Fb 6 o CY 0 4- a n A o 4 ZU /o' to ' to' Lo' to' to' / Zo /O ' 4 l7k /fk 7�p h;sb�e6w�e!! Level bLt /o e sf LL= Nop Taw. /' —o" SAL 5 sAy =s See Level 3 hiibr. For i /wK 5earairrd F t !ox / fb 'p v ISkIPb a /S /* A Designed Br Tlnpi Project No. Client COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING Checked Br 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P. 206/343.0460 • F. 206/343 - 5691 Date: O / 7 kj f; 17—/ 30 05 Sheet of Pr - 2 l M A F : 88088 288:88:28 R n n n nn -n nn F a M 838111 288322 9 N be E aaananfRR aaaannttt G !jj g a 7 A M 1 4/ a 1 2 � G t • 4 , e ::2111 ::: R2:33:::: 228111 :g: 838 2:111: V 08828E :8E 08808808E 088228088 g nn nn nn -1 .n .n nn nn 32 . 3 a ..a ..a ..: ..� 8 .. ..� 3 1111 �a I 3 22:333 21.111 226122 222333 228111 aaa,o,.fl ca,,,a... aaaaaa..as a,,,,,... aaaaaal aaaaaaill iii III aaaaaaiil R 0 • 124 • i : a • :11: 6 ti a i 2 3 s � e Y 3 ay i ° 7 + 4• a F 1 1 1� I � ia i/ � I 11 a ly! I! 14 ill 144 1119 222 22R i • 088: 7R 3R nn 43 8 48 . 28281 1 i e a� • ry a� n h' a • I . n i a MY a... is a £1 ° . a4 as 2: 3 :2: 2 :28 II aaaaaailE a 22:333: aaaaaa.. aaaaaaii 8 8 3°° a i I 0 besssaa: 22E. 33 33x33 isase II" 738 ????? S • "V* bbbbbb bbb bbb t - s 11 22222222 t t E I a 8 a SS • 22 SSSS " "" "" "" SSS SSS .. .. ..... . S ;nn 33ss °s Y s, 3 " a 9 q a b i s: PT ~3) q:SSs Z232 N : :2: • S t w . a 2: iitiisia :72 :::2212 22: : 222•": .... . BSSSSSS888 3222R33122 .2 1111 52 1 i I as 1 1 is C8888.5° a i8:21 VAS I � C a 4/11/200u x29:22 PM Page 17 (RP Distributed Leve) oo 7 op 9 00 la 10 11.1,1 STEEL ((DEPORTS BOTTOM AS EIPPHPIDR P ®RR CRITERIA As DIFFEEEIrr 02052 CPISLLIA ,E IT m < - - -wr !MN -.D.. 254 -7 At 0) At 0) at )) .12 00) 00) 0) 0) at .n .00) 1] -SHEAR DESIGN POR WAS AM ONE -NAT SLABSYsTe NO shear reinfocaxnt peguired Page 14 f]rp Distributed Level Scan -Pr V- 7.10 1] - MAMMON SPAN DEFLECTIONS Concrete's modulus of elasticity Ec 00 1761 <]eep factor G 3.20 Ieffeetive /Igroee...(d a to trading) where stresses exceed 6.O (fC')'1/3 sacking of Bettis is Allowed for. v(Ones in parentheses are lep.o /ex deflection) ratios S AN DL on 0GPI.0 E 0SP LL ew' DL..L.L+CT6P .11( 11671 61 ] 51) .11) ]10]) .04( 5]061 61 40261 .06( 5 06) 1 z 01) 11 ) 2251) 01 1•57) ,Iii ) 11 sit P: \Southcenter Design -Buila trarages\ENG\Posttens\Building A \ Level \Typ Distributed Level 3.Cre 4/4 1 a i s ^ss a a a a 1 4 4 • • p i R88t88t88 gtI0I8t8E C22:2: t88:88t88 t88tE8# . ..., ' ad ' aa ' aa ...... a. a... aaa la .. .. .. a .. a a a .. 431223 • 044000000 004400... 044404... 000000.0.0. 0440040 aaaa44111 111 111 Iii I ▪ 144 lla la sss • - aa - - s 1111 1011 a am tits 4 a i ! E 1 •E :e {. 9 9 1 88 t 9�4? s a-a .. 444444... 4 ii aaa444111 a aaa 40011 pi -3N ^s• seas- s:s -• •• •^ss ::::: 9 sills s 3 ° s • s Wig Hill : s :; :: 5s :I a• 3 ::s�3. ° 's5 °? sass ?ass . ?? ?7 2s: a ils° .i gb • •E qq q • a ti-E . C 0 d O 9 a 99 lilt • • as .... .?99? • � e 4 p : t _. .. ... . . 4 ▪ • V 1 tl 99F98g98 a9 a9 ,^ N • a... A .� O I �^ aueeeEEE .».as:sa:a:a 404 040404440 CS • ' t t i a 8 E! CA. �99 b tl "3 Ga g� : Y e lE _ I 9 . A ill . r : ! M -a 3 °3 °° °3 ° Na 1 : E hi ! a9 AAA it e e e »^ ^ s ?s?, 9 7 AA Ei : 3 a:: 9 " I. in 0:292: :1599999 -: :5:99= gg aging 2: s2 TT i I . 3 5 a I" d ° . I 2596 : :7 I i : F. 5:::9:: 5::5:599:: 9999592 °° 9898525558 1 21 1. I 99999899999 559.99:5 999 Z 9 ^x9 9:9999 s 14191 9 9 32 - H n ss 1919 U: 999 1999 a pT -36 4/11/2006 .:29:39 PM Page 17 (Typ Distributed Lave) ADAPT-FT V. 7.10 Mi - • oci .07 .07 .00 .00 .00 M shear reinforcement rewired 13 •STIIMNt SPAS DEFLECTIO00 OTE AS SUPPORTS BOTTOM R AS OIPP990 CRITERIA as DIFFER0rt 90MR Minn Page 1S (Typ Distributed lave) 6 00 ( 00) 00) 000 .00 ( 00) .00 1 001 .00 1 001 .00 1 001 00) .00 ( 00) .00 ( .00) ,00 1 .00 .00 .001 12 - Oe0A0 00SIOV FOR Rein At P2NAT SG9 6Yalg® e modulus of elasticity c 0 tel. tel. ttep factor 6 Ieffective /Igrwe...(due to cracking) where stresses send 6 olfC1'1 /1 cracking of Section is allowed for. Va1005 in parentheses are (span/max deflection, ratios DEFLECTION ARE ALL IN Lantos, OW05 0 POSITIVE SOON 00. OinPt DuYToCRfP LL IDnR •emfP 66( 752 101 1 091 001 1001 Osl 10161 -.03( 3640) -.111 10701 201 161 001 ] 731 301 636) 101 6661 011 72751 3]( 750) vl 7711 051 z 601 360 0701 ssl 7111 051 01601 350 6701 301 0661 031 71751 3]( 750) 291 0101 061 20711 .350 5361 060 15151 -.03( 3660) -.111 1070) .65( 3761 .161 15691 .50( 3991 P: \Southcenter Design -Build .,arages\ENG\Posttens\Building A\Level 2 \Typ Distributed Le . •( 4/4 G uru e /3 /��// �y Client 4 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • It 206/343 -0460 • F. 206/343 -5691 COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING Designed By 5/244 Date: 1 /1106 Checked By Sheet of 4/11/200t, ,,:29:54 PM Ala CmeMMa Rm-LOa1 Cm OR[ Bonnn na sl 1743 Reside low. ate 730. Vaal City. Ca Lain 43431 AMR -R N IST-Tatal )ST-Tat. 4352. /1W OUT= Tads 7.15 Jan a 1)d 3111-w /lac •03) Mac conatan - R-VOtal _tats oat n enter 1731 ao0L1d5 bad. Waite 220, aqua City. California 94041 555.5 (till3•[ -3400. Pas I00l154.174 Lail. Rgatatl ptooft.0. M mite' bttpt / /M.2. aloft.• O 4351p T0S 01 Pwtilt 0000.47 Oa 12.2005 )t Ti. a 0.39 anti Mrs sf1d 2 • Se ySl a P 504502 TITLI 000thc to tan . an a arid) • Lan sea Leal 2 1- tern 9ICInn •1111AL 055I01 PAS Anil SI OT LC at 21 eery.. for 502.5 /9ia 5040.04 psi for Casa n 50e0.0. pi S am or WJTICrr/ for win/SLAW 401.0 m for Coral 201.40 m OOP factor for deflection as a1AOhw i.3• 2.r nn 10m Sea 1W 1055 143.43 flea IT pa limits (ample of (f'Clvv at Top 4.005 At 43110 4.054 AOwim Ma01m0 laltlale Of If .ell At all locative .3•0 22721Poltonlint st.att Tea ea l a 3•.00 m was Cava at 1 W 1.40 in Nina va a Para 1.43 in PwN[SI ®. Manta rris Of sties( 2�® O an 3 (arid i • 410711 21 OSO -R T- 7.10 )0 -43 Napa effective stns. In and (final) Sad ars Ka On of tads lye TO St cos of tam fa ISTa IS rat 0000 W On of awl fro. Was for anal apps Ida area RecaRSaio Om Saes Strew stasis (factor of sa Op0) Tea profile trye and apt widths 10.0 01 .157 L'2 1.71 L 1.73 L 2.2a L 05.0 psi an seta 21 1 lan 0014 tera Structural ate DRAM at of Sara over suSa5 le 77 sa. 'tall ®430 to fa of at TO Waled plain ate= alawd( t. redletributen NO Ofectia flail.. width consideration Yes atlas flop widen itplawaaa method 101 -11P 3 -INPUT O1Ot1TRT 1.1.1 PaIPa Sill DATA OP Oa 000 •I 1 I Toll aoalavaltgeICmtsl IN I ]Nast] I m latarta t LLa01 as OiPIT) width tack lath thick InTl sat right NI et I L LI . Sal . L 1 is 3 .__♦ ] • 7 • P to -_ -al v -. - -v- ] 30.00 2♦.01 31.00 47.77 0.00 ra.a4 .see .40 ..4 11 Las I 1 . ]P3• 3 - 3•M Latina 1 • Rectangular antis 3 • T or invade L action • I notion ▪ • ]nta nn T or l aim 7 • Joist ▪ Y]fle P :\Southcenter Design Built. arages\ENG\Posttens\Building A\Level 2 \Grid 3 & L -M Levc. -2.Cre M 3 2.1.3 eRFRp 111p3 DATA or 0@1- an masa Vann m ( L 3.7 -WW2 •IOT• AND (01005 DATA anon • a c alas OHS a • R01a Lain 5(03.) 0 CgL'. Im15 110Iw 0 so SNIT in ft In L ft 10 in a a ) • 4 ..se -- 1 L also O.3• 24.00 24.43 (v 12.41 72.43 24.511 Ill 2 22.00 10.04 24.43 22.04 (11 12.00 24.00 22.00 (11 11 - )q 43¢743 to r.fade ham l -3•TOT APPLIaO LOAOI5• (Otto l 4 45 51141 21 YWM1f V. 7.10 5(2.•02 •SO a 504810 t net CO/1 IOCI Had at both act ... ItnW101 Oww at a0 mw. flue at in re al at oat aid. Nord at fat mad ad at at e3•. rolaa site rotational Ortty at fa m .. • Tan o • MAD I D 0 • o¢n51 P . PARTIAL OOPOs L • LIT5 LOW C • 05(50509 I • aniO MEW W Lin 100 O• nvl COal aelputw free 5e0etn Lot ad treated w dad l0tly ant mfaiow 150.0 pc! Stanley 1 Pram ... To 1 1 5 o C ...OI Total O Leib nit eaten TTPn t/1t9 1 ft R 1 It -ft or a ...3•l k/ft - I' 4 7 f P 1 0. C 71.04 10.00 1 0 C 47.00 10.50 1 O 0 •4.41 1.21) Page 4 IS1d 3 • 1-0 Laa 71 ADAPT-Pr T 7.10 ACL -0 wtim (kfft'31. 1 004. or PART. 1 ( MS CLASS Taa Laa/fl) ( Daft or ft -ft 1 1 R -ft • ft 1 L 5 4 7 t C 10.00 1 0 C 47.00 10.00 0 5we. •Wane Il0ms0 4143n40 IL mina 3•..e and aalla* ply Tributary wldw aft .0th. Math OM a0 17 O O off 1 O It L'1 L in S. L'♦ L in 3 0 3.-- 1170.00 21.71 13.37 .13011+14 31.73 13.37 leas • 430 /Catllear L I co,alfae. a block 2.3 1/2 t 051.0 1.040 •OF0ITS. •112.14 ) atAOTIOP. • 1.1 SPAS NOSINT5 I0-RI• 1E3 SPAN WRY 00 • Sala 11111• Mwp0 3•(r). ■(11 a(r) S • 1 -370.43 177.71 -471.9 -3•.)e 30.01 ten. . 44311143 Yeats MOT • e.) IWTTYY (k) a e- I.• 09i 10•531 (SRI -a 1 43.74 'S•.57 91.)0 $ 35.01 411.415 113.24 a S weld) • 443 Peel a) 730]7 -PT T- 7.10 n -02 4- LITO 401.0 1OMe1TS. SoIAsa 4 RIACTIOPI L • 0 Oa Nol a St) a0 ala 0 2. (Al •-• left. _..... e ... Saps - - -. right. 015 500 -- WM w. 3•d ..t 3•v left t)ett -1 ] ] • a e 7 a P- a3•' • • Catallae sea •• 4.3 tee Tlaa (0 - 4.3 COWS, IOtOal Deft/ ODT W Mn we t • n aLts ss.w 70.3• .00 3•.93 .o sate, Yeti 4.1 tS, o+ 4.2. wave en mesa of all .Od d la0a4 taa 7 • Tn00 TO PAn- c1P-M05[ 7.7 la 0 SC I 0 MAD 1040 InWI aft) S PAS e- LR• - • aspen -a e- right* - Mt*, • • a.etof-a1aSt In.74 7.7 A I 8 O e 2 I Lore 300 Nairn (k -R) 4 Wit* t• a efdep right. On at sal sit sin Yon W - ] • e • 7 1 •13.0 10.75 100.75 NOt., Pap a (arid 3 4 41 Lad 21 OPO -R V. 7.10 ACI -el ▪ or e00 Ya 110 10524 (1.1 Mtlma o f d ata lad ad la load 3•a msata ahlaa �•_��_••••�• for serviceability SSW 1 1.0431 • 1.001.4 1 left• s right. - 1 Se W mL 1 a < -aaa.0 -a)l.0 vvw vvw -vl.v ▪ V 4/11/20.,:29:54 PM Voc.. • . ieof-.4Od• - d r IOoT. XO Pa= AM Tam N@OY ].1 walla TIM. Vela 51112113101115 =la. R •Dal. 1 • waved OawNla 1 • tail] 20200075 •ltd 5[555531 DaT1a arm 55500[( IaDN Parka Fz onatil .@s 1 • simple mambas 2 • partial gambols a • Ir." tmko T510011 •50)115 nuR 21/4 nn Yn a/L i • • O .3 - ®ICTED 1(/[.1 .® PORCH Mb Smi Min Tendon editing node ALCt.d. TOO @OJCTIw P age 7 (arid • • Li Taal 51 SDan -n T- 7.1t Pal-03 Mi a IMAMS Pact .- C@Aln OF OM (101 - a •A •1 Mal 5M (V-1 [aft Ceuta ll2at (Pell (1/-) MOW Y • • + 4 -- 1 214.415 3.35 22.05 503.25 2.137 N lypalat• night of seamed 154.4 La 5.5 • I O 0 1 . l D MAW POST - la (2[111 •- MM O MISS CMwie• -> . SAS MN =EOM Ph •M LOT( C@in 11.1111• • LYt =UM naT i f - • 1 .•0 140.35 144.25 164.15 boa • . face-of -m adb 5.6 ••$v I C• •T•suata (pet/ (taste stdtp00itiw) LEPT• Aw Tat 15101 TOP UAW% TOP MOWN - 1 2 ] • L 4 1... 12413 -114.07 -251.27 bee .. fad -Of -.55203• +.l 305T+1M1 ®a RRRRRRRR D 0 Ma pT S. M2@••44CT1 X •PAM Kenna 03-11- ] ... nAS da11a1 5M 1.1. Ydme right. All SUM 3 3 4 5 6 1 121.3$ 210.71 31•.85 .N aa. -joint 2 lower 001' OMr co/ml 53.53e 75.713 2 .00+ - 41sv 75.715 Fag. • (arid ] a L-54 Level 21 UMPT-• t 7.10 SCI-521 get a 1 P: \Southcenter Design- Builo. .3arages\ENG\Posttens\Building A\Level 2 \Grid 3 & L -M Lev]. JCre 3 N1am agilna by mly.l. 111 -FACTORED •ONIST0 a ••aeTIOWO t11aula �tol u 1 Lien 1.200 00 ..c d.q ®t effects) __• 14.1 fAC1O•@ MOUS MOIOU R-h) left. 4343 ass W l a t - 174.1♦ loess • . [Sa5-o) -s55WR @ Y I 1T MaRfU It -hl 131.31 191.88 N •( . era w -.vpw4 11-MILD •TSlL YO•Ds al. 434.21 534.27 1L2 /ACM= MCt1i 15.4 ACI® CRAG( Man It -R) W .Awl Ma Ma W W - 2 M i 0 l 1 112.5$ 11.10 NL.Y - 317.ff 4.23 -i1l.N 2 46.20 46.57 71.55 30.1$ 1(1.45 45.22 MCIPIC C61LIa far Ds -w or WM MIEN - ID-iaa idea 1.0042 - RISK dewily • faetwM Male/ nom) pgat Cut-elf lmta fa Sladm .east (150•414/51 an) . . ]pan 053- ofd lmta fa Salo ste5111e0512/5ml ... $520 • ((kid 3 • L-14 Level 1) Pt)Fn t- 7.1) an -01 n• Oar ettmla Ogmd HM .•Wr.O 12.511 i0 g otten bat a@M.So belted tam rgwir*d 14.00 in IIDIOCC•. blind an i 5•02517 1:507•01/ of factored Itt* 7031. 1MOT a 54404 • 881.1 lb TOFU. an 1054450 • 135.00 (t72 AT SUPPORTS TOi A DS1M541T •442 =ARM .tour (1'2l • OA' M-- Da.ii4a 1 4 • 1 2..5 l . 1 a 1 .01 2.31 )) 2/2 rivet. W A.MOI • 1.5 Leg 571134 AT M1D -a•to• TOP •OTTOM A 21172351111 x4414 CIPSTISTA A DIP/MR pa 17112192A NW 11 • WY O-- O..iw -a I1.2l • OLT I65-- D..214 -a ..1 2 ] 0 7 • a - - -- 1 .m ( `50 Am 3.31 ( 1.12 2.0$ .008 BOTTOM $5 OIInar EMS atTnA Yom Cadeto v$io$ Met (full near (lead ter) a val t •otd1 New vitiations 4531 spat-Jugs of two-legged 224 stirrup*. (LYE 00000. pail same ma *ttarm0 *n ( Rta0 . . • factored aunts ad shears (secondary nowt fleets dMU•d) CAM* .. V1( al. IC *hear gsatlaa omen a (e ec.ia(b1 valve Of 1 ((t1 gummy 3 as omissible value of a ((e) novena Av • 1 no nil(d4®t egolrsd 2 sin nio(enant required, for been only Page l0 (Ot10 a O ISM Laval 21 Ian -R T- 1.10 la -N Vets% tor LOT Cil<R(t+a (>t any( W 5.31 Ia u tap O] mtllan. and 1/1- 1.00 4 at ant .yp[t 4343. l IYDI . 30.410 ft lit em from 1.011 10 35.0$ ft 1 i 0 N Du ]ATO M • 40 CAM 314 it in t 14-It MIM't Stint is We a. aM = 2 a ♦ • • 1 • 41745 ss -- 1.60 -317.•0 .111.13 24.0 (3 11 WM OWN 7.54 LAS -Yi.41 50.79 24 (3 m 2( M]m .0 4.50 25.50 -113.30 221.35 24.0 (2 21 •M MST 25.00 -311.10 355.51 .Ol 24.• (] it SUNS ONLY .i5 1.50 21.00 - 100.01 531.20 .w 24.• (] 31 MANS OB.T .Y 3.20 31.10 - >Oi.12 125.14 .N Y. • (1 21 MPS ONLY .le v.50 10 .51 14.4$ 414.13 .05 (3 11 .w 13.50 ]1.1• 35.07 757.45 (2 11 11.50 41.07 557.51 (3 11 Y.N 43.26 •.n (1 al .25 14.31 45.45 567.74 .54 (1 1) .40 31.50 21.14 47.65 457.20 •• (1 1) Y.N 45.54 424.75 ••••• u 1) .l0 21.31 3 1 S t 52.53 205.31 AO (1 1) .l{ 32.50 25.00 54.23 245.31 U 1) 31.05 25.05 5.43 135.41 (3 1) 20.31 50.43 55.31 (3 1) 11.40 1.31 13 I) .50 31.5$ 35.e11 43. -03.02 . 10 (a 1) .05 30.00 ales 40.20 -va.11 lap 11 (add l S. 4M bevel U 2058 -n 1- 7.10 10402 18-1233301 5520 DiPL•CTLOI• Caawi a nodal= Of elasticity Sc • 4031.00 Si Crap Safar 1 • 2.00 131 futive/lmt... Ma to c[am]s C • .la Stare .slam atom( 6.0 (ft•I'135 Crakin5 of aeti= la allowed td. Values is er=Wsee m (.en /=t d(lwtial ratios OU.WITO AP ALL w twat 004400 20134141 • 0. OL•w C•n•OMP 0.>n•Y.Cn) 3 SPAN a a 4 1 .Oa .557 54101 .01(121121 .204 2501 145 0 I 1 sa �Y ^ � � I fir: I Z ij At 3 6 • .1 =1 •1 I E g 1 Ds E�a l e Is $33assa2 ;$;33cig 2 is Y ••ssssss ia33a333 48433324 ei#1 � g ^ y 3 y 3 D 114 "43333133 18111 pp 3'44 R" P2 I ▪ gi Hi Esa oaa •1 • I=eI i � . I E e 3 � - 1 e1 Vi i PI 44 ; 1 1 E! 1 1 E g 11 Eli !I I IH 1111 1 p 11 i ;a:aaa:a assa3aaaae PS sa I a C • • t 724th AA 1,9 g * ,. A g �21I I E t sl • 1 g 4 e l • 1 • I • I Es la; E s E a 1 ° 2 S :aa: Doan n polo polo D anal 1 ace1 4.00E I 9 Y:C::YC ails:: a S I xl' $ egg p ��xSSF:88a al .saY. ". 9 g «18 " - „Ci S f B :1: a: e 13 1133 ^ p a 4 • 2 3Ps S e E 22 .. 1:111 .. 2'; 13333E 7777 31133 11 1 »2 S. va 1 ° YT 1 e 1 6 s 1 . 222 °8 ! 28 1 1 7aa31341114121:1111 4 4!. 43 11 11 2 "1322 2221 32 ^2 x .. 77 2212212 :2a:22a1FF17a 222222 311111 1 4.777 22222 .a. 12231:21324 ^ ^..1 n 3331 U1111 12141 °:4:14 1 272:2 4 tar: 2:144 el Hag 1 . 3321: ag se , i 3 •a s ES 22 1 1271E ?111? 2227 3: 1111".491..... 2^ 4244232 277 . ". . 3117E 7777 122222 .e.1 2 ^• 22222 3 11311 we 111 11111141111 8 111 ..... 8333 233222 .e 1 , 1E a 2 ' 3 2 a11411F22a a:a1ax224a233 11.9 2 2:421 2 2 t :s3 E 1 zaa ^ 232 33 2 6 1 a a • »a2a »1 2 ......... :11121:11 i Mil Mil 333333li31 r Ill 3 .742 le r m3 $ C y .5 I 5 1557:55 7a3aaaa711'aa1aTT 15 55 Y515S5a7Y1: TTTTTTT7TTTTTIT55 ir? .7 m g 55555515551 1 $: 55 S35PS :1 ^5 "a a S5a aaaaaaaa S 6rrtt k Level frik to' -o ray' tor 6 Ft - 3i/. 6" a N &r:J 3 tart Leo vi Talc= to' -a" Dt,= or 6 LL' t its f L. L' Liar f CU lJ tomb• t o's^ COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING V a.% 11• 14. 'LS' /8 pLz CO IE 3; • It' i ft' - 31.1, 6 k Taw 1 / 6 6z' V i Project Se,,,4LcIssAc - U-rui- � /4 D es igned By PA Dater JZy/o Project No. Client Checked By Sheet of 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P: 206/343-0460 • k 206/343 -5691 Di -46- 2 ,, 71 I i ble ge ii gel A & i 0 rn a; a VD VI 0 CD en $ I a SS¢ HE e4 . s 3 a I cs 11 !If MI lssssslgfl Vi : C SS . si :g ro 1 Y 88 888 8885 SS8888EE41 1 I it .S 388 'S33 :585'3:8 S bb Est: qM 1 gg :3 nli sssss E p ..� ...... IS 1 gag 0o moo ouu°uu9 p i 8 �' e00000000uu °e °e ° ° ° ° ° ° °un 91 7 404041240440 E ;; SSE: SIPS ae SUS SSE. s I • S8 =a • a • a u 03 : aaaaa3 01 el . 1 :1 .1 a E e i Aga p. a a . ! e' ml . °i Q. ° 8 8 2111 1 +aada a jii:F S a :am a • i T ^ =1 a� a 2:12 g 2111 12 R i a 11F2 11222 ccgcc EPEE 2:112 2 H H t • . i i 2a::c HIP 22222 .022122 A 22 dsTF2;24 • 22: :! •' a: $ C i • Y t i } a e 3 1_" 2122: ��. "ad2 22,22 as "12 a". :111 : I E a C 221 i s • <l ggriCg "I IEHE * i 9i.:aa .E !E 1 " 222 al I .t • a a 3 1 ft- 11 iC 19 4 d _ O R: a a VD 0 en n Ys:Ya° 2 . A ?33x 1:223: :1111111:x2 a a. ^aa we : ::SASS :x : :a :A: ^ ! 1122112AR/232 ^ 1 ja32aa ..... :.A2::: :: 1 a p2 g o 1 : Agol x :2:3s33: la . ... a i 323 A x ITT ss. 5 I t Z ^232 Y t 21 e1 iiiiiii la 1111111 Sa 4 a Y a ew2:aa ?2a 131112 3433x2 iiiiiiii iiiiiiii ii i 11111111 13 11111111 11 1 g 1x 3 x1S °a iiii ii e 1 . ....... ..1111 1 4 . ................. ?r.: d 1?. ... ?.. .. .. 1 2 :Sx22a111"s, 1131 C I 332 2 22 ...... x ..... :31 ::3aa3Saaia : 2 ^ ° ^ .3x:3 22 flan 12 Z ia : ^ 2HA::S • ;HMI iiiiiii iiiiiiii a 1111111 11111111 yi y ISa E 8 i e _ a . L : I 3 1 iy i a if ! 111 C t Cw . : :a :A :aa : : : :: .... .:2 l i s es oe !! 1E 1/ '4.2 233221323132 13:x33 y Y.. as L^ �� w:^? 2 2 daaaiaai1:21 ^ wa = ....... 22222222'2 Z:. 2inner. a 44 ^ 2a e a i di nil 3A 2222 : 2 : i x w i . nin ni a 1111 In a ?. • : e I Sass: 3:;: 1 2 en a S • Fralt 4/11/2000 a:30:56 PM P: \Southcenter Design -Buila .,arages\ENG\Posttens\Building A\Level \Grid K Level 2.Cre Page 17 21.00 Page 16 Grid K. level 21 17- 6PSID6389 SPAN DEPLOCTIONS Mild K level 2) ADAPT-PP v 7.10 AC1 -02 06 24.0 Il 2) SIGNS tlIIX 17 24.0 (3 3) lue of elasticity Cc - 4031.00 Rai Creep fa L ctor Ierrective/Ignon... (due to cracking) Where stresses emceed 6 012c'1'1 /2 cracking or section is allowed for. Values in parentheses are (span /Ye deflection) ratios DEFLECTION ASS G Au IN inches PTN roarrivS YL N2 DL man DL.Pr,C966P LL DL•IT.LL*Cae5P .]00 ]291) 12( 0079) 09( 9776) .000106761 A8( 1204) .191 1 260 .161 6661) 2(12273) .16( 62) .22) 2660) .42( 90) .26( 20) .0311016M ]01 9 90) .791 926) 4/4 ' P t to 19 I IA 5 2 0 3 yit c� 0 f2 a ':,4E. :5:::: 222 "aa: 2 :8° :: 8 °5SS5 moo evvvuu5 p I I C 9 gill 383:: a :sr: 858::: SS 22 :: I b a 9 a It d :2::^ 5e t S8: °: Erie C F t I 122 9 8:: �: I I I f t t I l I C E a I 9 • e ; 4 1 I A.1; Al; i t I e gl I !9 h s 4/11/201.,:32:11 PM • 3722.50 27.43 2612 06.00 .1.12•448 32.72 7732 Rim of Rd 122- YO 111e 1730 spaa Yit5 530122 I 266.70 -327.23 514.11 -l.]• -2.20 fat NMgoblltt/ UM{ { 1.0022• • 1.2022 1 2 570.05 .254.5] 210.50 ].]7 2.27 • Int. < e1Gepn • right. i ma W nut W IR W 2 .4 • 6 I - Cll.02 - 347 537.23 220.00 3 - 1573.32 -450.25 015.57 400.52 -300.32 Oe, ]]g0 10 • . faa- 44- ]ypirt •- Clap LOA. OOOOOO5. 4 R0CTIO33 . 4.1 55a4 MONISTS 14 - 03) 5 • •.2504 ms On • 2223 100• M1.•P M(rl• 2311) YIr) 2 -• • 1 343.00 026.14 -04.25 67.04 2 434.70 -444.04 - 73.05 77.48 •40. • • Catch- 4se-t0 .Wert • 5.3 tRCRIO R) • • - 0.• lVa 260312 1! -R ..1 2 Leer 5073[-- - -4ppC rot i 04.31 -101.04 -LI.24 2 100.04 -]3.41 2.04 3 27.•3 233.31 32 302.27 6 - LIT• LOAD M0MI•T5. • Ss ACTIOIS •- 6.1 LIT • L 0 A D OM an= (oft) W SOaa Mao w - < lax... - -.• .....ldaea0 ..•• right. Was 003 ape W St ▪ W left right -1 a a ▪ t f • 1 • •.. 45 51 7 1 -3)5.10 24.03 174.52 -36.74 -a 71.12 .12,35 43.04 27.14 1 -320.22 -71.27 100.57 -34.74 -450.41 31.77 -27.12 a.0 non{ • • tbtarl(M St. .- 4.2 AVACTOR It -• 6.2 CIIi ICRIM (k-RI 40351 aat W su W era W 1 32.54 -3.12 a -R l 51.10 37.24 47.20 3 32.13 -3.50 40.01 Mtn 1184[ 5.1 tlxan 4.2 nine an 513(3 of ell Roped leading 12533 7- M 0 ----- 210® TO CMS- 0• •Woo• SPAN 1 ] 7.1 05000.0 pip WA 04000 148) - 321.25 Vote • - fan-or -nowt 243.3$ 434.67 7.2 5501050 Lin WAD NORM R -x) lefts .ldapea right• O 0 ma Pat on W nes W 5 l 1 -154.12 34.20 174.50 -14.74 -387a5 2 -202le -r." 101.00 .220." - 125.20 Patti .. fr- af- tOpert O - 04 or 0510 ]t Lin NORM Ik -ft) vid d 15001 3) 411044-14 T- 7.10 AC1 -02 (arid a 4121 2) right. • - 13.01 101.84 50.03 -104.20 • P: \Southcenter Design -Buil,arages\ENG\Posttens\Building A\Level 2 \Grid J Level 2.Cre ° a . • - 5CS3A 5002- TOR® •Ott1a IS Rea •040323 5.1 PRIM Win lid Osm., S. fro Opnt. • [m5[500 ...Ma i . unit petebla with straight patio own 15pon 2 • harped [507• tor nargierst 1 • 01.910 95x3013 3 • partial p nbole 3 • lanai nuke Reg nth 222/4 a/L AM1 3. ] • • 1 .140 .140 0.2 - Wilt 005?- t0i14[t Oils MC Tin =An reeds anti.. mod. wltettd. - 22027304 __ TASA• -- OJLOLRt T4D0 - -- •WJ .- DlnIn w 035 (nl - • ` 5/A SR Pal S PA (4/ -1 Ieat Conn 51en Iptll (0/ -) 1104) hp 0 (mid O bowl 21 4 • 0 7 •- 1 321.005 37.54 3.25 32.35 154.05 1 500 70 2 231.000 22.25 3.25 27.50 100.40 1 540 45 tpmlYtt night of strand aeQDlaOD 10[041 4014-411 30•1•• R62OS (kips) •- O D OP 51505 [260131004 O 11330201 P/A S PAN lof• CONS= Attu • LOT cam RMf 1 14.50 355.01 300.07 m 51 212.41 84.51 1 214.40 304.01 04.14 m 41 84.51 212.51 nth. • . face-of - support 1 40.40 - 151.71 3 425.11 TOP 51100 105 50100 Ia -C rt -T •.a-C Yi -T 343-6 051 -T 0 tt•■ • • fact-of -support •44.5 M 190. {testa{ steep paitlw) - 730.05 340.54 1343.27 1450.22 00.10 - ]01.31 - 540.21 -422.43 328.25 26.75 -507.44 451.04 -45.74 f•T -2757450 . 225• • ac rlOO •-8.10 14 0M4(T• (! -RI • • 04 0. /MARE Ikk) NM 11x• d n . d.p right. 0511) ITI a 3 • 5 4 2/3 bra{ • • face- o2 -Oypnt - Joint ewer cols 73735. cola 1 113.5 122.403 a -�J{� 6 4f• 7 ul 2 2.247 12- •ACTOSI13 MOMSMT• • S•ACTIO•• Oiaaland w ( 1.384 • 1.401 • 1.22 5223073 vest Offset.) 51.1 theint0 5305 vin• R-x) left. OM 2 1 Pant • • fan- of- e•eort 14.2 5•551 260405 1FR) - 2 2 • 1 255.50 227.04 404.47 2 84.42 325.42 332.43 w. .. [ wt- tf -•ay.t W -75.50 1552.74 122.04 -430.01 1111.42 802.48 7390 11 (grid 0 Level 2) 11 -MILE. •T•l 11.3.1 •TIlL AT KID- 8•411 IRO a Inn 21 ]22403 V. 7.10 301 -02 e{d4o ilea. max W sat Toni 304n OP ]OM • 5344 lb 70523. AO• NO•a • 2400.00 ft -027.23 W 10.2 n 3)a) 550015 10.• •MIRM tai Sit (! -R) (02 < -- lov wl, ..a • -- a]rM wlr• -- 5om on W mta W en W i i 4 5 l a 100.11 04.01 -11.22 930.15 -11.22 . 255.0' f 2(0.47 214.05 85.74 -133.22 125.58 -100.00 3 121.02 04.01 246.23 140.00 300.22 140.00 050272703 CRIaIA for OM -10X 1 1•244 58•51 - Mlaln o steel •.404 - Ilan amenity • factored (drip) set Support out -eff Sgt for s125W na5111403a110a1 . 5955 cut-Off both for annum •4s.111•4t] /5w) . 104 412 cannon Ogead atn. Cput*.d mottos bar atria. 047054 MOn malted 32.01 ie 12.00 a 551Oa1YV4 bend a. P3 5.213151514 of [Rand ants ATaMI • .4 pet As omitW' anal 6034333 M 011555.511225 a1WA 1 2 4 • s 1 ( . 00 .00 00) 1.07 ( .18 1.07 .001 2 .00 ( .04 .0• .t) 1.47 4 . 04 1.07 .001 V N ti N bo I ail II bo co pasils 0 • 2222 V I x33:2.. O N a x.3.8 : a ;_. • :3 j t 41 ix xwa: Eli MI Eli 3M I - S A' iiiiiii::::iiiii Y ; • ................ L 11: 4 4 37 5 32 5 51 ...... Y 1z. SSRSxx4 SS73 s i . 841 C:w49+S:nR7 .R73 :3943 g a 38 F UP: .12 9 ... 2222. 2222 C ... .......... S : :1173 S: 1 re Milli 13 1111,111 . e.a .1a p1- 52. µ•6a ip.i I. tas 3t I a' 4• Project Project No. Mane S 441) 13L' lapse LI.t r 7R I ' - O ?=lo k/ Ora a Levoj tacit. g' _ IA al_ = ia d af LL' 1 10 j 46 VL• 4ui:4 U F T I i ' J Zb' w La COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING 26' St V La Zo- Zo' 0 6L' Z6' Date: 1 1 Z So /.4,41sten (ia ri Rua A Designed By: net/A- Client (J Checked By: Sheet of 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P: 206/343.0460 • F. 206/343-5691 ?T— 53 w U h a 6 6 y I t .a: 04 !: 44 i 77 it e�7 Eh �g7 t a I t ...F • I I 4e OOP pee POD ant AA ant I I a I ssa Fa i 8: Sii 44 44 I 7 ppp ODD pp ant pp: I 9g II ri g :1 .e :1 . I • .1 . dis � I 11 ; 8:" i Y- E R 1 -- :1 Cpppp PT -51 2 i t 2 111; • 1 a 3111: 1 33 1 • a 3F3 IFS tl t i 3 s t C 24 a 1 11 1 1 3 1: :8 1 8 8 ?I-55 r i 4/11/2006 .,33:44 PM P: \Southcenter Design -Build ..arages\ENG\Posttens\Building A\Level 2 \Ramp Slab.Cre As DIFFERENT P®.9 c91r6RIA As DIFFERENT BABA. C¢PTann oolwr (10'2) a —wr 12 HEAR DESIGN eon 00N0 AND m -RAT SLAB Ernie Page 12 (Reap Slab/ W shear reinforcement required Page 1.3 (Reap Blab) Concrete's modulus of elasticity 011.00 Bel Creep factor R Ieffectiw /Igreaa... (ore to cracking) Whore stresses exceed 6.01fc'1'1 /2 cracking of section le allowed for. seines to parentheses are (span /max defxectim1 ratios DEFISTION ARE ALL ID in Lea POSITIVE DL DL.PT p4 PT.CR ®P LL DL. LL.cnpP .39( 6261 91 5V .191 12031 511"`1 .75( ) .00( 2973) .04( 59911 .02 (113261 .16( 15111 .66) 519) .00( ) .25( 557) 1( x207) .91( 264) .00) 02 3/3 C E --8 SEf et kC I S u. bb -- 2583 E8 8 ;:: ^at: •16 ' ^ ^a 13 . E33: gig I • �° o q q ' .li 1l �, 000000000 if 111 ai 1- rn 4 ! . 9 I ft I I Sf I n g i S ft Fii5 326 3 20 §S6 Ili ff g S MU ESY YSS SSE SSS 1 . ".. •e• .eX C :: ICS y e , EE :SE e s n b0044••• ODD eve eve eee I ....11111 ant ,et ..11 ..t 11 -as y i 8ESS Six: Innen fBfY Ziff 51S IH i8 SAS E • :" I fl at „ e? "64441 A b Sr::.B II343i5 • S g �E • :1 :i • ft : :°• S:S t t ea ziaaaa ass::: " ' adfa • -E8: .1227:: °:S: 1 IQ I I� ej . .. 0000 :1 l ea 3 37:3 aei daa: 3:883 5+ 2 j i • 1 J I 273 2227: d3,si 82333 'i =T' • i tilggtp 23.2 9 • i , a 0 • • " S ▪ a • s a a • ▪ a a 1 .7a33 aa. 6C a ii a a 2 00 N M M HUH H9399 :'y . 55555 a C 3 k: 40.6.44 s e? i C tC.? F: Fa?aa?7:::aa :F:a: s: 11 q??a;a?saas:is:gss ?a rr .,.,.,,. aaad aaaas a a 1 a ... s ,.. a .. i . � ::a:a adadaaaaaddaa SS::FFS:a11a G:a ...Pa 311:3: :F• a FFa a .i HIM Hi Hi ' iiiiiii H 1 99399 993 3n r Fa M9999 n NI Aka ° ..a3 .. a s 4444... ad ky' 1 ky' ... 4444.. 1! " ........a.. "s"a.ss 1 11 ......... ? 4444. YC. S:..:iaaa:i ,.,• a:aa C aC. a.".i.x Sa11;.?11.,::a..a • ..s:j::O�FFFFSa::11:3� gg:11aereaa :sae: a::FFFa Fa:a::a:: :::FFF:aaSaa:FFF F a; .. _ a a:-ad:: " i :idada .40 .44.. aa,.ai ::.: • "C" 11 'a :113'8 C $ 4444 11111111 — ' iii 99339999 . 11 393 =a1 - -- S i :. a a " • !99 S PT-51 4/11/200o .:33:58 PM P: \Southcenter Design -Buila ..arages\ENG\Posttens\Building A\Level 2 \Grid B Level 2.Cre ' Page 17 (SfSI . Level 3) Page 10 -1a331 4101 SPAN 0OPLOCTIONs 431 49 (Grid 0 level 2) AOIWf - v - 7.10 ACI -03 • e v e lulus of elasticity Bc • 4031.00 kei Creep factor O ef4Rive /Igross... (ore to cracking) B • 1.00 11 3) 005100 ONLY 13 1) 1] 21 PBM® CMLY 13 2) ®.0m mY Where stresses exceed 6.0 (0c'0,1 /3 cracking of section is allowed for. Values in parmtheeee are (span /sax deflection) ratios SPAN IN imams 0)L ® DL Pr.CPenP Ao0 OL.Pr.LL.Canp 1 .341 30901 .101 03001 .301 1004) 2 06112350J 101 36000 161 4711) 03111093) - .01136063) 03110335) 4 01( 90031 .106 34601 161 4336) 9 .161 49171 .131 6110 .391 3990) 4/4 1 Project Project No. Sow &Lcn6c- U� � '31 v I ZJ ' O 71. -i•4 3.'79 60S- o_o`t 141 - M` COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING / l / / 2p' lo' 9 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P. 206/343-0460 • F: 206/343 -5691 Designed By: j3 yz, Date: 3/1 U 6 Client Checked By: Sheet of I I Y I I I : t IBS f I I aSaS aaaa ” a • • a Y a BE : In s SS I t • I I t �a = S :b I a a• is !1 I' I SI AI SA Per-62— 4/11/2001:32:28 PM P: \Southcenter Design -Burl .,arages\ENG\Posttens\Building A \Level 2 \Corner Beam Level 4.,:cre b4. • • fed of WWI= 7.2 Lm fag 210 a -M1 left• eddeta Mar WM am W sax Ite Oa ] 3 4 4 e Motel •• face Of Sw t 11 -PSCTO U D •001410 a ISAITSOW• Calculated a 1 1.22D • 1.404) 12.1 MOOR= MIMS Mai 1k -ft) War 4 era Tight• a wax W mat W a W 3 -4 0 4 ) 1 20.30 34.74 804.74 112." 11.M 30.02 Note; • • fed of Sapper Pape 1 Mar r Aral 2) 10.2 "na® 1a1CTlm 10.3 T2CMa tai MOM III-ft) 111 • -- lam eaten -e .-- Dim Beim -- JOINT am alt am Ye ma as 1 2 1 27.40 01.31 ~ ." 2 32.30 17.01 .e .00 11 -MILD Stilt T M bar ataele bad Mare required 11." 3D ltau box arra Mora .Rat repaired 1.3.211 3r 11.1 -M1 LO STOOL - TOTAL •T12. 1w nm. nag n 1w-/PAN bran nm. Ar 1m-wa MCI) "a 1 021 10•) • b Cam ,a n 1 MT 0•) • b 6n LOOM i a • - . - • • 0 • • - -a0 i1 1 1 .00 .MI 1 1.02 1.)4) 3 i• a i•..•. 11.1.2 T04 1fm. WISQICa Jr Mira MRb elm. AT M20nS 11a 21 Iabl 1a Mar I MT P) • b eW LOOa 1 OIT 0.) • b 6a MOTS 1 1 ) - • - - -0 S 1 S 1 - -10 11 1 ( 00) 1 ." .00) 1 ( .0) .00) 1 .00 .00) 11.1.3 TOM =Mr OP al • la Cl.. • 6oaaa tar Hated Calm 2 .ea S is aloalated lad Mt either re .a • 200 /f• Sr - 1.824ara Of minferat for strewth (listed wader toim 2 as f)• MEOW of ars listed went oolm 4 is bear a tither area of bar ender corm 2 or 001m 8. whichever S. Ioga. Meer of bare listed wader tafm 0 a beer a either area of bar roar P.S. S parr 1." al 3) term or term 4, .KCnta is lager. 128.3 IM Aria . .1D of 3 1 - S t e l a 0 0 0 1 • • TOL at in 010i0FOTWa Or a b shear e111Dfe[4iet required • hie • Idea r Y"1 2) 13 - tldA __ • 22222222222 _ __ Commat5 • a102 Of .l"iaity l . 4081.20 1[21 Crap MOO= { . 2.00 salon Is partial an Cuoa/re defl"tial ace • m16S 11 TS1 ALL la -- D "6):01 reed W. =Ma LL DL•Y.•e. 2 -4 2 .041 1414) .011124021 .021 1161 2/2 �eA RA saa SEE pA'EA. 1 t Y • Oil s il l Y HAA . 88 E8 8 8 EE8 11 11 14a �R �g 1. polo lap Oulu Oup 13 5 pC d. p ant apl an a 77 ... 1: ..... ... ^'..^ 111 1 rA Pip A 1 E ; S I t •6 evi- C ti e 1.. ^ "tl z u - iiiiiiiii C IA 111111111 C 1^ • 1 :2 3 p22 3 e j ... .... 8 s! e =3' 11212112 .... 11111 e =y L C C 3 ! 4.. : :::7Zx7x•••:Z ..... y 1r . e 3 Y 1 u . ...s 5 / C tY,Rw 4 :2x22:":":":": C tl ^ 7 xyI.a.a.'.ZZSax: »77E° . P p Fs37a7773x7R ax Z:7:3S4iYa7 i 4 'TTTT .... 4:3. e C .... '77J a3 " 5;19977 ... . clan:: i7.^" 9 tl " " ^t7442 ........ "C ^...... 2 344444 ^ 44422217x24.4 a 5 I i 29 II I ¢ce 714 212 22 R:1 3 I 3 t 2 I C 2 9 e; e .3 374 122 aaa 3 } : . 14 .. 4 . 1 ^ Z.?... xx 14....A414444 4'711 11424 4444424442 ..... 1 :114 x2 C .3 "C t 2 ..... U. ? A? pT- 4/11/2006 .,:33:29 PM P: \Southcenter Design -Build ...arages\ENG\Posttens\Building A \Level \Grid 6 &J -M RC Bc.JLevel 2.Cre Page 12 (arid 613 -N RC Naae LI l Afl -PC V- 4.50 AC/-02 1a -(MUM. SPAN DEFLECTIONS re r sW1ua of elasticity 0 k.i Creep factor p 2.00 Values in parentheses are lep0 /ux deflection) ration DEFLECTION ARE ALL IN inches. 00111103➢ POSITIVE SPAN DI. DI*CREEP LL 01.421.4CREEP cola .07) 5602) 01 00) .77) 10) -.14( 544) .00 (72500) 001 vl ilea) ) -.03( 1755) .07) 1504) 9) 6 01) .09) 402) vl aul 3/3 COUGHLIN PORTER LUNDEEN ACONSLUNG STRUCTURAL AND CIVIL ENGINEERING CORPORATION Building A Level 3 PT Design ea t II laa � � OR O OAG L Li : , ( 4 9 ! • 1010 f ir9 6a: tt H".:Itte AFC O Oa ow ; o a 1 1' Q ; T El I 1-- -, - r rzt � Ili Y� 1 sa¢a l 14 '1 l i IIYS✓IlI agora $14011.1701•1 III " am L COO I-0 11 v - fek1011-12 0 4 - - 1 1 - tart 4 ,eauct-- .1 14 I '.4 t • • 't :'. L INGIN1/41- 1 6s1 teal 41%1 resi rbri ans71 < ..... ...., 7 L:1 _ 17f ZL! 1. Did Ii F GILO — iewood larin "rf r fekri ha LI - eaftil a41 : _ I L1F OFC-ff o 042 GI ri/9 tow fl 3I !:ac EThir C L fat/ i‘ 1 9 r-sc. F7 •_L-r---k i „, vi ii: I re p si r .49 C1 1 - 1 UI 1"P ( v y-9 _ _ , L7 M I I GrIu( A Lev 'I 1 then= / /'-o' f- aI H,K k 6,-;€4 Si Dis-fr. Levcl 1 See 'tdp gist., L3 tto.N )YLtloF LL'So � cv L't0 kW '4 •Wf IL' Fns6. OI *60 F OL= / 2J Z o' . , 0,21 D'11 Lt o 1 ' 'x•21: ` O. Iy:. t o.IV;h al'{n` /6' L j ' 4' / 45' f 26 / t i Y' / C IS' Project: ,4ho -ter R /4, , Designed By: ,> n.M. Date: 3/1/06 Project No. Client (u/ Checked By: Sheet of 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P:206/343-0460 • F :206/343 -5691 COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING fj -b8 ::4; a. NJ 6 pppp F I I Ia V 11 Is ga 3 aas g aga ! s : gg! as !s c s,=! : a .222 22222 2 22.2 2222 5222 2 222a 1 I "7:: I "2:: • ...: 2211% :::: g H 2xg %a 2 .w a : ^a .. +SS a::: S :S' .... y4 ' :: -- ESA! :° fa :s upupul.... a pulp mole alp p pole 2 E pnaaaa1221 2 anal anal anal 2 anal) I 1 da. C� ee C g.% .p.. wljw nw 0 :: I a I 6 r I e• tt X E - p p I a Vaasa ! l :g':: :: dada i I i$ •; C a 22 2 d ww o00....a0p au ma I aaaaaaa sass::: 2 I a et 19 ▪ 33" N a ...6 ° 234324 Sa: 333333 1 34 33 37 3212 • saaaa:: tl " 1 I ZRaSRCC Yt ii£iiia a SQa1 S a t731Q•i•i'2 Y9 a a it 243338 I 1 9327. SSaa as .. ". . 111 .,.. t a. • iaS as S eeqq :x:333 : BO 3.33... : 3N.: '! 2 73.5.. as l t °i . u 3 a 9 . i • 133 14712'': ::x I-::-r; 334343.. S s d le s 9 ka i :' :5:5:5555555555! nn:s2ssx:s:.4a?xn •42:.0.4: R ...... 1,:.., :: :: S SSS 22:2 SaSx1 -g --Y gi n..l.aan:Y:axS YxY12283Y8Y ! �':85aax. 1153YY t Y pr-- 2 N 3 4145449.43, 333544229 U a 4 s ka: "a:ka: I VI : " a a 'a a .. " ' � d p : a :k • C� a . • .. .. a ..a F en 3::343 13:443 i 114 9 t 9 324131:3333 1111111 °11: p sgsssssssat 1 1 1 : : : 1 ? :. a St ::1451 :9.49. 73 4° ::..::9..n s ::aa kaskaska9 ka:k:alka: kagka :ka8 k Rasa: an nn an .a 4 44 :1 as 44'44 'a: 'a. as 44'44 Sr a .. .. .'a.. -a..4 a 111 " 'a "a a a a 4 a :s :433 29.45533 534121 184231 123434 aaaaan111 ,aaaa,a111 III .,a.aatlt 89. 11191:98855 q'q449 is9Y 858888 °8285 1888888-31 0 1 84818888°°: 2yy � 89 ray " @I t Hat HHa 28: .1.1 a nn i y y Y 1 t 14 9.49. 3:4444::: ka sr: 1..333 S.S. a•a••au• III aaannalll 44444414 s :sa227aa a a , ° °ass 1 f In x72 iod-lis 'S ill 07115 gb d ° : :: SE A : :�i�2 ii :Rx 25:E2 S�C�2 �Sx O a 2:22: 1112mm 11311 11111 : ?'a ^? 1222? - ? a ?? I 2 j -aa I :S° iiiii IiSi2 a. ,?a2. 127 , • ! F :3'2 :22232 I 9 R I t :2222:::: 22:. .:2222 V 5 I i 22222222231 a 1 i i 32 I 9 22 t 2 2x1: 8 as I Hi 2 e I 3i I 3 x12 Ci :22x28 ;x; ;S a 1:2: 1i$1 2242A 3 211 1 222 27 : . ;a: . x9 x: 4 1 - ('T T1 qsq ^-;a2.; 3: 2:232.28°8 7 : ,a RS:2533203 6 X A• 222222 :' I 2 • 0 y a 1 S•aa ^i ;x 282:8 282 :322 a 3 :532 ^233 3 in. 22332 O O iarf , d k .. 2 p• 4 i t :3322 St 1 5 12228282 • 1j" 78':328::2 • • :2:33 Y 8 " � 1-=3222838 P. 8 8 8828 2 288: ^ ai:sis ;� :q�: 1 1 ' • me 323 �^ ^SEES ^ :22 2 32:22 822222 ..22.. 235 a 8 8 V M PT -75 aaaa?aga 4 _,.,,,,, sgss 2:22'w,S9. • :6eS2:e: ° 22 111112.1 tai °: J 2: :22222 4h yyy� 111111111111 22::22: a rB ��Be ` 5:1 ..°22=22 ' 5[5[ lglgq2.G172 ..2:8288 I 1 I I -76 Project No. Grid. IF Level 3 /3emn- 1 /7- n° /S ' -- o 11n.N 6a-' CJ'nA ? f L -i'4 Lt..el 3 f a6 -k (,L= S,rE zL kki no i K w c) U (1) - 4 17414. :S 1 0 a U N 6 22 zd' 3o ' - but 67k Lt.= 4Y" / N' 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P :206/343 -0460 • F :206/343 -5691 COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERIN -G 0 ‘2' Project So N �c� k Pr (tea ��5e 13 /c�*� /$ Designed By: lJK M Date: //5/ Client Checked By Sheet of FT -77 a 2222 SSS ^ 9:g ^ 9a 222 2 -79 : i SSS! SS° eeveuueop aaaaaa.en 2b� t I '3 • 7E I ns a SSSSS SSS 222 SS! 232 a rasa sag sig YS sa Ss^ ass sss a:: • gi ^9a 2 e a 9 ° I II euu5.... 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SE33:23xC2:xar:T :3::231 ,x ESA: k: S x 3....... 5 : :1 .. :1:x3::••°. iiii mum ' iii i ill I' 3333 33333333 = i 333 333 a s 331 ; 8 Y x x 2 S..223:R2: :3312: E " " :sges2:3:= ... ':::7a :2:3211:13142 0 tt "' : a . .... :x: . asexassss:ssess: $11- 11SS2'a:E:S:x3S:Sxa as ' :a •s "t "a';:: 3 0:11 i x332 "a Y. aa! t a -• "3211 :x:33? 2 .122 e n 4/12/200112:54:57 PM P: \Southcenter Design - Build .,arages\ENG\Posttens\Building A\Leve13 \Grid B Level 3.Cre - • lew 14 Aerie 21.661 23 • 42.47 42.40 11 1) CPA 4R. .w 22.10 31.00 61.01 416.30 (1 3) Mi- CT f • 02.10 10.23 241.47 13 1) s 44.24 36.00 47.44 40.20 24 • (3 2) p OKI 1.00 43.00 3140 16.04 -174.11 2640 10 I id I Level 1) u • INISIN nwaCe'• Cola of laaliticite m • 4430.34 bl ern, factor 2 • 2.40 xabct!r6IIPao... (Or to aaLn) I • .24 Where wraa6 east 2.01f4 amain of foils to LL1wtl for. velar in puaaaa Sr. (.pa/as oflectlml ratios OaraiW[la W 5W II inches. 904111310 244TS16• • AN On C P: 4wehafp LL p•A'rL•02Sp .341 32001 -.111 6545) .101 30331 771104061 .116 6(601 .301 ran) .14( 02201 - .021127701 .121 43111 .24 t 3047) .l2( 1034) .nAe40.11 261 u( 00041 .0q 26031 4/4 4/12/20062:55:06 PM P: \Southcenter Design-Build .,arages\ENG\Posttens\Building A\Level 3 \Grid 3 & L -M Levu: s�Cre Aron t4ptrl0l 058051 Man A•mx{ mill 1715 liccdtielm Asd. mite ]]O. xbmd City. Calltmia •M MOJT -n ]m bT- +•101• 50M MAS afa 110 x n n 7.1e g•IMM (An •- 0) /I-00) ]OAR 10 mwPamac - R[nRml Meseta Sahara 0/x[10 1733 ilocamide Road. mite 330. Vadecod City. California MOM I (40x00 -44x. • ., (4001301 -4570 Ynil. Ygmuxaxmt.em. M site. Yt9./hvJOytxR.m OATS AM TIM or MAMA RNTm. Y 0.2003 At Tim. 10•10 Rmn nu. and 5 • big Ink I 1.005CT TTTLO. xmheim faitga ISdO • Mid 0 iL-M Yen level) ] - mn.Rnni OCIIIAf 055105 PAl uSTll• 0x1015 at x d n. for tell /Our for COMM, FDMO O MAOTIClTr for 110.1l/Stall for Cant Mtn factor for dxi•Ctim for OSIM /OTAAS COMMOVE maser I-ia /IS•• iWtm (multiple of If / e11/31 At Top L attar ISS1PA[a WRY "Mite (=.itlpA• of Ire)) At all Imatim 3 -2SPOT ate TTTIT • p I P A tI (AMA MOM perm • •1 ft I is in 4 1 2 30.00 34`00 Lxl.• 1- c sattMrw 4540.54 psi 5000.00 psi 4031.00 tel 4x1.• ksi AL IMF Sla[ 150.00 pet •I1IArlaM[• Imo ws ^th 511.44 Ml (SWAM Omar at +• 1.30 M nWY Come W MISa 1. M tan -TOSO• W ank atlat0 •ttmgt x •term 3+70. MP S= • 2 (Arid 3 A LAI revel 3) ian-n T- +.10 AM-a2 A.mte effective •xW M strand Mizell 175.00 kw/ tamed axes Ida as of tente era TIM 1.75 M Ma at of tondos lea SeTM for DMna ape 1.11 in Ida as of tendon Inca Oar= for StWia spans 3.34 M Ma average p o tss1a 125.00 101 Mix Bating tense steams (factor of slab depth) 5.00 Tees profile type rod swat widths (Y x.0110 M AMLnU an7 0®. newamtl rea ISO Met of 3attla Crew team is 10.0510 Meta 1®M= to fig of support iD I[M41 6w} width m001b[atim oiltslMxM t ro p nMeiw flan width isleotwim method n -)11 3.1.1 Plil®SL SPAS SA OP an)OM MAW Tx lame Mans Pn 1xaTPL[S width this I with [Wet. l eer left tight M in M in in 25.40 .50 At ] - 30M • xttenpullr Meilm ] • I Or Scw[•d L ..Rica - I ..Bite 4 - neap T or L maim I - mitt • - Waffle tam 3 1 L C 1 D C 1 M O 1.1.3 OMMTIM nia LlP m term MRS U.S ▪ -IS1OT •••LIS0 LOADIS• ma.7 met - M. na CLASS TIM L71•eM 1 L C 45.00 L 7.00 5m, •xna7 ▪ mote Mann pRntl 111005 1. 1 M.00 (arid 3 L 444 tent 3) ADAPT-PT +- +.1• n -02 1.1- •0+[04+ MIDIS AO COLOOI DATA seMOn la= Ca OPx mli IIOIA Lon '(Oa) MC. LOM •mw O ME* 2020T ft is in ft in M _I ) • 5 7 • P -. �. v -- 1 34.00 15•01 24.54 34.04 (1) (1) 2 24.04 15.54 24.04 34.00 (1) .00 (1) KM a 00mxn C0034T1m CODS IoM Mad at bath ends ... (f0M3S) 1 n aSI x nor end. find N far end a Hal at mar end. hinged at tar end 3 Mad at ter en4. mass with ratataenal fixity Sc far aft .. • 4 L • mC LOAD • • MEMO • • P4nu. alas • tan LOS C. 1SORW M. AWLLM (SOT Lin 1aa WAD mb mA mai ght t• free 0 per Lax ad Matta en dad Mediae Melt m1D..Mm D • x0.4 Met 05te)a ( ram ... To I (l or d ...MI Total m Tr1D O M Win VMS Utt - ) I ft it 1 (k -ft or k ... ttl NS -t ) L -4 • t + • S 44 .0e x.05 47.05 1E05 3.1 - Lola/ AS SPAS If ®'S MOOT Ono PSa TO NW` AOo Inge 4 (arid 5 5 L-x Leval 3) SOVI -n V. 7.10 ACT-St ( CM. or Men. I Art Or ft-ft l (00 *I0T) (k -ft • ft I 4ALCOLATID= ICTIO• PIOPIIT[I• for Sifon• Case .m Ytil•.w. only Tributary Width If [active width lilt Pan lb It t .e[ I A It MS M in in le in M I 03701..0 31.73 13.27 ••• .13011.44 11.37 ax. •pe /aotilewr M ltmmi[m, ax block •.3 1/2 5- ou• LOAD IIO0LSTS. • aIAeTIO0• •5.1 S•A• MOMltt• (k-h). . 5.3 lntnAu MI • SPAS 14(1)• Mdepen 111x1• mill air) - - 1 -155.41 031.44 324 53 -14.04 50.01 5e. • I eeeslir 0®10 Mm 4 5.3 [M201111 (N • •- 5.• CMOS MOM= (k-ft) - 1 ] I - 1e .41.0Y-- - -leVx m1.0a0 1 x.04 -1x.•1 .00 2 70.44 x4.03 .•0 rage • (rid 2 a 1-0 level 3) tan -n V. 7.15 ACI -04 / - LIMO LOAD MOWIIT O. Ste. • . Metmlim wants • t•CTID•S left. OOOOOO < - ONapt • right. floe LaS - -• S Ia nan W • tea ON Lift [Mat .i ] a • 0 .- 4.2 5nCRax W 4.2 email MOM (k -fig a .tam W M M a 1 4 O 5 4 • 1 2 15.35 Mx, Sleek 4.1 through 4.3 tale •x eaa Of all skipped lmta was 16aa 70 na.a -•atOS 7.1 • I D DC ID t6O (Or ISIO eft) 03514 1 3 S te. • . f•a-m -a•enrt 331.4) -4 7.3 A ID 0 C I 0 Lilt LOAD IMON O-ft) left .idx.0 right• MPS ma .l0 m a ▪ 3 4 • 7 1 -50.04 155.50 145.0 -MAN Tape 4 (Grid 3I. Fro teal 2) AOAn -n M- 7.10 • . face- a -OBWrt • - NM or MAD MM Lill MIAMI (t -It) )535a of Dam lad sod li-.. lee ma masts ta0ia.4 ��� for evia bility cxdh 1 ].arm • 1.0011. 1 lee• ---- .idxm right• IAN la in as eia MX t ) • • 1 -w.54 454.53 -x0.01 W 15.35 1 4 4/12/2006 X2:55:06 PM Mts. • • 0ace-of -srypert • - miler Pon-ilmsale IYQt 302 T® POSY 0.1 YYy1 TIM Aa aAPWInS IaOm For Spat 1 • reversed D•C•wla 2 • aisle wiry SMOG partial me •er00et Hw to a • ap tendon m aatuem. 1 • • is Trawls 3 • partial parabola a • barged terdt Tallow 5.05I LS ano 0312. 0)/L 03/). 4/1 5 l - 5 9.3 - Mary= HOT' -1'MIca NOM AY TIMOR IMPS Mika editing Me ...Sated: MOO •411232 Page 7 (arid 3 A Lel Mel 31 wan V. 1.10 Mt 43 !OM <- 03.000 0/1735 ILO -a PA Owl Sol ma la/ -1 Loft cater 0101t (pLLI IY -1 noel 1 205.000 23.00 3.35 23.01 220.05 3.031 114 IOpad.ete •elebt Of need 100.7 Y MOM 500T.T•0030•Ita INOMltfpl •- 0)M Q 025000 tp02T1tY -a - MOW 00 I®YI PA - IONS MT. coma •344'• • MR corm Hag? - - -- 1 .00 15.30 .00 144.20 144.30 144.25 Vote. • • ton - of -Mamt S.11 SERVICE ts10s$ss (p1) lemlaa•Me Mitin) LO tT• I IO•7• 4400 TOP WPM TA WSW m MM. 1 105.00 w a • • fm- Of -4gpert 1.1 404T 1wT 1W .. t -OPAO •TOR -R)- • - -Over 0.00(!1 SPY l•ft• eid•pw right• M11) 0315) • d- i 111.04 - 214,21 112.00 -00 Von. • • fen - of -m{mt •ge • Lower column Spry alms 114,533 .0)) torso ) i Leg 10.0•1 71 10512 -R V- 7.10 M1-02 P:\Southcenter Design- Buila `.rarages\ENG\Posttens\Building A\Level 3 \Grid 3 & L -M Levo.:I•Cre H- PACTORID MOMENTS 0 ROACTIOlI Calculate! as 1 1.300 . 1.102. • 1.10 •messy Mat •ff• to) 10.1 MIMS DYOi malt I3 -RI 14th• • MM. right* SPY m W lox ass as W 3 3 ♦ 3 3 1 1 -10,02 703.23 m. • • f.p- Of- MCPart =CMS 14014 (t-hl SPAS a -- 10h• 3 • 110.0) Vote. ten -ot - •agent 15,3 nCfcS PS/CMS 10,4 MI COMM OOTM Ot-ft) In o-- T� wtm - -r e- otter wam amiT m W W ass w 1 i 3 4 M 4 l 1 1111.40 15.46 -11.01 -204.33 2 x.06 41.44 124.45 04,01 11 -SILO STOOL HRLC nnnaA far Mee or MAN 020111 - MS= 454l 5.5444 - - c -pwlty > faPond Idrigel vt sewt 0)t -Off lasts fry •falm 54•01llaat0 /4101 ... ss at - off Wits am EWE= smlllOSry /Opwl ... Pap 0 (grid 3 • hM Mal 31 ADAPT-PT T. 7.10 ACT-03 Try wt mmlal botaid MPs required 12.00 L Botts err wtmial wfm0 when aspired 1235 L RAMOaOOe beery on M 0n20nipylal of 0104644 mints TIM SRnf (0 0443 - TOTS AM COMM • 101.1 16 )a4,•• fC3 STMYa • 1.4 pat 11.1.1 •70(L AT $30 -SPAS TOP I0TTOPI AS OH0MOT PWE 03140044 As DTH ®e MAR SLIMS SMI 18. • -D0) MY - -D .23L-a IL • _ad AO - },3Hra 4 1 { 1 .00 .00 .00 2.00 1 l.2 2.55 .50) AT TOP A5 01T2®e ROAR entire •OTTO$ Y OMMIT •MM COnna the a) • -ad 10-- 0..154 -a 2 2 -4 5 { 7 • 2 2,10 I .00 2.55 .501 1 .00 .00 .0111 12 -•00*5 Lan • MOM Might (full r Mined fart Concrete •ca M • value •e a used L Near •Tu•t1M 415 • *MOW Of teaLHM 114 •tlrn0•• ley pall Ramp 0)e requited w . Vu ,. • factored seats awl seen• Secondary cat effects ealuyy CAM .. To • 1 YT .bat spathes govern a •L p.•La1la valve Of 31151912 emery 2 me pa•Lotble slue of 10fc) 1/2 governs At • 1 no rsLfaconsat rpoead 2 •la reinforces/at fputtad. for ham only 2/2 3 sump a•yMw Oy mania ••9e 1e (arid l & FM Mal 31 30012-12 T- 7.15 MCI -02 Mtn for OM CAS2SA)Y (if ay/ 1/4 0.00 1• at tip of 101218.12. r M. 1.00 is at lint smote HAM • 1 30.00 ft fat •m tree 1.50 to 20.00 ft 1 1 • Ton Y IMO 1 a Clan 1/1 ft is t la-ft WRS•R ia in Tt A• 30.513 a l a • 0 1 • 0 -1 ll- - 204.34 .0) i ve �y1.01 - 13.13 .n 24.1 13 31 MO T .10 1,00 - 134.01 170.40 .l0 (3 21 Mos act .0 4.14 25.05 - ssa.43 x1.10 . 54 24.0 n a an OMd .R 4.05 30.00 -330.4 044.02 ,00 ,w 14.0 13 21 was act .20 7.02 w -115.03 103.02 .l4 .a4 24.0 I1 21 an act .30 5.00 20 .3.0 -030.04 500.3 ,a4 24.4 Il 2) 3500 MT .34 14,20 30.52 42.34 023.03 34 .al 34.5 12 2) MI• Mt .40 12.00 21.14 45.50 034.10 ,w ,H 34.3 12 2l lan add 33.50 47,10 555.311 24.5 Il 21 YM• t .H 24.00 32.75 40.64 75.11 -50 .w 34.5 li 21 an MS .w 14.54 33.54 52.13 704.57 035 .w 11 11 N 10.•3 31.74 44.22 030.10 .N •rrr • (1 1) .a 13.10 54.52 10.50 .0 . 54 la 11 .x a 35.50 54.71 441.17 -4i .a0 11 1) .x 23.10 38.60 04.51 347.45 .•5 11 1) .04 36.40 21.•a 53.10 274.45 -2a 13 11 .50 22.50 38.50 45.21 138.03 .)7 . (3 1) .N 21.04 34.0• 47.40 15.17 .0O a 11 34.05 44.44 .30 .0a (3 11 1.04 20.54 25.011 11.07 - 124.4• Sage 11 (aid 2 • L-M heal 31 1113AR -12 V- 7.15 MS -a2 13 -111/2/1114 SPAR DMPLOCT)00a Cemeti • mean Of eleatlelty 00 • 4023.00 Vol Creep 25eeat tgtA•...Im to Making/ E. • 2 ,50 •Own Moms aced 6.5 atcLLS at nation L Mired for. Valor L pastern are 1503/3.3 deflection) ration • m Y to 110101010 110101010 LMICS E AU. imam. D Sonnf SPY 21 MST •R•aw LL a4R•W.A P i l 6 5 1 ,0) .04115144) .051 74001 ,W 42041 g 4 '\d Gr, 3 ;4 Disk. L vel 7 /J1 /U r= ' / ? /a Gr,c.c l•1 hiair Ott- /0p, 6 LL' sviS ■0 i'RIac ,C0" r= lI k /f+ zv' te-e 7 /0 ' L> v iV Vu Project /pAer 6o,,,.. l3 /d !-1 Project No. Client 2 COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL •.- SEISMIC ENGINEERING' • LJ Designed By: Jlhy% Date: 1/ /D /0( Checked By: L� U D 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P. 206/343 -0460 • F. 206/343 -5691 t o Sheet of fieSq ed 1 11 :C . no :S ::' e 8 :I 8:88 5 . :. : ::: 1 a e Y .1 . • 'aaaa : 1aa . �..� 1 1 : : : : : : 3 " 8 IDd 1 1 SSS2S SS :: SS:° ,::5° q s§ S W W B S / : SW: : s :!!i : :a:: : ::: "Iii e s3n: Y I SS DD Ai U 1 :FSSF:B R 23 IS e M :sss :e: :as:r :: pope... D0000D0... ooeeno... anoo888 aaaono8C8 aaaono888 R�1 � nnn as ma 44 MM m 8 Si I� 2 t I tt ' tgg ( s: a c I C N EIE 5s: 9 ." pr-e6 4/12/2006 12:55:16 PM P: \Southcenter Design -Build ..,arages\ENG\Posttens\Building A\Level 3 \Grid 5.9 Distr Leve, .Ire 12 - SHEAR DESIGN FOR EARNS A® ®e 1NT ELSE SYSTEMS Sp soar reinforcoeent required Pepe 12 (arid 0.3 oLstr Level) ADAPT -Pr V- 7.10 CI -02 13 -MEDAN SPAN DEPLPcTION5 Concrete's modulo. of elu[icity Creep factor Ieflective /rgio.....ldea to cracking) Where stresses exceed 6 0 (fe') /2 cracking of menial is allayed for. Value. in parentheses ere )Span /vex deflettlml ratios DEFLECTION' AR ALL IN inches. DoNWARD POSITIVE SPAN 135 DL.P7 DGPr■c5pP LL OL. S 0i 6359 31:75) vl 12)5) v)1203) ml 2051) .06( 1002) .56( 425) 0( 1015) .15) a.6) 3/3 Fi e]aa.Saa sssaasfGA ss:aa \U s 1 Net A 18 :s8 4 4841814 ksa51 y rl al 'Ai .i as as . ;' k AggA cn ss ssssss ..aaa .a... aaaaa.... .aaaa aattt aaaaaattt aaaaa 2 il 3 s st 4 A 0 o; a: a a a a aA 4. 4 I t pp S.sgssgsa 1 a eaSBSSSg8 s 5 b S :sB :s8:ss :1s :18:18:18 :sS :18588 5885:8::8 1 b a as a: ag as as as as es '. a ai as a. 2 8 A A "a "a "a ` 'a "a a § - - a a : I s88aaa sgssas sagas: ssaaa: p a PM a..a..... o aaaaa... aecaaa... D DDDDe.. p � attt III aaaaaattt INK aaaaaattt 8 '! . le a • 6 4 _555555 I I In IT 8 8 S S kk ? 888 !8sa . 4 3 1a E: I 1 .4 g g g {p a a S F S ;$ eC 8 8 Li1I t I t • i I • a 14 1 4 l a aeaaaa... aaaa aaaaaattt aaa. REM is g 1111 ;! 1 ��, gg1gggggg 1111;111 1 11/11/11 . ,111111 .1 118 ^18 I I .! 11111111 a 111111111 1111 0 1: i M e M 2� a R 1 11;11 11 1 ' 4» 55. :11111111 S a I I 12 I . Y a I RS 1fl ":1111111 121 F7IC11RR F r3 S sa„ C I I e 1 1C Y mll hi Ei9 �k� • 4/121200.2:55 :26 PM P: \Southeenter Design-Build ; A\I eveI 3 \Grid 1.2 Distr Level o )Cre tiP 17 orbs 1.2 visa Iaiell NifFR 7- 7.14 lCI -.a 1) - ana . a 04041.. et aLatalty to . 4031.84 Yi C[W ( 4Sa I • 2.11 I4fLM11/I¢. a... 1054 b acacktail I When .taaw 00.0 I.. lta•1•v2 e.t.a at flats LB ales/ tar. Vans in tamale's. an 1.ge/oi 0/61404t011 e.tlas 01171.11Cn011fl ALL 121148124. Dann roams ow m Dion Lf..n.• ti R.R.LGOn n t h 4 t s Jo . • 1 11112112 - .11111711) ..ni sm) .n .Ot an PO .n( 20111 .NI 7071 .11 atl Tan .nt 4271) n1 NO 1i m .01124021 111131 . .lt( l .l asl .4/I 111131 01 .711 7.41 041 54441 asl 45 .14 .10 41 As( 1211 .ul 224111 . «I 4.311 .ea .n lit 317) .210 44444 17) .421 u in) 4/4 Gr,J a ' F= ks1 6r.d G Level 1 i s4w• (Not t4sev)) nL: low( I L = �J G 'l - Rlx. Lo' -d' f= 37s.z" min— 7 ' (. n Level 9 A Project . .s ti t/v et' tQv- Gti rex. RIo A Project No. Client neat.,. / / r /0' P 9 e vl" ,,, AY e/i " U () Checked By 6L' 413 PINE STREET • SUIT.E 300 • SEATTLE, WA 98101 • P. 206/343-0460 • P 206/343 -3691 COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING Designed By /312,M Date: 1143 o /0S Sheet of ,r/ ftz ill = // e. a" . Gr,J a ' F= ks1 6r.d G Level 1 i s4w• (Not t4sev)) nL: low( I L = �J G 'l - Rlx. Lo' -d' f= 37s.z" min— 7 ' (. n Level 9 A Project . .s ti t/v et' tQv- Gti rex. RIo A Project No. Client neat.,. / / r /0' P 9 e vl" ,,, AY e/i " U () Checked By 6L' 413 PINE STREET • SUIT.E 300 • SEATTLE, WA 98101 • P. 206/343-0460 • P 206/343 -3691 COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING Designed By /312,M Date: 1143 o /0S Sheet of W 4/12/20062:55:34 PM P:\Southcenter Design-Build .marages\ENG\Posttens\Building A\Level 3 \Grid 2 & L-M Levu: o.Cre Aare CO -•aM- RdLfaY. cent= FRWD Man 1733 illontide b0. •aa 330. Rana Caty. alifo * 24063. •0010 ->r {a Pear -TSl® toDlaa DRIM ORria 7.10 YYIa, Ma 318-41/14-031 ADAPT bMAION - amend Ovctute Satan Meta 1733 Madan 46.1. Rite 330. WRVO City. Witaeia R•{i Inn 11503300 -3401. lea, (60)366Na71 x011, tcOOfaMM00ft a W alto. 10 4. /a" atDtiR.w an Ale to or WOO_ dada, JY 0 R Tian 11.3 n on MSAI lose 2 • o-0 awl • 100 •CT TITLtr SORhstsr 0ar0n6 $1O5 A arid 3 a 3.-R W awl 3 1 -lea Sienna •IDIAAL O••ta• >ADalsTal• Winn a u d n1. for WIO /naal La NPa NOMADS Or na•rlrnr for ode /1000 for COIOY 040.08 al {000.4 101 4031.- Si •431.11 lei an factor for OOLaRIa. for IPIR /d- 2.- Conn int711T VOL nr d ®L 8.0.01 at Tana Dew Mats M ltt+la Ot It'd))1/2) At Top At aetta Canna aloe{ ]faits heltiµ• at Ito)! At all lamtla. • .601 • .08* . •• ninth int 24 ca.a {1.- Si Alain ran at Cane ar 1.24 11 AlainAlain gs R 1K1Af ].R a aer-Tmonn, Men ante 131 as 6401001 of and 370.40 Si no 3 and 3 • 4O oral 3) inn -R r- 7.10 551-13 Aw ..*M arla n n a need ILLsI) W at of tnaa Red Tor W 101 of ten fn orm for 1RYIa man as C• of tadp ere DORY for Mtn span loo rasa- p.Npaala nth neon ira..o arson u60er of on and Tendon profile type and support Nar 1 -•Pa •W • cantina 171.00 41 .153 a'a 1.70 is 1.71 is 2.25 is 121.04 pal 1.00 143 actla s) iaaann MUNI ®, structural )tat of I cti. Oar 111-044 is INCnnn ants ma® to to of sant T• Limited pa Naaodlora tenanted' n e thalw flange width amriarstie d nisatia nap width implantation and 551 -3111 2.1.1 PiginAr. OW an OF Mann a-- 1 . act -orlar ale 3 -Tor le.ated L nation 3 I nae 4 . ntaad r or L aria 7 - mist •.Nano ✓ r 1 TOr IarforT®Ia • 0 rapt •Naa• d I I .T2fLfn RI Inn rite Deal width ant. via0 thin Ran 24 11 right A ▪ • R in in a I a a a y l a li -3 1 2 4.00 24.00 36.00 00.00 6.00 S ala -.--D IIDll is 1 a 1 10.00 ••• 1 lead 2 a Fw last 31 •APR -R t- 1.10 H -Oa i.2- OOPPOtt •EDT• AID 10105$ OATS nnn fed Can one DOner Well Intl SWIM D r Can law 0 cR An is K is in ft Is is Y i- 1 - - - -J- 0404-- -1 f 1 • 1 24.01 10.00 24.10 24.00 (1) .00 (1) 3 24.01 16.00 34.130 24.00 111 .60 (1) ••• a inn Canna tm MC) Flat St teS as ... (CgW001 •1 Inn at nett ad. Mal a far W 2 Kidd at an ad. Need at L- and 2 RN Si as ad. ally ,3N natlea l flifty at fa ad .. a 2 -I•poy ••••I•O LOADIIO ...Clad - -__a AtaO • • MAD In v. ®W • net =NM L • In 3443 C • Es Canna O anent InYf Y. LOa1 tat Si d na a n iad [n Ala 1.p.t en Read a dad lain m aft aalfafatt • 110.0 0 ad nn lean TIM V1t'2 I Lt .l l 2 • 5 • l • 4 1 • O 1 O 1 a v 3.1- nano AS AnWA n Ong MT a® •Ra To 1!0.11015 Page 4 (aid 2 L L-O awl 11 ADArF• 1- 7.14 -Y13 Maim latel1. I CM. at Ins. l IRO RI RT) -2 C2 Tfn LIII R/ftl 1 ah or ft -ft 1 I k-ft • 24 1 3 1 • C 54.00 10.00 1 C • 118.00 10.00 pal. tnnnMr l2Oi -la 000015)0 -.06 110.00 ss - Tap anon t0 rotas ea line •- CALC+LATao SECTION PIOrlaT 1S• ate. --- • Red /Cantilever is Samifo., as bleat •.3 1/2 1.319 4.1 Par aifn Spew tN Mailman any Tann aldth > • Mann pa e -la TO R Lot 2 lb a 10'3 a a W 10'4 is is t i a 4 0 0 7 3 - -- 1 1170.00 33.17 00.00 31.13 11.4 • - DIAD LOAD •ONSET.. •0.1 ••A• • OOOOu It -RI• <•.3 MW®.IS hl OW 0(1)• Ana Dlrl• all) slrl 1 -244.2• bn, 3 anion eea 13124 < 5.3 Mann (kJ 43.77 ✓ 55.77 an 1 laid 3 3 Let awl 31 Dar•-• T- 7.11 K2 -a 4- LIT- LOAD OONI•TI. a INACTIONS •. 6.1 • I • • • O • • an Inen R -h) ad ro•tAla (k) -> OOOOOO lah• • < - ROtas • •. - right• an Ina •44 ela W ea W mas W aft right 1 1 3 • a 4 + g 1 A{.00 040{.43 14 Ot 336 IN -11.1• - -.a• -28.21 17.70 Non • a Cata n Enna 4- 0.2 ahem= N - > 4.3 COMM Inn K -41 • .LAY eAa • < -cope Cann - feat W W n W n W a 17.79 .00 1010. laud •a non {.2 wan are Ytla Of all JRn leans Alas IMO • -1044 -> <- Napa -• eR 2 -4 1 111.42 Nett. • . 1010- a -OODms Naar• <_ .. slaps. < r1yK• ant ma W aem W in W a -4 • 6 7 190.00 101.54 -u.- -n • btu. 30.21 .10 510 40 00.77 • 70.30 7.1 5 5OO C aO MD LOAD OOII 110-ft) 1.3 REDUCED LITI nlD pang Omni no 0 arid a a L-N awl a) Mann 1- 7.11 NS -02 • • tn- N- aupert I - v M MAD an LIVE neru It -hl • DDACTICD• Haim of dead lad and lie load nee a0nts ta0in for aaolaabnity tack* I 1.1100E • 1.0000 1 loft. < - sldys < right* on am W ma min as W t -4 { 7 1 107.00 101.11 -161.34 -166 0 iilii iiiiiiiii II i' 1131 131!11111 13 8 3 3a di ..y e =A ..•Si7txxxxx Sxix 7S 5 x i 2.4 te ..........:Ca 1 Sl• 2222222222222222222 it : d 22222222222222222222 221 :: aaaailR : :3Ca s 11 ! 222222222222222222222 2 S g tt . ..... x ......... 23112 !i „ ......: 1:231 11 , aaaaaa2assC2; 8 ! tic A 22222222222 S I 2S I 1 I ;.:: I. 3 .a r P• 1 I in y 1� .a. ! E.. ! 1 S G t I a: : a s • . 3 2: : .Ht` ..3 . DI ss 33 F ^ F ^ : 3 • i ,8 a a a : 9 ` II I I f Po ' i4p . I 1 Il 11 = 1 44 ill 3: o aI !!.a : Project Project No. Gn'c4 E Wes{. Level '3 I eisnn pt_ = /o1c( LL-= so f1216- U s 30 n 1b= 375,2 �QZ j0� fop TaI L /S o f' 3a.1,6 >V1n.41, er Vn en Ge. ( t Level - /leuwl. LL= 50 „F Orit 0+ //���� / K VOC 16' :0 H –0” V i C9G rp�_m, /V7 Client U CU CU / / 61' 26' COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING 61.' -an U 6z Designed By &Lig Checked By 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P. 206/343-0460 • F. 206/343 -5691 Date: / 273 6/6 S Sheet of r- 16 3 S 1 t � 3 11 SS SS S1 .. • ca ° • a Ae_4? a 3== _ SSS iS s• °.SR SS S S S Y :NE; e. K I • x N I :€ ut al pi .e :! tel ol ca I N�fJ M 88• a' I v CP U i a i 58 y 959 55 t ,:ss Lamm r 1 I 21' t I I gig rr rr rr u rrr r 1 ' m3 i3 In 31 331 i2eiiii222i222 a :9 C 3 ; g 8 9SSii3:9 SS CC 799 :251a77. =a= "T" c 5 5 ^•9 5 55 52655SC S95C552 5is25.9i ^ i22222•9s99 g .... S ..... °SCRS ^• "999:i in ^ a229955 .... ... . ? i°8 4/12/2006 2:55:50 PM Page 11 (arid B Meat Level ]) .01 O 2) vuu ORLY 26.00 .07 IJ 2) MANS ONLY 26,00 .27 IJ 2) BEAM ONLY 26.00 ,07 1 2) von ONLY 20.00 .17 1 JI 29.26 .17 2 » 31.2a .06 2 2) Bew ONLY 32.36 .06 12 2? EXAM ONLY 32.75 .00 2 11 32.43 1299.05 .00 (2 11 31.49 .00 2 1) 29.91 1210.10 .07 2 21 BEAM ONLY 20.00 1120.04 .07 I] ]1 BEAMS ONLY 20.00 903.62 .17 (2 JI 29.00 209.96 .17 (1 J) '16.69 111.59 596.09 361.27 Page 13 (Grid B IMet Level J) 13 -1462(114214 SPAN 0BPL6c7I0BB CmcreteS aLlus of elasticity Creep (actor Ieftectlue /Igroes... (due to eking) Where e exceed 6 ( Ore)'1.12 cracking of sactica is allowed t Value. in pa]mthea ( pen /mx deflection) ratios poP2AT16 ASS ALL IM Incline 0u191.V0 Pa6IttV9 OL OWPL 131wPlec46P LL dwPTIL(■RYP .131 5 651 .151 52661 n(2001) .nl 26011 24.0 (1 2) BEAM ONLY 24,0 IJ 2) BEANS ONLY 26.0 IJ 21 BENIN =LT n(1 951 391 1295) P: \Southcenter Design -Build .,arages\ENG\Posttens\Building A\Level 3 \Grid E West Level :/.C 3/3 i s I I 9 4 ;a IC 6 iaaaaaa iqqa:;; S 499 @4 EF SSS 8 S • I t n4441 1 •' fl11r 1 � SSA SSA SR5 S n °°° gga :a8 88 S:: SSS :.. e a ... ... ... 5 qaa 9 :: if if fa 2 nee .n. °°° DOD DOD .34 ant aril l +.l ..l ' J ... ...,. ..... ... ... tau ., \ ME § 1133 ,: : C0 13 ¥ 3 333 | | ! it .. |• ! I | ■ , !i, iiti manta | 1 ■ { !, ; aREEE • • 4 % - iiiii Ai Mill I 33311 11 133311 ii M 42 I 4 el �9 M 9 1 1 955 1 91515551959999 v 1 75 4 9 „ " "9d99999' .r .. • • `9192x511 : syS 83555555.5:25a 9 milli O - 1 11111111 1111111 z j= 5 x w& ? N bp g k^ @ 9 �o Q 9 ) . S !35x :2 .. ..... x 5272 aY:i 4 Cw " 11532222 x. 2 :1Ta. I . . ... 5555.. 228 .a 99992 :9 9.. " ^ ^.^ 8 8 .C. . ^, ... ........ ^ 11125 SO t ! $,95119.799::=2829952828 O 9 a ddSRBdSS=�=jExeSS39 . ?5555. ._ i....i:R: x.1411 5 .55..1 7TT? s .: e y n a M Y a t 1s.. 7 e7 t 32225 lx .1 a :s s ..:99999 s :s: 5: :a: 551"• ssaxs 5111. nen- 3111 1 i 3 f •• 5555 =257=5111 C x a 3 : 13 xfaa 5 RF ^ �iaa3 ^•^ T 9 g3.:a15a.gxxax.i:a:5s .7TTtT. 13: x•• 135 .yn ... 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Sancta Oufr. now A II that 3rd colicialMs P ap ] ] -17190t OIOMtTfl • a A • !I a•,1 Mr DR Iv It ft I in n 1 4 41.00 10.00 30.00 1,5066. 1 -NAM • Catllw.t 1OR - eeaCPPAa eaten. 10.tm .Una 17» RW.id. than into 130. a.IMM city. alifanSa •Oe1 aWr -n eR 305T- •fe=ar nnt Mini Persia t APOleli MCI )10 -503 /7200: -112) Jar ComOana - nriactoold Matt Pet .ro agate 1711 sobide Rea& aka ]a. aYiat city, entrain reel IOW. trel304Nth. Per 10501304 -4070 inns 0Waa daprett no. to tlar ittpr,/.a.a epttR.ty "Pits• Paean: /2Z ea •Fier /naIt Saa.0S pi for NLYO Senn 001 MLaa of 0I5.RC=r for YIN/dW 4•1.00 MS for CV =O 4011.00 ai a factor for dofLOtiar to d /QA= 3.00 ccnn a •0404 Mar anger 150.50 pt f ar ITUSS Litt. laltlpte Of le At Top ac Orton mMpiiite Semi af.ta 6.1t1µe dt a•el l At W )ocstl m 5.500 4.000 0]IMPOMiO4 7360 Straps 00 b1 Minn Corr at Tr 1.00 io Y.W Oar at ban 1.00 n ParnalLMnS. RRM Cant n tiaa sttp0a et need 37E00 lei Page rand .eahaive ass Sd strut (ail ILLS OP of taan no Try kin W of tenets eta Rr1V0 for OPiwn ea re cos of to ae eta van for MOM spina Ma mean .reed -Pia IO mega bn.c ettaMa (factor ee slab dun/ TeOO profile type tad support widths land) int Earl )1 soar -n T- 7.14 143 -03 la.p hi .100 L'3 1.74 L 1.15 L 3.0) la 115.50 psi 0.00 IW aim el YOLma DRIi Oen structural Mta Oa at of toatia on neat is tarn mta MOO= to face of [watt Ta Linen µ.."Harm LLlcnd( *a redistributed) in e ffective flare width 1ptlantin in Una flap width nµsotetlon -@bed KF110 TOP IOROpI®fa rums e4pe I On' mLRnaIA width thick. with thick. cne� 1.H tint L in I in in In 7 • 10 ]1 S3 - 33 30.00 340.00 0.00 17.50 30.00 19.00 .50 .00 1 aRNplSr action ] T or XOUVted L 50etim PASouthcenter Design -Build .,arages\ENG\Posttens\Building A\Level 3 \Grid E West Leve P:\Southcenter Design -Build Garages\ENG\Posttens\Building A\Level 3 \Grid E West Level 3.Cre sea 3 2 - v 3 3.1.) INTS4 MID= 0]L 4 afar OMa ear • • tattYO t an section • Joist t • gent ss - Top serene to referent lL. robin 14040 in (Grid 3 Mat faa1 3) OD•.OIT Pt DTO •MD cocain DATA meter O a l®NI Mar Oran inn Lane ZED/A) c a Cann •DRAT e Cn nee in ft in L ft M L -1 ) s C 7 t - - -10 -- 1 34.05 35.00 14.00 34.00 (1) 0 .00 (1) 2 34.00 10.50 34.00 3E00 (1) .00 .00 (L 34.00 33.00 34.es 3 0 (I) .00 .00 I1) no flat 30eif ®lna OW (ec) Mat a bot0 ob ... (anso501 1 n on at W3 M, find at far an Pint at .nr ad. Limn at is r 3 had at Car ad. roils 0in rotation( natty at ear ad .. • 0.Se00T APILIIO LOADIIO Om- a 7240 O • MM tae O • t po l • • OARTAL Mare L. tiler WAD • al1Mt0 • • an nee u WO . L3R Lao in a RR Compere eta Pantry fact One treated a std fada0 nit 50eta10M M • 1110.0 pce MaOity 1 Pia ... To f M or C ...At) In al a Tan N M CLAN as a nn'] ( ft ft 1 (k-ft a s ...ft) A/ft -i ] i • 5 0 1 a a 1 L 0 43.00 1 0 v 02.00 1 w 0 00.00 3 xi D v 03.04 Iy • (and a ant Level 3) .00 03.00 1.773 Rae. Lin worse L SCUM with • skip factor of 1.00 3.1 - 3nOlR M anne0 IS Da O war an Mm TO OaO•330 Ian Nettle IN. Or PAC. I (MOMENT) MT CLM Type aDE/ft) 1 a<t m et -ft 1 l k-ft • ft 1 1 L .Ns 1 v .010 ] L v 000 D O .0L h im.: e6.MMar 134:4011/0 mma rein racoon L 0 =00- .150 • .elp factor of S2 1/31/3 1.000 1.000 4 -CM a nLAren alceXOe 000raar 4.1 race aitaa .poa ad Cantilevers only rtlaan Width •eewsive rim Sea < Mn n TO n see 1 r0 it 50'1 L is L n in is 0 1 M 7 h -- 1 1701.50 ivo vn 00.00 .1AOMta )).72 11.00 1 1703.60 17.43 7.07 00.00 .]110)00. 33.72 11.10 MW: • epaa /mtll.ta is amnlforn W block •.3 i- Denn LOAD MONIIT•. 4 IIAC ?IOIa •e.1 SPAN MDI)OTa = -It) • •5.3 STAN WAIT ml • S ap 5 and • nit Yal II 5•5 00.1• eld.po Mftl• -(1) nfr) 1 41133 72.10 ] 415.33 50.25 MWI • • eNOlea OCa S IR • 5.0 baC=Oa DO • •- 0.4 COLONS 1-STO= (L -n) 1 -- i Isa .OLC0- - - -VMS alit 1 50.72 i 144.11 •.01 45.35 191.17 .a 4- LIT• LOAD MOMatTS. 0 IIACTiOPO •- 0.1 Line LOAD •ON MiOaa (k -ft) and OR A P S a) lefts OOOOOO •- -- eiders • • - - -- right. mAa Im - -• RAP at .10 re W or W lan rink -1 • • 0 0 4 1 -a3 3 U ]5.72 i ".0) -55.50 -•Nell -504.04 35.54 ] -000.11 -ic 347.4) -Ol gin -1L.N ]t.M 50.40 PNs( • . Cater lee act. loft? W .a -s W 1 3 1 a.0a 3 35.01 2 73.01 30.54 142.40 3 35.•0 -3.00 133.40 mtn: r104 4.1 tbroeaD 4.3 plc m an of 011 @tipped nadir Win 7- 5 OM S PTO an TO 7240- M -anOR 7.10e0ve ID WAD WAD If fsa -fl) Pepe 4 (Orin 5 reset Level )I -1 ] 3 4 -41.03 414.30 2 -772. 707.00 410.33 L3 caat OMOtt (t-ft) 4112/20% L2:56:23 PM 3.Cre4/12/2006 12:56:23 PM la 0 5 0 0 0 5* an LOA INNR• a-ft) barb• -_ - - -. eda•pa 4 right NM W eta W 1 0 4 1 23.91 347.07 .45.66 .414 -134.34 2 - 134.30 367.47 -04.04 -14.43 12.51 Meter • - taxer -.sit 0 - •al V 0Y0 La !175 1031111113 IPR) Mamie. of - lad and lbw load Bela .sa 5 mOatl 1501• ndepa NV max W mat W - 6 1 036.75 - 110.01 044.01 340.41 i - »121.41 - 031.75 00.44 353.47 M.. • • f•w-of -..Pmt Non ) a - msfa 555T-113111110117110 10 2100 ao am1 Div 0.1 non= MSS 04/2 NOPR_ an. Meer tpa■ • reversed parabola Y (.rid 5 NNt anal a) a.Nf-a V. 1.19 as -•a 2 . simple pMma .w nod** portico peer du/pa 1 • booed talm Par teailaer. I • at psLla 3 • partial parabola a • barrel tae= T5•OON mS 71/0 32/b 03/1. M. 3 3 -4 1 .100 .530 .ion 1 .003 .500 .300 3.3 - Rich P74l -TLp2® Pail 1i ilia 0521 'Rtla editing sVe 331.300. lama 5ZIJICI101 .a -931.75 • 10 12.40 TMY. - fL40J.nt TY0• Ma 4- a4fffl a CGS (Ae - 0/A TLS eat • 145 (t/ - aft Cater rya (0511 (11-1 (apJ 1 • 1 0.30 27.50 3.31 •.33 3 3 375.2.0 32.25 07.0 else 310.35 1.830 93 ypmlata Mott of RNM 500.4 0 5500x5.2 1¢0101 Peak-Via 0 30.t,. O aloe) a a2p3 ®3Tia .t warn m aa04 P/A S PAN Lam Call 5111210 • 1.trr Cox= 13111 -1 1 • 5 3 n - -. 333.40 10.04 213.51 213.51 ».61 a 33.04 30.3 .00 312.01 213 01 313.51 5 5 5 T I C 5 $T555555 0011 (tali SM.a pantie.) P :\Southcenter Design -Bullet .aarages\ENG\Posttens\Building A \Level 3 \Grid E West Level -' P :\Southcenter Design -Build Garages \ENG\Posttens\Building A \Level 3 \Grid E West Level 3.Cre 2 • aN..S Mete. • . f. of - .Npot • 14•.04 2 .1.01 Mete. • . faa- of -agpat Saar • • fsa -ef -•spat 507 Ts • 1».50 2 644.25 LI,T• •-- tataail 111 6.343 1.130 6.m 070. • • fad- n - ..prart 11••IL0 S1I3L (aria I par bawl 2) 00407 -a V. 1.24 ACI -N pORV want ex-c. • •PAN •OSINS• (AR) 4 - -0i 3®II•IL) •145 l.R• sada 11011t• .(1) 010 3 5 1 •34.01 Sap 5 (Grid N NM Leal 1) 3tl0ta 100102 (k-ft) 13.42 10.47 i - as-C 5 415.0 -•07.•0 430.95 - 03.49 731.05 133.43 - false 0006. yeas -156..3 N- PACVOSIO •0N•5T• • S•ACTION• Calculated 0 1 2.340 • 1.331 • 1.50 e.ad.g.®t nf.ct.) rata ) a0a010.014 It-a) l.a• slap. right* O w max nor ea. eta as era 3 • 1 7 1 -39.12 35.55 1301.51 166.21 - 1050.43 -437 4 I - 1053.43 -01.00 1352.14 114.3 -35.14 73• 1 144.35 31 43 10.3 rattan, 110.C97.0118 3.4 Mena= maw Ming lit-ft) barb . -- (/1150 Bela a 0004 deli -. 33721 a ant a W an alp 1 a 9 1 11.31 2 17743 340.40 - 344.40 3 111.65 1 43.47 23.15 3.49 2/32/3 li @11210 -ma .•a -t 1453.31 413 1• 0 n • 2in a.» Bev . arcs= t011anIA for a -a or vN .=anal - Almas steel - .fast ape-1y , factored Manisa) at ®t N {pat 126 -.22 lagtb for mina stool aaW /CWI .. O kra at-off lap. for Sadao stat(laftl /ape .. Top Ye Maim beyond tetra [4302nd B etts Sr .writ beyond .bare r.wffed 12.00 in 13.00 in BfOSL1Vt Lae. a C 330.311.131011011 Of aetm.0 waists 1031 /air 00 MAR TOM MIS Cons . 1405.00 fell rase 10 (arid 5 i.t al 2) 11.2.1 •T. SL AT Nxp -••■• TLP as ®PPmT 2su =Mak 5055 la'al . ad' a1--24.251.-• a 1 N ( 3 . NI arid 2 t laa.l 3) •OTYO• At 0PIYf 0331 i1Tnn - 4 5 • 1 A 1.3 1 1.11 1 11.3.1 • T 5 5 L A V TOP L 0271®! MMaa aa110A as aom®T iW 9311=033 Oran 10 7 ▪ a - -- 1 3.21 1 • 2.14 .Me N l 33 1 .I a 1 1.04 2.14 NI 1 NI a 3.34 1 .N 2.30 .Beal .53 1 .N .531 1i as a5d ri MAD maw .NI Coate • POOL 04110 (1,21 NNt nas.e for) • a1N t a on W in .r aeration 1144 N.elio at to -laaH 44 s r ergr. 122• atON. Oil mons to stirrups ard i . T. .. • factored .Nam W flare Wean) t .ff.R. fminN1 O.i• .. tt . I fa .bar optima pay S arm m.ma.aa aim of 27!12 3 as pmanba. valise of tlttl'312 gams Av. 1 m nifortst 0012i10 2 No tnaataagt rewired. for as Cara f Simla reltaind y . ton. for IYr Cana (1f ay) 5/4 ON is at tip of ant-11a. ad VI. 1.011 a N lint Wpt 503.1 L a • 3.00 ft (it. a tram 1.14 to 61.00 R1 S d w i Mane At 2 07 0300 5/1 ft in t AR T./PK•O 07 /a a ad At Real= -a ♦ 6 1 6 9 -14 3 -- 3.00 -11.50 209.3 3.50 •.a f•.0 n 31 see cord .10 4.a0 3.14 161..• .1) 24.• (a a) as ONLY .15 •AO •.N N•.N 24.3 (1. 3 all and .14 12.40 eats 1.10 (1 2) 3.w Na.N 244 10 2) .35 )1.00 -14.79 1 310.59 24.0 (0 2) iaa m.T .35 21.70 1941 -36.49 1115.14 . s0 24.0 10 n 0100 son 31.43 m.» ..)12.012 .as (3 1) .40 27.83 Noe 1=0.33 (2 1) .04 11.00 32.75 15.61 1233.57 .one If 1) .26 24.10 22.24 37.91 1230.10 .OS 34 0 (2 2) Opal Cad 4/12/200612:56:23 PM ( P:\Southcenter Design -Build uarages\ENG\Posttens\Building A\Level 3 \Grid E West Level 1 3.Cre4/12/2006 56:23 PM 3. • ] ] M, m, P: \Southcenter Design -Build Garages\ENG\Posttens\Building A\Level 3 \Grid E West Level 3.Cre .55 40.30 21.26 5.25 42.11 1000.1/ 1.04 .17 34.0 13 3) .10 04.00 44 .01 420.04 1 . 27 11 01 .70 40,80 10.00 77.11 021.00 w 14.0 (1 3) MN OW w 40.00 10,42 •5.43 04 Sswr 843 .74 . al 24 0 (3 3) Ma and 0 42142 of .YRhit) w • 032.00 w] - e 52.70 30.00 ]01.10 101.00 .w 34.0 (1 31 Cod C 00 • • 8. .N 00.00 08.00 114.42 -411.42 .N 34.6 13 3) sumo 0 Xdfoatti /ipso... LS to MSS) a • .w .88 30,42 31.70 110.1] -100.•1 .w 34.0 (1 1) NM/ as 1.00 03.00 33.20 220.03 lma • 43.00 R ( 4111 Na 1.04 to 41.40 R ) t • mN N 3 00 m IA ft in a no t -tt !/•04.21 40. in 50 AN 32100 -1 a a .4 8 • 7 • f.fe •. 31.70 -130.3* - 700.41 ,N .N 34.0 11 n Ss ad .15 4.20 20.00 -111.02 -•11 . N .07 04.5 Y 11 fl_a CM .15 0.10 11.00 -101.72 101.47 ,N .07 34.0 la ]) slims URr ys• .w 31 15• as 15.50 20.00 + 53 .50 .07 24.0 a )M MO 2) O aS _ _ 1.22 .2.7 14.4 .L 1111 35.25 - J\ 1500.73 1.00 .17 34.0 11 21 .Y N w 11.20 -01.11 111.47 ai 14.0 Is *1 woe ma .45 27.4 11.10 -17,01 1220.04 .O1 .04 34.0 (3 2) scams ma .00 11.55 22.70 -15.01 8203.02 ,a1 .00 12 1) .55 34.10 2242 .3.00 1250.04 ,n .05 13 11 .110 37.30 11.40 13.10 2370.00 ,*0 .00 13 11 .41 4 35.51 35.45 1315.11 ,N .07 14 0 13 21 300 ad .l5 Y •0 ]1.00 37.75 1120.04 .N .07 24 0 13 21 MANS aS .75 40.00 20.50 00.00 003.12 1.00 .17 04 0 12 ]) .w 45.00 25.50 12.30 000.40 1.15 .17 24 0 Il 2) nos 12 01181 Mot art 01 5 04.70 20.00 74.00 1102.55 ,N . 50 55.00 20.00 03.00 141.21 ,n .00 14.50 50.20 140.75 .14 1.50 43.00 1 111.55 -30.25 04.• 01 31 - CM 34.0 13 n MS ad 24.0 13 31 313.140 aS (Grid * 401 as1 31 AOAR -R 7. 7,10 OCt-w l0ao etawNO mat 4.01[0 enetts of ostl• L a110s0 ts. 701800 10 Nislss Sr. Mays O.tLetis) rats 101111 An a= a Sets. lama roYmt MN at MR or.R.a@ Ta. p.R•W.pm a 4 a 1 .R 1 ml 5640) .27( MU .vi Lw) t .w .111 50443 .37( 3041.1 .351142) 3/33/3 2x51 fang x • • • • • • • a • • a • 22222 'tug 222=2 t • • I • • t I 1; • • t I t Ct :4 :: 72177 I I' t :5::x7 7 • I t I I 8 i "433333 2 t I : 1x 7 1 75 „ 22 8 1-i r0 .a k1 11 11 - II II a S 541x :S67a7244a5:22 :ei gfi ^•'•aasRsaa :: : :iRi 54193 1x ?i':1 :a a xaaaaa3:a :x: 2:. iia18::::SSS::i:..i.: i Cl :aia: 4221: F:F4x aa 7 '- J I! i I� R7 a a :!274.1 r� ' . : a = i 547:4:: 1 I k, B •a i ' 1111 ii ii 11111 l 1111 ii II 11111 I lea a d} a C ag i i IC d. ill II 1 101 :?gaaia: ? ?i ?: :clia: 7 : S1xS :ie ?ie54e1ex :Sa :a :i SS PflugaitiAge 44 F:7 :ceia iii:?aaaa ayix:.Taat ------ :RIR ^••aaaxz i.i ?1111 41: ?zs {: a 11 C 4444444 & :a C I ky a :23x2 i :: 1 i t ix 44 ,� p a y h1s • di : I • k • h IYT ▪ iiixx .f• .01g 22222 :y. . a a . a s C tC a ?:. d.. . .0 ! E . 222 Mks s.:d1 I I t aii :i:1:.i31 six! 2 . « x..1 7 . x 11111 1 it III C • I e 2222 :4:4i512:lSe :al :3aa: Pq .. ::iiiii5^ai..za ex Arig '123 2231 ...... :152:2:5 :52 g'. !L! :an :ss • • 0 al 9 t r f r 4/12/2006 12:56:30 PM P: \Southcenter Design -Build varages\ENG\Posttens\Building A\Level 3 \Grid C Level 3.Cre Page 24 (arid C Level 3) 13 -PME1104 SPAN DEFLECTIONS cmcete'e modulus of elasticity Sc • 6031.00 4Sl Creep factor { reffective/Igwe... (due to cracking) there stresses exceed 6.0(fc'1']/2 cr... of section is allowed for. Datums in per them (span /ass deflects.) ratios ■ a ALL ALL It inched SPAN DL DL.PP DUP•CSQP LL DM l 6 ®re P 1 161 •7111.1 ma( a 91) 63(1 22) 2 -al( 1 1146119) 17(4316) 3 09( 3364) -.03 (10799) 06( 4466) 4 011 I 100 6199) 17( 6320) 5 .16( 6751) .29( 2691) .631 11121 4/4 4/12/20 PM P: \Southcenter Design -Build uarages\ENG\Posttens\Building A\Level 3 \Grid L & 3-4 Mild eam Level 3.Cre Wirt oermnies am+oM avnee MOnmI. an 1753 await and. •LLw 220..0•04 City. atifetia 54441 Pan-1W Sc. 01:10404031D Cart ••••••• sl- taaae 4.110 AMMAN DCl- iu- Oaht -el wn m.flrTe - Mamma Conover Sofia . yaa 1733 maid* m4, mate 220. atbsa City. alafmmi& Owa • aw f61111304-2480. Pa, (44013w4871 MU( tiworm4tm[t.coa m4 site( t4, / /era rthatasf.m P•00•17 TITL• motmata Garage m11ae A aria L i 3-4 Lta1 ) 0205'3131, 735®0 a 24 aqi. ft bNV•lan m0.w ea ft Kerb 5004.00 pa ImWY CV Q=MRCHT tan 444045/COOS 40111.04 wA for COMBO 0021.04 tl Mm fatter em detlttam• em WJC /d• a.w wan ran! 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Joist I • 5024 11 - Top fate to slams line 2.2- •C•PONT 14075 AND COLUMN DATA can At Tp Co Pt•M mCOHa, m P a Tim, 11,00 Marl ma, wile 4 2 -4 tla •m towel 3 aria I a 1 -4 3114 .1 born -a V. 4.54 MI -C • • e aaraeatea • MAW Pl Molt. a O le t Mat ft 11 De l a L , is 531 is s is Is 1054 Mat a L • N ft L L is L L L L 1 4- -300 e s 1 ♦ 2310. 15.60 14.54 544.60 4.44 u.w ae.w 73•.55 s0 .n •MR Lena CVM MOY a1V0a 51.0 WWII 0(0211 D CM tan= • Ma) • CDC am is 3 ft is 5 I ft is L a t 9 -230 - -1 1 24.00 13.60 24.00 24.00 (a) .00 .CC .so (1) ...... 3 34.05 13.40 84.05 24.00 (1) .00 .00 .50 (1) 1 ` .TM COLON wmsr Merino tan (CM awl a both mw ... (OAeMM1 1 1 � W Mal at now am. fiat at tar al a had at sett ad. Lle#a a far ea i e it Had at oar a. roller with rotletl ti far e Miry a fa • 4 -[•POT AP•LI•D LOADIO• Pm 3 (Ma L • 3-4 Olt all bore - V. 4.54 ICI -02 _ era••._. < mM D • OM WAD D . rand • . PAPIIA. ORiaa 4 • LLR Low c - NCeMIWm M • ammo 30111117 Li. Ira 1400 la[mity 1 Rte ... 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AT Oar (ia al 10er21a --a IL 31 - •YCRA JOIE ( ad a) 2345 stn Iles ( at Krin ) ' a nu ran 3 1 • 1 .40 x - -lA a -- 1 l ~ 1 14 a 4.-•• ( .WI l 3 1 .47 i .nl 1 • • • 3• -3• ( 11.1.2 00544 an 05 let • 244.2 L Man • at- xN• • Mais tear ifattl one cola 2 s • L falcate, 0•M s War •aLf a • 200 /3e a 0 1.23.ata o adaaoist for nre atk ]Bata coder eels 2 end 71 • lnda of bats hated seer cola 4 la fad s eltfer area of but Ada cola 2 a cola I..2toa,a 1• Layer. land¢ of bars listed seer cola e L bad a aitae a of but sda cola 7 a cola •. earn is larger. an 7 brio L • 3-• LL1d a) 12 a M_1 2C a -or nn Canna Ina a anima • sal weight (full slat alma fan • • d1R•fa of amens far to 2346, 04 tans teeaz ad swamp, ee two-lagged a stirrups. (ay. 00000. µn s ere roared a R • f0 factored ants s a and x sb .ns CAM .. 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Ill tool 4p S 8 • • 8xx ° 7 +• w I I I SSSSSSSS093 ai • ° 5a I I t Is si a a 1 a .. 4/12/20012:58:56 PM 7.2 l• e 0 C• 0 (S•• LOO r=an lit left. < - a1Cl rtgbt• 4a ma W an W la eta -1 l .ae 14.27 2\.a •a 11.24 ace. • . race ef apart 10- IACTOL *O NORMS • REACTION• WOSSad as 1 1.2.0 • 1.41W nelvm cone bale Q -RI 1N2• Eider= ataat• we as a(O ea aO as o a a 1 14.00 37.4 1.711.311 47.43 4`75 34.49 Kea • • EM M apart ILL It nano= 10.3 NAT OLIN lean R -RI It) •-- I.oa ptm - -a < - 094Y ml .Mat aaa Ida a W 4 W Mp 7 (corsair her Leal 2I 0 -4 1 23.23 15'55 .e .e 2 14.22 13.44 11 -14LLC ITOh4 N ip her 40 0:aAm bar Ed When na da. u... in Kta bar artesian baytd Won naiad r.AO la 11.1 -•2 Le •Tll4 - TOTAL •Tan• 11.1.1 A• are. INACTION at NM -SPAN afla alM at I® -eaN IL1) 7 -- a0JRn4 - -a (Lea) M INA]Si a O ( 1ST RIP) T •) NO an LWIE I CM NM) NO nn NOON 1 2 3 • • • 7 • 9 - -10 11 1 ( to .g) I .43 1.1 {) 2 a a r 24. -•• 11.1.2 m• nun INACTION AT awwm ann STEM AT SUPPORTS la'21 (Sea) IOM 1 cad 1aaa) NO ne LNwe I at 10') < a SIN an 1 3 2 y { 4 7 1 401 ( .04 .as) 3 1 ( .w AN 11.1.3 TOW. clef w tat • 124.3 L AT • n a 4 Kara[ 4.a Lt.,1 3) 1.0 }r Notre RN• • =cola rear lard under calve 3 and 4 Sr calculated Main a either •rM aN • 104 /11 or 0 3.33 4 At.t of reinfacaat for strata V1oted ad= Lela I and 71 • Naar of ban 11.1.4 aas cola 4 L head a attar era of bar attar cola 2 or cola 3. umbra 1a larger• Naar of bar{ 11.1.4 under volute 4 L bead a either area of Ma war cola 7 or cola a. teas le larger. P:\Southcenter Design - Build ,arages\ENG\Posttens\Building A\Level 3 \Comer Beam LeveC..: re 13 - R — L0 a -EAT NAB tarn No war ..lafet®t rewind M (Corner r bowl I) U.S nel 42A• Oar SSSSON• C coot a sedans m elasticity No 4021.00 r1 Clap recta I • 2.00 Tate 1c /egtte.e an 1•caa/ ea cra=m) tarp < C•ntTna 6 le eop A Ala la Liam Oo 20117=42 ma OL 11410.2. LL L. 0li.CPIN a o. 2 .4 • t .441 4070) -11420721 .071 430{) 2/2 Project No. Gerd 6 ! L•rt ft 160.t( Gra 3.5 Leve 7 OL LL` Sb p sf Levet '} P 2-7 (N U 1i: D ) 5 „X N U 7 V P S ow v+.. e 1 4 / 0 ' COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING / Z V• Designed By fl12,N4 Date: I /5/6 Client Checked By Sheet of 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P: 206/343.0460 • P. 206/343 -5691 122 Q I Y I !- 5212 2 . . t I. e • a 0 a 9c !l2 1 18 • • a 22831 ZZZZZ 121.12 221 1i§ 1 31111 11111 111 aqa ?? /23" 337 aaa !! ! 21 Offill qq � MP I !9! "tiff HUH a I !NM g sl : i 2227727/7 2212 122222 2 aaa•.e..01 eeeaaa... ae.Daa aaaaa.hIY aaaeeenYY aaaoaa :.: ti . t s1 al �I e I a i e .• - I Y: en a t • • a I , F a B 6 t 4 i SSSS C I 0 • Ca , S a r g. a • S ag C �. CCI I s P-1-139 4/12/2006 ,1:59:06 PM Top bar esteneion beyond where required 12.00 in Mav Ley extension beyond wave required 11.00 in J OINT RsmPoKO®!e aged on NO REDISTRIBUTION of factored momenta TOTAL 11Qar OP REBPR • TOTAL AREA COVERED • STEEL AT 34ID-SPAN As OIPPgAR REM! Minna SPAN (Ln'1) 4 Page 12 (brad 3.5 Level T) .00 ) STEEL AT sOPPORTS t0• As DIPPmID'T Rmm CRITERIA v ) .12 ( 001 001 00) .v 1 .00) 11 -5E6AR Oe BIOM PO0. BEAM AND 6Ne -MAY SW SYtISe No sheer reinforcement required b Page 13 )Grid 5.5 Level 7) 13 RAIISAS SPAN 0EPLecTIOSS AS OIPPBRwT BuAR CRITERIA BotMOR As OIPPmJOT ROBED CRITERIA aete'e modulus of elasticity Creep factor Ieffectin /Igton... (due to cracking) Where a exceed 6 o(Pc /1 cracking of section is allowed for. Values in parentheses are lepan /vt deflection) ratios DEFLECTION ARE ALL IN inches DOWNWARD POSITIVE DL DL a 0L.PT.LLE .cmp 9 .IO .610 • 7911 16( 1516) .7 111 .16 .69( 696) .09( 1005) .56) 6961 .70( 343) .11( 1100) .91( 961) .00) .00) P: \Southcenter Design -Build ...6uages\ENG\Posttens\Building A\Level 3 \Grid 3.5 Level 3.CA. ' 3/3 "WA Sk6 6r.4, k,5 5,7 -G re..e./ 3 Pt. .40 r( /3C a» c.,-,Js S., LJ 6 RC f 6r 6 ,' 3'M Tr2 ,t = S cc = ser F A t k twol SW a (Px /3 /pt4o(/ /0'4 L z(u 3•)( 6 )' Cz%4 Lv t (So) es) = 70a 1- I, t 6 L ' z act s 91 aroc - Zu oLt(11(1u). j ..? cL t ca W , o> I , i d— W =7N" /./9 In o.09 COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING IN: 17 00 .90 k m. DL : fall op J 3v' /if !l4[1010 3.OY Y-` 'LAI 1.1 bL�1 L Lt /K i �) Project , ,, 1 nr ;a wr+c c � A Designed By: /3 /2,r. Date: Project No. Client Checked By: Sheet . of 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P. 206/343-0460 • F: 206/343 -5691 tv 4112/2006A2,:59:18 PM 3.Cre awn faanSAnn al'IY60Y. COICRIRS YlaaW Nan in) IOYY16 Mad. NIn 2103 75YOaO City, Cal)tn.ia Maa) w.rr !A nn ® Mann Myna Dint! Veinal 4.54 Ae SIMI (ACT- 110- 03/11C-53) pan COVAMal - ennmi Ommwta Software system 1713 0i5 MO. Mn 111. saeaM City. CMlltaL 94041 !Dace I550/304-1400. Pale (u5013M -4571 Zane lgpett0OytSlt.a iW sits, sere //m.IOaptbR.on M 1L Tre a Man tea, Mr 1.1005 At Tins Nana this *14 aida I.I62.7 -4 Rae 1 • SOO•CT TISL•e Snnmta Gerais aide Mad slap dida LI a 1.7 -4 feral 3 T - Afl!STatr ( mots at M dart for •00100 /2•114 4005.04 µ for CIMe •005.04 psi 1®Ci or Stanton? for Sitis/nOMO 4521.04 W fa c laa 3405.0.10•1 MOO !actor for 0anntiona tar aa1N/Mar 1.40 COMMIS NMQ NOMwA Sr. spar I50.50 pc( ▪ ®m. Tim Strmth non Sn N inon Car at Tea Ian la nano der at Borth 1.00L Minna OMICM papa. Structural any 0114-189X It of Inertia Own waste 15 Sr vyaaa Mitt fl to fan of ...Wet ITS Inactive Rays 0164 mtldoatta NO Mr 2 M10 aide t.w.7 -41 eI 11 LUO rips OEM •I ft in in • $ 1 10.50 12.00 5.00 1 - MAN C • aatssna 2.1.1 MaTSM, rwa OM Of Wage SPAN 703 IIORWw®ii Man inn. In width tLLa.) width thin. @a? IS la I M L in 1 - actarAar taaia 2 • i or Martad • Main 1 • L actin 4 . atadei S or L Senn 7 • Joist 1 • Waffle /A - lop enlace to reference Ain 3-2 -V pPOtT LIDS[ 0.10 CO!aOI D•TI alRlaoti left rapt 5at0er • Wael COMM 004E =LEN tI01t Lire gli) 0 CPC. MOM non) 0 On JOIST a ft a is ft in in 1 1 4 5.0) .00 13.01 4 4.00 • h) 7 .e0 1 ( 1) 1 00 .00 11. e. 40 (2) a al 1 •TY Mee paean =urn= CMtn Intl ▪ Pined at both 5000 ... (STAp5E) 1 Zinn at an MW, fixed at fa and Find at sal m. Syad at far m 1 P: \Southcenter Design -Build ::tsages\ENG\Posttens\Building A\Level 3\Mild Grids K.5 &5. )Level RN at sear el. talar with rcth[mal fixity rt !R m0 .. • 4 ) -INrat APPLI•O LOADIN• Rp i 1110 @lb 11.55.4.7 -4) ADArt -t V. 4.50 ACC-03 0 . asp Lye 1 L G 1 o D 1 a G ate. 1 ,M Wee. • • interline ®t• .JOUR • 5.3 IEnfm m • 1 )Ives O. •Ilm4 L (aa tad Itmity 1 Rn ... To 1 1 5 Or C ...tl Ina) a Ira T MN Can VS k/f _ i ( it R 1 R -!t t[ ...RI [/R 10.4* V • Ipvxt 1P13e w • AnLIa 4aa! pea, Ltrl Winn L Min with • skip factor of 1.06 •.1 - Loa Y AMAX a Dars new as MOOR to Iaaa® WEm anew. 1 m. or ME. ) 1 1 at CWS lit ftaR/!t) ( Weft or h -tt 1 1 It-ft • ft 1 i • s- 7 1 1 0 .4M 1 o 0 .044 no 21:6411•20116 LCYah •pRID Lin taoa• L miss with • aid tenor of •- CALCVD&VIo satin' ate)IRTZI• 4.1 Mr Dalian teas ad Ratilewa• nay SPY Asa I Th It L'1 aY M L -t 1 1 1 .l)MUa 3.50 Papa 4 x110 Drlda 1.5 .4.7 -I) Mar -c V- 4.40 ACl -n 5- 04A0 LOAD NONIITS. s REACTION• mama ma. 45.1 SPAN 00 044?' R -fti• ••.1 EPM Ewa IM ran male mama NUR• nil) nor) 1/2 4- LIVI LOAD DOMrria. a I•ACSION• < -- 4.1 LIrw I Q AO 55 NNOIw Rot) M as FM= (k) - -a Lin a < __ Naha a < rah. Mtaa !VO add ma ode sot W sts W Left rlat l • a- -a .M 'M .0) .M `•• •I• .I Mb( • . Cantlda• ••• MLR 1 <- 4.1 A5CTIi Rl •.a CRi IaOr5 R -R) 7- 00000[0 SPAN Nan. • . tea Of avant Net*. •. lea of snort Votes ILR 4.) m 6.1 ham at auras of all •tlned lead e... Mr 4 Dead side 5.345 7 -51 ADAPT -c V. 4.111 ACT -e 7.1 *50505II WAD Lm MUS R -R) 2 2 -4 1.n Natal • • face Of agent 7.1 INDUCED 13I15 Lm 1MU1 R -R) left. Rana tw•t• aMN < m W W W i .4 $ 4 7 M- rACtOSSD NONISTr • LIACTIOrr Uiaaata a 1 1.800 5011 - 01010 OBS= NMUn1 R -h) m am) W er 4 r W err it Saha 1 1 • 1 • 7 ).M 1.M 1.17 10.3 heath 550110• 10.1 rt0® COPT IaU1 (PR) (Y aIR an W flit W MX W • • 7 1 1.11 ~ 40 • 00 a 1.v .50 t oe .50 Mr • (hid suds IJM.7 -41 AMg4C V- •.00 AC1 -02 4/12/200112:59:18 PM 3.Cre Too bar =Mansion bee .L.a. a.end Totte bar meet= keel .bae ro wa•a 21.2 -MILD •TOOL - TOTAL •TTI• 31.1.1 TO! Oim. Wel AT Pollee (IDb) SPAS ( tax @T) we CMS LYYI= 1 2 a - . • < 1 ( .00 .00 11.1.2 10! •t L9. iiTla # Nance= lie's) .Jour I ma 1a.. • IC 010 fiat L 1 1 ( 00) 77 771 11.1.3 TOOL Te4•T 02 ®O • cop 7 .Sear rWlaaa r.Alre U.O. is 31.00 12 Weal Ara At 1lm -8QO lit) nLo¢Ie I VS 10.) • i mil Isa 7 • 5-11 11 - -- 1 .17 .11) 1 1 0 i 10' -0 OOLn__ OIY. St •Onat IL 1) -- dICTIa1 -- ( MT 0•) e OO In 15*1 ( .00 .0) On lb AMMO .7 OT Sett. 41a• • esin a0r 11.te under cola a ed • is alaIst0 WO a *re W- .•01.00• NOae) • limber or bin 110..4 adr cabs 4 is lad an titan tae of bar maw ale 1 a cola a..bla••r 0 Lets. mar at bars ante wear cola 0 0 bled a titan are at bar abr cola 7 or cola I. slaw 15 larger. O - S a s s o D O • i • T Runes AO SO-ar ea Mee pea area 4.00.7 -e Alan -lie .- •.•0 AQ-a P: \Southcenter Design -Build .. arages\ENG\Posttens\Building A\Level 3\Mild Grids K.5 &5.-J Level 1) -1•ID40I OAP OOLLO<TIOOO WW acids T.atl.l -e ADAPT-IC T- 4.54 ML -Oa Ca¢at•'• YYW OI •letl6Lty le • •21.42 bi 1ne Sera [ • 2.00 Wet la pvitlwa on (ace/as !!Laical ratios OOn rte An L11 -- DONNA= Onfrm n= di LL m..L .0m a 2 -a • • 1 a .ft( 1111 .oat Mal .vi to 2/2 -4 a 4/12/2006 ,2:59:31 PM PANT CALMM'LO• TRIV W 0:111M71 05}24051 PIT•. AT) 14N•ly Prod. mite 230. Memo* Citi. California mein May -C NP atiMPO•MO C mf SOW DIME N isil 4.50 AMMO (CI- 318412/11C-0)) PNT {AWai)ee - mamma asset* whim •)5.4 1710 Wide Pond. suite 125. ftdrand city. California 24041 PRa•. 0001304 -2400. Wait 1050134 -4015 wit. suooresadlptsoft.a Y site. la ✓ /m-MWNOft.m VATS NC TIM N MAMA Iml'5.. R 1.LN• Y Tim La. MnCC TL. grid S./ a J-S C Y P IOJ•CT TISLI. Cl#it.t Oarl• mad] A aid 0.7 4 4 -1 am 1- 0.1OIAL Distal PAIANOTIIS ammo • 0I18 at )• dm. l6 EMMIMAn 50011.04 pl MOWS N IGITfTT f5. CNO /TAS• 4011.00 kal am lector for MLElm for NW! /MAn 1.0 Mat MOM •NML IMINPORCINIM MILD strength N.N kl MWm Com C TN 1.24 Maim Cam at soma 1.04 is Awemu OPTIONS a ®. Yrootpll late SINN Nam Of Inertia ewer •.pmt is Dan® Rents IMO® to Raab Of stems in affective flaw width msitntion in n fae)w flam width implemetatim satlA P6 -]10 3 -1100} •IONITIT PM 2 (OM r7 4 4 -1 AC 11 AOnl -C C. •44 MI -02 u I TOP 1Dn aW®raI RI L TO Im7l Oval widt h Mier.l width Ime Lh 111 n is in 1 is in Is is I lD S • 7 • A 1• 11 U U ) 20.00 •.N 14.00 40.04 0.00 - 10.0• .05 .00 Lim. 1 - SPAN C • Cetll•wa 1.1.1 MIMPA4 SPAN Oaf N OnWY IMP lmTICI 0IDTl DATA N MIAMI 05405 11103 ITICTIf MOTS in 40.00 2.3- 50000•T 020TO •1) COLONS OATA SATOST Loan CoMil upon Mane SIOCO Ln01D 5(00.1 0 CC. LOON 5107*1 0 CC 0008 In ft iO in It in in • P • ) I - - -10 -- 1 11) (1) 1 .00 .00 .00 (11 .00 AO (11 all mm Cm NOXRVA cwn (MCI 1 • •aaryll eeTil 2 .1 or boated L Mttia . I aerlm • • heeded T or L section 7 • Joist II • Waffle 11 - Top madam to refuse lino P: \Southcenter Design -Buila arages\ENG\Posttens\Building A\Leve13 \Grid 5.7 & J -K RC .,dam.Cre YSI.m...,Paml, 1 Ringed at we sad. find Y for ton MS Y Seer ad. L10mp at far and S. LIII LOAD MOM1ltS. a REACTIONS Mad Y Oar a0. roller with rotational fixity at far ee0 .. - MN ) MSd 0.7 • J4 C eel ADNM1C t- •.N aCI -1 > -1100} APPLISD LOVING O • tam WAD T O. D•ir art P • A M'D1L 06.001 • .nuennaTC N . AMMO In-? Li- LLI• LAW istdltT la CMIM Til k/lt { ft it 1 n -mat a t ...n) Rift - 0 0 7 • 0 1 L Li 1 D Li 1 0 14 1•.•0 Mi. LTn L0001302 IS MOM with • Tip nlor of 1.OS Wm wrest). 10. OPAn. 1 INOM•l M MSS TM Nn@/T *Mt l k M • n I 1 l It -) (- • t L L *5.00 1 0 L .00 30.00 1 0 L .305 .N *5.00 Cal. Lf1I /C MM is @Pm With • Skip Meer of *.•0 PICTIO• PIOPTITI•• Jr mum. Spans and mtU...n only M Yn I n iab L in .300 .•N paw 4 (aid 0.1 ) Cr C eel A DUFC 1 4.24 An -01 404.05 .4.55.04 10.1• 0.N. • 2Yn /240511.705 I. NNifm. ea block 4.3 O -0040 LOAD MOMI•TI. • IOACTIOI• 0.1 •PA1 14 o m IST (k - ft) . •0.)SPAN MOMS Ikl a SIM 0(1)• •INNS N(r)• v11) n(r) 1 ] ) 1 .00 7.00 •, . Catalina amt. Wm 0 S.> •OCT'IUa Ik) • .- 0.4 MOON man (k -n) - -t 2 r NlmS - 0.psr elm 2 7.1• 1/2 . -- C.1 Lit • L 0 A D W MOM 04-ft) 5.d MIR Maas 61 --a LR. -_a . - tl0 P• .a rill. -mY INn NM m M10 m sin m nit Left r101 - i 2 0 -4 • 0 ) t 5- .00 .t• 15.00 - >.N ).0 Mist • • 1•tally mms .- 0.1 POCIIOC (tl 0.2 COLONS POTS (h -R) SCOT W W sY •do ora nil .01 Pate ) lurid 0.7 404 AC Ea) N EM ).00 Rt•( Mock 0.3 and 0.1 7.0m an mania of 021 Hills) load NN 7- 5•00c•0 NON•IT• 4 444 7.1 110 OC•D W Log MOMS (14-ft) ) Nate, • . fm ad •.port .4 7.2 110 0 C S D Lin Imo TOOTS R -05) lefts Mama CLOT. 0505 0ax sin um Ms men W 1 ) I 0 7 7.55 15.50 .0• 7.05 Net.. • • fee of • DArt 111 -FACTORS() 0005•1• a !!ACTIONS O1.MMatad N ( 1.200 • *.•CW )•.1 •*Cur 05 MT= MOO. IR -05) -- l n• a MGM Mlht. MR 1i= W max .i0 mut Ma ] ) ) 1 I2.24 71.10 47.10 .05 U']• N ote. • . fm N.lmt Yp• 4 (OMd 5. a 0.1 IC S•) *nPFI V. 4.24 Ins -•* 14.3 Macaw imencels I•.) Timm Lme* IIMI 1).-ftl IU a -- ta05 mien - -a . -- up n elm Ja a m Ian m aim at W l e... l •.......• r..«.••••••• as 88 21 a 8 & 2 8 F of • I gg a. I I 8 88 s ai 11. s i 7 a 7. 2 g 8 t21 iiii iiii 1'111311 8 8 2 0 2828:48 :2 ::a3121122221 2 0 `7777 ......... 3'221 2222 22. " ' 8 " .. .....224442 ey we 2 ! $3:222 222828:222 .Y .... aaa4774:77 ^.:7 582..... I 288 a2 :8288 t t 222 a: SS2 822 I Y 3 2 : 777777777777771 8: we & 222 478 ^..S 7:3:2:3382:4122 a et 2232 a as a S 9 21:22 :81222224:2: ....... 22222222222 "4 77 77777X::::: 9222 i E .22:22 :22322 28882 11 c �1 ! �; 6 41 2.224224 11 2 28, 224 ^2 i2 7777 12 1 ... f 4 4/12/20% 12:59:48 PM Page 13 (aria 561 -14 RC seas) 13 -10.X1/01 SPAN vsPLecrla0e Cmcrete modulus of elasticity Sc 4531.00 Mt Creep [actor Values in parentheses are I.n.o1.s deflection] retied OMPLECTION ARV ALL 310 inches. co xNu ru POSITrint SPAN DR DC.C9SNP 2L.W.MSP 4 1 ] 091 30151 011532531 061 2870) -.05) 5 9S) 0115955]1 091 5551) 1.01) 551 .19) 1926) 201 001 CYm .301 1591 P: \Southcenter Design - Build .,arages\ENG\Posttens\Building A \Level 3 \Grid 6 &J -M RC Bt...n.Cre 3/3 Project Project No. S /a to .r rob-rt E: Y o" uid= c/x S%' 336 (" w/ t se g ig "o•- H =!3' -t0" • a- /7.&3K SS = we sw + 150,4 ° 9104 12G 13Ps••.n 6, l L I A -c. f bts 6l, /,P/n7.f°r C 71— a 411 Client W 0 e to' 0.11 a. C 3 fJ NE rad.- C Y.3z;AI v 70' / COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING Checked By: Designed By: J n vsn. 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P. 206/343.0460 • F. 206/343 -5691 Date: Sheet 3/106 of Pr- NI 4/12/2006L:00:38 PM 01Tt AT TIM N W09M O.Ohi, 9r 1.2003 At toot Tea POaC= w, ale • m • tOOOOO TSTLIe btbOt9 9t.•. uW • C9 Sr1 iarf tt 00 TT. tY 0310 01.$ 0500.40 Cal tee CaaM .344.40 psi CORM OF t1YMCITT for 1••/fA9 4020.00 bl for TENN= 4010.00 tat OW factor for YILCti• for m.. net• ].N ten .gar MINIM TWA S t e n Street. 03.00 9l aloes Cover 9TW 1.00 in 34 n 1010 Lett 9 IOLTM 1.00 L MOLT= Wean OW. T1eReal Tata OM Mee Of Tanis over TWCort L mw9 IYi:b fl to fee at •I ft T9 ifital. TT width f meibne T0. ne].sOto Tana iClau 2 -1100T •I011ITtT TT 2 ACTT RV WnT= nnas MOATS SOMAS MITT 1730 934.1• )id. Seto 220. TOWT City. caiif0 .it 94051 MAW -44C R •I COMM ITITIOAD Oi•fe Taats •.50 A Oltia 03173140]/9 -40) AOW! mWM11/ - $[9[sa °meat. Tien OTT. 1733 'bedside teed. dales 22a. Mdmed CAT. hllftCO• 04011 Tee (0341204 -3400. Vol. 14001214 -457. Wil. TNetl•diotNh.00T web lit.. 9 9. //...-MYtait.a• I - MAD C • totilaaor (TT • OW) 0WT -11C V. 4.34 ACT-0.7 ASSN 2.1.1 TI6RW •lT 90 W IMPON4 00 • WI • 0 W W M9• W RTIMO9 lW •MTWI®i A al IJaT10 1119! 05011 .dot thick. Nht tMiet.I W*T left TOT l NI ft to L L in 1 in to to • 0 7 • • 1•. __11 v - ___v. 1 2 20.0• LOS 10.05 00.00 5.00 SPAN 40.00 1 9etoplT TOUT 2. Tor LTrtod L tam • I awe= •. ••••• T T I maim 7 . Joist 2 ..Yana 11 -70 alto. to a.loTa 11.. IrrcrsVt twit a or onto e99 means Owe N ].]- •O•eeax wxory AND <04vw• DATA l MITTS ITT COLON TM alto tt m0n rant MD= 0 CSC. UNIT 1.414M) O aC• �.1� iO T a It in in ft i0 l0 O 1 3 . - 0 a _ 0- 1 14.00 10.00 24.00 11.00 121 .00 a (1) 2 11.00 10.00 24.00 11. (2l .00 .00 lal P: \Southeenter Design-Build arages\ENG \Concrete\Slab @ CMU.Cre TT CO le oOO9.9 fOTIIO• t® (CM) rind at OsC 219 ...IIC}9.91 . 1 ilgod at see 90. f1.40 at l9 W .! Mad at 0ear 90. Waged at for e[ . ) rild W Tar W. allot .f• COthlmtl !faty at for Wd ... • NT ) (Slab • Ow) O • 100 tOtO 1.4 LOT{ Lem 250e0ity (fro... T) (w T e...At)TOLL co TAD WN CLAI Ties Vft 2 1 ft R 1 h -het ...hl t/ft 3 • I 0 l [ 0 1 0 Li xin O • VROI • . Te 1:017091( C • �a99 A. IntOt 1901 Lit LIM Lm 3.1 - )0.OI9 • O T O IN era i9@ SOTS Otto TO 1034'°® MOTT Wha). ICT. or PT -I I.0 NS••I 039 CLAMS TIT L]M1t/!t) ( tart or h -tt 1 1 k -ft • ft 1 -o- - - -a a • • e. 7 • I 0 L .0u 21.50 4- CALCOLtTto SICTIO• ra0•IITlaa 4.] fee Vaifa• ROTS Td Ca=11•a9. can WW MT I lb It 21.2 in it is a i 1 - { 404.00 .03••• .__ • a as /Catil.Tr to Mwlfat. w blob! 4.2 TT 4 4.73 (41.0 • Owl MAD! -le V. 4.50 /CI-02 O - OtID LOAD NONt.T S. • °(ACTIO•• •5.1 • •A• •ONI•TS R -hl • •5.1 903M AT (II • STN will• .id$0a N(rl• 911) 91x1 1 .00 40.00 Natal • . Cetarlit ••T. 50m • 5.3 9ACr]0T a) • 4_ 1.4 MIAMI 0040 I] -R) - 2 Iua eel�ea-- ..0_$e w4s. 1 0.10 • • - DIVE L0AD N0 NINTO . 1/2 a IA C r IO.• • Let. -----. • -- Trop0 ---- .._- apt. 039 •• W {)O W loft eat -1 f ) • { i 7 • •. 1 eta: • . metalline ca .nm o ola Tl m v m -1 a 3 • { 4 7 - - -- 9[., Toe 4.2 W L] -NY. on Tea of all Time load eN FIT • lave • ate 1 - •i00CID NO NtYTO 1- {.I IIIICTITS m -• 0.2 M OS mem (loft) • 7.a a•DOCiO 0ao tow ta9Ri R -h) $0- • . face of apron 7.2 aID0CI0 LRI LOW MITT h -ft) left. neap= • MOM am not W ea W ma W I • • 7 N • a .N Note •. TT N NWT Calculate T 1 1 -200 • 1.0012 Ltt SPAN t W ▪ 2 2 10.1 TOM= DT= MIST h-h) i -4 l- rACTOSSO MOMENTS a •IA0TIOra Netts • . Tao. at .Wfat 54.40 16.2 P7C1000 t9CIIi 10.3 TAM= COATI NOO)t (loft) (t) • -- IYO CeltO -.0 • -- OT9 mLs 50m NT in au r. ma .i. 2 ) -4 { • 7 0y. • 101.0 • a0 1 ] 10.02 10 -52 10.92 10.02 Top bar Otaeatm bayed TOT tpulnd Potts bat .aeaim TITS. TT. np,ia.d 11.1 -NILO •TtIL - TOTAL STRIP (1100. ate es W 5 • 7 1340 7.54 13.00 to 12.614 in t K s S aaai s an St i PT— Is) cg 1 4/12/2006 1:00:57 PM ADM COMM= rflOCTICAL CONCEITS 4orinn an 1732 Noble 144 MSU 210. 414040 city. ali1ania Mai Jan -C /a 21SIZIteCID Ceara (hale tendon •.10 YvI S 1AC2- 2Il0- 02/IC -021 Ann CiVIonASla - 'genetical Oacnt. intone Spat= 1732 Cayia Cad. Suit. 214. 4102 City. 4221444 4430 P hone. (411144 -Mx. Iu. (4141•44-4411 Sell. MunattaNdeptanft.eati. Y site. Ottod/Intelebonolt.com ton AIL TIM a Nan OVR °. IYC 05.304 55 T2=. 14,35 P tf7CT Sall, acid 115-C C DO M PROJECT TITLS. Cutha0t4 Oatg5 flea S C is arida 1 • A-C = teen at 24 datm for ma /Ma •004.4 psi Tor tai 404.4 pal 14301IIO• W WTICTTT fat INTICALPAT 441.4 m for max 40)1.4 to Cam fray fa 4fleCtian for rsOVrrw• CO Siff m5C Mg a TIC Arendt 4.4 104 11414 to at R 1.00 la 4144 Cower at song/ 1.0 .0404.40 ODRaS UM 4ay..t,6al motets Ms a of Grade One nppOrt la amA® Rite RCM= to face of ettlfart m [fain fla4O width m itration m 4laalet S1 .ge width lylstatia ..tY 251 - 114 304 I IMO 255-0 C w • II I TOP • 0 l I ram A I avlt 111:0311 0VA width thin! S 141 ft in in 1 in in 4 T a- t 1 30.00 t 13.40 3 2 30.00 17.06 n.4 743 4 ®, c cantinas sPAN 1.1.1 P•LCIML SPAN Dan Or Mann MASS 2404 rmtm5 IDOM it 1 1 04 234.73 vol 604701J_ Man oa width thick. Mon s. in a I L vi2Mza loft right 1 - Aiwelar station 2 • Tor lantad L section f i .44th • • Mad.d T of 14Ca<a 7 • J0111 mfa • 11 . Tap ..rf W to afaaa lino ▪ •41CTI I wean DATA or 415430 Sas 0I0TS no COLONS DATA IMPORT T law comas UPPER C0v WIDTH La4f0 Mow 0 tat. LSCIW SCOW 0 can JOM in ft a Sn ft in L P:\Southcenter Design- Builn `,,arages\ENG\Posttens\Building A\Level 3 \Grid 1 &A -C RC 1, ,.an.Cre 1 24.04 12.00 24.00 34. 00 (21 2 24.04 10.00 24.00 34.00 111 2 24.04 12.00 14.00 24.00 11) •m 1na4 10011EIt4 Cr'Ia Can (an Siva a men Sib ... find atfa Sinn at 1445 430. find at far lea f PM I (Grid 1(5 -C C M) Find at OYC end. Oland at far and • l rind at as and. rally with rotttiaal (laity at In ml • • 2 -0500? APPLISD 1050755 0 • Mb am L • /24 LOAD TM UMW/ r • PAWSlu mom e • om . l a. APP42C l4vr LIM WA i Id. Lf8. 1420 tatnalty 1 Peat ... To 1 1 30 or C .al Taal 4 Ttlh 444 CIA= TOPS 1/./h1 1 ft tt I IL -Rat ...ttl /c/ft 1 0 a 1 a 0 2 L C 3 D 2 0 I. 2 4 U 20.06 CTS, Lin etl® Is AMPS with • 540 lector of 1.04 ann-a CL/ft-3). 1 ,s. an PAS. 1 1 430 COA1t TTrS a fk/ttl 1 Ott or ft-ft 1 ( la-ft • h 1 2 ♦ S ♦ 7 t 1 0 L .140 1 L 4.4 14.00 3 0 4.60 14.40 I 0 L .Mt 10.4 22.04 With 14.e1am 1 4Ia awn Ste f0ADIl0 is Sans with • skip tan= of Ace • (Ma 115-C IC 4=) -CALCULATED •aetIOS raOraarla• ala an -1 R Mitten flan and Cantilevers only it. .30enweS Not, - -- • spa /CatiLwr L laalfaa. ex blot 4.2 6 . 0050 LOAD 11011l aT. .••.•ss�. --•te REACT v t ••■• a5.l SPAN N00SaT• It -ft)• • 1.2 PAW RaA Its • SPAN NI1)• sidn.o Nlt)' 4(1) 41r) t 3 3 t 0 4 1/2 15.32 10.00 A Tt is to -4 e .00 Cl) .04 (1) .04 Cl) Note. • • Mtc1Lt .ante ..0511 a a.) m TIan 4) • a- 0.4 Cvw ma=n It -RI -1 2 Lnn mina -Oyer rK�. 1 140.10 3 - 014.00 .40 4 444• . •--- slap= • a - rights fan • (efld 1/-C C i=1 W Sit m ma min 1 2 l • a t yl. Ca. • . cater/Ls saves W SQ tea tin met W les W Noce. time 6.2 ad 6.2 valeta Ira =win of all SLL4td load as ▪ • SSDCCaD s0NaaTa lm - 14.00 Note, • , face of lame arta 1 1 .4 2 30.74 3 4.03 7.2 aS D OC ID ®.D Itlp-0 It - f t) 7.0 a t D0C tD Lin LOAM Ma (t -It) 1f t• lions • • fate Of ..spat Papa • 1 2 -42.24 1 0 A 0 5OltNTL. • ItACTIO1S LOAD an MOm1 4 -ft1 W SW Rat W -• Ma 4.11 Ydtata IBM aft. titans Rta to set -3 • an ea /eft slat -44.11 4O riot. Mal to (Grid iu -C RC Ilea) A0Arf -C V. 4.00 302 -4 10 - 1PACTO•t0 N0400T• • aaACTI01l altvl.t4 as ( 1.300 • 1.4011 • a - ^•s_ tea VMTO® Clan ova (k -ft) as 243.10 right. man - 170`00 - 204.47 W M ra ra O 9 a. a C1 ii SSS 5 as S SRF23S33:4C55732 ww. 3 �77R" w 225222S5FSSESRS SFREERR ::: :a :e: 1 t :::::s cEacaaE..a E y ,sssss „ •,,,, 5 y 5 :.. S SRSECSS ES wain•. e= • w .7 .7 E •w & 8:14s1e2g:54 I mil 1111 11111 Y I t Re.. 13e44r. Gads S.`7 f 7 - Leve 3 Sw= (&xflj9t1')( t n,.4 in" 2 Q - S t.17 it n�• t , -'xsspif= 660p- L it 1 L �C 4 CI e B' °L. Project .sow{l.4e4k-0.. 6.,v-a njf A Project No. Client 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P. 206/343-0460 • F. 206/343 -5691 COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING Designed B r( yt „M Date: Checked By: 9 /6 /o6 Sheet of 4/12/2006 1:01:09 PM P: \Southcenter Design -Builo ;sarages\ENG\Posttens\Building A\Level 3 \Grid 5.7 & J -H RC eam.Cre Oafl 19 derr4 - felite fee some toe 1.733 nee. IIae. Suite 12•. eel City. California 04541 Arad le Meg= Rgehltall One te.b. 4.111 YplesO Ielei- N /IbC -431 Man f9101#Sp - O caw Cato Mee Sin 1n3 eine l. n W 230. 0.45500 City. CLLcW LC Mee C 41415 1141. l• t (4101314 -401t i.11. ate. 0 . le site atp. / /nw.a..e.S.t.•re ltlt ]i1 T11i Of area OMLlt. leer Ins, Panic? TITLa, •nttmta One Sly A arid t.7 a 0-I as 1- OlOLtAL 01010• IA22I1htti2 Sane RIOIt at ]t days. fan a /a..a NNn pl lee Or RJRIan for a /LpY 4434.0• bet w face for bflectims fr a /01AY 1.I. Caere MORT QID area ta o Cower 41.04 m l eoi mar at wa So 4.•. is wlefran r at •vNM i.n is AnLTm fee 0541. etas Wit at of le•Re. ewer •WOat is ate arena ® to fact Of .apps. U. Cfettw Urge width ®etelreties x41 Cf.cttn fleaa width eletta.in gtMe ]d -3i0 2-l1P0x 2222222 ream, •tea C • 6etiletr 1.1.1 P OOL Sail De CO as • wifr., elastic • • waaifM NCtir • 0 Lan I 1 ] Denial • De Din 1 ft in L 0 - - 4 ] • 1. a 1.00 11.00 ].t0 11.00 3 00 11.00 • 2 51,00 0 . 1 . bereen weds 3 • T or Lasted L aettfa • • I ..55413 • • warded T or L mete ant • •0151. 13 - Tg earfd to rice 1355 ].1.] Dean Dee ref 1l QIOS SPAM le Left distance 41 a are ea et of wouifte ap55 and/or celery support tatrlt55 to start of a ape agent. er S N Tlmm rate arid 5.7 eg Wan Pea 3 lend a.7 a el it NI waft-PC V- 4.41 1C1 -02 T . Nina Pty Y.TIN.1w x f x55 I •NnnU1 al Mae ✓ a ta1v1• lilt Dee width tick. with tuth.m00 left right • NI It is in L 11 1 in in is 3 ! - 4 • 4 7 a - • 10 - -. - 11 • I 24.00 in L.a• 73.00 4.05 - 11.40 Too Plans 005 a l 0v I attnm width thick I w idth tech. ISaT left right la in •.00 - 11.00 72.00 5.00 - 0l P .00 5.00 -1.0.00 Sap 3 40. 1.3- 55)00 *T •IDT• AID COLDIII DATA stein lam CmY01 lea Cole inn tai •10314) D Cr Lae Sipe D CY' J OIST u ft in L ft L L l 3 1 • I • 7 0 1 la 1 .N f• n (11 0.1 3 .00 . w .10 .110 I1) .00 (13 Ref al tl air bl1TLw OAS (t•e) Hand at both a ... rY.0APM 1 hinged at near ed. find at far •p • 2 ✓ ed at err d. 3355.3 at far ad • Nat at re d. roller with r55.3455.1 fete at fr d • 3.1•e0T APSLItO LDADiO4 D • war fan L• Lila fen iatreity (nv ... To 1 1 1 or C ...N) Total a TCL S PAR Re Mt ./73 1 73 Ie . 1 L 1 D C L ] 0 L L 3.1.• 140.3433 lee DM R 110,.01 a Sae are SIM le (Oriel •.i • 4-5 IC r) Yen' -PC V- 4.50 ]Q -N Tit C • mare r • tanaI aOCM C • aa1'IAIw 1 • an_n w eat Li. LYi LwD 33.05 40.00 14.5. 20.00 30.00 1/2 1.)7 (arid 1.7 a eV w NI ADAPT-RC F 4.01 ALS -al lRe Lm tend L See with • skip fete of 1.60 3.1 - Lee as thew it aa MOT q0 PRIM TO mass= teat IVf 1 CM. or Pm. 1 1 I SPAR deft Tn1 Liwlt/Itl I bat or ft-ft 1 ( t -It • ft 1 ape Lie teem L sena with • Sip frte et 1.00 4- CALCOLLTWD SICTIO• OSOPIITI•S .104 4.2 - epee tactla No .ttee for Ngaas of le a^tnt ea See peens es Ilse for NA a•C.st. of Op .ps A. a a- o.ctired pee n- m13etrl Worn to tap fur • gross st of Leyte Tim tirwlo a Wnu to tttte fiber tp lb It sew 11 i L in tilt 1 3 • maw • - i 404.00 114.01 )04.01 Mots. • • Canteen as ona 1.30 IIDOCSD 3a •- last. 1 .DO ate fee of at • .13410.04 .a1401004 .70301004 .7.131004 13.1• 13.41 11.00 P age • (arid 0.7 a 0-t C Dl 4.41 O - DI•O LOAD •00a0Ta. •1151• • SIACTI01a • 0 . 11 • t A • II011IST0 34731• 44.2 Me ea W • sea II' 1• .tabs •(r). all/ ltlt) -4 • 1 .00 .N 7.17 • • •.) aweila It) • •. 9.4 a an (h-It) 3 Sac Will• -pq•r ml.s• 1 •.N yo 2 7.17 .N N • - Lint LOAD •0130x•. • alAOTi OD • Lat. TTTTT ....typ -... aylt• .4141 MR ma W olut W W lit 2 ) 4 • f 1 .00 .15 Note .. tame aaa •- 63 Ida CO -• 4.2 Cal M0e0 (h-It) W eat W a W an, 010e 4.2 d 1.3 nba Malty of all etlyA led en 7.1 •tODCtD MAD Lea 1414160 Ot-f0 Papa 4 lard 0.7 • 0-t RC r) 7.2 at D DC • 0 Lnl 4110 M![0 It -fl) left. .toga T TTTTT riga• • eel W sin W a i a i 7 4/12/2006 1:01:09 PM P:\Southcenter Design Built :rarages\ENG\Posttens\Building A\Level 3 \Grid 5.7 & J -H RC . tam.Cre Sets. • . lace of a0we.t le•TACTOtad k0adate • tatetaoa• Omitted as !lace • 1.41114 10.1 Act awI• IYYn (k-It) left sea osa m Motet •- wt of Maas 11.1 a.= ;Sar •1 nmux caAaw Mean '1.- m . -- Ian Teti - -I o. 1244E mt (w 0011[ Ma m ma W sast -a -1 a 6 4 1 1 10.01 . 4 .61 .04 a 1041 7 (rid 4.1 n J -a Ac al OOR -C t- 4.54 aWi -a 11-I4l2O •x444 Sep bar seam sped sawn Sint 4.0) is lets box mwim x/r Moss talc 12.54 is 11a -14145 ItBIL • TOTAL •• SW" 11.1.1 cop nom mien AT I0-41115 vn 6 lam AT 10-119514 (in la'11 - 4PTCtie - -• n ( eT 1531.1 • C 1SY LS t RAT m t) • o rte Lila ..a a a 4 - -n 0 7 4 - -- 1 ( .60 .n) 1 .4) .44) a . 7 . a.• -.• 22.1.2 TM STEM MIAMI= Y 5P I MSVI dam. Y SORIA (a'al -- St flm - -• 11:21 -- POTtS2m -- .AIE ( m Min T •) • o RAE 4514 ( aT Eel • MO fin MS 1 1 -4 a 4 1 a S - -M• n 1 1 .w x .601 I .wl A I .•O 11.1.2 MOIL I0IB6' a 4E9a • atm Mae • Sltli ..ter listed and r cola 3 and t is mlealmr based m sitar MAO W • amity• or •1.33eArm at r.i0letaat for stamen (liar no mfg a sad 1) Sr of an Loved node Son 4 in bead an either ant of ter mist cola a or cola 3. mute 1. lamer. Set of dam listed miler cola 9 is bet ea eitar arm of bar mar cola 7 or coda I. •aetnr is tar. .ldRa right. sot W at W 49.74 42.2• .w 41.• I5 APE•E • .0 pa 6544 5 (arid 1.7 • •-a Ac 4) lOMFA Y- 4.40 XI.03 ism. m.vm • .i weight (lull Er . tan r all..! i a atm at esa.wim titer to wwald ef taum nbe u4 m.eie of a- tirrup a many.. (ty• «w.. Cal) wand n M art raging r Wage. ea eran ems .. To . 1 MS ea 11 -4 gots a min ilemia d. wlw DI 1110'in gout. ([R ea 11 -1) 3 .e4 peWaiblt labs of El Ile)'L/) fools a.. 1 so reafores t requite a d. rainforest [Pate IMC p111 -14). for 0• alY 3 etinup tailed by analysis (An .a 11 -14) eta • 1 Lea • at .ea ft at .pa tem .40 to a..0. ft 1 x e To rA ft in h • .n 1.00 14.04 .II 3.54 ISOM •.e1 tall .w 6.04 14.94 .0. 9.00 14.44 .ia 7.00 14.44 w 0.00 1494 .4) 9.00 10.65 .00 10.00 14.04 .0 14.05 12.04 .n 14.O1 14.04 .a 14.54 .56 14.04 14.14 4.00 14.14 .w 17.00 4.44 .w 4.40 10.65 w 32.44 4.44 .w x0.00 6564 14 RATIO is 0 a as bit w/iw ie'1 /ft in w« MS 10.7 16.4 33.3s 36.07 46.41 4.44 44.« usl .e.4 44.14 .12 3e 34.« 29.10 22.21 4.• .01 12 2) -s GMT (3 3) Ever SM (I 3) SS add 11 al ns St (a 1) (3 1) a 1) (2 a) (3 1) (2 1) (2 1) la i (1 ) ••••• (a 1) (1 1) •••• (2 11 u u (2 1) 4 4 (a 2) bola Si 4 4 (2 2) Woe Si 0 0 a 3) SIP Si 0545 5 Mid 4.7 • 0 -5 IC a) MAR -25 t 4.65 ACE -42 Caawa - a male of elasticity 4 • 404.06 lei to factor 1 • 3.06 Values is p.rmtdww an («a /..a OdaL Ctim) reties flflm M ALL II MS Oamo Sosm• Bran IL moan" LL a.uaCr 2 a s Ail 141) .u( ern) .001 411) 2/2 COUGHLIN PORTERLUNDEEN ACONSUI.TNGSIRUCRURALAND CIVIL BJG SNG CORPORATION Building B Level 2 PT Design O° 0 0 v �� 0 0 O O b O O . N J 3 -e J 3 Y W �t -t -1,, kC N S r 0 0 0 0 2, v stilt L Iii. 1 7 �u rr Grh k Level Z AL L L : YO,SE r 341.6 Gra L Level l4-' lopf Li- `4tJ tit A' 7. 0 up" f` 3a r r-, 11 -0 ` ' �2 S' ; /6 l6' 1 S L' 6" i 61. . 0 U 62 26 COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING 6t , CU 6t' f I P Soi IL (alit-ems Gar-eve. WS- . Designed By RIZ.M Date: 2/ 9 /0( Project No. Client Checked By Sheet of 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P: 206/343-0460 • F :206/343 -5691 fr- 08 a 9 I B r 1 A I 9 „ as ii I 14 I i • h as as ; .s as ee a t7 I M f iii �Kb 111 �9999�6 8 S ..a g ijhE i aza . 4 : i .1 .1 ,i t • i t i 1a a I ay �f : si Gi .1 O; 1 S add g . a aaa a9 a I a : 0 Y >u3l„ I. a e es- ti 4/12/20062:36:25 PM P:\Southcenter Design -Build arages\ENG\Posttens\Building B \ Level 2 \ Grid K West Level :re I. 0110 LOAD NNNNNN II. a RIACTION• -1 2 a 4 a • 7 -104.23 212.7 124.54 -11•.12 2 -•11.33 555.53 375.11 -w.7 . 5.1 ••A• NONINT• (1-R) • ••.3 MMSMARS (51 • Mee• 11I1)• N1bp• 0(4.• MOI 0(r) St., ] • I • • . iw -ae -ry 0rt 1 110.25 1 405.33 5- . Caterl1N manta -410.24 JOIST • 0.3 MICC]IO (12 • .• CVi IMME (k -ft 3 •Isar era. -qyM ml 34.30 -04.14 - li•.22 2 23.12 .a a 57.07 13.17 314.17 -14.41 57.47 4 4- 4.._•. 110 ... NISTb .............. 1 RISOTTO'S ..- 4.1 L 1 • I 0 o a 0 MAN COME Ot-et) a• •1131la PORI•• R1 - -• ------ Lh• - • - Ol.pe• - . . rights - -- .--ma sacs__. 11]0 Nut elf =a ale Na W loft right -1 a • { • 7 • • -- 1 -3•.]0 60.34 124 75 13.44 -39.00 -10.54 23.06 3 -]04.3 -10.04 SM.0I -25.42 - 211.42 32.02 35.14 ba. • • centerline Ots Pegs 7 Mad 3 Nest Level 5) 7- NO N•NT• ®0® TO PAS- S -M•OM S PAS .- Ltt• .a .- dd5pe -a .- rl i ] -4 a 111.7 111.10 -•3. 2 -142.00 405.33 bra. • . (ta-of -•Mott Note) • . a ee OSO SSD LP3 MO®M (k -ft) Pep • 5510 3} VW MOOS 1k4t2 ALIT ea W ant W mu an ] 8 4 1 I 11.55 -4.2• 3.14 2•.31 - 0.10 a 57.14 35.11 .•0 3 31.10 -1.3 105.71 20•m 45 (4 St. Slam 41 tl[aph 3.2 71107 are Ada ae all •111004 lading ate 7.1 RI017 CSI WAD SM NOOI• (k -ft) 74 • 5 0 0 0 5 0 24•I SM IMOIS (k-tt) lat. meat - p Tight. 55•4 m asa n n 4 • t 7 1 -111 •.15 17310 • 13 - 13.13 2 -333.3 -40.11 144.15 -158.42 30.15 •adse Of sad load and lit lad span atat. gMleed for ArdaWllity chocks ( 1.0001 • 1.0011. 1 lat. aapf ----- (arid a oat tell ]) lights a m a m a sin • - Mrt/CIM POST-TST S )ACRE NO 11MON Ma* 5.2 AMna Ma ]i IONINSTOS P0r Ma. 1 . reversed PAN• . algae pashas sick straight parts ear ggzt • harped tLYY 5.3 Per aatibeR. 1 . s3011 Mabel. 3 • partial parabola 2 . harped t•ml 1710 ]i/4 32/2 112 •L 1 { 1 1 .100 .104 .500 2 1 .100 .100 .000 O .5 - MfitTM 10.1- I7RLIiM ROSS NO TAUS 1AP1 Tend= 5411iag ado 125171. )ORS =arT]e •PYC11D TA3OE - Q40MTi 1./J) MSS a DIESiNS or S• Ill .• NC libel Sal SPAN (k/ -1 Left eater Rapt Iaell (k/ -1 SW -1 1 12.55 2.25 37.14 1.32 n 3 211.{0 0740 57.71 2.20 22.25 30.04 1.155 75 Pat • (Grid I Nest Leal 2) AatalYS might of Rasa 714.2 S 0.5 0500I00* 1®11 POST.T•SSIONINO It IMpe) c- M® S 24110E 1m111Oes -• - V� ®S liiM1 P/A 52M S7• Cala SiaM• , LMT Cad= Wart -1 2 3 { • - 271.7 33.11 110.{• 23.81 m.52 3 3 {.1• 27405 73.31 m 312.41 281.41 Sts. • . face -a -twat •IATte• •T11SS1• 1•01) MYla acepaltetel - 8 2 255.7 TOP • -„O 014 . 1 ax-e 844.14 70• T0P gnat a -T a-C pr -• -4 1 -aNAe 1(5.22 -774.85 1a•T• M71v e ar a -C • ssam POST-T1121106110 SALA•C SC Maggie S. •MR/ ••4KTLMes •-8PAM MOMENTS IPfr) .- SPAN Men (le 1 55011 Lat• adv. rlptN 811.I1) n(r) 2 a 4 5 1 152.00 452.01 2 402.75 32.00 note) 2/3 Rego 10 1•10 a Mt Leal 2) 1 3 2.515 Loss maven NOM colas 14_PACTOAIO SOSI•T• a 0IACTION• diNated .4 ( 1.150 • 1.104 • 1.10 pa dasy at effects) An® MAT= M gliTS 3 -ft) left. N4pn rig a. MM ea as as Ma Ea W 8 2 4 • a t 1 .111.11 -4.1• 173.41 244.•0 -523.4 2 -17.04 -114.04 304.11 77.48 410.2' Mo. flsfl SNOTS (a-hl SPAS . - 377 a .- •14 a 2 4 1 304.15 141.17 300.17 3 304.7 304.17 313.17 Notes • . facea -Swat 10.3 PAOSM MYCRI/ 1e.4 PACT Casa Men (.1.4t) CO Sac, a an a an a as 1 13.14 34.17 -11.41 -141.01 -31.11 .322.03 111.1 4.04 1 110 7 1 (4.84 377.233 02.27 377.233 A Page 31 Ib14 it MM Leal 3) ss -•ILO 17(14 Mane 10110211 for 0•-1014 or WM CMS bit capacity • Tattered IMet) aunt •lat cut-off laptk for elan steel IlatVOpa ... .17 MN cut laeta for minima steel Ilett /seal .. .23 Tog her snarl= beyond Wore rguiesd 1340 1• as bar sataia 4M110 025+0 MUMPS 13.00 3 I5 Oa ? band On M )MIA1ORXS Of 47711 Wt. 27 TOTAL War Of SPA • 041.0 14 ATMMS • TOTAL MM Cana • 330.00 ft3 11.2.1 STORE) At 410.1555 TO• BOTTOM M OIPPMR MAR C5211 7a• M MMMAII •MAI 03TMIA 1 .00 I .N At .Nl 1.11 AD 1.21 408 1.10 ( .M 1.11 .ea 11.3.1 STILL Al 505•011• 100 ]a 015e•WT OWl C51tM21 1 3 • • 4 7 -4 pot SOTTO( M 2255540• ATM S7Mm 1 t - i ill 11111111 1' 1 111 11111111 s 1Es E g ^ E sa SASS 5 a 1 11 AlIAXNAAAAANPA EE 2 YYSsss EsissYEY7s iiaiYSSiYYYisis q YY - diggi gm r. s .0 lA::Ya.^,. .. ^3233.12 i:3 " Y7YY.,SFEIEE°. 7 ^ g ; ism is isms 11 1 1 t SSF^" " "S'S" ii" ff —1 41 1! f3422 LS:SS 1 j ;42424 k p9 a 49 - :a r i iiiiii • 44222 , 149 , : 5 1 ad pe 432332 0111 yy S¢ @a p yy V: 199 _ fs ass 2" • SCf2: ia•_. • :Safi s a 1 199996 ag i Eal/ i $e ae F I t S 444 szs sgs iS S. p s von DOD 000 nee eve i ask ant apt una nog i PT -It 2 I I pSSSESS 5 C Z asz s::: ! :s4.1 I W ^XR 6 :X88 y e SSaB R � BSX: S 188SS S8SS8 :5::86 .SBS _= C I SC t a RS: t i 9::: gggg aaaa ASSCP 28R:C C F ": :iCa7 a:. S 1e t C a C88. Q -i63 N 11111111 1111111 12 11111111 1111111 or i Ni 1: N a 222 2232321 P21: > L• 5 ........... C7 !2 q:i32gs :eq ,1s:7aczgc N k 3288322 :: :3222 0 AO 2C1 . " 2222322 pp.3,. .... ... • z T 2222 ^ ^ . m 77...., 55155r. y C7i � z 8 . d ga ,882:E:n : :2C gh 8288R3:C273::2S833G7 8 .5 s 3 q:gg eee2R¢e::: G I Miiii Miiii 1111111 1111111 s 3 ..................... SSSS: 2823222223:32332 , •'2772 14 3 li a 33.3 -^ 3 • 1' 57 °E i ' iiiiiii iiiiii I = � 3 1111111 111111 g pis 3 = i. S I ...... .. .. .. . i -a ....2..222 C i ...... ?a ........ 1 11 S..0 .... . 1.:392 : ::85288 : :32 C lS : :382 :S :S83R5222 :223.' 23:2 C " CSM 2.. 5:8882:3^ : : =2:2 :2858282:::3 :8: t 85:2::2 ,3 .28• ^8•". ^3 ^SS ... ... 212 ....223 • .C, ,.” 1' ^ ^i ^::5 i & 8 ^^7. C i !Y a 5^552 ^35 I _ t :ca-ss ... 11 aR e . ,.: :6 ^ ^:R,., : Project No. Or«l. •L,f Leve'l Z 01 - = /Om fain= /S=o" ma LLLz c /op f P' 26k Gt L 2.1 3 -P13 Level z P. zsY.r F act .ww411.ccKber �nnti u •� v p A- Sy ' z6' 61 6i' L,S • f- 30'_ Client ZS = 6^ COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING Designed By: / Checked By: 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P. 206/343-0460 • F: 206/343-5691 Date: '2-76706 Sheet of Pr- /6 g it §f aafiM 'rr'U 4 1 x s s N u; � � f i YY • - -- ..s.." a i �I Rx sa:S"d: 6 ! h It' aaaa^aa 4i.--.4.4i. L. n Y9 %S9 1, it w m ti , ! a8 ,s .,.,.,.,....1111 I:a 1 5 E C7 6 8 1a4 I 1 All / .N II ail 0. 0 • ii 0 0) P. Sa sa t I t 1 110 111 S!Y I ..f all :id g 212 2 C21 222 ; as 1f y1 ... ODD ODD ..1 .01 441 8 . . I is I 00001: ODD 3 ......... 5 9 I Y 9 a a • 4 a • w • • • tt t 04 ea 1 "9 R5 IS '4 enA.9A6 I I P" I F 18 .1 15 : 1 : a ttn.. .1 1 01 A S t l SA 1 6i Lt M | 3 a 2 3333 \\ ., ■■■■ exen 3. P. I a A i 2 | `'! 11 ;; ! ! 2% VIM I ! :18 ; ■ 2222 ! fr $9 N i 2•a - a= as ye op • ^••11122242447 ;727332 k s'y22s4 s222aFSa:tiE 5 2 ' 444444 iiiiiiil o 111111 1111111 9 = 1k1 22 C) Yb :24;a..7...E :: 2232:22222:32:::272 Y:Ei :: : :... E 1EE4411;4;444n S a22 si r. a i E4: g t i t Y 122 at E .1 _a C ka I` °a s s l t 2X.- 'a --'sa I 7 , ;E °; YESES 2:222::::_1:: a U 12::::: :474aa:12:S i s S8 a7 :22'2 ---4 4 -- "42:2 S „E_a-aa =2.141444 :aa:ma:a:a:Si S':E41244:4E74EE444E4::: R0�9 1414 x.133 Sa 44444 iiiiiii ii q 44444 lull i11i111 11 r 11111 E 1 ky Y • 77x77 =a C 14 . 2C d Y °a Y;a _ a:ass :sass:sa: . 4 22=:5: a4 4sR S S „,. =a --=da127 4 Cmis1 XX 44444 l 1 2X.4:;: S M M 4/12/2001 PM P:\Southcenter Design -Build uarages\ENG\Posttens\Building B\Level 2 \Grid 2 & J -M.3 Level tins OnaTla. SIa naL tman aan.an wall 1743 Muni ReY. Suits 220. ascliseed City. CYSforals 54541 _n -f Oar POOT-SMICIIIIn AO MICAS acs TRtta 7.ie / MI (PCI 312-01 /I1C-023 nave Canaan - Rmmmti mRata Sawa nttm ill eewnds Boa. Sala 241. Strome City, C13s1Pe15 ]1071 fat, ItSnwowa. Rai, ($541201-4475 1ma11, Smusladapeaft.cao. Y .Si. 41440. //ww.444Otat.0 in AM TM at PCYM 5a'-"' PS Lan At Tie, 10•23 Man nab arid 2 a 0-11.3 ill a PROJECT TTTLI comb star Oahu Ma • @1d 2 • 0 -11.) seat Lava 2 1 - Oat aaatPta asawas STUDIOS at IS day.. for 111111144/1144a 5505.0 pal w[ SASS C00.04 psi MOq at 0APnCITT for was /sass 452.40 tai for Was 4031.5 W ant Motor for d01sa]® ti ea/eta 2.0 al Raft Minn e a RQ 331.64 pl TOGO Naha Init. MStia0 at frc) /21 At Tap M Patton Cana =MI limits aoltipla at fa'all At all laitlma T URD R as M OS Rasa m nalY lava at Ta 1.54 in Mail Oar at aRTa 1.10 in 074- T1101 ®O. w aif •OOt wwa 422a)OO Of strata O•.•D tat 4•50 a (aid 1 • 3 -14.1 Lai) .•ll -n V. 2315 art-02 arms affective sits Is strata Ma) Raid ere. Na O of tales fret fe Ma ms of tuna fret foal it RTWft spa Me O of tale f0 Mina to nada spa 175.54 wt .157 la' 1.73 Ss 2.64 2 2.24 ps U..0, pt Ira spalw S tnaa strands later of lab Man 5.•5 T.aOJ palls typo ad anal Vitt Ems Atli PI wLTEXS OPTIC ®t ttumat] .rate D al Start of moat][ ma apart is INCUREM matt taafr to ttm at appa Ta Lfatted watifianm allandilasa t0ltafloetll C If [twin [1AVnt width retldaatim Tw ▪ [[tail flap villa lalnatatim at0ed C3 -)15 -INPUT 0 OXITST 1.1.1 PniOU SOJ an OP =MN SPAIN a r I I TOP IaarTatVM_aI • 0 I I 7440E I nag I M P 11maPLm 1 helm Rmr mall width thick.) with tsla.lian 1432 dint • • 14 ft I is in I in la I i0 30 I in 1 ] - -3. • t f M • 1 4 30.50 24.00 0.00 5.00 35.06 .540 .55 2 2 23.]0 54.60 X3.56 00.04 5.e0 15.00 .50 .0 1 5454 �\ n ai C • Catllar 1 Managua d L Lies a: 7 t meaaal L martian �• ] • I action •• 7t L attn. • Jois 11 - hp aorta,, to t.tcM lima 2.1.3 _ramp DIDi DMA It 06wC13ali anit OMSTIVS 11508 la pow 3 ari0 2 Si 0 -11.2 Meal) CVFn 7- 7.lt ACI -0S La- .SUPPORT RIOTS Ala COLOs• DATA agar lm Comm Visa a Ian an St011d a Ca aria SWIM D CC. W WI in ft in it ft 10 in 3 ) 5 t • 10 1 34.50 15.04 24.00 24.50 (1) Ia.00 24.00 24.00 IL 2 34.04 24.2 24.00 24.50 111 21.00 24.54 24.00 (1) 3 24.00 15.00 24.00 24.60 (1) 22.00 24.00 24.64 (11 0 1• as CiMf cCW MOON MOM Slid a 000 tai ... IaaCIYWI 1 nasal at sr r. tine at [se sd 3 had at oast ad. Mad at far ad ] tisl a mat ad. roller Vitt retaStml linty a Mr O .. • 3 -10507 A•14220 LOA•ISS •.-- aAOs -- -. 0-E • • MAO ]m U • maaw • . went. Ralf ▪ .Lis lao mtJD1Mp 14. 4Anal) wRalf u • . m SAND LONS MS m Kan Oa fa gamma apt at train a Ora beams art t rntatpr • • 255.0 Pt L0Y1q (Pe... To) ( Or ...tl MallmTVib MS CLAN TTl y[t'a ( ft ft Own Or k ...f) Uet -3 ] 2 -4 • • f r r 1 L C 0.00 24.54 1 0 C 54.04 20.40 1 so V 24.2 1.210 L 40.00 •.l0 l O C 11.00 2.00 P p 4 land 2 a 3 -5.3 tonal Atf -f •- 7.10 ACIat 2 IN V SOOT, LM LOW= 14 Anna with • skip (actor of 1.00 3.1 - Loam Al Mina a ma, INPUT 0i@ awes TO )tal0p warm Ik/R'2). ( ta. or PART. 1 ( as Can TTn Lnflk/nl 1 aft or ft -ft I ( 4-ft • n 1 - 1 - - - - -a 2 . 5 • 7 0 1 L 44.00 1 • 122.54 25.00 2 • 40.00 4.50 D • 5.54 Pus, anwnaT i norm= .64 Lin WADIES is SKIPPED with • .tip factor of 1/3 am al[m •Pat 0-0 catiia.tit alp Tributary Vidth u w=mtaw 1110t4 t apes •m n it btff n it M is in a a'. a in 1 ) ) • • 4 7 3170.00 21.73 21.74 23.27 00.0) .2357•04 21.)) 11.27 n70.05 21.74 23.27 74.40 .23111+05 21.07 13.74 rot.. -•- • as /Cmtil war So bml[m. O block 4.2 S . 055) LOAD 110MISTa. I REACTIONS . 5.1 SPAN SQUIRTS Ik -ttl• •S.2 MAN SRS (R) Star • and a • 3-14.3 Latta) .pal ACM Napa al* ill Mil a • i 4 1 233.50 115.57 2 204.27 -54.55 31.23 Mtn, • • ,matalis lit. an • 5.3 f WTIO 141 • .- 3.4 [Vi ]pep (kit) -. 1 42.40 -15.05 - 114.33 2 214.42 34.21 42.44 2 31.23 27.03 00.12 a- LI•• LOAD 10MPITI. • *EACTIOS• . - -4.1 LI•E LOAD n,N Sala R -It) sal MUM lama Ile) IaR• ...... saps .. -. • Vint• SOl /mm -- - sax W Ms sox W let apt a 2 4 bi., • • retat ra sea .- 4.2 PaOTIO Ik) 4.3 MYn Men (k -ftl - -•- . - -. lav alb six Ss Y alas a - a f - 1 70. 30.11 4.50 7.40 1 10.44 42 3610 31.54 47.40 1 23.44 -..n 21.24 22.20 at.. Nita 5.1 tMmp 4.2 anW are aim of all ak1Ral lading flea 7- 140 P0)TS Ppip TO fa-O -1105754 7.1 REDUCED MID 4WD )10Raa R -t) Pays • Mrld 1 a 3 -1.3 Laeal) AD5n -14 V- 7.14 O1-02 SPAN 4- late -> .- slam -. 4. npt. -. -4 1 - 147.35 222.52 .54).)2 2 -421.11 203.25 -54.57 arts. .. face-of-Support 7.2 AODOCeD Lia Ma Waal Ik -fn 1.74• eidsa 4 mugs a 5 t t gl :a sa a: SS xe at I i I Ct a =.a 888 ea8 I 1 i RC :e I t C "Cl 88 is es :'sans C 1 tC .a Caa:asa::::: " C arg:2ae P02 ::::s::as: ;:a;:{asa S sasssasa: e;:- ss........a I i • 1111 1 . I= e SS CFCs. �I 8. g ^e C N J 4/12/200112:36:51 PM .a) a.e{ 10.11 -asLw -442.74 .N .04 34.5 » 21 iJx 1448 .14 ).N 24011 -142.73 -44•.43 .w .N 34.0 x 31 {0MO OdZ .]0 4.10 ]0.0• -231.)1 .117.44 .51 .N 34.4 M 21 !MM W .a• • . 30.44 - 150.00 114.11 .06 .44 34.0 x 31 WINO it 24.00 -1511.14 327.02 .00 .44 34.0 (3 II Mal O6} .w ).x x6.00 -104.37 x+.44 .x .04 24.6 (3 3) WAS CMS .n • x.10 84.00 )4.14 477.74 .x 11 al 12.44 24.00 33.43 120.40 .47 11 11 40.9 x.60 10.90 .44 .04 «u O 11 .06 14.43 2440 41.74 44474 .41 .04 (I 11 N 10.)0 4442 374.34 .37 .00 (I al 24.44 •0.44 )17.02 .33 44 (t 1) .70 11.90 34.00 47.34 200.84 .37 (I 11 .w 44.19 46.44 .30 .40 (2 11 10.40 x.46 01.47 333Je .x .w 43 1) 4244 12 lOttO 1 a JAC) 14,411 MV2 -n 4- 7.14 44.1 -42 x 23.94 .00 a 1.04 n.50 30.00 2•.00 54.90 44.47 03.03 19.41 » -MOtxl •054 1041404200• u » (3 11 (3 11 4006 13 Ox! 3 a 0 -4.3 L•wlt 312/44T-PT V. 1.16 )e1 -03 COtatt. • CO3144 of .1uttotty 04 • 4631.90 lei I •l4Rtn /INt.4... (ON to mSSMM) l . 1 .4 • n•n •tit•W noel •.• uo) 6•exq at notify is 412.4.4 for. Values in pintWN an (qn /W 64tl4.xm) titan• 0x19LTrO11n AIL v 1.x4• 00•4(4p 40118110 at 4440 00 013442 1:241(7•0443 u. 01.4411(42,4011:014 -1 1 ) v 0](x6491 .»(143071 .•6199) `� a w( 79091 .Oa (»391 .xl 42901 1 P: \Southcenter Design -Build i .rages \ENG\Posttens\Building B\Leve12 \Grid 2 & J -M.3 Levu 3/3 .Cre Or:). 7- Lev.-1 Z.. faint =6" F - 2.19 & .r N U -r 127sfr lnw Lee/ Z. 41i* a DL`lo U.S . lo 6 0 0 Z.1' / p' 10' Nari Pr.,Iect CAA/ P A.r �'mm ' ]"4 Project No. Client 3o' -0' / /9 = J - V n o n G t - / 2 J t • o /o• iv' 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P. 206/343-0460 • F: 206/343-5691 COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING Designed By: 13 /Z •t Date: 2- ti/0 ( Checked By: Sheet of PT —al 4/12/20012:37:04 PM AWf CO]OISl ! an cana enellael not 1713 Woodaide a 4. Sun 271. -bond City. CLL1tNOY MOSS Plan -Ir Pal Pae -IS n arnnit NRa Version 7.10 nary CACI Yrw /-C -wl u-r coaeaaxa - eta pent. Soften wnN 1723 bNnde an. Suite 130. Weft City. Mtllken. Non net 141013 114-2400. In, (I5013w -4071 War 0404eveadapteet.n. FO net lot. / /ee.SO ptSoR.aa DM ape The a Main IliSconall N 5.2200 Y Tla1 14,511 •1110]tT nit an 2 1 L-t Nwl 11O4•CT TITLI. lNtY. ter 0471 u 1104 • Paid 3 I L# Na Leval 2 1 - ata 814Clal- I17411310311 at w day.. for m - /1],222 nu•... psi for RO!• 56114.011 psi N ano - na.nClry for aa.la/wwa 4431.00 M for 3100 4)31.43 W am factor for Ntltnlal for wOt /MN Co-®m 11wa@ SfM4 11-2 Nwie 122.55 pt Mr= an ILaks Wen0la Of 12.0/ 1/31 At T© at Stn OM-N ern Units lalltlple Of Well At all lama) 0405 3 2 -INPUT IDONOTST 1.040 1.000 -1 tiller. nna arNnh {e.n Si nines Como at SW 1.50 in Minn Cone at yarn 1.00 L nn -ISnla. =nrN anwn of end 2711 .00S IhN 3 • ire 4..1 N MAIT -n T- 7.10 a2-01 Average nfctin Pare. in Stag Iflall 171.011 Si attend area .133 L') -. 03a of tans from Tel 1.71 in n. as of tech Bea 150 1 for 1317171.7011 net 1.75 L M. as of eon Ba One for Cann .tee 2.30 L Me .van gacva..m 124.44 571 IN. sang 1staa .tr.tle (Netnt of .Lt dew 0.05 Tandy profile type ad taper wLts. 1 W *next 21 Ann, inn On ai.ctern .y.ta ma It t 0f inertia an .eert L xeAw- ttna 101004,10 to tree of support its LinnN ws.nnana 711{44OMAN r.n.ttbaNN 103 affective flan 'lath oaelbratia TES n bal flange width LoLaastice lathed 1101 -314 MEM MAN. • TOP •C1TOW LSI 1 • • 0 I n Asa I e I N- I NanPLlr t A snot Mel Diva width thLt. th width ick.1�4p1 left right S I1 ft I in L L L in L 1 in I 1 2 30.00 13.00 13.04 .110 .10 Len eat Aatil.wr ] MIN 1 • bctaaaAar anion or Zoned L NCna 22444n • tended an d 7 L ion • • Joist 2 • Waffle \ � P:\Southcenter Design -Build varages\ENG\Posttens\Building B\Leve12 \Grid 3 & L -M Level 2.Cre 2.1.2 a,. ...a .ID]a DIm] OP flan SWAN 1 -ram! an (One 3 • 414 ]Sal a -al-PT T- 7.15 2C5-12 2.2- 141105? SIOTS ADO C04011• DATA mina ]m =We RPM SASS NT= Yen Sinn 0 COC. Ian 11071A1 O Cn .A]- L ft in L ft It in 2 W 4 5 7 5 5 1 14.00 24.00 24.00 CU 13.00 24.00 24.01 11) 2 34.00 15.00 24.00 24.00 111 22.05 24 05 34.00 111 "a NA0 anon Ontit• c laic) !1W at both Mb ...I•17Jh -1 1 N-.d at a- Cie. find at far am had at no ad. hinged at fee ae had at ear ad. teller 7141 rotational fixity at fa ad .. • • 3 I P•OT •115210 404011. ..CIAY- • -TM o • ten 4CIA C • oaYW • • na1TN. OQWO- 4 • Lora GAD C • CNa1NRa t • APPLIED Win Li. tai LAD a. .•tt mart t]INA lea yeast- tan W ttat.d N tin Letl1.1 Solt NlDniSt 150.11 Deaf IRN.nt 1 from ... 7b 1 1 N C ...2a) TLNl N Trib Mt naw ma t/0t 2 I ft it ) a-ft or k ...n) kilt -4 . I 7 t 0 • 4 C 15.30 30.00 • D 72.20 20.10 1 IN V .00 20.04 5.315 3.1 - LO-I- N Anwt. 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AS of 1/ !e p7 5:8:8 S 4 3 S 5 • e 34 a77a 7:252:27:: 6 i ke 1::273 .....r." 512 6 :F: :S ^•2 ^3 .:...... ? ?........... .e " ......... ?. ... aasaaaa:Cain : I ^••aaa s7 S::35:752:SSSSSFFS:::: 1 & :::: 4 I EE .syy C� wgy. ::88 CSi 2`.88 e S 1111 mini iii iii i Ia 1111111 111 11111 g 14.1 8 s "y 3 t a= 2377: i ^3:75 : t F: q C t ._ 1 ::•s•- FS::•8 Pr -190 h. ro s / 37 ` 6r; j P Level 3 PL =ro.f LLt so p ,C- P= 375.7, ! yot' r a N 71* = 2o' - D "' w,b U C7 Gr; k 1-evel t West DI- /o fRIr3= 7.0-0' Res/ LL = _ro F J L- 6 17+11St Tam: a z.s' 17.1' r /6' /6' • N M Project .Co t.. M c.e,, r a er 6 yk<a- 1 cf l3 rain = Id' U CU S 6z.' 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P. 206/343.0460 • F. 2061343 -5691 COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING U 62' 26' 62' 62 Designed Br flat'' Date: 1/) `1 /D6 Project No. Client Checked By: Sheet of F - ' ! m | ! | |a; A 222 222 8| § 2222. .. . | 42 811 0 anon: I | . • | | ! 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R Y C $ :e17.55 6 ..... . :7 €1::7 :e a „aa en M Ra e. ::3=213272 > , 00 . aaaaaaa000ltill A O co f 7 E i *4634 1 1 A g «: S t ld a ! 7 . � a t 0 a . 1200000p oeeuu. i ca 9F 3::::RF 11 a t s e e ass one Y ao l 9 � dd 91 &s .f a �9 a I E i as ;e VI �a I : laa 11 s:E : i' . Ea. 5 "a Ra d RV' i • Y i 4a AAA SI 1 17 t e a Al l -:aaR RA ..dig .8 .e. iso al I 4/12/200.2:42:14 PM Pan 0 Z i a6 SPAN 0- i -2110 LOAD "Owt0T1. ] IIACTIOIS •5.1 0!A• NOwiaT5 0.-h1 a •5.3 MN Sim 00 • Ins 5(11• w W iJI NW. WA) N(r) • 51.35 Its: • - carat-line mamas ,Am • 5.3 dRTn0 DO • 1 30.41 121.11 ] • 144] • - LITZ LOAD NONSITi. • Reaction •. -4.1 L1va L0AD 14•1168 Ot-421 W Mal MN= n) •-> left• - • - minima • 115114 -ml IOie NN ma m Rea m aea m 1515 ]Dili • 1 • R 1 54.43 50.41 168.45 -51.11 -135 45.41 )0.4 i -351.28 -125.74 311.51 414.35 -125.47 21.53 -14.25 42.0 Rates • - mauve mute 174.40 481.6• h ¢ 7 (141d a 140t 4m1 n .5011111 m m m m m as 1 12.4s 68.45 .0 05.55 .00 ] 35.51 124.47 .0 MM. nook 5.1 t rooNa 0.3 values 0 maim Of all 54255t none. cam. 7- 5 0 5 1 I T• MINCED TO 4214 -03-1155015 S PAS Metal 1.Ia RN -1 1 3 rtes 7.1 4IDOCIO DnD LOAD SwOfa Ik -ft) left. m 4.50 104.50 480.53 a-Na les -4 121.50 3,7.04 •.a DOLOR MOPS ( -It) 7.2 in D O 0 s D LIM LOAD (ROTS I1 -ft) m 4 - nun N ono la Lest loan It - hl Iwzlr Of de4 led ad live lad spiel mate mason for a•oieubtllty check. I 1.0001 • 1.0511 1 MOM m e 7 5 - 101.10 3.52 15.14 .1a0m rlpa• (Grid • west Level 31 18VFn V. 7.10 'Cl.)) e m was nn e m P: \Southcenter Design -Buil vazages \ENG\Posttens\Building B\Level 3 \Grid K West Level a.Lre 2 2 -4 e R 1 -142.0• 351.50 100.00 - 1010.05 1 - 1002.50 775.22 w.O .14•.25 Dotes a - aC'.N ia} -9571810121103 11414 AND Tlm SMDa E1 Marna mu 114 p]nf1• ra ®. Far 8pm. 1 • awm4 p WomL fy16 - Amebas with CMS patam 0•m mnan 1 • 145560 tune Sat oetll•.m. 1 • 61.54 pmwmL ▪ • wan pandas 3 • haead tam T00005 5407145 TIM 32/4 N/L Nh ADL 2 • a .150 .50) .150 5.4 - NCIt 1051 MASS m TmN NNi leans minim node selected. Wan miT1N • maa55 •aVann 31415 • Dino N On Ile -. - • 5/A libel Mal Ins IV -1 Left meat W1p* NM) IV-) (5W n 1 ] 11.05 .35 250.54 1.4 54 3 1m.1M 17.74 32.35 2.21 42 15 .51 324.1* 1Jn n wed • 10[10 S last Level 2I SDSR -5f V- 7.16 MI -03 Npvamtaa might Of OtamO 5.' 110OI•10 1®141 5054- TII•30•33O ROOa Dips) • N ®N Mtn 4555420118 -a • - I5® N IMMO' PA - • 5w Nn- Inen. 1141 mina Ilan a 5 • . 1 .05 assn .u.5) 35.04 312.01 313 n i 355.71 361.52 .05 212.01 222.81 313.41 Pete. • • Me- of-aNpet ••••ICI •7]55118 (pa) (tern Mowpoeltlm. L ••T• 5105x• SUITOR 5o21aw ma -T ▪ as C vamp m -e m -T ] l • 5 • l 5 -44 1 5.43 2 205.42 -1.74 354.14 Ctax.• ld Pain Ye-C m -T as-C M,• N 1305.50 5 T51118IO1030 ••L A•C SD woos•T O. MAW •Mann • •PAS wow 11 T 1 (k -ft) --• • -- SfN S®.N (k I - Ina left. madam rift' all+ an ] 3 • 5 • 1 n•.CC - 111.00 0)7.75 -1,55 1.15 44.22 - 27.75 175.07 •.n 4.60 Motet • • fie. -ef - 5555.5 2/3 Page 15 5510 i west Level II •-- NICCION (1 ) - -> - Jana 3 U<.er man Omer m1® 7.553 R 2 -12.014 .NO 0 wise - 174.011 30- PACTOSSD NON 11110311 • a0AO7IO5• Calculated as 1 1.200 • 1.814 • 1.45 m®Y1y soma effe0ts) 10.1 Nan ®N IS Deem Ik-hl Lett. abpm - Met* Rea m 010 > m a 7 1 -354.35 50 14 m.40 117.45 -ro5 .428.47 a .161.15 -420 11 1161.17 805.45 -154.55 35.54 5m. • - tae- at -•ymnt 10.2 Munn IRRN I1 -et) 4 04.41 251.04 447.83 3 •14.53 111.52 350.42 Mt*, • • Len- at -ppmt 10.2 77CT® nilD110110 4.4 PSCIfl Leff 1ROT1 (k-14) (k) • urn m . • D15m �e J oin am m V= m am m 1 75.55 50.4) 21.45 - 215.31 2 350.07 101.17 .54 .86 a 14.55 0.07 NI.al 24.15 1495 11 laid a cut Ia.0l 2) 11 -50510 •TS•L IPQnC Nnaf (Or ON-oT a M50 IT•m1 - Maim steel - rut malty • Nmetl (design mane S upport Ca -off la fed Maim .emlllaq *apss) . .17 S pa m -af 1m2N for mini •eLL(lmoa/15W .. .22 Top let mnasia 5252 Pate repaired 13.50 m Soma bar manna Brad where rpviM 13.00 4 1 2 lOiOpNn bard a N 1NI1n15TIN Of emo.d sots 11.1 105K RN} a 4MM - 875.5 lb PAWNS - Tarn ank COMM • 3130.00 fe - 2 •}I•le AT wt* -•••1 } 511 Al DUMP= ®1a mTmA n.).1 A T T0P N Dm -RI Mkt 01171717.• .mm (4 .- -D.T L•-- D•.I•M• 1 a 1 • 5 t OTT0N N nnRm ROM NStWA 1.57 ( .50 1.17 NO 1.57 ( .71 1.17 .001 S OTT0N N Donna 5155* 041103* N a a, 3 b4 b en 00 I 9 0 a d mac s Fia d a 4 .p API o s 0 -I :Jig. yi t i ll i t t I' 33 333 33333333 . 3 2 1 a l it C e ! ... ........ 7aaaSaaa a $ A 3 5 g 5 6 TI SS A t Y 1 4 t..... $g5 i ;y - R E : p/ : till u ix5(FF C f C _ .::a.::.a C:a:CS...:R C �$ , Id � III s s 1 e e ° w .la7::'.: a:F:: :7.•SC: : n CS 1 gm il w . • a : . 7A w C, . a Sa ... .. .0 1 . 91 - " '^ 9X7325:27 :::333 i 3 1 • $ .....,,,1. :... .�..:: ! 5 mu? .q...a.:::ligIS a ?74 : I F = 37 5.2 /` Project Grid 3j t / -7 1 71/ • /Min "- 7c6" a61c T21YL° '7 -G" • Y A 6r,oL - A, 1eve 3 K t is`1 6 u. U ibv 6bµ L.I DI - s i-s tr W 1 i J / 30 ; 6 " If CI tjetN 4 4 !9 *IN Inn- 4'141.4 "e `c e /J "o"-. 413 PINE STREET • SUITE 300 • SEATTLE. WA 98101 • P: 206/343-0460 • F. 206/343 -5691 COUGHLINPORTERLUNDEEN STRUCTURAL- CIVIL • SEISMIC ENGINEERING S o k/ .te (bi R Designed Br ntLvK Date: //2k106 Project No. Client l/ Checked Br Sheet of Pt- 1% 4/12/200 X2:42:24 PM P:\Southcenter Design-Builivarages \ENG\Posttens\Building B\Level 3 \Grid 3 & L -M Lever s Cre Pan tO Afle aam.TDaa4 etyma a nna atenl 173 wwtid M. mY an. Dead City. c.11f Na men LdR -R Pa PeNiloi aWQAa ens area l.h Naha 06 a14w/wo -oat MIT a•pxaa - aemhmtl comae Boatman yam 1733 Madam mO. ale ia. aae.eo City. mlis.la 04051 coma• (a141.4 34... der. 104)314-4476 Wallt agarteelept•oft.a. Y aie. a4. /ha.adRaan.ea DM as Tra Of OaOw.a Malta. an f•.3wS At nab, 111.3O PROM" MA, arts 3 • a Yawl thODlCT TZTLW) aowoatw artw 5145 0 Grid a • arlt an Lla1 5 I - cow SIRInw Marna at d daym. 3m SIMM/SIM ww.w psi (a MaO1 n Oaw.Os psi weal a QAPlcrTT for ONS /Y55 4.31.9 [m aria 491.9 m CMS Ram for df3.Rllm t" MAIMMAMB 3.9 COMM Mm WPM .wa mm w.• 046 Mate ww9 Hata Wepit at (MIMI At {a 0."4 at Star 0.1100 tnlwfal STRIISS Mita Imltlpl• Of Me)/ At an latia .w• iW9nba•• nee Strata 9.04 m Meta Mar at TOP 1.04 R Mama Car at MITI low R ww- 11111610111a Ma a® Meta* enmpta at stag 370.5e m lade 3 (Orin f a hC Yawl 3) Iln-w T 7.14 ICI-Of Loans effective wiaf R Ceaed (Mall 175.55 tel *tad era .153 d at a of taOm fa Ta 1.7S is nth a of Lane from wane for )Mfwa epee 1.71 in Mt a of tmae fa Wnwt Mm Mann 5"m 3.21 is IDO average 9a. _ ,anon M5." psi Ma awing "tM cooed. (factor of slab depth) Tana profile typo as apart wet9 Ion Mara 5) eMma Olna i, stcact l ewe BMC heat of art a over apart. is Main manta )MO® to fa" of support in Molted platifiatim allmw lad ndi.trietga 9 MRtt17a nape width tm.idaatim US aerate' fly width implantation moral m -319 a -IspOT MKS' IT 2.1.1 30x1Tpw as Oath Of gnaw 'Ma PI I a04 .ontWtra al Pall PL I m •enPLiw •l LwmII la% DRnI width thick. with ttle. l left right ft in in in 1 - - - -4 S S 7 • a M - - - -u- a 34.00 34.05 35.00 04.10 5.ee 30.00 .55 .05 tea, a aatllevw 1 . amanlar aces 3 • I .aamlawa" L acts m 4 • Mtsadd T or L action 7 . Joist s . M ® O A3w e I 34.9 3 344." L D w C D 1.1.3 STPICTIVII RIDS Wf A 5@0.11 RUNS OPw 1 •laaema Winn fa ew ) Meld • 4-11 awl )) mown -n T- 7.1e 1a -03 $5015 ••D COLONS DATA In. BMW uee � a OM LEN scow o CC• St a Ss R is SA 3 4 • h 7 - -.0 -- 10.w 34.00 34.00 (3) .w C .00 (1) 11.46 14.04 34.09 Cl) .C• .00 .00 (11 •T9 COMO an rill CAMS (R1 t1M a Om0 cd ...IB'9NSwD) • 1 age/ at • W. fiord a for ad t ✓ imed at am ad, wawa at far ad a rim at at ad. roller with toetfal fatty at fa ad .. • O -- .Caw - - -. '179 . DM lad 0 • coral • • PRei Dwrew i . ISIS Idea O . Cat llagg 5. Awiiw Nit e. Liw Lea a at alt Mara ha tst07 fqt W toga m Seed 74.149 eit mhLLpit • . 110.0 pt Malty (tree... al t5 ac...9l Tel ee' nil CMS Ttr• 4R ( ft h 1 R - Rat ...hl t/tt .7 a a a • • l P ape 4 loud) a MO teal 31 •DVFn T. 7.10 1101-03 DNB• R/R 1 a. or PAR. 1 en CLAIM 2 Ste• Llpn4et1 I art a it-ft 1 i • 4 I. C 44.00 1 0 C 75.34 •OII. Own Mara wOMw S Uniform y..5 a mtllaa. may THmtay Width • SalaSala TO it O .if e in in is 3 5 10.40 13.00 10.37 011.01 .13371.04 4- CALCOLATCD SECTION PROPSATII• Note, - -- • Span/Cantilever R ISaifa, a block 4.3 1/2 41.50 Mee 76.30 10.00 (160 141•1 It-1t • ft 1 t Itf.ctin Nam x TO . in x1.13 1.310 it in 13.37 a - OSLO 1050 ......L • •.t OAS .....S MS 11)• Napa f 3 1 - 173.35 353.7) Motet • . Cwtallm mats Ala • I.) opencNS (tl 70.17 2 43.40 e LITS LOAD •O51ars. •0555$ • IaACTIOa• • - -L3 Lx•I LOAD Outman R - R) we MAR 3m {Itl > left* . • -- Napa a • . -- Ma. was a an a ad a an left riDa 3 3 4 { • l 1 -17.75 -l•.3{ 1.754 wl.04 -07.73 -Roll .01.30 14.41 Nab. .. atall• mats Ain 1 • Page 4 •.i Mona Itl -a L) Min WI R -h) an 31.35 14.51 ere. • . Mae - M - cola$ lett. ww ` 1 a i at.. W W -47.04 aid 3 • La Mel 31 awn -n V. 7.15 m -e3 17.73 Stn neat e.1 taOa•O 4.3 twa are aim " •ss 515p4 Mang eeem =Ma A wl- 9 -weww 7.1 aaDDClD nee MD men aft) 04.75 a - Il It OMO "e MR Nit (MO (a-a) > • 5.3 ww _n (a • alt)• will 01r) -4 a • a wa a W -4 inn$ IAN lelw¢S IL -ftI . adman -• -_ elm 5 40i.w 161.110 a !ghetto,' right. Ir mina " O.w lm and Ma lm cow mane combined for ..wire ility cawp ( 1.0004 • 1.0010 1 .0 t. m w • dma right. wa Nab W 1 3 3 • • 4 l 516.35 53).3a -137.70 43.4• 7 W and 3 a all ens 31 waft -n V- 7.1 Mae 11 11 11111111,11 1 2 V V . 444444444' e a a Sy !I r I s- •- a :s :sss: Ai a 4 -.'a 9 ?.a944B34444 :::::5::: :4444? ?S 5.5 455 IRls.51 5: AS • :F: 443 4442 " 33335 ass 4 4444 U 4 s t 4/12/200 - s2:42:34 PM wan calmitwits erQ1W4 COPOW1r5 {Mena Alan Ina Madan Mad, nits 770. Ymmd City. California 04141 pWFR rat 1043 13403 NoWaa Rain Version. 7.10 MOiw (MI •i•- OIRIC -m MAPS 01/1x84 - Structural Macrae amtan yam 1733 I ma0ids fag. alts 230. lamml City. ealiania 54001 Pao Ia -.n. M. 1021.03-4410 mall. ssatmapaat O. MO sits. Intpann.A0.peNo20.0 A'= an TLR R N®M10CRIR. M 7.2000 At Thum 15.2 840242 nai. Ris 2 .1 -0.2 tent •2OJICT TITLI, Samtbeata 0iaa a 5101 f ma a • 511.3 Ism Sass! a 1 -06771 SWUM DIO021L O05 I5• %%%%%%102• roans at 20 days. for 4010/RADS 5900.05 psi for CMOS 5000.00 psi Dena R VAMMIRT the 2425 /YM4 4030.05 Rai for MUMS 4030.50 Oat Mm factor for dellactimt for I U /st m 2.50 CSCQM SRm' ROM& at mar in... pet T•1011 (Msn Mat/ I itiple Of If•c)U2I AL Top At Date 05111•I011 than lain Wltiplt Of If(0i) M all Maths TIP& t. I TIMM •enn a 30.10 rl Main coves at M 1.10 is Man cover at PITON 1.50 In POPS - 107127..4. Sint 01444:111) Mtlmts 54505.44 of strand 270.00 ml 2244 2 Atsyt .n.min anon a .tt.ad If.tll 170.00 ti mtaot arm .103 lea Nis 040 at tabs from TM 1.70 5. Pin 035 of tads from PORW for In@m .pmt 1.75 in NM M of teas Ira CRON for nmam .pans Mn .serge .a.mmanm 12.5.00 psi la Natter Mann strands (factor of slab depth) 0.00 T.nlm ptefla type d sown .Sett Ism Sim 17 .1231111116 ORgx Om. net Of Wela over support a Mounts 2MOM to fact of watt Limited platlfionic* allowmainets r.MRrltt.d) M RMCtl.5 1.090 width tasa.n4m m ulatl flnp0 oath ipl.taam meted 5CT -315 2 -(SPOT OPONITIT p LJOICIMI Melt 1 A 1 2 30.50 34.00 35.00 00.00 1.00 a 2 25.00 34.00 35.02 24.00 2.00 001 ft I in Monll. aPAS C • CactllMt 5.000 (mid 7 • J -14.2 Lnl) ADAPT-PT 0- 1.10 tCl -M 045 IIn ns 2.1.1 84DCIML 40 tat or 07270O41 SPAM I toe Imarro1014101111 Fawn Man am 1ODyII.IDI anti math Masai( math thtv..Ism loft right al in 5.l in al in I 5 • le - - - -li -- - 35.00 .00 .10 3 .{0 .M 3 -Nn 1 • tctmp.lar maim 7 •I m Invested L ti= ••I Ram 4 • tttaded T or L maim 7 • east P: \Southcenter Design - Build - uarages\ENG\Posttens\Building B\Level 3 \Grid 2 & J -M.3 Level 3.Cre MP a Mm - -1 1 f Nn With -1 2 L 1 0 1 n 3 L 3 D wg. 4 C C D C C 2 n I 0 • Nola. LL - Top surface to referees 3W 2.1.3 linear 0 Ilan Ma m ®m( Nan .na 1 a anon • Wan OMAN Suns tamers • 107.1 0 elm is ft 5. in a 4 { 4 13.00 24.00 30.50 (11 34.00 12.14 24.00 24.10 111 20.14 13.10 24.00 24.00 (1) NOlrin (Men in NM. LIR 103.11tt is Mann a!04 a skip factor of IMaO 2 . 1 -0.3 Loma ID.PS -re 1- 1.10 ACT-07 74.00 •.• -.ut a..ai • aura •IV CY•V0• DATA an Non_ •m n 001032484 Can 1x2 ✓ imed st tot. N ...02314314)) Mymd at ma Nod. Mad at !m d Mad at sear ad. Llaead at for eM ad at tar Nod el . rla with rotational fixity a fa d .. • 4 m .11..• Tfn O • MAD 10th O • OnNM P • POSTAL TN nP L • LINT LOAD C • WmMnn S . AMJM -at Lim LIM IWM e ml =MOT Oimtl Om 2032071 input d Wt.d as dad MOM., Oat ten ni St I • 150.0 pa MteMy (her ... A 1 ( N or O ...M) Tutu on Trill me t/h 1 It ft 1 (k_ft a. ...ft) S/ft 20.50 on 25.00 RPM maa. MOM II DIM 0 ale• ft in a 7 • .02 (i) .D0 (1) .00 .00 (1) 41.00 131.20 51.20 101.00 20.00 20.00 5.{0 •.50 (Ora 2 • J -0.3 LenS) MAR -PS T- 7.10 203 -n 3.1 - LtSZinn N AMA= M Mars LOOT 1400 MLitt 70 P1104513302 (k/1t - 21. ( 0. or PAR. 1 ( 1 and tan an Llnit/ft( ( tat m ft -ft ) 1 h -ft • 84 1 7 3 4 5 a 7 1 1 C u 30.00 1 D 0 131.20 3 L 0 51.20 D 101.40 5.04 C OTS. samara= I.OaTM Mann LIOM MAO= is =INN •lth • skip factor of MIN 1/3 1.219 1.2. 4.1 For haft= *path 040 m%ssattt only itfmmf Width NY ad. TO It O t!! 5. 2 Ta 1170.00 8170.00 L a 21.73 13.27 =.00 .8307104 21.73 13.27 71.30 .1312114 MM. • ape /.Set11.+a[ is f®lfOre. sm 0.4 4.2 • - O2AD LOAD •000515. • I {ACTION • .2.1 •OA• 0005051• (t -ft) • s6.2WMOMS (kJ • Papa I Mtto 2 5 0-a.2 Levu 503 11111• lama 5(r)• 2 Mts. • • rmtnlnm 13.00 JOINT • 5.S mCTIRS Oa) • 43.09 2 22{ = 3 25.30 376.35 701.35 0 . 1105 LOAD NON0tTa 4--4.1 LI•S LOAD QM NOM= Ot-h0 sad filth fat= 001 • 0 .a• NNNN 0 - nyp. • 0 - ..- rift• tl IMM..• 045 W mu Ma W left right 1 { l { + 4 27.27 15.41 102.50 .22.25 -731.14 -20.24 -17.61 t.5• 2 -300.02 - 142.15 141.70 .42.25 -12.41. 20.24 -42.61 03.50 mat • •Catmlim mast AIn a Nts. Plow 4.1 throat 4.3 .51.• no main of all .0i 0d ImMR m.m 1701• P4.70 Mau 4 lift. 55.37 ma W Nor W 042 W 14.41 77.10 52.43 mina 70 nea -0/-031• 7.1 1lD0C0D DIM LOAD Nit It -et) stn s. Mlt. _• .-fat=s -a 0- rl{t• .• 0 i -80.04 ate. • . facto of -npmrt 1.2 1200010 Lin MOM MOOTS O -t) aaa as -033.17 Oilmtl= Width I = Mill aelrl • 21.73 22.07 • IIACTIDO• 6.3 COMM NN 1 (Crid 2 • J -14.7 Len!) MAf S? V- 7.15 1.01 -02 right* 1..09 20.50 in v.a+ a s 1 St XI C I r a " A S a I as { r I I as :3 .C. ...? 11111111 :77aa7777a77 $'1 33 1 13 3 3 1 333 3 3 3 € 3 33 s I B E rr 202 4/12/20S 32:42:34 PM .15 2.40 nA0 -v6w -240.11 .N ,Oa 24.0 (3 2) MOW MX .v 3.02 22.20 -101.01 4002.20 5.51 .act 15.5 (2 31 .30 0.15 30.55 -01.45 -240.12 1.42 .]a v.] la 3) .15 LN 22.00 -101.21 201.01 1.01 .a] 10.0 11 3) .30 7.45 45.01 -ay.40 20.11 1.54 des 10.5 (3 3) .T 0.53 15.00 -115.116 400.01 .N .Oa 24.0 (3 31 fM 01IL0 .40 10.20 20.00 44.45 4/4.45 ,N .N 40.0 11 2) YAIY Oil .45 11.45 30.00 42.47 433.40 .n ,w 24 0 11 2) ISMS OICZ 30.00 44.33 0(4.10 .N .N 24.0 (1 3) Si ml 30.00 45.30 510 N 40 04 11 1) .60 10.30 20.05 40.04 450.34 .N .N 11 1) .N 1 40.00 45.50 351.14 .35 •••• 41 1) .70 3 51.71 523.53 .24 11 1) .T 17.11 3.00 53.64 355 14 IS 11 .M ]0.40 40.00 05.53 120.30 .at AO 10 11 NN 33 I031C a a 4.1.2 LN.11 364P1-31 1- 7.10 3C1 -02 1.00 35.00 34.60 45.25 42.05 117.15 74.50 47.14 15.01 Pate 13 Veld 2 3 0 -0.3 level) (CSR -R V- 7.10 3C1 -02 Comot.. .0wlu of 01utactty no • 4030.50 b1 Crap facto] 2.00 uff.cttww u aa....la to cracking) It . .a Own .trap. 001.0 .Alfa / celteldag Of notice L 0110.00 for. 40123 N pa®t2au an 13400 /an 4.f101t1040 rules oaIY'RW s ALL ap 1.40.a. COMP= WOSTTIR Dun .."".40 a w. MYp 11 0wa, r P LLt.n a 2 4 0 4 1 1 - 43l33oa1 .al 0131 .011167011 3 .431110401 .01 (3.0331 .001 70201 P:\Southcenter Design - Build \aarages\ENG\Posttens\Building B\Level 3 \Grid 2 & J -M.3 Lt„]�3.Cre 3/3 Project: Project No. 0 1.1 Levi ( 3 fJLz /Opsf LLB So ( F =11"(Fb &riet / s Leoe' l 1 Ot-'to ru -,' a LL2 So f S oi,..tk cev {er �h Pis +r 17t i n= 1' o " ��s pilr. &riot /,P 1-eve1 3 +bOpt6 Yd21Ca l' O L-Ls "Op 1 '''QP /713jrt LS 6 b Client U U tJ' to' 2o /2' v to' 6 6 COUGHLINPORTERLUNDEEN STRUCTURAL •- CIVIL • SEISMIC ENGINEERING i Checked By v a zV t,' 2n It Designed By nit i n 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • ft 206/343-0460 • e 206/343 -5691 Date: f wn 6 Sheet of Er —Zoe : r. i 3..... 5 .?.. ?: I t I a::e ' :32:12 x; 2::::32: 52515 :5522 S ,. e: s:.......:. ^s 88 888: : ::: :a I C s:: i n 5 z. I a ::E 1 1 . : t 8:1 t 888 °88 E • 888888 .. YY 88888 4 888'°' 8• y " 8 u 8 . 8 .8 8 .8...... I 1U s e:, ..°17:78, A :SSA A' 28222220 Y• eeDDPFe• pDeDee•• t 4 4 • • • • • t 112 S 1 Ni H a S s Y Y 222222212 S2S222212 323222202 sss33 S822332 FSSCS S FFi'. ]YFFB F F08:F8.F8 F', a8 22 22 AS ] MS 28 2w 22 AS YFSYF ... ,,,,,,,,, SCAB .. 885322 SSS222 812332 283222 832 iieea.111 111 111 111 1 SSS888888Y8 tilt 11 88888 yy 9tl CCEE 1y7111@2Stl aa • g 1q C /O�L In 14 :S ! 1:1 27.2,'2; 88„ 5 1 aai I 1112.9 2 8121 e • O • v4 a 4 . ▪ I t 5/3223202 e. DDDOeeeee e 11 ia..eaa111 a SS C 1 aw4 Y 3°saaaasaa P7 2-09 —4 � 7 . gs Ust Tu s CO sr, 03 S i S:sSia0: t N 0 `x+00: SSS:: SSSSS SS S ° .° YS Mil ' SSSS !SSSS $ i $ is ss3 s $$s$ _ = , 3 3 3333 PM S•9 $ A 133 SS: SSS a: Y Y kA4 22 22 22 i y 1 8 :px:px: S PS 1 Ul C4 g Tr 2222° 9 il N S o o0:Ci I S 0+a 7p 1 423312222 s $ SS :SSSSSSM p , 00000000000e 1 7 ...... 0 0 0 4 0 t a a^: 1 z s[ : I V 4: 0 0 3 SO I I f :z::a o 0 Q • • • I ° • : S:: : SSS: , SS: :SSSS 7 .. .. .. .. .. .. S --SS SSSS' Hiss sage 33333 °sss 8 SSYS :s 1 $ $ $ " °" i P1 -2 lo 9 33377 171714 :as:a'7 w r 3 g 'FaSaia I . a..: . .• !S77 t 3II SSa37 asII•IISa .SSSSSaaS El Si . 99 II 11 g 77777777 ssssassa Sa i t .. Vg g S E. ?T -211 4/12/200b ±2:42:54 PM P: \Southcenter Design -Buila ,.arages\ENG\Posttens\Building B\Level 3 \Grid 1.5 Level 3.Ci.. ' Page 17 (Grid 1.5 Level 91 1 00 .00) .12 I 1 00 001 .ID I 1 00 2 00 om .12 I 2 1 00 .12 I 1 .00 .0m .12 ( .1a 11.3.1 STOOL AS SUPPORT Am 05002 C01T001A PIBsx 290 r 0201210020 JOINT I1n ]) . lae-- O•.25L -a Iin'll e - 101 - -b .36L - 4 1 ] 5 001 1 P 5 00) 001 00) 1 .v 001 1 001 .11 1 0(0 l 001 001 00) .12 1 001 ( 00) .12 1 001 ( 00 00) .00 000 .v 1 0m 001 00) Om 1 .la 1 .19 .001 .00 1 .00 .00) 12 5 B e A B 1 1 5 / a 1 1 M0. BUMS AID 5198 -I0.v BLAB 9yelelO Ma sheer reinforcement rryuired Page 10 (arid 1.0 Lesti ]) 13 -MAXIM( 880.11 O89L8cTIOee concrete's flue of eleeticity Sc 0 Rei Creep factor 01 ].00 IefbRive /Igrwe... (due to Cracking/ •heir stresses exceed s 0(fer1 /e erecting of section is allowed for. Paluee in parentheses are Iepm /sax deflection) ratio. 111991SC[IO21 Ana ALL IN inches WIGWAM MBITI86 AP IL OLrST WrtP[K085P LL OGPWL.I.00882 .pl 1.911 it 1 161 .291 2.211 .]11 6961 61 911 .23( 7231 .33( ]0) .34( 95) .19( 1 65) vl rasp 11 1 6f) -.04( 9603) 111 9 65) .04( 0]611 .06( 161 .05( 61691 .061 61821 .051 6]550 .06( 9865) .061 45591 e]( 891) -.11( 1109) .40) 601) .351 6591 .411 5011 .39( 6]0) .39( 6161 601 6031 .101 95)1 .1]( 1070) 4/4 S °Sala^:^ SS ... _ 8' ^r Q) r.) g 588 ^SSS :S • a M SSSIIU SSBl J . aaaaoa... DO....... pa 0 0 • 1 aaaaoo111 III ^ 5 I 0 - m 811 ^ 0 48 S f� P th A O D. t 4 4 4 M a 4 ♦ S gmailaai SSSlzSe2 SSSlllaea SSBIlIaA. SSS 522511512 2:851251 .1 22 as .s 22 as 35855 . . .. a .. a .. a .. a .. a .. 1 .. .. a .. l l a l a .. 833881 SSSI•• :ISSIS SSSSIS SSSWSS eaeaeen* DD DDp... eo Done... aaeeee.. aoaaee. aaaaaahll 111 111 III oaaaeol 1 111 144 Id.; 2 j a a sg sea ssa SSSSBS .... 233 Inn 2 yyyy 34 2.83888823E X11 . � 5 SAS .... . 588 gglys 44 f8 gy i I t HHi C. 51251.5 ^ as ^. S mill 8 l a 1 1 10. P114 14 : 1 1011 11;11 min lam S 22 SSII .8 ^^ ^. 05 a 3 a.2 .ft eoeeoa... b 11 aaaaaaall a ?1 -213 :a: C8 EE a 1 CEE CE�:E 'ECEE 1 f "s!!! riff; .:.. 8888. ... : : : ;; ..... ..: :i I 15 2 e:. ..... ee "r is .. Sea ... E a H r I I I 51 Rh I il l I I I E I I I e8Eeaaiae S I a : : :S: E :CS • I s EES erararercre CI ea as as a. aca CSCSSas " ........ S8. I::: 'aai:. r 1 it Iq x! 41 a 7: •e •r. eoi 0 Er 1 1....r1. 4 . . g p .•., :SYY :YS:: E h %:5:: 15;55 Hsi: r. i du C 1 pill OM eiCa :t tE E CEE OM km • I �] 8 cii 0 [ay N 6 .a to C ..... ..SSS SS I t. $U y S :EE: S I :FE CCCSS my I R9xR9x- ,/111' RR. ::..:R2 I i7.1111 111 I I • ::888 :RfR8 3 A i 5 s 1 1 s t I e : F : :R :::R% . iRdiR292 Y ' 2.22:2: :B: AY 2::9 :22s2s a !! g : iiddiiii 8888888 a44 I :s 1 Y:RSFFRF. i lio i• 8:888:8: AS w Si s ?::2:8:92 U x..99 .:s R 8 kg 5 2 O rn d � 7 00 a ti U O • i s ii l 97,799 F� @y.......:..EE Eli S6Sq 111171 8 ■. 88888.48888 888888 � a^�8888eE1_Y::: C 111111 ^1111 0 9 d 8 .... 4 n .8181 " 858 i i 888888 • 2 111111=1111 1 n V R . atm L PT- 26 Grid. ,6 Level 7 txLz (Or F rytt - 1' -0" L L• SJ1u E 1 rnsd'_ oLZ[or.E Taint/to" LL = SorsF S /n a,- .rt.. 133 13 Project No. Client U U v COUGHLINPORTERLUNDEEN StRUCTURAL • CIVIL • SEISMIC ENGINEERING a' a i> b A so' S' U 0 b U /o' / 1 6' J Designed By Checked By ag iti 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P. 206/343-0460 • P 206/343 -5691 Date: 1 2,8106 Sheet of 2 223232202 2: e yyy i 222 2 '3 el 32 :223 222222 L 0000 ..u. .0.0..... a 8 I 9 it a S� a E8 • • I1 2322222133= R�7 I t 8: °3::2234,1 2 22 . 2 ... 2 • 9 ; S H g : 8 2 :1 3 :f . 22322312 4242222t2 332223232 262222232 3332222 F:SC28C38 C:2#ISA28 13 2. 22 24 22 'i2 a a a a a a a 2 a a a a ., a 23: 322222 22:222 222322 224222 00.0..0. 0.0...... 000000... e.......a 0000000 III aaa...Ell Iti aaanantit aaa.a.E 14 ; _ 344 112 if 248 � ssj a e 3 CI /FIS2a8 as 'a2 22 22 22 22 • t t I t 03UME s jj I y 1e a.:.......$ a °s. ....... C' :2:2322:2 s 2..232 000000.00. D 11 III a .a F1 - 218 a es (�J SIBS! MISS F. . o - 3 e r e O h i .755!.3^. AZ ME N .? • ; 7 1 1 kin I3; 111;1 1;1 : : :2 s:::: : 5 .. 55 7.7.7 ^•7. 5 5 55 55355 7557!: :1 e. i ? 2 11. 311; 3 23 ii:AA :Al:: "75"" 7253535:! e e0e0 ODD PO.0 anananaaamara t 252 e 9 .40 .40.4000 '3 553 2 t 77 2i 3i G � I RC 5: ti K5: I33 3°323 3777 222 2. 2 55 57 I a °I .I a� .. : :: 3:: 3232; . 4°27; i 3=:33 =928; I 8 7 ? : 9 77;. ..? .. : :27723 ;8x9'87.2• 28 992229 2 ..... 2 3.. ., .nn. F98 532 °:733' 292 SSSSSSSS 2222282222 2232333222 g I I I t :^288232 t s . • V 97222232228 I reliiiEx3 • i al l al U' i • � I 12 I 3. .23 ss ss•• -lass^ as 88828888888 88888888%88 1.11 9 ij jj 8 22 ...... =.n : ill fill m il III AO d t in 2 922 „ 2 9 if 9• :g a:aaala9 8 2 is 33000411 0 I f2� s9a$ 8 3: . «G .... : . :C:S SC: G e G. S 88YS 8YCS 9 I N G G 5 C • C iEE888 88YY.......� .0. 88888E Y• CCCCSGGCCCC Y S� i88S8i ei'EES:irri t:E ....::48..88 a�. g }y g Ae Y Y EEB::Sedd EE Yy p y p 888_ ••• ! O W 4 b 0 O n d [A r. 1 M �G 11 .p Pak A C co 2'2 5382'82222 ,'fi 28188"2818 .T.;' '.T. 1221 I 81822878 188222282= X aicgicegq 5 I 22881828 07807222 •^�,�1i887S887S i :i:828t8 81828 888:8 772 32.2222 j . /818888888 8888888888 5 8888888888 Ii p 2 g. Si ' I SS88,, ,,,_, :8888°88588 sa::a 88 82288222'8 8222 a • 1a S 5 .saagg3s t 2 ,' � 2 222778 - ?? C h §1 a 7 8 ?a• �7- 22 1( s • g U II i 8 888 "3.=. aaa= , °• ^, 89 !En 83 er ..... s . PT' 725 I Gr d S C.ev.t 3 tn- 10 n 6 LL' :ops f Z Z3" W - -7" 2 s' -fo" 0.1q o o16 k 00 w LL` Q COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING tix--3 Kt 1' U L�•!6 3.01 1.41 2•1f Lit z, 36=1" Project cou,tik &f )4- Pit fl Designed B JSytti. Date: I/ 26106 Project No. Client Checked By Sheet / of 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P. 206/343-0460 • P 206/343 -5691 P r-- 226 arnaaa S 9 12 a -r1 rr I C � 0 Alamo Piaui. &we.. ilU: r :ts ::t: SSSi SSi: SSii I r 7 7 :S .re.S2St SS :: SSSS SSSS S B r: r .rr ter 5.,. S.r SFr, . SFr, S:r::S .SSSS S :S::.•• . is:: tzf: . s S SFr F rr88:8:6SS86SS 88888 S:S: ;IN Si::S SSSS 1 r i 1111 1111 1111aaaaaa... 1 ++++++aaaaaaaa ...mg W aaa naaaa ++ +gnaaaana SS.: S5EEI IEEE Eiji tint EEi: : I S F. Irr rr guar 1a aaa arc aaa :SS I CS: iii: Si: SSS SSSS SSS O G g.. rEs 8 r... R U a tl I tl 4i en iN T 9 i be A 4 1 99 i iiii - a 4 nil s N i . A 11" "11. m :a 1111141 411 a d . ...... ! S. .7,S S ?a ....... P . ii13333 :?SaS3 ?333.5,1 •g a::a s bQ Ctl 12sigsa: ' CID mct 1131 2222' .A .e. ?1111... 2212 a4aaa i5 :2kSSSSS 7 $ 1SSaS :1 :SSS.3 0 C 3 I' � 9 s ' a S s caaacII:::::: s ".e- x222 : i iii��ii - Ili = 331!111 � 111 91 s Aia : cam s .s ug: 8 sp g a :: 9i Ascac::s = i s Pcasasg :IIn.s :ACs:ss :s "Sla ?S : S :aaa "5 ^ :9a?:i;"sa;a9 t .A 1111: ...,.ia:.. 1444444444441 1142; :: :: • 4 : _ aaaA1111 • Sta2IIi28 l s : SSSa s I a y 3 ;a a A is:::;:;:...•... I •••:: :: :: : •::: " " 11:11. :.:: :: :11 & • : is :" 2222 ?sa: :as: M! I ; a. Ssss ?s acs :sssgaassss :ss i 1; 1111..... ?? ?112 4:::::: ::ax:S::iaIIII2:aA::2S a Al • :11:SS:SSa:: :a:: :2:: :5 .. ' . aaaa;" "7,.. : i 1: 1111 . TS•aa 2 i:=SRa:Aa ::a Ass • :::2IIi:xi:sax:sS:: ::a 4aaaa 1 P••a:aaa;;::"'aaaa ssssxassassss s 1414414114111 °5 - a:: AAAA13aa ::: :: S SSasa 2 2 6 I g I" g x9 .A •4 ". CSs ::a t I gg I in FT 211 Or. .1 H.7 Misfit. Level 3 /L• =1 °,5f LL =,Jo Into I F =11k /6 6-.d y.6 pit;,-. 1.4ve I pt.. / a ® ,F LL= S op. C 1n o F ' 11 k/E3 26 a to to' to / to' uaa M b 'Ml Level 3. fee ij r•igt 1.6 exe..0 DL' /op f 4 COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING so LE L) V 6 = 6" / / /9' 7 i Ps Zolel VL+ 6op.P 6 • 6 -6" 0 v v o5 S v D P 11 k in t Pt. ilk/ fl yr LL Project Sos.,. /P, 'bpv C 4I Designed Br Date: // «66 Project No. Client Checked Br Sheet of 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P. 206/343 -0460 • F. 206/343 -5691 pr -2_30 S i U a 2A828a2A8 AASA:sta8 'd ▪ A 2s2 :s "2 s " c aaa212 ssasss d . 0000 000000... C 1 III aaaaeattt 6 i� 4 a • • • • • 1 12 .SSSSSSISA 11 2 AS22222S2Ss Q 2" 22222 2222 22 S22222222 sa2222202 282222202 2S2222: p 5 p j � 2A8 AAaAA8AA8 ASS 2 2 "" "" 40 "0 "" "" 40 .0 as "" "" 2a S 82. SA28 8A.:ASS 522222 ssss:: aas222 222222 as822: a000a0... 000000... 000a0ana 000000... 0000000 0000001!! III !II 111 4 _ In 1119 11 ::s :s a: t le 2222 ! i SSSSSSSSSSS t 0111 10 y{ q 24 FY i11 .a ssss S 2S Aa82a82 22 " u 0000000 a IN aaaa00II1 a 8. as ..... 8 4444 aaaaaaII PT - 2. 3 1 a:a Fr: 28 :22 � 13,:1=•==1 .f. i 1413 -:a i 1! 1 F t ::x t I t [ e : :81 : ::: :: .A .......... S 2 a.i = :7I =Slit J 1 t t "- i :::i8gg £l :S: I 8 g- :Sa :1811 ::F °514: a a Sa I I I C I i iu =1= = e: A: S: a -- rr_ -2--a3 4/12/2006 .2:43:48 PM P: \Southcenter Design -Buila .x arages\ENG\Posttens\Building B\Level 3 \Grid 4.7 Distr Levex 'Cre Page 17 (Orb 677 Distr Lent') ADAPT -PT v- 7.10 ACI -02 STIES, SUPPORTS A. DlfA9citetr !MAR cAnton OirroorrT CRITERIA u POINT (Sn . - - -wT .9x-- w.294 7 .12 000 10 .000 9b shear relnfortmct regolred 2( 002) -.071 1516) .29( 20) .31( 779) .75( 920 .34( 060 nl 7321 ul 900 -.0]( 56521 .M( 69901 .00) .90 00 ( .000 .no 00 .00 ( m .00 .0a 1 00 ( .0W .00 0 11- 9p91x014 SPAR 2BT LECTIOx3 .00 ( 1] - 9 R I A R 10 5 I 0 9 AM SUNS AM ORB -10t SW SYSE0l Page 16 (arid 4.7 Oietr Lena) ADAPT -PT V- 7.10 e modulus s modulus of elasticity Oc 02 0 1 Creep factor R ieffeaive /Igr060... (due to cranking) )(here et eeeeee exceed 6 0(fc'1'1 /1 A-reeking of eeafm le allowed for. Val ... in parentheses are (spas /mu deflection) ratios < 4PG0.TIw ARE ALI Ix inch... OOIWARD POSITIVE........ AN UL 1041.1 DLAFTACREZP LL 0L.PP.WsCpnP 1 .111 11691 .61( 2911 091 3662) - 111 11091 111 12501 901 soil 090 51161 .301 6051 064 1979) 911 0601 060 6192) 901 6061 05( 96111 30) 001 .061 3010) 340 6 99 011112950 - 030 3'300 .00(23903) .01( 9191) o00 .000 6l .000 as01 01 . 4/4 S?: 2 N 0 ' SSS `w g ; Vitt H ISS 222:: IP i mu til 94 0 S:s:a:e: : di; sx :ee e M r:s :s : s :s 00040170000 aaanaaanaaaa €a ^ " .. e • . 4 Y ? ? !; t : ..... ?2^ ^7 : • ?8111? C1: : ° ::?::8:a l g 1 S:::SS 2 : 21222 :S? SRS °: : „?? S :: l sib ii i^i§ ;rail 73S R :: S 4 E f a? PT-2-3-6 :3x2:2 ^ass 444' '444 2a22::CF8a I aA229:Aa08 :2220:: 8 1 q x:ss ::: • ir irrr,rrrrr 0 i i 7= !:!' I S } 2 a i 8 5 C I dxisxdax a:a2CSC0ja r ° "xxxx:: ia22 :e2383 saassas 88 SSasaSSS 88a:8338SS ti el Ii i 8 S„ " S 88588882882 gaa8 : :88:72'•2 3 .'0. 44444333 1 181 54 i ay•��E — 88888 1 ..x21241 S C 88 I Z22 4/12/200o 12:44:24 PM P:\Southcenter Design-Builu -tarages\ENG\Posttens \Building B\Level 3 \Grid 4.6 Distr Levi. J.Cre Page 17 Joan sTEEL AT SUPPORTS TOP BOTTOM Am DIPTEPIND REBA, CRITERIA AS carman REBAR CRITERIA 12.000 AR 059 I 0 31 FOR BEAMS AND ONR-1tAY SLAB SYSTEM No shear reinforcement required Plage 11 .001 13 -14.7291314 SPAN DEFLECTIONS 8 .00) .00 .00) .00) .00) .00 .001 .001 0 .00 .001 .001 .00 .00) .000 .00 .00) .00) .00 .0 .00) .00 .00) .001 .00 .001 .14 .00 .00) I .00 .00) Cmcrettre WOD311.131 of elasticity Creep factor Zee fectivetrgross... (due to cracking) Where stresses exceed 6.01[0'1'1/2 cracking of section is allowed for. Values in parentheses are Ispuihnax deflectia0 ratios reetzerrow ARA ALL IR inches. 1301001050 posinve e AN 01 00)+n 01.37+CREEP LL DEAPD+11.4-00EEP .09( 340 .331 73” .30 690 . 620 .30 600 .331 730) 639) TII) .790 300 .33) 1039) .13) 2004) .05) 50161 .07) 33751 .07( 3613) .05) 4913) .11) 21021 '.04)2333) .15) 1562) .931 260 -.12) 900 AS) 630 .39) 600 A0 5211 520 AO( MI .500 460 .96) 250 .001 .101 :00 .00) 4/4 M 2; 221333..1; 2 323 3!"8!38 E";S 1E! 3'a:' . "d .. I I 222 "3° 223323 00000.0.0. 000000... 000000031b a00aeee aaanaattt auaa,.eee t s AsS '-no." • 3 'a i. R �3 i 22233332321 :11211:022: E 8'888888222 : s It 1 i 1 la: aIT'S 3 i aI s gg 818 s "s 3 a z ti 1 i 3 14 I ] i d 34 iEi d g3 X1 y 1 II I , 1 i 2 � S5/ 9 :Ip II I II I!! 1 III uann 312333 °.1; 3":33.7''382 223333 3.12 3.1133°23" 569333° gIsfing:: n3!:2g:: !18!38!;% ! as as as 'aS'33 33 33 3. as 'a: s :l; •• ;Ills!: • 7 ^1: 3 a 'a • a a a S a a a 2 a 3 3 233332 ' 233333 32S° °" 361333 33: 000000... 0000000.0.■ 000000... 000000... eeee0e. !n eee Ill aaa000ttt aaa0001 DDDDDD P2222 t !• 'a " 8 t • °I t C et Soft 120 II .. SS as • 5 t t 1 :. ag ;2..34... a :s :x: :: ., 42992 gs gg .. a 11 is ; H :a i 1111 11 111 ihsuu .S 2 8.. . 2. 2.8 :. 7188 :a:: 8 • :a :: 777:: 7 : :: ..... ..... ..... ..... ..... ..... ga s 2822° s t 128 88'i83 :22 . ^.7' :222 8x2228 a i CD noon 000000000 i S CD N � aaaaee aaaoaae6E 'J • ! L Q 77 4488877 " Q^ n 2222 1 ev 2:22 8 C 1 I I !k 22222222222 7 4 1 1 g o e 1 81 1 88 22222 8.281 4884• 22422 .28 1888 1128: a:::: 57 8 282822:72°28 oa as e o v e DO as aaaoa oaaao t :88:3 :8as: aaaaaaaa a :1:88 : : • U s U : E 7 C fiII a f G :1 : as 22 : : rigor. SS: " 84844 :82 ::S ;3 SSSSS = VI :::::88:: 57:::1::8 1 s ° :21 ::5 s: 2 a ?4 82 8888888 a tA 8 i • 8 • 1 ) 4 1 333 a2s:2x ?:ax I Ea t 5 C 388 8 t I I C L : 8 3 csxzxq ^s^ 8: . 8 :3FxC'8^ 8 nialSia sa p 2-111 4/12/200u 12:44:37 PM P: \Southcenter Design -Builu .sarages\ENG\Posttens\Building B \Level 3 \Typ Distributed Lf...:13 Bldg B.Cre - Newt capacity a factored (design) moment Support cut -off length for minimum steel 11mgt4/epnl ... Span out -off length for miniature steelllength /npanl .. Top bar extension beyond where required 13.00 in Bottom bar extension beyond [here required 12i0 in Bemro0cmm2f based on NO pmxmRxopno6 of factored moment. TOTAL MBT®T or 'MAR - 149.0 lb Page 17 ITy'p Distributed Imee) ADAPT -PP V- 7.10 AC1•03 BOTTOM STEEL AT NID-spAN T As DIPPERS = P MAR CRITERIA Iin'xl .- p x5L -a ISn 6 3 1 3 of 00) 01 001 0) 001 • 5 00 .12 6 00 7 00 u 1 10 .00 .10 ( AVERAGE • .0 per 11.3.1 STEAL AT SUPPORTS Top BOTTOM Ae DIPPEOPNT RESAR CRITERIA AS DIPPERAff DEBAR CRITERIA 5 3. 1. 1T -SMEAR DESIGN FOR BEVL9AIO ou1$AT SLAB SYSTEM No shear reinforcement required Page le (Typ Distributed Level ADAPT -PT V- 1.10 AcI -03 13 -14MCIMOM SPAN DitPLEcTraNs Coast mth f I tl ity r Rai Creep factor t Ieffeotive /Igmee...ldue to cracking) r - .91 Where atreeses exceed 6.0(fc'1'1 /1 cracking of ection is allowed for. Values in parentheses are (span /sax deflection) ratios DEPLECNICSI ME ALL IN AN DEPT OLPf.CPRP the IL AN DLIPTTALLACRERP i .67( 359) 07( 16001 v( 759) n( 19) .a( 643) x1 750 .36) 699) .51) 967) .22( v f9) 9(x.19) .12( G .) .05( .01 .06( 9 15) .061 31•11) .05( 5102) u(3 su 10( 9 33) vl) venom 4/4 .4190 369) 33 15x0 of 556) A9( o3) 691 1 540 9( 540 5( 593) 5) 939) 6( 50 .66( 363) ^. Gr.d 6 t (S -i- Beam_ LZ Project Project No. SDw4k 4 8w4 no = 9s o4 pre4u4 k = 6Y04 d . LL •'Loy to so,4 COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING Designed By rZ)ZA1 Date: L Client Checked By Sheet of 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P. 2061343 -0460 • F. 2061343 -5691 PT -A/3 4/12/204i2:44:46 PM P:\Southcenter Design -Build arages\ENG\Posttens\Building B \Level 3 \Grid 6 & B -C Level s.Cre ADUT CNpPmo• µ•DeWitt [D•OlR sonny •Nan 1722 eel* bad. snits 230, Yee City. California Net ANT-RC oa arta. Caere @IV•W Dana [scion 4.55 art nal 1)B- 314-.1 /R' -031 IGR [01Vatlon - atNCtn' {4[155. bftat. Neu 1723 breed Red, IWN 330. lee/ City. Kaifu is ••1 None. -NN. ea, 00M304.4475 sa11. 3orporNµieseft eas le site. Le erreeAd•PIOD .re P ROJECT TITL4 N outbconts Oartta eft arid E • 2-C seal 2 .rnm N 20 days. for Itµ /na55 $55..00 Dµ for COLONS ON..M psi I•TOTA N .IAUSITT for NIMWSIC 403..60 b1 for [call 4030.50 kM Um facts for daf1.Nlona for m111M AU 3.30 earn more 0014 usaM•m. Tina •ti or 46.00 m Male One at SDP 1.70 is Cove e at pane 1.55 N 33.1010 OPTIC= O.sD. Structure seta Mon M-t N 55uµ1. we support is Men I is ®e® to faro of support Us µfotlw fee 010th Oonnidaratet In affective flo•a width aglstaofa seed CI -Sit Mw f Weft C • Cantilever 1.2.1 F1Ua.94L •ND OM N Mane lee 1 • NNLNOIar anion 3• T or Isere L section I section 4 • 4sstM T or L sortie 7 • Stitt • • Waffle 12 - Top sees N 135072 lino 3.1.7 • PICI t• UMW DAM N MOAN Me •PM •µaeµes01=0 in 54.40 2.2- SUPPORT VIOT• A00 COLUMN OATS OATS Ai Tilt N PMYM Mena. Par 3•.2005 At Ti.., 14n2 ANCS tll1. Ned • I 1-C Leal I 1- 10010.L 0001•11 P•2AIOPTI!• ION 4 • he Nw1 3) •Mn-C V- •.50 MI -02 lee 1 • 0 GOE RCM SOL M WN. width thick. 00? 1�ift • M ft I L L I is L in in is l 1 . • • 7 • • 1 f 30.0• M.M 31.40 72.00 5.011 MCC 1al1 COW IN a 0PU* COWS Dent LOI20 (DIY O Cr. Ulna IOTA) 0 MC• Jam 11 ft in in ft is in L 4 • 4 7 -- -110 -- 1 1 34.03 34.00 24.00 (11 (11 2 24.00 12.00 24.00 24.00 111 .00 (11 .f• tidl1 CmAC CU RI= Can 'Cr) Pie at ben Feb ...(51103413) Uwe at not al. fled It for .•• Had at Ear al. aped at for W red at vat at. rlle eta rotational fatty at fat and 4 MN 3 lied • • De Laee1 31 3 -IDIOT AtILIID 1052200 D • DEAD LOAD L • Liar 1050 Cat sea TIM k ft's ( ft TIN U • Mee P • PAUSAL CRl•l C • RCCaim*e M . AMUN lee N. LIM Loge Tel ( 70 or C ...Y) Thal co Tat Sift • • 0 1 1 C 10.00 1 D 10.00 1 0 Ii 3.1 - tai L hem• L Rea SCOT Wee Ma io Mmanln =VOW IIVft'a). ( ©.et NU. ) I11100P0TI Ca =an Tin LtMlWet) 1 Net or ft-ft 1 1 Oft • R 1 1 1 L C D C 1 0 L 1.055 20.00 10.011 3..•e 30E0 4- CALCULATID ••07I00 ?1004t7111 le Vann spn• W Cellos, elf CM aµ I Tb it ae ie N is a a 1 .27150+01 14.00 a.se Paw • (Grid • a S.0 awl 2) ADAPT-It V- 4.70 CI -µ 0• - -- • INNMetllew[ L aCelfora. •w Dlee! 4.2 0- DRAB LOAD 00500TE. • MOSCTIa0• 4 S.1 •l.0 NOMIDT• (MRI• . 1.2 Ile ell R) Ma 0(1)• saw 11(r)• 70(11 left 4. a 3 4 • 1 322.70 - 100.42 taw, • . Cetera este 10002 • E3 UNCTIONS 00 a • SA Mel 110140112• R -ft) a 44.31 - 110.38 0..a 102.42 1/2 t - LIVI LOAD 50510T0. • A•ICTIOM• •-• Li L I V I • O O YM IYOO R -nit) YO .al Saba (W a 1eR a ....... Sete a a - riglt. -20.2 !tea eat ma en we ea en ea left t1CN a 3 4 S • 7 • t- Meta. • . catelia, oNSta -13.55 .TLC as ate ma US le aiu i 1 12.•3 .N ~ 00 ▪ ` 00 2 •..• .N 45.00 P aw I (Ord • a (SC Neal 3) MNU -C T- 4.50 ACI-Oa lot.. Sloe 1.2 et ES wee vo onion al µ% aalNd toe ea 7- I•DUCPD JIM 1 -110.55 322.7 l 0 w. Note • . Lae of support 2 7.1 l• 0 O C 0 MAD LOAD MOOT• R -h) 7.2 LTP LOAD qN IS -N) OM r W a ma W ma m i -4 4 7 1 - 27.70 0.70 04.70 12 72 - 20ta• • , foot N .apart 1•- FACTORED Ma5IDT• • ••ACTIOD• Calculate M ( 1.240 • 1.401i 14.1 Pete= CSµe IMOL 11 - 121 a let* a _ -- niOupu rife. S PA. W slat W 2 - 1 - 132.51 257.70 304.47 - 322.47 eon. .. faw Of natal W Pe 4 (grid • • P{ NNl µ AOAU -N T- 450 MI -Oa 10.2 FMSNL Meta 10.3 17220020 ere moms INS -ft) IW o- NtC colro - -a a -- v1eM colua AN isa Mn et m =Lit W 2 4 0 4 7 1 7472 55.05 w1.10 -273.47 Top Mr etaae keyed went recited 23.ee in 4/12/206(12:44:46 PM P:\Southcenter Design- Blab. ,rarages\ENG\Posttens\Building B \Level 3 \Grid 6 & B -C Lev` s.Cre wttr Ya -mice bard whew roguirod 11.00 is .X 24.00 21.10 20.07 40.30 .24 11.0 (2 2) VW 067 .X 14.44 31.44 01.44 -70.01 .20 11.0 (3 2) IRANI ONLY .X 27.00 31.00 43.91 -132.44 14 11.• Il 31 5200 COLT 11.1 -31ILO 1T22L - TOTAL •TOI! X 31 21 4 -Uf .34 11.4 (2 a) 011X 1.00 30.00 31.50 40.31 440.32 11.1.1 TO! XYI. 1Q.CT1r IC 1® -02Y lionw ham. AT 331000• la 31 wai ( 11111 NW) SO am IOW ( 6T CO) 3. o aria Lana - -1 a a 4 0 4 7 1 ( .001 I 4.10 1 . 7 2. . . . . . . . . . • 11. 1.3 +w OWL ml.Tlr r awXX0 o]TV X31. n •wm• (in11 (32 OOaa ( Wd 0. 1) Ws= Wan ( ma 10.1 3. i 000 MOM 0- 1 2.31 1.72) 2 2 • • 4• -1 ( w) a 1 2.30 1.72) • 2 • a 1 ( .000 11.1.3 IDOL IQOT 07 000 • 400.7 lb AMMO • 3.0 p( et.. Ma• • Maier robes ISXa valor rla 2 eat 0 14 calrlXw Wed on 2100 • 244 W • !w /q• 0s • 1.33•lpa of nlafenhwt for atrgH (listed haler color 3 - 71 • YYt et bus listed haler alen 4 ie red at attar wa el bur colt color t or anus 3. 1Oleiw r is LOW. amber of amts listed rlor eels s is Wed s either an of 111 5300 haw 7 or piss V. sass's It labor. Page 7 Otld I t FO btal 31 air - t - 4.00 nI - 301 IMMO 200 -a2 ••a2 •200X00 ten levab • WNW vaob 101l altar 011 (p) d • Wawa of taAvva4ip Liter to ercr0ld of emir roar 444 yaivp of telaped 41 stamp, (LW 44400. col) sew as manna are MOWN Ma . IO .. • IOo.d rota and .bap O.aa .. Sc • 1 Oat a 11-• )02024 2 as laWaale salve of 31(a wow (it( Imp 12. -a) as Wasatble haled e( ).1101 yawn. Av • 1 as rsa(or0it tepind 2 as pa(Ortapt rplted (OCI p11i -as). for tow ply a nat[I. impanel by 0aria IOQ Iva 11-12) rW . 1 1515 . 24.44 ft (amt spa Ms 1.00 to 0.00 0 1 1 • lb 6 =TO l 4 04 Om i/1 ft in I 2 -O Wir L /1% 0 r ed S5 040 31 -- 00 31.00 .Oa 1.11 31.0) .73.77 -5.00 1.32 .24 11.0 (2 a) 2.02 31.1) .7) 00 -44 1.39 .w 11.0 (3 2) 4.00 NO 00.04 1.44 .24 11.0 0 2) .i0 0.00 21.50 .44.00 111.21 1.22 .24 11.0 (3 1) .]0 7.00 0.00 -44.03 300.10 1.12 11.0 (2 a) 31.00 -43.00 348.44 1.12 11.0 (1 1) .0 1 21.04 21.41 307.00 .2] (2 1) .w 11 31.00 13.37 .31 .n .e0 1) .4) 13.40 31.50 22.23 237.70 O .a .00 (2 1) .w 10.04 31.51 27.3) 3•.22 he (a 1) .00 vss0 31.00 20.25 341.41 . 11 0 (2 2) WA MY O 4120* •••‘: 3.5.00 21.00 01.32 200.41 0 .0 e.24 O 11 4 3) ow V as vs0 21.00 11.14 113. .41 4 11 0 a) 5000 OW 70 21.00 21 00 31.14 110.44 .w .24 11 • (a 3) woo ow r page aorta 1 • Leval LIl 31 ADAPADAPT-PC 2)3-0 - 7- •.40 2 v \ .7) 22.2e 31.00 22.10 11.• If 3) WRNS ONLY Pale 0 (Grid • • Fc Leta 21 13- IXtpai •••• O[PLdetIO[• concrete's mhX of elasticity b • 4424.10 bl ley tats [ • 2.04 lien is 2aatWp an (span /es Ml.nlael ratios m1000. an 64 a aar. mOb0I0 wamp saki 6 WOW! u O..LL.rm 4 2 - 4 0 4 1 .044 404) .301 1700) 1.001 2301 2/2 low Project Project No. Gras At 1 H.s- yf AG 13e..* Levc,l 1 - ram , . 3=6" ID L= 6 a.: ro,,6 y.� A- Al 126 neu». L3/Lz _SW : /o r< P G� io" 6" � V " oz.- P 8x g= yo�p r C J l~�evbw G4.,.,a r-u4 to' -o° f1 HC a.4f nL=V( a .y 111:)11:: ` 1.71``+ 5.4: 7.1 lL i` I ,- iZs(s )C _ 732 � 7 ' 13' 4 , 9's Client f.6" fi pis 9: LL : x„49 413 PINT? STREET • SUITE 300 • SEATTLE. WA 98101 • P. 206/343-0460 • F. 206/343 -5691 COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING Designed By: I3YCM Date: q/ 6/o Checked By: Sheet of 4/12/20012:44:55 PM Level 3.Cre ADM ocaonnolt fltlC,mW. COMM •NAAY SUM 1723 yWit Read. Ma M. 1100.-• City. Califon 1A 04051 ADAPT-OCR S®ORM NLR Ot WnAs Mal emit hw NOMAD GCL,n.n/ -OT ADAPT 09MATli - Rtawttmtl an Software R)Otm 1910 (eNtids w d. Otte 230, Mad City. California 54001 l mw (0501140 -0450. /m: (0501744-4570 wall, oWmt.S.otsctt.ta. 110 Slat tas /,rm.]a tsolt.O an AM Tlla a MOM 0.vnu, etna tags Grid 5.2 • 4.4-4.0 RC Ir weal 4004ICT TITLis Sautattar earaye S1Oo S Grid r.] • 4.41.) IC Y Mel ) 1- O1O•0A4 0551•11 PAIAOITIRS Comeas Omit• at 20 days. for IYIVwim •040.04 pi mAOLa or WRSITT for am /Mw 4021.4 tl1 MIT facto fa deflations for MM /a(AY Lad CMVti Min AI,L M) litierr 150.50 ref nm Meseta •0.50 m Vita aver w WV 1.04 in MMus Cora at Alfa 1.00 is AMMO OItn ®• anattl t]atm IL III loft of Inertia oar [spat is lSCmIM Noma Mica to face ef a•amt m Hewn flat site am•lfarutim in Stfwtiw flange vials • 5 . i ended AClJ• 8 -,•POT 11000ITIT 000 ] (arid 5.2 • 4.5 -4.5 t ADAn -a T- 5.50 al -si • V I • 0 • R Llaa Han • N ft I is 1 2 30.00 3.00 LIIORN3( •w C - eaneil. ear 2.1.1 •t1t• •M DATA a 011210314 ••• 5.55 a., •OPPOST 01015 AID ar • At Tim, 14,30 ' DHm width v � IMy la in in 1 • Ratmwlar attic. 2 • T or Mated L satire ▪ attar i • Matt I a L ionic. • Joist ▪ wattle a - fop wat• to alarms ifs. 3.1.3 ItiMM O. Iwmn MA a cI.C11 ••Lac COMM D wall COMO 01D111 L•1715 • (MIL D CSC• 0010? In ft An in .mrrl9• ROC, fe 001040 DATA Maas left right -14.00 .P0 .10 tan wlat Ma10 MIA) D aC• ft An is P:\Southcenter Design - Builtiarages \ENG\Posttens\Building B\Level 3 \Grid M.2 & 4.5 -4.8 Beam • a o ne aa0a F®.R MOrria rim IOC) time w Dwa atw ... 0S25 ) 1 alg.d at mw ad. tad at far awe a t lmd at mw ad. hinged at far end • Mad a mar ad. roller wits maximal fixity at (Sr w .. - • 3404 ) and O.] 0 •.0.4.1 a) Aanr -at V. 4.00 YR -•a 3 -IO•5T A•WLI50 LOADIw• D- mm WAD • • DIVA lap 'natty (Pt ... Te) ( 0 or C...YI Tatal mTrSb w M CLAY Me 1/h'2 ( ft ft 1 (k -ft or I ...ft) k/ft -1 ] i • • • ) s • arts L105 WDM 1• M••• with a Yin factor of 1.00 5.1 - Wmas Y Awgw 10 pY'5 =roe Sans inn so mania (A/ft 1 MI. or MR. I am 6YS MS LAY DS/etl 1 Mt a ft-ft 1 1 2 • • a L 1 L 1 C L • .404 eat wii•Yat 1•GA)a 1110111015 •w Lm AMMO Ls •mtwa (Mb • tip fatty of 4- CALCOLAT10 •5CTI0• P5000ITII• 4.1 Po Vann inane r WtLat• alr gaga 4 (0210 5.2 • 4.5 -4.0 I) ADM-IC T- 4.04 Pii -0] ,M Ms: • D a Li D La. 340.80 40 .00 11) .00 .05 I1) -an D •MUM) • • Ham mm C • Lb LOa AIM AMMO Mar II • 4•a IOY Sn4 .945•44 45.53 35.10 35.00 TS 12.52 a --- --- • am /Cmati1•wr is pamltm. M block 4.1 1/2 1 (t -h • R1 1.05 in •.44 .00 (1) .00 11) .175 .310 O5AD elt° Donna. ••a •.•!•• •51110 •4.1 *PAW MOOSwT• (k -ft) • • 5.2 •••• MARS (kJ SPAS Nine aiOapto Iles all) •lr ] .4 • • • • 4wrlam aloft mar . 0., Ma)• R) • - -1 a •- LITn LOAD •OOt0TS. left. - - - - -• •. -- •iwpu, - - -• • -- riga( OS ins en W at W sax W lett right -1 1 • 0 4 , 0 1 .w .w 5.70 .00 .1.70 1.7 • • °waterline emote CALK M Page 5 tea •-- 4.1 1 I T 5 LOAD WM Ices It -w) ad MAR imt! LLI - -a •- 4.3 R•CTIM III 1 • 0- 1 1.75 2 1.74 it0, Ilea 4.3 ad t., Atm are maxim et all W{pa lid mY T- 115001•0 5050OT• YY 7.1 •00005 COO ICYIYYITS IS - 001 Ste , • • tees of ampmt St., • • face of rant left) Ma ns a 3 are( Pita • • - fate of .apse W M W M W (Yid 01•4.0.4.5it) 44.47 4.) COIM O ftfta 11-ft) 7.2 1100 C5D Lm LOW MEM IR -ft) left. t0.S < right• at W 005 W Inia W 2 ) -5 • • 9 .Oa 4.44 1.75 .Y An 4.40 15- nneTORSD mooing • •SACTIon• almist.d as 1 1.750 • 1.401) 10.1 17.470100 tat MOa (k- ft) W a 4 taps -tla• L • 73.30 • ISACTIO•• f eht• 10.2 )II[TO)Y ILM1144111 10.) IKIM O Cobb lamas (k-ft) W 7.14 i Ii SS t S:SS:.'.S "..ii:"na aSSSaSIAS'+ :.., $5 As in • Y • Y a t • t : a " II U. • �T rib 4/12/200.2:45:01 PM Level 3.Cre ADAPT MVOS== eiTIO AL CVVCmi swan 0[R11 1711 SS* Aad. Suitt 210. YYad City. CLLS[Otoit 401{4 AN.R -C Ita 1ZO11.M =ICS LMY W MHO VCtla 4.11 Sal= WS- 111 -x /Ix -Oil Man mnoflt - structural Carat Sofas O1xx 1713 npY100 4. 4011 224. • ,aO City. Wif6tla Soon Suit (4011344 -2454. •a, 5001204-4•14 Y011, 4y1etY0ooxxt.s. uid sits. at0, / /4at.t taoft.ea alt ST= OP ADIS = C M S IOC Y.xx At Ha, •.24 I041SS PITa, arid 4.0 1 MIS a 141 Leal 3 •IOOICT VITL', sass 04M 5100 0 x194.00 FM IC M Leal 3 C0a Mill I[ ®v at 20 fan. e: 1fAw /Hall 5440.110 W anal a/ dalcnr for Oa /MAY 4•01.a b1 vW factor for xfvusio• for wx /aaa 3.40 Cason YR1r 1040x4 SISSMIS Rd 40.[12[[ 40.40 ttl Minima* Coo at Tx 1.50 is xais cos at tonal 1.40 10 MVOa01S OPUS ®, xaueto•1 stem IS M,st of SS oar Sp Cat is 1M9IMa ass SCAM to faro of seat TS n eatlw nxx width ewid.ntlo TVA n twslw flaps width xplxxt•tio Sol I6 -314 2 -II•b? 0•0NITIT x00 2 (rid 4.4 • n-I IC Sol /DAMS T- 4.50 AOZ.00 1• MOM C . Silts • 0 I MT 111 Ux• ftn D M ft S PAN. 1 1 a 2.1.1 PRAMS SAN t OF MUDS as P • II 1-ti ISIS DOTS • I ft I it L M 2 30.00 10.00 20.00 o • Uniform, prismatic I . 4xmlfss sties I Pis n Mar/PlLn TOP aRLWM®Y M PI width thick. width thalt. SORT aft St a is I Su 10 a l M S- 4.00 -20.00 .00 .10 1 • Latealtr attic 3 • T or Itamta I sire 3 . I stall 4• xtad d T or I notion 7 Oast 4 . affle ss - Top ottw to x[oax lla .2 2m.La St FOR xJOOnM sax it. follow'0 as Ota4try of V 11041. spas ladle catiltao•. aft distant. is Us loft pgg2 tontelis to mart of • sac est. •ma TOP PISS I 'R' 115521 " I RIP Sal Mdtt that./ width thick. 1O io la Id I. in 20.00 20.00 20.00 12.00 72.00 40.04 loft LRt Oft right P: \Southcenter Design -Bull „arages\ENG\Posttens\Building B\Level 3 \Grid 4.8 & M -N R Jeam 0 2 10.00 UA0 20.00 40.00 0.00 2.1.4 MSS CMS C®1 !Y x11®.111!1 t OI•2117 Ca 1 is 1tg0 1 (x10 4.5 4 Matt Sol ADAPT-4C T- 4.40 IC -n 4oxx[ 001312 is 3•11POT 41•1I10 601131•• • • DIM IOM L • LTV, LOAD 1 1 SPAY, 1 L 0 C c I 20.00 13.40 .n• .00 .722 14.00 2.1- 40••05T ••DT• an COLUMN DATA L n Sal inn ONAM SRO 01011) D Can Sills • (D7A9 0 C•C• ft is a R is fu 4 5 • 1• .05 .00 .00 (1) .00 .00 .CO (4) 1 .lx RAst BOOMS 031111111:01 COMP (COI Msd at Oath N ...1411101111311 1 tr at ad. t at fax t I Pied at sap a0. teller with rotational Unity at for and ..• 4 TTR v • MOWS • • PAau4 1133x41 . CaCpxxp M • 140 IM Mif Li. LOS 1DM e t tit} l Una ... To , It x C ...Pt) ttttl to Te1D 1•M CWS TIPS t/[t'2 1 ft ft It -ft to It ...ft) t/R - 1 2 1 -4 1 • 7 • I 20.10 20.n Una • Mid 4.4 • M-• C x) 7.14 7.00 32 ..0 7.00 an. ISTa IWIDS is MMPIC with • Yip factor of 1.00 3.1 - Santo M UM/An n •• ST Sal Ric TO IS TI1S1I O/[til. Its. o ST. l IMOM••TI SPM CMa• TTx LOI2/nl 1 MS o ft-ft I ( It-ft • ft I - 1 1 3 4 5 • l 7.00 7.00 10.00 an, ytn 10Mm is Inn with • Map fame OI 1.00 1/2 .100 .732 4- CALC2LATI2 •ICTIO• PIOPIATII• 4.2 - capita reties Ittontitl for tents of Nayaatic Spas Stirs Spartia s li.t. for 511 seta of St tan 1- oats shoal sass SP tataidal Maas to tap Mar I- most [soot of ivORls 704 tatmiyl Soso to Latta fan YY A0. -0 00 OM L 1 104.00 2 500.00 l 4x.0• 4 •x.•0 PS 1 1x4, • . Cmtcllr ants Is - n m4*N1 .L1442400 .13114045 .132411.00 L OAD MODIIT•, 4- Litt LOLO TTTTTT ASR - -1 a 7- IiDOC•D ••M tam 0 4.42 2.40 Rota, • . lm of sapoit 05.44 TO Tt ia 10 14.20 14.20 14.17 14.17 1x19 4.1 A NM a 5s) MAR -a T- 4.10 AC1 -02 .5.1 ••A• P1 0 M a NT• x-ftl a .O.1Wi Od a MPS Mill• p.. 11121/ l• Mill) Sir) sla 1 2 a 0 2 0 1 .00 45.00 4.10 AL[ 4 4.1 •Mena N oaf + .- 2.4 SS x1040 (M it) - -1 A lac ale .' - - -a.o al,als 4 -- 0.1 • I I• 4 O A 0 Mil an MS) ad 4x15 It w -. Lx. TTTT . - tlxpoo a right. -MV1{ Ppv - -a ISM ma W St a slat aft LAOS[ 1 I 4 5 4 I 1 .00 .x 12.00 .M .ID .4.0 2.44 ax, • • stadia sett .- 4.2 •00040 (1) a OA COSY SOS (14-ft) sa W on W at wit ax, 5x40 5.2 sad 4.2 wl,a M maa of all MISS load as 7.1 I•DOC•O DM LO10 1x1(1• Q -ft) • IIACTIOSI (arid 4.• • MM C a) AOOI -a T- •.10 SS -02 00 M to a ale 8 8 8s Mil 5 11!111 8 1 i H F' Project Project No. K 1 M -N /2C qv." Leval 3 SW' lor4 5Thn3 6' ! N" 6,1a its ' 'h -A) (kJ-,vai Al " 6 L=1 1. DL L 73 S' bL= Ii x CI s 73"+ -�,y� v III L r L NC-1 G ' //e In ' °Lt. Ko LL: 0.6 /ZG 1.3 /7lt l3 Client " s� f' 7 ' OH I`_7 Crot- r � � L> - z / 6 " COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING Designed By Checked By l3kv�L 413 PINE STREET • SUITE 300 • SEATTLE. WA 98101 • P•. 206/343.0460 • F. 206/343 -5691 Date: 6/06 Sheet of ft -Z5) 4/12/200,2:45:10 PM 3.Cre ran taD4•r14 x009 % ®R1•. .0x07. 1733 00•140 aped. suite 22II. ItethOod City. Cala xxl ADAPT-110 1•41•041• Wall= WIV0*&• Dann wed} 4.50 ate (Stt.31••arbe -01) Sian mn0Y3i - etanatnl Naota altars Saba 1733 taxi40 brad. aate 330. aSaod City. C lifida 04041 abet 01•01300 -3400. rat 401304 -41•71• raat.agtatt.Ota fa fiat next //awJaptaf.oa a1i[ AC TIM or SOYY m.0' h4, 1•R 11.3000 Si Hp, • 02 web= Via, Orb • • so as •••■ la a1 3 010100T TITLE, O0643atar a rab •100 O Grid 4 • 4N a Ste awl 3 4019111111. an.". x 20 Oslo. 4•6 mI altla MEIN al OW WS or Ma1Chy for SCJISMAaO S031.00 b1 COW factor for afleetiaf fa mM /m1 3.x Cala an WL t TIm Strength x.x bi Klan cam at S® x is la War a urns 1.x Aaaa= 0710110 ®, hnMtaal .Tax Y• at of 147777ia over n of it math as =WED to twee of matt 130 tffatin huge width comaidentle Tx aiaatw flab width mplen@atis =Um) ]Q -314 b• 2 Rrid 4 • 4S a Y) ADAPT-19 F 4.00 SL-113 • II T I • 3I La-lw om0 [ 19 h m • 3 3 • 2 30.00 1p.•o at 1 - 052$ 1.2.1 bra next TIa r 06141 Sawa i orb is O • maim., prlotm • • aOmllo satire 20.00 71.00 TOP na-n width fl ek. is it 101101 MODS m l m ftrL d a, art Od. m06 left right is 1 I m 4 x_ .__ I • aaagslar section 2 • • or lateral 4 stria I swam 4 • YCYyd • or L satin 7 • Joist • • earls 11 - Tap ado to rearm= lira •17240* DATA PO 114•0x1•4• sa= The follmmg eon geeatry of vmmllo• mans ma/0r Ceattl wra. Left astute is trot left support mterlin to stoat of • spa segment. I I • e ` WIT I I raps I � nand •r I iYnTnSY • I I Da n wino 015.109 width Chichi width thiy@ la .l is m f loft right N • . • ft 1 is la I in 1/Y, 1 0 0.00 1 2 0 10.00 20.00 1 2 .00 10.00 20.00 0.00 -4•4•.00 1 4 4.1 1 0 11.00 10.00 20.00 0.00 -x.00 P: \Southcenter Design -Builu uarages\ENG\Posttens\Building 13 \Level 3 \Grid 4 & M-N RC ;,dam Level • b1• 4 0 •LOO LOAD • Lin 41•0 O PY Caisa Tx• L L D • O C D Li 1•.1.• [RRTIw[ Rai DSTA a0! NCEEN•74419 *DVS Oaf a01aCR3[ 19911 V Pea 3 aria • a 411 as M1 ADAPT-a y- 4.50 On-43 ISO COLON• DATA anal" Ian a 4 bib a •••• LYDY COW D C1C• all COW D UL • 3007 is ft is is ft is is a 4 a 3 0 •___Y__ 1• 1 .1• 90 RI 7 .00 .00 .00 (1) a a .1• .00 .00 (II .00 .00 .00 (1) MY Cori ally C•enS10 Sae (00 rind a both ax ...IataAal rind! at a•t d. find at far 1•O ✓ ind at Oar ad. walla at far 1•O rind at near ad. seller with retatirmal fitity at far 1•O .. • 4 3 -22322 2222220 1050•00 Tax v • mime C •LSeYnna Li• 02 IS Iataaity (1•v ... SO) (• cat C ...Y) Total a nib k/R ( ft h 1 R -!t er e ...hl k/ft 11.00 30.40 •1 0 S • Yrlae 019•094 N • atria leaT 1.40 0.00 7.70 alt 4121 LOADxS is Saab with • skip factor of 1.00 11.00 Iliad 4 4 WE as Seal Ab1n -IC y_ 4.50 ALT-02 El - Iii Y AYma Y all nun 5® ail SO mere mrOI Ikrte2). I bolt ft-ft 1 01 0. 0. 7 1 IA Y CSS an 33YR/itl 1 bit or ft-ft 1 (t -it • ft 1 • --t- i -a 7 I C 1 •0 11.00 L C 1.x 0.)) O C ,.,0 11.00 C C 0.00 5.00 D L .742 11.00 30.00 D L .103 .00 ]0.00 1/2 AOT1, tan wan= is sumo with • skip forte of 1.00 4- CALCUL/IT[O SECTION Pl0057T1[O 4.• - 14000:30 Satin Swooada for IOPata 00 ampriawatic Spas Gala xa0atie ax 1xtad for all Staab of as wpb r abet- atdb.l esatry It. Maim diabaa to top fiber I. bat at of inertia 1•4 Catrdal daaa• to bats Way era Am I TO It DI011e1 m is , 3. in -4 0 saw 1 • 540] ▪ W0.50 .13.34.0 ].x • 404.00 30470 14.17 0.4 • 404.00 .133041• 3•.17 0.03 Page 5 laid 4 a 4• l oval 0- 0•50 10•11 a1CN[•TS. a ••AC ?OO•S •0.1 ••A• •07[1•7• tkfl • •O.3 On =CAM (0) • • al a(l)• adpt N(r)• all) Mr) 2 1 .a 54.30 .00 -7.x 20.03 meta • . Catalina roar soar • S.) am la • 1 2 15.03 WS LOAD N0000TO, • a0ACTi0t• •-• 0.l 4/VI LOAD MpAI berg R -4•t) mO Yna Ilea R) - • < left. - • • _ ddas • e right` 1•1•74• 04•00- -• RY as du as w0 tai am loft tight ! 3 • • 7 0 3 1 .x .x 14.14 • 00 -2.55 1.01• ta4 • • Catalina al s 0.3 ®17714 la 0.) Ceti MOM (k • lax - • • A a La.Oa WWI m d. W a / a 7. 2.50 .00 .Oa .1•p .00 .o btat Block 0.3 Ox 0.1 alums ea wean of all Mapped load oar loge • • ias 1 MONIoT• IOa1O 4 • 45 as seal 7.1 •0D0C a0 DEAD WAD le a• Ik -ft) 54.17 i i a C 4i 1 N o bad) 2 g � si re; N. 31 a } } I M a s • I :II :a:::::::: :::: : : :: ::: • ,.e. ? ?...... ?.. 323:..32 1 S'" "S2s ?e?2,,,,,2?22„ a a EZ .1S: ..221 SS SS al E•n••SSZSZE 1 as II ii • II • !} I I N 1 �9 7 N C31 4/12/2001:49:28 AM Level 3.Cre ISOST-11C Poe no COSS SVEIJa DOM siesta •.se ?lax. 0artt•na-02S-031 ADAPT CMPOPMMIS - Attintural Mesta Software Morm 17)3 Woodside S. Sate 330. DSOs' City. Ca WSW mist 'tab s I1S01305-34011. In. 011701244-4070 ails eporteStaftsca. ISO httpsr/S.Adeptlint.s DM AM ran as SWAN WWWWS AUr Moots At Tis 5.44 grid 4.1 a 5.5 fa Dam Leval) •MICT Rigs CCEMATIO11 minS2 nfl 1733 SS awe. Mite 330. Sore City. Calforois Meat 1 MLR. dootaster Maw Slag 11 SA 4.0 a WM Re Pam Lami 3 ColicatIgs sawn at 29 dam for SIML.Mg MEM pal MSS OP IIJISTICTrf for WISSIS 4531." 11211 CS factor far deflectimg foe ISS/ItAINI an a 101.1. ISISIMOOTt MID strength gale Mi Main Cos at Tot I.50 ia Mals ors at SS i.e. la Manors ISS =CDs g tmetural synale IIS seat of Inertia an SOPM la MSS Ilarita a to Moe of SaMat Tgli illfactim Maps Math coaslOstics Ta E f Wane flange Mdth Slasitatize mthed -310 2-211VOT 2222222 T Ps 1 laid 4.0 a WM M Be) SST-11C V. 4.04 AC2-02 ran/Ms C • c•atilwer 2.1.1 ':PAL SS Lis Mr MIS sass T • I lop MITOMEICCAt T 0 SPIE Sat I MP MISTPLIM a a 1•1302211 SU DOW width WS. MS tiaintIMICAIT left Met Is ft I is in La Sal 1a la I is • 11 2 20.00 10.00 25.50 40.05 0.00 ▪ . Uniform prissetar ▪ Suallom •sim The faSnt an mos of sins spans wens mtiles• Mt dinars is Ira left Sport centerline to matt of • SS agent. • a tart I • I OS I ft I La Ones 1 1 2 20.00 . , 30.00 2 2 7.00 30.00 1 Stangolarenstitol 2 .70rIsraertsdastioa 3.Iseatica 4 Octet T or 0 matins 7 • Joist WM. - 1444 =doe. to Tennis line 3.1.2 MSS an PM golattloitH MANE I "P Maas omml width Melt Sal la is 6.00 6.00 -IT- Plant Ta width thick. MIS is is is lanlarn lift WWI .04 P:\Southcenter Design-Bull laragethENG\Posttens1Building B \Level 3 \Grid 4.5 & M-N seam 4 3 30.50 10.011 20.01 (.00 4.00 Peg 2 WM 4.5 a AM RC se) t / MS 03WHE tail MIS 0 * Mc,) is ft is is 3 -4 1 2 sty COMS MSS ISMITZ011 COCO (CS 3 •I•PITT Snail* DDDDDDD D . SID raiD L • =VI Leal Intemity (pta ... WM CIS TM Wft 1 ft 3 -7 2. 0 0 C C D ▪ kW CLAM TM 2. L 0 0 2.1.4 Scr1111 ES DATA PO/a NOMIMPO101 SOT 3 3 MIPS ik/ft Ma t/ ass Itself La 39.40 40.00 59.00 3.2 - DDDDDDD UZDTII 550 cOLVW• OATS W aged at as ate. WS at far eed SW at mar sal hinged at fa and Had at es ad. nIle sits *statical fixity et fat md • MI • • ISAL • caleISSID It . ASSID ace? Li. Lan LOAD Tol IN or Total a Trib It I lk-ft or I ...ft) Ant PS 4 WM 4.5 SU KC De) ADA5T-11C V. 4.50 ACI-e2 WTI, MI MS is WITS with • alp factor of 1.00 3.1 - LOPS As MIS IS OM'S Mar scan MM. TO Pitecits2 ass-ass (as. or DM. 1 kelt or ft-ft 7.00 13.50 5.00 7.00 13.00 1/2 • Unin �a MS BMW D CPC ft la in 7 .00 .05 .05 .00 .05 .00 11) 35.40 3.50 5.70 9.00 12.00 5.00 7.00 1.50 13.00 3 I la-ft • ft I Sit Mg LOOMS 1. SRe tritk a skip Sot of 1.05 4-CALCULATED SIMS •RRRRRRR•R 4.3 - Sound OAS= Prosties for Ss of Illeopalsonie gss D istion properties are listarl for all Mists et eons flat A. crommactlegal moms Tsn stroidal inns* to to fiber S. is tat of Sala Tb. smirk' Wets to buten fiber nfl San (SW) 102 S PAS Page a O . 05 10 1.0111 RRRRRRR • 5.1 SOAR Ma 0(11 1 • • Sterliae -- apart • 5.5 ST2mg ILI • • 5.4 COMM MSS 1k-ft) •• Sr Ms- - same 5.50 3 S . Lin LOAD OOOOOOO . a IMACTIS9 a-- 4.1 LTV* LOAD Men Mat) aa• WW1 POPS 050 -• left. iins was eta am Ms 3 4 I AD 57.05 tat., • • SUSS as 0.2 MOM MPS' 11e-ft) JOIM na eis ax ala al Ma AMA. • hock 4.2 ead 11.3 vats as mons of all skipped load es 7. IIDUCID rage a SPAS Ine.D0 494.50 7.1 antics SLOW n-ftl left. -• •- sildapart I 10 It la la S. -4 .134I1+05 10.21 sal .11431001 14.20 0.50 .riuia+4� 44.42 .1134tals 14.17 11.53 Wrid •.11 a my IS Sal ADAPTS V. 4.50 an-in Weld 4.5 a Hai SC Ma 54.71 t•I•CTIOUS a 0 A I 5 7 s Opft) • • B.1 sea IEUMul OW • aids Male slit MS 5 5 4.47 right° ea5 via left Waft 7 D.70 22.09 a oo I va r 3 a t t 6" i - iiiii : nun 94 ' .a r Y ly.:"::xa:C:: MA RA an a axsss-- ^ ^ :a aaaa :H 0 a 11:: aaaaaaaaaaaaaaaaaaa :: saaasas.as: t a AA an 11 11 i� t t t - $ a CU 1 N Project No. S OU Dh �cw'� F,r C_zi t a -6 a A- 6r.J N Level 3 DL. rer 6 LAO..) yaw /1)' y1 . LL= s °/1" • Gan V e. Alt in Client Alt n 6 L� = o.6 k n�= Y.8 L/ tilt/pit 41 anar IMMEMMEM „• u iR' 13' nun 6 2 ' COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING pL= ZSk =16 Designed By 1kM Date: 4 1/ l t /06 Checked By: 7 62_ 413 PINE STREET • SUITE 300 • SEATTLE. WA 98101 • P. 206/343 -0460 • P 206/343 -5691 Sheet of P 25.c t '3 II Ea 1 1! 5 t 3 #°3mig 15:e :::::6 S2i222 222222 Etc ::: 322 32: :: Y : : : :::SS :::: 35555E SUM : : : ::: E • : :: : :: :: 1 :: ;: ; :: 9 'S . : "5 : :: "5::: 3,.. 2 :SSE 133 :.. :.6 Min a. 8 a p I p III Apra 111111 ..e1 ::: " " " " "" ::: :SS::: 335 853 =1a S:: 22: ::: : :: :22 333333 :2: . 3,:C .7.X71. .¢ .... I 1 11 E I I I I :1 • l 11 11 1 Haa H : : ::I : E1 :EE g3 :t U g^ E e . I .I ' l a jll I g E y���3 . u 8 E E E t Qp pE E '. ;i FI� I I� !y! Y 11/ a1/ _ . _ EEE EE 5 C EEEE t I n 9 : a S i 757- | I ■ . ;u) :SS SSISS: 4 |� |h| it H I ; i |: flgi !• | ES 0 ! Itigg 22 j F en xi: 5 'J222122211 " iC .77: 6 " a M 24772177 :�7lSi • 5 - Ii III III 11111 ;I 21 S7 �- a :: 33222E •a g .5' ""sdiiii :: C 1 a a'a .. . g 22 1 .2 t ^3Y 0522 x ^a: a3 w " 2 : :SSa1.2 wCt . ^ . 2207772022E : : :ad :aEE + •7a:7x E:EEE12277222 ! �'y YEaax 2220222222 m ... .. E .. . vin .g. 3tace ;c e I .s. :1:1 21:2 1 3 7 3 7 d S 1` "C.! . ^�= dai2i' did C id i OM •a •• Ili :2223 :7 .. ......... . 322. 272SG127Y23 i 5x1 ^:1422:: w °. .2:1220277 121 :a::::: :s4: :1 : : : :a i i 1:0:0: :7 :2: :a4x:0C:2II 3.344 .... x' ::: 143X0 :22:42Y:4CE025 :: did ...�. a 2 22 a a d Sy f? ea as :: I e lid 212 FT-2-5q en 4/12/2006 12:50:55 PM Page 17 10r10 Y Level 91 13 -Nranital SPAN 019eLgcTIONS anti f 1 i ley a 001 eep factor Ielfeotive /igro.e... Ott to cracking) e • .l9 Where . ceed 9.01fc'1 cracking of section is allowed for. Values in tresses exceed theses are (upon /rs deflection) ratios 06P131Crtce ARE ALL Is inches Wrts000 9ORttVC S AN m. nurt DL•Pr•nn9 IL p•PI•9.9..afP -.01130216) 019mm .571 1999) .051 0 P1) 03 19203) n 9 n) .191 ) 0990) .00110307) 0a 1 029 71 029) .07110073) P: \Southcenter Design -Build ..arages\ENG\Posttens\Building B\Level 3 \Grid M Level 3.Cre 4/4 a 0 N v i 888288 LULU 1 i I 8 I I 8 3 l r I 1 i 7 _ rr 9a : l : a�l111 iI :f l V i Il 214 I: VII ICS 1,. e" by 88888 3 :222 t 4 4 : 0 0 II tl 0 i a„ I B K4 E4 044 1 8 £9 Sa : 2 S a a 4/12/200 netts IvoPanes are listed for al S.paar. of Van •pea A. m..- ..etiml gentrl to- mtmb.t dan..0. to top fine 1- Aron nest Of tartis Dm m[aolil distance to bottom fiber Telin ty width Iffctin Ninth nail 63 1/. VA n O Ct I L le ($ .l 1..3 i0 in TO la is 1PM 1 50.•0 3104.00 • - DSO LOAD MO11•]T•. Stem Catnlla .mate nevi 4 5.3 turns 12l • cow 7 (Pia a tof.l SI 15.44 „4.99 9.34 Rtes •. ..[521104 mats SPAN 17.0 47.14 14.54 12:51:09 PM P: \Southcenter Design -Build a arages\ENG\Posttens\Building B \Level 3 \Grid N Level 3.Cre 7.3 51 0 0 0 5 0 99 IMO I52n (5 14R) .- net. -• e- eidS l -. e- 5000 -• 95.75 24.14 22.14 35.14 22.14 24.14 25.14 Sete, • . f.5+-ef -support 17.60 17.0 135.0 3.45 52.73 234.17 405.52 laid 4 Level 31 7.3 it 0 C 40 La0n WAD MOnlfa (t - ttl 40.04 .111.•.0 23.49 L1.21 44.04 .14021034 32.49 12.31 45.05 .1401454 32.49 12.21 45.50 .51175+54 17.54 17.50 .14024554 32.49 11.31 40.54 .1314•54 32 43.31 .5.1 ••A1 50514T• Off ft) . e].2 RAN MUM 1.] Den 1011• Innen 51(11 5.518 9111 3 3 • • 4 224.15 .•a 1 402.91 63.31 20.44 4- L3T• LOAD MOM1•TI. • A•ACT30M• 4-- 1.1 4 S • • LOAD On 11101b9 R -KI W WAR aaai Itl - -• 1•tt• r •--- ninw0 . e Tint. a9t• ]f0 -e OM Ilia W Sin left tint ea a 7 4 1 .00 504 154.75 31.17 -425 -52.4• -42544 35.24 2 355 71 115 53 114 25 -•5.0] 53.74 49.44 -14.51 14.59 e- 4.2 00.1100 (hi -r a 5.3 COii 10100t. R -ft) Am m W nes d. ea. W 4 4 4 A A•ACTIO•• Minn ]Ion 4.1 t5COR 4.3 none are main 0f ell skipped Inane ens 7 - t o a 5 a T• ]9pCn To 050.0. -07520n -714.57 14R. sap= a TinOt• • a an an ma .in aim 1 x41.17 bet.• • • fon -.f -meat 09 left* Natal • . faa- 44 -.mmt2 11.37 "4.75 134 35 • - q3 or 090 OS Li]] I101O31 Ilt-R) I do of 0444 lad end has lad span sea cannel for •07imtdaity ennui 1 3.094 • 1.505* 1 W 24.42 37.13 YO -4 5 527.17 353.49 I • =ACM •POT -ls9l® RAMA a! MOM •btfa 2.1 pn0/113 T0•• AID ISICI91 F. For awn 1 - eparabola In a . ge. e p A at winRY •AOL portion mg own sort 3 .--tads for Cantlenn I. Mahn parabola 2 • wenn wan. I • band teethe Peas a Plop i 4• 1TP1 21/4 12/4 O/1. An, 1 2 ] • 1 1 .044 150 8 1 .w. 244 3.3 - darn R4T -SmI• nine IS l® MPS Senn eating MOO O.lat80 POWs RETln baan a4m 599 .- pi f111ai M oa Iw - • P/A 11101 Sal •s 00-1 Left enter US (coil W -) IoW a a a 4 -- 221.555 35.40 3.05 33.35 574.39 2.105 105 I 221.404 33.25 2.25 37.45 271.0 1.565 n MwWMt. nIgke Of strand 717.3 L3 13001113 10nb POST- T5141051 MS Ram 0030 909 ON 57033 3131171710118 4- -• 9m pa Cwi 5/A •A n1RC. •m Inn =D Lin 000 ]Iat i t- 4 .00 254.77 255.54 145.00 154.55 Y 103.50 l 30.011 234.87 .00 154.00 10.55 145.55 Rwm .a tow- a -.awtt 213.41 Sam laid S Y..1 3) WR-R V- 7.0 301 -52 •.6 • 4 1 V i C] -------- Ipil (ta.ia .bate pceities) LIP?• Ai0I2• Tor 30170N AP PITON as -i mC m -i ma -T ma -C ae. 9 • • 6 7 045.25 2/3 322.14 37.05 W „st -455.95 P.9. 1. lOrnd M /awl al F•T- 10•100® &LLANO ND TTTTTT4. O4It Mann SPAN MOM1•T• It -h) . •n11 MOM 1t1- Ana left* .lamp. right. 14(1) 41(4 • t i 547.75 - 344.54 218.75 3.44 3.45 Stem .. 1435-of-suprert O@ 2 7.714 2 2 2.s Rem • . [Lew- af- OmiMCt 04.2 PY 53/171117.117 MOM It -hl i Vets. • . taa-o -.spat TOP 50fai Y -T SIC m -T 491 -C a 2 -4 9 1317.49 49.49 -431.33 1049 colas 'w 50103315 - 1]].07 2 • 112.52 275.04 254.83 155.00 .050 10- ]AC10150 MOM5516 . ••ACTIOS• • talwln44 0 1 1.39 • 1.504 • 1.0 0]myq ant H]Oe0) 15.1 25.70017 SITS ben I2 -1/I 1.250 . names LLyt• 140 W Ilia W 1 3 -4 • l N 54.22 714.74 424.03 521.1] . 479.75 2 -0].52 - 104.00 542.44 449.52 -010.0 -54.01 (arid a ravel 21 sosn -rt V- 7.16 303 -02 10.1 1511.45 i•YT109 10.4 Mann SM.m010b9 R -Rl (5) -- A31T at W - an an i 4 1 $1.42 a 3 125.0 151.34 2.35 -146 3 55.50 63.41 255.15 117.45 O -MILD WW1 9sale =TM. ter m -•? Se MN wane - Anis •tai • Inane 0pentl . factored 117101 10) mat Support 0445[[ loth for WSO steel lla0W.p0 ... .17 Rn cut-off length for alenn 41441114npth /spad .. .22 Tp bet nuedm beyond Maw rewind 12.00 in Jetta. bar anon a hrymd there required 12.00 la OOMm9IT 0.044 a R 111137.11710011011 of factored at. w Ch 0 h N S a MisiiiXAMS Y S YS Y5 a S :a F t 7y YYY e 4 " S 2 = 22222772 taa2aa 515:5577 M 1 :212 99?.. t .22 WHIM eg {T -26 C C A, 0.153 in^2 fse 175.2 ksi Fr Beam Deformation Compatibility Beam L (ft) b (in) h (in) Fiber Force # Strands A (in d (in) Po fs. psi) Min d (in) M (k-in) Vic) V. (Ic) Av (in+2) Ve•d/Mpr Vc (k) Sreq'd (in) Suse B-1 62 16 35 + 375.2 14 2.1 32.75 0.004 187395 1.58 33.5 16458 104.7 149 0.4 0.30 100 12 10 62 16 35 - 375.2 14 2.1 33 25 0.004 187582 2.37 33.5 18646 104.7 155 0.4 0.28 95 10 B-2 62 16 35 + 375.2 14 2.1 32.75 0.004 187395 1.58 33.5 16458 104.7 149 0.4 0.30 100 12 10 62 16 35 - 375.2 14 2.1 33 25 0.004 187582 2.37 33.5 18646 104.7 155 0.4 0.28 95 10 B-3 26 16 35 + 375.2 14 2.1 27.5 0.005 185434 1.86 33.5 15050 43.9 140 0.4 0.26 89 12 8 26 16 35 - 375.2 14 2.1 27.5 0.005 185434 2.64 33.5 17010 43.9 153 0.4 0.25 87 9 8-4 62 16 35 + 321.6 12 1.8 32.25 0.004 189216 1.58 33.5 14613 77.9 117 0.4 0.26 90 22 16 62 16 35 - 321 44 19 1.8 33.250.003 2.37 33.5 10,Jn 779 124 U.4 0.24 85 16 13-5 62 16 35 + 321.6 12 1.8 32.25 0.004 189216 1.58 33.5 14613 77.9 117 0.4 0.26 90. 22 12 62 16 35 - 321.6 12 1.8 33 25 0.003 189651 2.64 33.5 17632 77.9 125 0.4 0.24 84 14 8-6 26 16 35 + 321.6 12 1.8 27.5 0.004 187146 1.86 33.5 13650 32.7 120 0.4 0.24 85 17 12 26 16 35 - 321.6 12 1.8 27.5 0.004 187146 2.64 33.5 15610 323 133 0.4 0.23 83 12 B-7 62 16 35 + 268 10 1.5 32.25 0.003 192026 1.58 33.5 12971 77.9 113 0.4 0.28 96 36 16 62 16 35 - 268 10 1.5 3325 0.003 192549 2.37 33.5 15260 77.9 119 0.4 0.26 90 21 13-8 62 16 35 + 268 10 1.5 32.25 0.003 192026 1.58 33.5 12971 77.9 113 0.4 0.28 96 36 16 62 16 35 - 268 10 1.5 33.25 0.003 192549 2.64 33.5 15939 77.9 121 0.4 025 88 18 8-9 26 16 35 + 268 10 1.5 27.5 0.003 189542 1.86 33.5 12250 32.7 1 11 0.4 0.25 87 25 12 26 16 35 - 268 10 1.5 27.5 0.003 189542 2.64 33.5 14209 32.7 124 0.4 0.24 84 15 B-10 30 24 35 + 455.6 17 2.6 32.75 0.003 190273 2.37 33.5 21352 180.0 299 0.4 0.46 219 8 5 30 24 35 - 455.6 17 2.6 22 0.005 185313 3.16 33.5 18013 180.0 280 0.4 0.34 170 5 B-11 30 24 35 + 268 10 1.5 32.75 0.002 200850 2.37 33.5 15515 134.0 220 0.4 0.46 222 0 12 30 24 35 - 268 10 1.5 22 0,003 192418 3.16 33.5 14092 134.0 212 0.4 0.33 165 13 9-13 30 24 35 + 375.2 14 2.1 32.75 0.003 193511 2.37 33.5 18851 170.0 275 0.4 0.48 227 13 5 30 24 35 - 375.2 14 2.1 22 0.004 187488 3.16 33.5 16333 170.0 261 0.4 0.35 174 7 B-14 30 24 35 + 214.4 8 1.2 32.75 0.002 207271 2.37 33.5 13848 120.0 197 0.4 0.47 222 0 16 30 24 35 - 214.4 8 1.2 22 0.002 196732 3.16 33.5 12972 120.0 192 0.4 033 163 21 B-15 52 16 35 + 402 15 2.3 22 0.007 182832 1.58 33.5 12739 87.8 129 0.4 0.22 80 12 10 52 16 35 - 402 15 2.3 33 25 0.004 186754 237 33.5 19493 87.8 150 0.4 0.26 89 10 B-16 62 16 35 + 402 15 2.3 32.25 0.004 186405 1.58 33.5 17076 104.7 151 0.4 0.28 97 11 8 62 16 35 - 402 15 2.3 33 25 0.004 186754 237 33.5 19493 104.7 157 0.4 0.27 92 9 8-17 22 16 35 + 3752 14 2.1 27.5 0.005 185434 1.58 33.5 14347 27.7 136 0.4 0.26 91 13 8 22 16 35 - 375.2 14 2.1 33 25 0.004 187582 237 33.5 18646 27.7 169 0.4 0.30 102 9 B-18 54 16 35 + 321.6 12 1.8 30 0.004 188235 1.58 33.5 13819 67.9 111 0.4 024 85 23 12 54 16 35 - 321.6 12 1.8 27.5 0.004 187146 2.64 33.5 15610 67.9 116 0.4 020 75 15 B-19 30 24 35 + 375.2 14 2.1 32.25 0.003 193231 2.37 33.5 18635 220.0 324 0.4 0.56 262 10 8 30 24 35 - 375.2 14 2.1 33.25 0.003 193791 3.16 33.5 21051 220.0 337 0.4 0.53 250 7 13-20 26 24 35 + 375.2 14 2.1 21 0.004 186928 2.37 33.5 13943 180.0 269 0.4 0.41 197 8 8 26 24 35 - 375.2 14 2.1 33 25 0.003 193791 3.16 33.5 21051 180.0 315 0.4 0.50 236 8 B-21 52 16 35 + 321.6 12 1.8 22 0.005 184749 1.58 33.5 11059 87.8 123 0.4 0.25 86 16 12 52 16 35 - 321.6 12 1.8 33 25 0.003 189651 2.37 33.5 16953 87.8 142 0.4 0.28 95 13 B-22 22 16 35 + 321.6 12 1.8 27.5 0.004 187146 1.58 33.5 12946 271 126 0.4 027 92 18 10 22 16 35 - 321.6 12 1.8 33 25 0.003 189651 237 33.5 16953 27.7 156 0.4 0.31 103 11 A,,„,,, 0.153 in^2 rse 175.2 ksi FT Beam Deformation Compatibility Beam L (11) b (in) h (in) F Force 8 Strands A,. (in d (in) p f (psi) A, (in d (in) M1, (k -in) V (k) V, (k) Ay (in^2) Vesd/Mpr Vc (k) Srcq'd (in) Suse B-23 54 16 35 + • 268 10 1.5 32.75 0.003 192288 1.58 33.5 13123 67.9 108 0.4 0.27 93 40 16 54 16 35 - 268 IO 1.5 27.5 0.003 189542 2.64 33.5 14209 67.9 112 0.4 0.22 78 18 B-24 30 24 35 + 294.8 11 1.7 32.25 0.002 198158 2.37 33.5 16172 198.0 288 0.4 0.57 268 30 12 30 24 35 - 294.8 II 1.7 33 25 0.002 198871 3.16 33.5 18512 198.0 301 0.4 0.54 254 13 B-25 26 24 35 + 294.8 1I 1.7 21 0.003 190137 2.37 33.5 12339 165.0 244 0.4 0.42 201 14 12 26 24 35 - 294.8 II 1.7 3325 0.002 - 198871 3.16 33.5 18512 165.0 284 0.4 0.51 241 14 13-32 62 16 35 + 428.8 16 2.4 25 0.006 183333 2.37 33.5 16614 104.7 149 0.4 0.22 80 9 8 62 16 15 - 4781 16 2.4 33 25 n "05 186029 2.37 33.5 20340 1 104.7 159 0.4 (426 90 9 B-26 45 16 35 + 214.4 8 12 32.25 0.002 196242 1.58 33.5 11329 51.8 94 0.4 0.27 92 380 16 45 16 35 - 214.4 8 1.2 25 0.003 191503 2.64 33.5 12200 51.8 97 0.4 0.20 73 25 B-27 45 16 35 + 214.4 8 1.2 32 25 0.002 196242 1.58 33.5 11329 51.8 94 0.4 027 92 380 16 45 16 35 - 214.4 8 12 25 0.003 191503 1.76 33.5 9989 51.8 89 0.4 0.22 80 66 B-28 26 16 35 + 214.4 8 1.2 25 0.003 191503 2.2 33.5 11095 29.9 101 0.4 0.23 81 30 16 26 16 35 - 214.4 8 1.2 25 0.003 191503 1.76 33.5 9989 29.9 94 0.4 0.24 83 56 B-29 25 16 35 + 214.4 8 1.2 18 0.004 186928 1.58 33.5 7882 28.8 81 0.4 0.19 69 50 16 25 16 35 - 214.4 8 1.7 25 0.003 191503 1.76 33.5 9989 28.8 95 0.4 0.24 84 54 Strength Min Shear Diagrams File: Typ Distributed Level 3 Strength Combination: 1.2•DL +1.61L +1. *PH Project Name: Mar. 19, 2006 02:23 PM ADAPT -PT 7.10 Vu = /, o 3/41- Vy, z 037- VA C/osvfc Ro e p\ fl St,a? Strength Max ! .o 1i v (v o0 / El we- 0Lieir ._ ►Y C1ortK p Moment Diagrams File: Typ Distributed Level 3 -5.0 — Span 5 Strength Combination: 1.2 *DL +1.6 *LL +1. *PH Project Name: TYP Mar. 19, 2006 02:22 PM ADAPT -PT 7.10 senis Strength Min Lon SADA / = NI k- F1J4 Mk : o.7 k -4 /(4 y eZe' fr Mt =2.4 6 4e1t Anti- - ; fw� it)(IJ) x o.16 1s /EL /MA =0.9Xo.txL6y2.7- 6.tab a O.QLttaft 3.1 k -Pi Lt. e DIsi ?T Silnb Strength Max AY 0M x‘o ok T M„ t (Om :U.l goo )5a- od ug6u \ (o.k '(f%td(t), Ul k Eb o lc ter. Strength Min C C ioSare �owr a fleas�.S Shear Diagrams File: Grid C Level 3 AY Span 3 Strength Combination: 1.2 *DL +1.6 *LL +1 'PH Project Name: Grid Apr. 6, 2006 05:30 PM ADAPT -PT 7.10 Vu t: 1 11 4 Strength Max y s A uf = t l.0 �k (on s)(4 I) Strength Min (/ n. rc 14,1^1.- a t3au..s Moment Diagrams File: Grid C Level 3 -500 = -400 = +K -300 - 7-So -200 = E. -100 =- 0 J 100 = I30k -s. = Span 3 Strength Combination: 1.2 "DL +1.6 "LL +1. *PH Project Name: Grid Apr. 6, 2006 05:31 PM ADAPT -PT 7.10 / bl fa,sx : 1 "1",,,,,k = a&0" Strength Max AY / (6) ; A. (o )(33xoq) z 'MP A fb `C) ti 6 PA.' @'D( (5o)C6)(0.4q3(,33)(0,4) % 351 k -4 Gise (s) Pis iMd Ta r ok f1r Vw COUGHLINPORTERLUNDEEN A CONSULTING STRUCTURAL AND CIVIL ENGINEERING CORPORATION Structural Calculations for the P^- Westfiad Southcenter Parking Structures (Building A Permit Response Phase 2) FSI Architects 5 -25 -2006 S05- 1622 -01 I EXPIRES 7/25/07 Prepared by: Tim Mealy, P.E. Seth Stapleton Brian MacRae Doh -i34 FILE Con REVIEWED FOR CODE COMPLIANCE sivronnIMP JUN 2 2 2006 City f 11110 -i fit z6 Grid L.Y/e.t I eve) 't DL ;lore Li -tl0es - rata = l =o" f 3zi,6 k SLt izeiawn, • s LL - O , v k /E+ 6 z 612 64 el A Lev-el t OL % /O3.6 it= 40, �YLIn =�S' S /ab /aahth.: In = L41r /fie i b 6 61' 1..6 ' 62.1 61.' t �LLz /o6 ' p IL -460 LL =f1 LL =0.91" if? Lc Bt' 6i' COUGHLINPORTERLUNDEEN v STRUCTURAL • CIVIL • SEISMIC ENGINEERING 6o 0 /7' Project Sou'thrar4e.— Goraae 1% A Designed Br Date: ..1/42/(74 u Project No. Client Checked Br Sheet .Z7Cof 413 PINE STREET • SUITE 300 • SEATTLE. WA 98101 • P :206/343.0460 • R.206/343 -5691 5/23/2006.12,33:41 PM Level 2.Cre M 3 1_R CO•Mtynm S LytlN[ 525204 - 1121 50081a0 ad•A. 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T b bar ar sneaksSan wile 12.es L esseion Scott tee t00utr.d n.s L TOTAL Rant c P02a • 225.1 Y TOTAL 210 DS S • 285.0 It s 2 •TIBIA AT KI0 -•••■ • 0• Y Oli n_n IIWa MTYIQA 100 IL•fl 1 l 1 1 .t 1 .11 4 .05 .14) ant tins* sr an at MIAs WP tinge 2/2 W 10.1 nano MARS Is.• STOPS tnpa peat h-h) W Sr on W so W W W 2 i 4 • • 1 1 In II 51.5 .•5.)53 n.a 2 1.40.•• 41.57 252.0 ) 15.5 PAS • • M1O tot 21 lass -a V- 1.15 AC1-2 e4as . toad to n nannsaoft of factored Nate AVeOp • 2.5 alt SOTT04 M Mean a0Y Minn (L • a4 10-- 1:4.22L •• I- 1 0 Ell 1 in 3.09 .Owl Y Marna Mee aIIWA Met r --a • • 4. • MSS wept ,lull near alat.a! Ion liln. of • oar !a arse equation. • .panne of ts-loisd Y lain,... IS Yen. P[I sena so snags an MI . Vu .. • Stand nia Sara a i(esecoN Stand .oast effects leeluYCl awn .. Vs • 1 AM alien aquatics soars e a. 2 max aitble value of 1Cfc isms ms `• value of S((01 •2 piss s • 1 c rWlteact required l W rlMfervsat required. 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CaOtetf• Mbaw of •.deity Sc • 401.00 041 factor II • 2.1e 1211•100/100... Ma to orla SnI S • . It 500• 01r0000 asq 0.0130'1 /2 r.e10 of movies I. • allsad for. Values L ptatt00 Sr. Np.a /.0 atl.atlal tat(0 1250071011 2M DLL IP tars. 0000522 w21lt Wm ' IL 131.0 101 IL PL. M.LL•MMI -1 C a 141 .241 11040 .07 1 10701 .111 711/1 .05/22/06 pcaColumn V3.63 - PORTLAND CEMENT ASSOCIATION - L6:39:32 Licensed to: Coughlin Porter Lundeen, Inc. General Information: File Name: P: \Southcenter Project: SC Garage Column: SW Code: ACI 318 -02 Run Option: Investigation Run Axis: Y -axis Material Properties: ______________------ f'c = 5ksi Ec = 4030.51 ksi Ultimate strain - 0.003 Betal - 0.8 Section: Rectangular: Width = 408 in Gross Ix is Xo = Reinforcement: Rebar Database: ASTM A615 Size Diam (in) Area (in"2) Size Diam (in) Area (in"2) Size Diam (in) Area (in"2) # 3 0.38 0.11 # 4 ' # 6 0.75 0.44 # 7 # 9 1.13 1.00 # 10 # 14 1.69 2.25 # 18 Confinement: Tied; #3 ties with #10 bars, #4 with larger bars. phi(a) - 0.8, phi(b) = 0.9, phi(c) . 0.65 Layout: Rectangular Pattern: Sides Different (Cover to transverse r - - -- " ement) Total . steel area, As - 40.80 in"2 at 0.6 Top Bottom Left Right Bars Cover(in) Axial Load and Load No. 1 section area, Ag - 6528 in * 2 139264 in'4 0 in 34 # 7 * ** Program completed 1 Design -Build Garages \ENG \Analysis \Shear Walls \PCA \SW -1.col in /in onding Moment Capacities: (see user's manual for notation) fMny N.A. depth k -ft 41805.9 as requested! r•i C 0.007 4 i tS£ Engineer: SES Units: English Slenderness: Not considered Column Type: Structural fy = 60 ksi Es - 29000 ksi Depth in 16 in Iy = 9.05564e +007 in"4 Yo = 0 in 0.50 0.20 # 5 0.63 0.88 0.60 # 8 1.00 1.27 1.27 # 11 1.41 2.26 4.00 # 7 0 # 6 1 1 0 # 6 1 frAz Aro 3/8 - 2 - Sec, 20, G, Z No BouA✓p fty E[..S•E(JTS REcs.(k, o. Page 2 SW -1 0.31 0.79 1.56 4 It - 6, tO:ts9 D .05/22/06 pcaColumn V3.63 - PORTLAND CEMENT ASSOCIATION 16:41:22 Licensed to: Coughlin Porter Lundeen, Inc. General Information: ___________________= File Name: P: \Southcenter Project: SC Garage Column: SW Code: ACI 318 -02 Run Option: Investigation Run Axis: Y -axis Material Properties: f'c . 5 ksi Ec is 4030.51 ksi Ultimate strain = 0.003 in /in Betas = 0.8 Section: Rectangular: Width = 504 in Gross Ix = No = Reinforcement: Rebar Database: ASTM A615 Size Diam (in) Area (in * 2) # 3 # 6 # 9 # 14 section area, Ag = 6048 in 72576 in 0 in 0.38 0.75 1.13 1.69 Cover(in) 1 0.11 0.44 1.00 2.25 Confinement: Tied; #3 ties with #10 bars, #4 with larger bars. phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 Layout: Rectangular Pattern: Sides Different (Cover to transverse reinforcement) Total steel area, As = 36.96 in at 0.61% Top Bottom Left Right Bars 42 # 6 42 # 6 Axial Load and Corresponding Moment Capacities: (see user's manual for notation) Load No. 1 fPn kip fMny k -ft 850.0 53337.3 * ** Program completed as requested! * ** Design -Build Garages \ENG \Analysis \Shear Walls \PCA \SW -2.col # 4 # 7 # 10 # 18 1 Engineer: SES Units: English Slenderness: Not considered Column Type: Structural fy = 60 ksi Es = 29000 ksi Depth = 12 in Iy - 1.28024e +008 in Yo = 0 in Size Diam (in) Area (in Size Diam (in) Area (in 0.50 0.88 1.27 2.26 0.20 # 5 0.60 # 8 1.27 # 11 4.00 0 # 6 0 # 6 1' 1 Page 2 SW -2 0.63 0.31 1.00 0.79 1.41 1.56 vi -52_ 4 05/22/06 pcaColumn V3.63 - PORTLAND CEMENT ASSOCIATION - ;6:42:45 Licensed to: Coughlin Porter Lundeen, Inc. General Information: File Name: P: \Southcenter Project: SC Garage Column: SW Code: ACI 318 -02 Run Option: Investigation Run Axis: Y -axis Material Properties: f'c - 5 ksi Ec • 4030.51 ksi Ultimate strain = 0.003 in /in Betel - 0.8 Section: Rectangular: Width = 384 in Gross Ix - Xo - Reinforcement: section area, Ag - 4608 in"2 55296 in"4 0 in Rebar Database: AS1 A615 Size Diam (in) Area (in "2) # 3 # 6 # 9 # 14 0.38 0.75 1.13 1.69 0.11 0.44 1.00 2.25 Confinement: Tied; #3 ties with #10 bars, #4 with larger bars. phi(a) - 0.8, phi(b) - 0.9, phi(c) - 0.65 Layout: Rectangular Pattern: Sides Different (Cover to transverse reinforcement) Total steel area, As - 28.16 in "2 at 0.61% Top Bottom Left Right Load No. Bars 32 # 6 32 # 6 Cover(in) 1 1 fPa kip fMny k -ft 500.0 29128.8 Design -Build Garages \ENG \Analysis \Shear Walls \PCA \SW -3.col 1 Axial Load and Corresponding Moment Ca + ** Program completed as requested( * ** Engineer• SES Units: English Slenderness: Not considered Column Type: Structural fy - 60 ksi Es - 29000 ksi Depth - 12 in Iy - 5.66231e +007 in "4 Yo - 0 in Size Diam (in) Area (in"2) Size Diam (in) Area (in 0.50 0.88 1.27 2.26 0.20 0.60 1.27 4.00 0 # 6 0 # 6 1 # 5 0.63 # 8 1.00 # 11 1.41 1 acities: (see user's manual for notation) Page 2 SW -3 0.31 0.79 1.56 1 -53 ,05/22/06 pcaColumn V3.63 - PORTLAND CEMENT ASSOCIATION - i6:46:46 Licensed to: Coughlin Porter Lundeen, Inc. General Information: File Name: P: \Southcenter Design -Build Garages \ENG \Analysis \Shear Walls \PCA \SW -4.col Project: SC Garage Column: SW Engineer: SES Code: ACI 318 -02 Units: English Run Option: Investigation Slenderness: Not considered Run Axis: Y -axis Column Type: Structural Material Properties: f'c - 5 ksi Ec - 4030.51 ksi Ultimate strain - 0.003 in /in Betel - 0.8 Section: # 3 0.38 0.11 # 4 0.50 # 6 0.75 0.44 # 7 0.88 # 9 1.13 1.00 # 10 1.27 # 14 1.69 2.25 # 18 2.26 Bars 38 # 7 38 # 7 Cover(in) 1 Load fPn fMny No. kip k -ft 1 550.1 51886.8 1 * ** Program completed as requested! * ** fy - 60 ksi Es = 29000 ksi Rectangular: Width = 456 in Depth - 16 in Gross section area, Ag - 7296 in Ix - 155648 in"4 Xo - 0 in Reinforcement: Iy - 1.26425e +008 in Yo - 0 in Reber Database: ASTM A615 Size Diam (in) Area (in Size Diam (in) Area (in Size Diam (in) Area (in 0.20 # 5 0.60 # 8 1.27 # 11 4.00 Confinement: Tied; #3 ties with #10 bars, #4 with larger bars. phi(a) - 0.8, phi(b) - 0.9, phi(c) - 0.65 Layout: Rectangular Pattern: Sides Different (Cover to transverse reinforcement) Total steel area, As - 45.60 in * 2 at 0.628 Top Bottom Left Right 0 # 6 0 # 6 1 1 0.63 1.00 1.41 'Axial Load and Corresponding Moment Ca ties: (see user's manual for notation) Page 2 SW -4 0.31 0.79 1.56 t - S9 .05/22/06 pcaColumn V3.63 - PORTLAND CEMENT ASSOCIATION - J.6:47:54 Licensed to: Coughlin Porter Lundeen, Inc. General Information: File Name: P: \Southcenter Project: SC Garage Column: SW Code: ACI 318 -02 Run Option: Investigation Run Axis: Y -axis Material Properties: f'c = 5 ksi Ec = 4030.51 ksi Ultimate strain = 0.003 in /in Betal - 0.8 Section: Rectangular: Width - 348 Gross Ix - xo - Reinforcement: Rebar Database: ASTM A615 Size Diam (in) Area (in Load No. section area, Ag - 5568 in 118784 in 0 in Bars 29 # 7 29 # 7 Cover(in) 1 fPn kip 1 fMny k -ft 470.0 30837.2 * ** Program completed as requested) * ** Design -Build Garages \ENG \Analysis \Shear Walls \PCA \SW -5.col Engineer: SES Units: English in Depth - 16 in Confinement: Tied; #3 ties with #10 bars, #4 with phi(a) = 0.8, phi(b) - 0.9, phi(c) a 0.65 Slenderness: Not considered Column Type: Structural fy - 60 ksi Es = 29000 ksi Iy - 5.61923e +007 in"4 Yo - 0 in 0.38 0.11 # 4 0.50 0.20 # 5 0.63 0.75 0.44 # 7 0.88 0.60 # 8 1.00 1.13 1.00 # 10 1.27 1.27 # 11 1.41 1.69 2.25 # 18 2.26 4.00 1 larger bars. Layout: Rectangular Pattern: Sides Different (Cover to transverse reinforcement) Total steel area, As - 34.80 in at 0.63* Top Bottom Left Right 0 # 6 0 # 6 1 Axial Load and Corresponding Moment Ca•acities: (see user's manual for notation) Page 2 SW -5 Size Diam (in) Area (in Size Diam (in) Area (in 0.31 0.79 1.56 .A. depth in 39.02 0) -55 ,05/22/06 pcaColumn V3.63 - PORTLAND CEMENT ASSOCIATION - 16:49:35 Licensed to: Coughlin Porter Lundeen, Inc. General Information: = = = __ File Name: P: \Southcenter Project: SC Garage Column: SW Code: ACI 318 -02 Run Option: Investigation Run Axis: Y -axis Material Properties: f'c - 5 ksi Ec a 4030.51 ksi Ultimate strain me 0.003 in /in Betal - 0.8 Section: Rectangular: Width 1. 600 in Gross section area, Ag - 9600 in Ix am 204800 in Xo - 0 in Reinforcement: Rebar Database: ASTM A615 Size Diam (in) Area (in * 2) Size Diam (in) Area (in Size Diam (in) Area (in # 3 # 6 # 9 # 14 0.38 0.75 1.13 1.69 0.11 # 4 0.44 # 7 1.00 # 10 2.25 # 18 Confinement: Tied; #3 ties with #10 bars, #4 with larger bars. phi(a) - 0.8, phi(b) . 0.9, phi(c) - 0.65 Layout: Rectangular Pattern: Sides Different (Cover to transverse reinforcement) Total steel area, As = 60.00 in at 0.62% Top Bottom Left Right Bars 50 # 7 50 # 7 Cover(in) 1 . Axial Load and Corresponding Moment Load No. 1 fPn kip fMny k -ft 450.0 84173.8 * ** Program completed as requested! * ** Design -Build Garages \ENG \Analysis \Shear Walls \PCA \SW- 6_long.col Engineer: SES Units: English Slenderness: Not considered Column Type: Structural fy - 60 ksi Es = 29000 ksi Depth - 16 in Iy a 2.88e +008 in Yo - 0 in 0.50 0.88 1.27 2.26 0 # 6 0 # 6 1 0.20 0.60 1.27 4.00 1 Page 2 SW- 6_long 0.63 0.31 1.00 0.79 1.41 1.56 s: (see user's manual for notation) N.A. depth in 61.53 uY66 05/22/06 pcaColumn V3.63 - PORTLAND CEMENT ASSOCIATION - >. 6:50:24 Licensed to: Coughlin Porter Lundeen, Inc. General Information: File Name: P:\Southcenter Project: SC Garage Column: SW Code: ACI 318 -02 Run Option: Investigation Run Axis: Y -axis Material Properties: - -- f'c - 5 ksi Ec - 4030.51 ksi Ultimate strain - 0.003 in /in Betal - 0.8 Section: Rectangular: Width - 264 in Gross Ix - Xo Reinforcement: # 3 # 6 # 9 # 14 section area, Ag - 4224 in"2 90112 in 0 in 0.38 0.75 1.13 1.69 Design -Build Garages \ENG \Analysis \Shear Walls \PCA \SW -7.co1 0.11 # 4 0.44 # 7 1.00 # 10 2.25 # 18 Confinement: Tied; #3 ties with #10 bars, #4 phi(a) - 0.8, phi(b) - 0.9, phi(c) - 0.65 Engineer: SES Units: English Slenderness: Not considered Column Type: Structural fy - 60 ksi Es - 29000 ksi Depth - 16 in Iy - 2.4533e +007 in Yo - 0 in Rebar Database: ASTM A615 Size Diam (in) Area (in * 2) Size Diam (in) Area (in"2) Size Diam (in) Area (in"2) 0.50 0.88 1.27 2.26 0.20 0.60 1.27 4.00 with larger bars. Layout: Rectangular Pattern: Sides Different (Cover to transverse reinforcement) Total steel area, As - 26.40 in"2 at 0.63% Top Bottom Left Right Bars 22 # 7 22 # 7 Cover(in) 1 Axial Load and Corresponding Moment Load No. 1 fPn kip fMny k -ft 520.0 19201.3 1 ••• Program completed as requested! ••* 0 # 6 0 # 6 1 3. 0.63 1.00 1.41 Page 2 SW - 7 C- +' es: (see user's manual for notation) 0.31 0.79 1.56 �� -St1 05/22/06 pcaColumn V3.63 - PORTLAND CEMENT ASSOCIATION - 16:51:18 Licensed to: Coughlin Porter Lundeen, Inc. General Information: File Name: P: \Southcenter Project: SC Garage Column: SW Code: ACI 318 -02 Run Option: Investigation Run Axis: Y -axis Material Properties: aamaa = === f'c 5 ksi Ec = 4030.51 ksi Ultimate strain = 0.003 in /in Betas - 0.8 Section: Rectangular: Width = 504 in Gross section area, Ag = 8064 in Ix = 172032 in"4 Xo = 0 in Reinforcement: Rebar Database: ASTM A615 Size Diam (in) Area (in Size Diam (in) Area (in Size Diam (in) Area (in # 3 0.38 0.11 # 4 0.50 # 6 0.75 0.44 # 7 0.88 # 9 1.13 1.00 # 10 1.27 # 14 1.69 2.25 # 18 2.26 Design -Build Garages \ENG \Analysis \Shear walls \PCA \SW -8.col Confinement: Tied; #3 ties with #10 bars, #4 with larger bars. phi(a) =.0.8, phi(b) = 0.9, phi(c) = 0.65 Layout: Rectangular Pattern: Sides Different (Cover to transverse reinforcement) Total steel area, As = 50.40 in at 0.62% Top Bottom Left Right Load No. Bars 42 # 7 42 # 7 cover(in) 1 1 fPn kip fMny k - ft 910.0 68443.8 1 * ** Program completed as requested! * ** Engineer: SES Units: English Slenderness: Not considered Column Type: Structural fy = 60 ksi Es = 29000 ksi Depth = 16 in Iy = 1.70699e +008 in Yo = .0 in 0.20 0.60 1.27 4.00 0 # 6 0 # 6 1 Page 2 SW -8 # 5 0.63 0.31 # 8 1.00 0.79 # 11 1.41 1.56 Axial Load and Corresponding Moment C. -- c s: (see user's manual for notation) IA- I - • Prepared for: PanG CSN M ainWk,fgr airs.,, gilt" It 7. r JTM Construction 1 N OOOOOOO T E D 3414 NE 55th Street, Seattle, WA 98105 T. 206.262.0370 F. 206.262.0374 co? ••.1 GEOTECHNICAL ENGINEERING REPORT SOUTHCENTER PARKING GARAGES TUKWILA, WASHINGTON FT.LE con Perm It b erren r • PROJECT NO. 05-200 EBRUARY 2006 SItaildw•Bivd _ • j r • , . - t4,1 3 February 9, 2006 File No. 05 -200 Mr. John Hayduk JTM Construction 1730 Minor Avenue #1120 Seattle, Washington 98101 Re: Geotechnical Engineering Report Southcenter Parking Garages Tukwila, Washington Dear Mr. Haydulc, Attached is our geotechnical engineering report to assist you and your project team in the design and construction of the two parking garages for the Westfield Shoppingtown Southcenter Expansion. In summary, the site is underlain by fill soils, compressible estuarine deposits and competent glacially consolidated materials. The depth of the bearing stratum ranges from about 15 feet for the westernmost garage in Area B to as much as 150 feet for the easternmost garage in Area C. This wide range in the depth to the bearing materials will require deep foundations consisting of 20 -inch diameter augercast piles for the western garage (Area B) and 18 inch diameter driven steel pipe piles for the eastern garage (Area C). Both pile types will have allowable compressive capacities of 450 kips. If the existing site fill is properly prepared, a slab on grade floor is feasible for the parking structures, although it may require some future maintenance. We appreciate the opportunity to work with you and your design team on this project. Please call if you have any questions. Sincerely, W. Paul Grant, P.E. Principal Encl.: Geotechnical Engineering Report I'anGEE9 Geotechnical 8 Earthquake Engineering Consultants 3414 NE 5 Street • Seattle. WA 98105 Tel (206) 262 -0370 Fax (206) 262 -0374 4 • r TABLE OF CONTENTS 1.0 INTRODUCTION 1 2.0 PROJECT AND SITE DESCRIPTION 1 3.0 SUBSURFACE CONDITIONS 1 4.0 GEOTECHNICAL RECOMMENDATIONS 2 4.1 SITE COEFFICIENTS 2 4.2 SOIL LIQUEFACTION POTENTIAL 2 4.3 PILE FOUNDATIONS 2 4.4 LATERAL RESISTANCE FROM PIE CAPS AND GRADE BEAMS 3 4.5 STRUCTURAL FILL AND COMPACTION 4 4.6 FLOOR SLABS 4 4.7 PAVEMENT DESIGN 4 5.0 CONSTRUCTION CONSIDERATIONS 5 5.1 OPEN CUT EXCAVATIONS 5 5.2 MATERIAL REUSE 5 5.3 WET WEATHER EARTHWORK 5 5.4 SURFACE DRAINAGE AND EROSION CONSIDERATIONS 6 6.0 ADDITIONAL SERVICES 6 7.0 LIMITATIONS 6 9.0 REFERENCES 9 JTM Construction Southcenter Parking Garages February 9, 2006 LIST OF FIGURES Figure 1 Vicinity Map Figure 2 Site Exploration Plan Figure 3 Generalized Subsurface Profile A -A' Figure 4 Generalized Subsurface Profile C -C' Figure 5 Estimated Pile Tip Elevations Figure 6 Lateral Pile Capacities at Head, 20" Augercast Free Head Figure 7 Lateral Pile Capacity, 20" Augercast Free Head, 20 kip Lateral Load Figure 8 Lateral Pile Capacity, 20" Augercast Free Head, 30 kip Lateral Load Figure 9 Lateral Pile Capacity, 20" Augercast Free Head, 40 kip Lateral Load Figure 10 Lateral Pile Capacities at Head, 20" Augercast Fixed Head Figure 11 Lateral Pile Capacity, 20" Augercast Fixed Head, 20 kip Lateral Load Figure 12 Lateral Pile Capacity, 20" Augercast Fixed Head, 30 kip Lateral Load Figure 13 Lateral Pile Capacity, 20" Augercast Fixed Head, 40 kip Lateral Load Figure 14 Lateral Pile Capacities at Head, 18" Steel Pipe Free Head Figure 15 Lateral Pile Capacity, 18" Steel Pipe Free Head, 20 kip Lateral Load Figure 16 Lateral Pile Capacity, 18" Steel Pipe Free Head, 30 kip Lateral Load Figure 17 Lateral Pile Capacity, 18" Steel Pipe Free Head, 40 kip Lateral Load Figure 18 Lateral Pile Capacities at Head, 18" Steel Pipe Fixed Head Figure 19 Lateral Pile Capacity, 18" Steel Pipe Fixed Head, 20 kip Lateral Load Figure 20 Lateral Pile Capacity, 18" Steel Pipe Fixed Head, 30 kip Lateral Load Figure 21 Lateral Pile Capacity, 18" Steel Pipe Fixed Head, 40 kip Lateral Load 05 -200 Geo Report.doc 2 PanGEO, Inc. GEOTECHNICAL ENGINEERING REPORT Southcenter Parking Garages Tukwila, Washington 1.0 INTRODUCTION This report presents our geotechnical engineering recommendations for use in the design and construction of the two new parking garages at Southcenter in Tukwila. The scope of our work included reviewing existing geologic data and geotechnical reports by others (Shannon and Wilson, 2005a and 2005b) to gain an understanding of the subsurface conditions at the site and developing the recommendations presented in this report. 2.0 PROJECT AND SITE DESCRIPTION The parking garages will be constructed in the southern portion of the Southcenter Mall as indicated on Figure 1. The western garage (Area B) has a rectangular footprint with dimensions of about 200 by 380 feet and the eastern garage (Area C) has a trapezoidal footprint with dimensions of about 340 by 360 feet. The site is currently paved and is being used for surface parking. 3.0 SUBSURFACE CONDITIONS Subsurface conditions at the site were inferred from the results of borings and cone penetrometer tests (CPT) previously competed and reported by others (Shannon and Wilson, 2005b). Figure 2 shows the locations of these explorations relative to the proposed locations of the new parking garages. Logs of these explorations are presented in Shannon and Wilson (2005b). Subsurface conditions at the site are depicted in Figures 3 and 4 which were obtained from Shannon and Wilson's baseline geotechnical report for the parking garages (Shannon and Wilson, 2005b). As shown on Figures 3 and 4, the site is underlain by fill, estuarine deposits and glacial outwash sand and gravel. The site fill, which extends to a maximum depth of about 20 feet, consists of medium dense, sandy silt and silty sand with occasional gravel and cobbles. The fill overlies estuarine deposits consisting of very soft to soft silt and clay with numerous organics and discontinuous layers of fibrous peat and lenses and layers of loose to medium dense sand. The estuarine deposits overlie glacial outwash sediments consisting of dense to very dense sands and gravels. The glacial outwash deposits may be as shallow as 15 feet below the ground surface in the west (Area B) and as deep as 150 feet below the ground surface in the east (Area C). Groundwater levels at the site were determined from the site explorations and from monitoring wells The data indicates that the groundwater levels on the west are relatively shallow, at a depth of about 7 feet. Groundwater levels in the eastern section of the site are somewhat deeper, on the order of 12 to 14 feet. It should be noted that groundwater elevations might vary Site Spectral Acceleration Spectral Acceleration Site Coefficients Design Spectral Response Control Periods Design PGA (SDS /2.5) Class at 0.2 sec. (g) at 1.0 sec. (g) Compression Parameters (sec.) 450 900 S S 750 300 600 F. F. SOS SD1 TO Ts E 1.42 0.49 0.9 2.4 0.85 0.78 0.18 0.92 0.34 JTM Construction Southcenter Parking Garages February 9, 2006 depending on the season, local subsurface conditions, and other factors. Groundwater levels are normally highest during the winter and early spring. 4.1 SITE COEFFICIENTS 4.0 GEOTECHNICAL RECOMMENDATIONS The seismic design of the garage will be accomplished using the 2003 International Building Code (IBC), which specifies a design earthquake having a 2% probability of occurrence in 50 years (return interval of 2,475 years). The following parameters, which are consistent with the 2002 USGS seismic hazard maps, are recommended for the seismic design of the building: 4.2 Son, LIQUEFACTION POTENTIAL The soft cohesive soils that underlie the western garage (Area B) are not susceptible to liquefaction while some isolated sand layer underlying Area C to the east may be susceptible to liquefaction. Shannon and Wilson (2005b) had calculated post liquefaction settlements at the ground surface on the order of 4 to 10 inches. Liquefaction of the sands may result in a loss of vertical support to pile foundations within the affected zone. 4.3 PILE FOUNDATIONS We concur with the recommendations contained in the geotechnical baseline report (S&W, 2005b) to support the west (Area B) parking garage on 20" diameter augercast piles and the east garage (Area C) on 18" diameter, closed end, driven steel pipe piles. Piles installed to the approximate tip elevations shown on Figure 5, which was obtained from the geotechnical baseline report (S &W, 2005b), would have the following load capacities: 05 -200 Geo Report.doc 2 PanGEO, Inc. Pile Ca acity (Kips) 20" Augercast 18" Steel Pipe Allowable Ultimate Allowable Ultimate Compression 450 900 450 900 Tension 350 750 300 600 JTM Construction Southcenter Parking Garages February 9, 2006 depending on the season, local subsurface conditions, and other factors. Groundwater levels are normally highest during the winter and early spring. 4.1 SITE COEFFICIENTS 4.0 GEOTECHNICAL RECOMMENDATIONS The seismic design of the garage will be accomplished using the 2003 International Building Code (IBC), which specifies a design earthquake having a 2% probability of occurrence in 50 years (return interval of 2,475 years). The following parameters, which are consistent with the 2002 USGS seismic hazard maps, are recommended for the seismic design of the building: 4.2 Son, LIQUEFACTION POTENTIAL The soft cohesive soils that underlie the western garage (Area B) are not susceptible to liquefaction while some isolated sand layer underlying Area C to the east may be susceptible to liquefaction. Shannon and Wilson (2005b) had calculated post liquefaction settlements at the ground surface on the order of 4 to 10 inches. Liquefaction of the sands may result in a loss of vertical support to pile foundations within the affected zone. 4.3 PILE FOUNDATIONS We concur with the recommendations contained in the geotechnical baseline report (S&W, 2005b) to support the west (Area B) parking garage on 20" diameter augercast piles and the east garage (Area C) on 18" diameter, closed end, driven steel pipe piles. Piles installed to the approximate tip elevations shown on Figure 5, which was obtained from the geotechnical baseline report (S &W, 2005b), would have the following load capacities: 05 -200 Geo Report.doc 2 PanGEO, Inc. 1 JTM Construction Southcenter Parking Garages February 9, 2006 The pile capacities in the above table were derived from the results of load testing of two augercast piles and dynamic testing of seven steel pipe piles at the site (S &W, 2005a). The 20" diameter augercast piles that were tested at the site were loaded to the maximum capacity of the load test frame of 720 kips, without a failure of the pile or non linear deformation behavior of the pile. However, based on reasonable assumptions for tip and frictional capacity, we believe that the tested piles would be capable of supporting an ultimate load of at least 900 kips. Additionally, the seven 18" diameter steel piles driven at the site were dynamically tested during a combination of initial drive and restrike. The total average ultimate capacity under restrike was about 820 kips. However, the restrike testing tends to underestimate tip resistance. When combining the tip resistance from the initial drive and the frictional resistance from the restrike, the steel piles would have an ultimate capacity of about 1,000 kips. The capacities in the above table would require all augercast piles to have a minimum embedment of 25 feet into the dense sand bearing layer. Acceptance criteria for the steel pipe piles will be determined based on meeting the minimum tip elevations shown on Figure 5 and a driving resistance based on the results of a wave equation analysis of the pile and the contractor's pile driving equipment. Both the augercast and steel piles should be spaced a minimum distance of 3 times the pile diameter. We expect settlements of less than %z -inch for piles designed according to the above recommendations. Lateral loads acting on the garage will be resisted by a combination of passive earth pressure acting on the pile caps and grade beams as will as from the lateral resistance of the piles. The computer program ALLPILE was used to evaluate the lateral resistance of the piles assuming both free and fixed head conditions at the pile cap. The results of these analyses are summarized on Figures 6 through 21. The lateral capacities of individual piles within a group of piles is significantly less than that of an individual pile. Accordingly, the following reduction factors should be used for piles within a group: • 0.7 for l" row (leading edge) piles • 0.5 for 2 °d row piles • 0.35 for 3` and higher row piles 4.4 LATERAL RESISTANCE FROM PILE CAPS AND GRADE BEAMS In addition to the lateral resistance provided by the piles, the pile caps and grade beams can provide additional resistance to lateral loads from passive pressures acting on these foundation 05 -200 Geo Repon.doc 3 PanGEO, Inc. JTM Construction Southcenter Parking Garages February 9, 2006 elements. Specifically, passive resistance values may be determined using equivalent fluid weights of 500 and 250 pounds per cubic foot (pcf) for passive resistance compatible with horizontal movements of 1.0 -inch and 0.50 -inch, respectively, for a 5 -foot deep pile cap. This resistance assumes that the pile caps and grade beams are backfilled with clean, compacted, structural backfill. Reuse of existing site soils as backfill for the grade beams with nominal compaction would result in equivalent fluid weight of 250 and 125 pcf for passive resistance for horizontal movements of 1.0 and 0.5 inches, respectively. 4.5 STRUCTURAL FILL AND COMPACTION The existing near surface on -site soils may suitable for backfill adjacent to pile caps and grade beams provided that the fill does not contain an excessive amount of fines or debris. In general, all weather structural fill would include Seattle Mineral Aggregate Type 17 (2003 City of Seattle Standard Specifications, 9- 03.12(3)) or WSDOT Gravel Borrow (9- 03.14(1)). The backfill should be moisture conditioned to within about 3 percent of optimum moisture content, placed in loose, horizontal lifts less than 8 inches in thickness, and systematically compacted to a dense and relatively unyielding condition and to at least 95 percent of the maximum dry density, as determined using test method ASTM D 1557. 4.6 FLOOR SLABS Slab -on -grade construction may be used within the parking garage knowing that following a large earthquake there is some risk of differential settlement that may require some maintenance, such as a topping slab or sealing of cracks. The magnitude of potential settlement may be reduced by repeatedly rolling the subgrade with a heavy vibratory roller to achieve a fora and unyielding surface. With this subgrade treatment, we recommend use of a modulus of subgrade reaction of 150 pci for the floor slab design. All floor slabs should be constructed on a minimum 4 -inch thick capillary break consisting of free - draining, crushed rock or well - graded gravel compacted to a firm and unyielding condition. The capillary break material should have no more than 10 percent passing the No. 4 sieve and less than 5 percent by weight of the material passing the U.S. Standard No. 100 sieve. The floor slabs should be cast directly over a vapor barrier. The capillary break may be omitted if the floor slabs are cast on the existing asphalt surface of the parking lots. 4.7 PAVEMENT DESIGN Assuming that there may be a limited amount of new pavement leading into the garages and that that primary traffic will be automobiles with only occasional heavy trucks, we recommend that the pavement section consist of 3 inches of Class B asphalt overlying 6 inches of Crushed Surfacing Base Course (WSDOT 9- 03.09(3)) over the compacted subgrade. All materials within 05 -200 Geo Repon.doc • 4 PanGEO, Inc. JTM Construction Southcenter Parking Garages February 9, 2006 the pavement section should be compacted to 95% of the materials maximum dry density, as determined using test method ASTM D 1557. 5.1 OPEN CUT EXCAVATIONS 5.0 CONSTRUCTION CONSIDERATIONS Open cut excavations can be used in conjunction with construction of the pile caps and grade beams. We anticipate relatively shallow excavations will be required with depths typically less than 4 feet. Such shallow excavations can typically be accomplished with near vertical side slopes. Cut slope of 1(H):1(V) should be used for deeper excavations. 5.2 MATERIAL REUSE On -site soils with silt contents in excess of about 5% may be difficult to handle and compact during wet weather. If use of the existing soils is planned, any excavated soil should be stockpiled and protected with plastic sheeting to prevent softening from rainfall. 5.3 WET WEATHER EARTHWORK General recommendations relative to earthwork performed in wet weather or in wet conditions are presented below: • Earthwork should be performed in small areas to minimize subgrade exposure to wet weather. Excavation or the removal of unsuitable soil should be followed promptly by the placement and compaction of clean structural fill. The size and type of construction equipment used may have to be limited to prevent soil disturbance. • During wet weather, the allowable fines content of the structural fill should be reduced to no more than 5 percent by weight based on the portion passing ' -inch sieve. The fines should be non - plastic. • The ground surface within the construction area should be graded to promote run -off of surface water and to prevent the ponding of water. • Bales of straw and/or geotextile silt fences should be strategically located to control erosion and the movement of soil. Erosion control measures should be installed along all the property boundaries. • Excavation slopes and soils stockpiled on site should also be covered with plastic sheets. 05 -200 Geo xepon.doc 5 PanGEO, Inc. JTM Construction Southcenter Parking Garages February 9, 2006 5.4 SURFACE DRAINAGE AND EROSION CONSIDERATIONS Surface runoff can be controlled during construction by careful grading practices. Typically, this includes the construction of shallow, upgrade perimeter ditches or low earthen berms to collect runoff and prevent water from entering excavations. Temporary erosion control may require the use of hay bales on the downhill side of the project to prevent water from leaving the site and potential storm water detention to trap sand and silt before the water is discharged to a suitable outlet. All collected water should be directed to a positive and permanent discharge system such as a storm sewer. It should be noted that the site soils are prone to surficial erosion. Special care should be taken to avoid surface water on open cut excavations, and exposed slopes should be protected with visqueen. Temporary provisions may also be required such as the use of quarry spalls at the entrance to the construction site to reduce the possibility of the offsite transport of soil on the truck tires. Permanent control of surface water and roof runoff should be incorporated in the final grading design. In addition to these sources, irrigation and rainwater infiltrating into the proposed landscaped and planter areas adjacent to paved areas or building foundations should also be controlled. All collected runoff should be directed into conduits that carry the water away from the pavement or structure and into storm drain systems or other appropriate outlets. Adequate surface gradients should be incorporated into the grading design such that surface runoff is directed away from structures. 6.0 ADDITIONAL SERVICES To confirm that our recommendations are properly incorporated into the design and construction of the new garages, PanGEO should conduct a review of the final project plans and specifications, and perform a field - monitoring program during construction. Specifically, we anticipate that the following construction support services may be needed: • Review final project plans and specifications • Verify implementation of erosion control measures • Monitor pile installations • Verify adequacy of slab and pavement subgrade • Confirm the adequacy of the compaction of structural backfill • Other consultation as may be required during construction We have prepared this report for use by the JTM Construction design -build team. Recommendations contained in this report are based on a review of pertinent subsurface information and our understanding of the project. The study was performed using a mutually agreed -upon scope of work. 05 -200 Geo Repon.doc 7.0 LIMITATIONS 6 PanGEO, Inc. JTM Construction Southcenter Parking Garages February 9, 2006 Variations in soil conditions may exist at locations away from the explorations and the actual conditions underlying the site. The nature and extent of soil variations may not be evident until construction occurs. If any soil conditions are encountered at the site that are different from those described in this report, we should be notified immediately to review the applicability of our recommendations. Additionally, we should also be notified to review the applicability of our recommendations if there are any changes in the project scope. The scope of our work does not include services related to construction safety precautions. Our recommendations are not intended to direct the contractors' methods, techniques, sequences or procedures, except as specifically described in our report for consideration in design. Additionally, the scope of our work specifically excludes the assessment of environmental characteristics, particularly those involving hazardous substances. We are not mold consultants nor are our recommendations to be interpreted as being preventative of mold development. A mold specialist should be consulted for all mold - related issues. This report may be used only by the client and for the purposes stated, within a reasonable time from its issuance. Land use, site conditions (both off and on- site), or other factors including advances in our understanding of applied science, may change over time and could materially affect our findings. Therefore, this report should not be relied upon after 24 months from its issuance. PanGEO should be notified if the project is delayed by more than 24 months from the date of this report so that we may review the applicability of our conclusions considering the time lapse. It is the client's responsibility to see that all parties to this project, including the designer, contractor, subcontractors, etc., are made aware of this report in its entirety. The use of information contained in this report for bidding purposes should be done at the contractor's option and risk. Any party other than the client who wishes to use this report shall notify PanGEO of such intended use and for permission to copy this report. Based on the intended use of the report, PanGEO may require that additional work be performed and that an updated report be reissued. Noncompliance with any of these requirements will release PanGEO from any liability resulting from the use this report. Within the limitation of scope, schedule and budget, PanGEO engages in the practice of geotechnical engineering and endeavors to perform its services in accordance with generally accepted professional principles and practices at the time the Report or its contents were prepared. No warranty, express or implied, is made. 05 -200 Geo Report.doc 7 PanGEO, Inc. JTM Construction Southcenter Parking Garages February 9, 2006 We appreciate the opportunity to be of service to you on this project. Please feel free to contact our office with any questions you have regarding our study, this report, or any geotechnical engineering related project issues. Sincerely, PanGEO, Inc. mmMRrs unweb 1 W. Paul Grant, P.E. Principal Geotechnical Engineer 05 -200 Geo Report.doc 8 PanGEO, Inc. JTM Construction Southcenter Parking Garages February 9, 2006 9.0 REFERENCES Shannon and Wilson (S &W), 2005a, Geotechnical report, Westfield Shoppingtown Southcenter Expansion, Tukwila, Washington: report to Westfield Corporation, September 15, 2005. Shannon and Wilson, 2005b, Contract for design -build services, Westfield Shoppingtown Southcenter Expansion, Tukwila, Washington: report to Westfield Corporation, October 27, 2005. International Building Code (IBC), 2003, International Code Council WSDOT, 2004, Standard Specifications for Road, Bridges, and Municipal Construction. 05 -200 Geo Repon.doc 9 PanGEO, Inc. Southcenter Parking Garages Tukwila, Washington VICINITY MAP Project No. Figure No. 05-200 1 Approx. Scale: 1 in — 750 feet I'anGF® I C O R P O U A Y I D • Southcenter Parking Garages Tukwila, Washington SITE EXPLORATION PLAN Project No. Figure No. 05-200 2 21812006(1:12 PM) MHX C.) 8 a co c ID e At ,.. I tee 1_ ; c trait 13- 17 . CPT-1 irre• 11 04 ,-. . f. r Ser. . "vie sittsnetter trete% Ststrt " h.; - ere TW7. 6 spree F. • • !IR/ trot., tN i N ' ' aasHt0.• r--PROPOSED PARRIN0 STRUCTURE (MM 0- 13, 2tle VC s ss, nr" Itr1 3—, • ttemttet • let=410 rat= • • Irr.1434711. IM9 ' • 7 DASD_ • • • - '1.4. sc..seett 144 sec 4 -3- 3. - sta. ries Skt q Ste or - • • ,•, 10 0 10 41 0 tC1 trEptaat vrteal Stet 1,1'00 10 Seep 0 Pee reeler Etrtreert 3 33 % R0-1 ; IH Vt. elOrrr town.. ry if A' ent-Sted 4 ,7, 7 „01 otelatOrkt raterntretfort enterrente On :X: , t tr. We rite rink...tat% mutt ' Tx. 1' 0-117 044. If! 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Fq1 vkiMty.ppt 2I8/2006(1:12 PM) MH% • • • O C_ C 5- • 1D M .7. d d d N x 7. 7 7 m O 7 7 N N N O O ■ pae.srM ) � aaOP096ovMMry_o sralCR IRe {AREAS) i AVM .*r NI dxd :xf RB1 Moir NI � i � +b Aap 1 B-tfl i inn an) NN 1 trn 1 ? r + °..° 1 �a e Lb .1 p U IiQT!$ f THS saw w4. rca 4 pnire.“e*c . mre4'f tbstml M SW betas YAgeem burner is I *R tre IOW ee ntom mkt asM 2 Ses FE401Qb inp¢�2 *Ora none •drad•• .wtM s M r1d0 e s -en*; 0* {MB • PT 'w.«..... 51 "F im JO 7 0 too 200 1 5: velar !Ma F9rt I10ixrnal Stet N FM Vet S,gpe.F.m •SA% 0 PAPRMO S IAUtninE (*MA CI-- crt -i R -ftr nM -ew1 P•a 55005, GENERALIZED SUBSURFACE PROFILE C -C' art4 er2C9 5 2 +11- 20189M121 ct — twIL3011„MG EVIG. day y pat w04 £. 0.9 I • ti Fig 218•006(1:12 PM) MHX 11 0 3? 8 z 0 0 0 1 ij ili sps ) A 1 \N k ; i 1 4 . k• : lz- L ;. 0,.. : .„ iA A y ‘ 1 ,. ,J , ,, 1 i C i 7 . f 1 VOI il 1,,, TT \ ,c4ST rr, I, 1 4/ 4 I t% - r1 . . iiiI 7L1:7-2.2 ciTs,, _f I !•• IP , i , I "44......:_.4_ rS 1,4,44, • '4\ • - 1 eh 't... \:::,,JR LE I , , we • wr 1 ' t ;hr l' I ` ': — w • — •Tmt_ e-=- /49 14 MEI GPM e 8 • 11 1 1 , 11 11-13 • • 4 rie • 1 - - re 2••••\. Oast* Al Mtn: L eafe. ' %tar T•Vgair netz-r=n, SP4 ;,...c"argr AC-1% j o,L .. ,,usgni e wlarrecir rew rt *rim% IWO= 94 9S 1 re Went 1990 V tea 9= osta %We OwWwwo old hasElna (sawn 3C. Ponnef Cs 1141499 $441.44919.191099 90.9) 914944414=4=1=1 — t=t4vet.14,,,zr 40 Itratraitir ROgrAii Oemtto Mime une wow Mon Os " Anion' Ewa* 4444 1 " ±‘ ' 1 '11/4•• • • - ; 44\' 11X1 1-1 We • 11 .91 EXIE Eentsvw "nowt...En r ?Meaty wer‘edEnowt. tin 8.194004 we .14016 A/ Isplasifun, r.tn4 1111944•111 flits 1119 ww1E•E SInpVerme Soollownle Ewen...Jo Telteta, WasMogleo ESTIMATED PILE iv ELEVATION MAP Septertter MOS 21-1E0109E04 1 Pia. Flgi W6nity.ppt 219(2006(1:12 PM) MAX fn 0 M c S 3, m 01 (A d (0 70 0 tom CO co 0 1n 0 0 0 -o 0 10 c 0 W 40 36 32 28 24 20 16 12 6 4 0 unit* Mtt"tr - LATERAL LOAD vs DEFLECTION & MAX. MOMENT 00 0.2 04 06 08 10 12 14 16 18 20 He 6OtM lion, yt4n 40 36 32 28 24 20 16 12 4 0 0 20 40 60 80 100 120 140 160 180 200 MIL Moment In 61ng0 PM, Amax 481p -ft Southcener Parking Parages (2) Area D - 20" Augercast Piles, Free Head, P= 40kips Figure 9, vidniy 2192006(1:12 PM) MHX AL Deplb from 91(116p-ft M/ 200 CI fMYF traYaY kes LLa..dY AMMO A 11. 060 PILE DEFLECTION & FORCE vs DEPTH Pile below Ground 7 -MATS { _......_....___. 120 33 C- kipff2 ___ ............. 5•M k -Mrin3 e50.% ____. ____ Po 80 10 Elevation Pile Top-II 2J e— -02 — 37 — -67 — nG] B I R O S (4 .0.50 DEFLECTION, 11-in MOMENT 4441 SHEA 0 +0.50 -100 0 +100 -50 -kip 0 .50 P _ _ - —15 = —30 —d5 _ - — SO Pile Tip — 110.000 Sh0.000000 —75 —90 - Head We Max Y-0A15 Head SW0.0001137 • • OM at 9.8-11 Sh0 9115.2 -e _ Mead MOmenh9.0 Max Mom* Southcener Area D - 20" Augercast Southcenter Parking Garages Tukwila, Washington -- _ — _ — _ _ Head Snear•20.4 1473.5 Max Sbeerv20.4 Parking Parages (2) Piles, Free Head, P= 20kips E -IX 14107854 ,2.3000 57.8 37.8 89.e ]] 29 Sand 0 Sand 35 0 Send Figure 80 Project No. 05-200 LATERAL PILE CAPACITY 20" AUGERCAST FREE HEAD 20 KIP LATERAL LOAD Figure No. 7 9, vidniy 2192006(1:12 PM) MHX F Nddry.ppt 2/0/200611:12 PM) MHX • • H 0 0 0 o 11 z 0 &LAMM Oefa*aabs .wali6,y,sw Wand b YYYIU McE0 Depth (4 Pile Top-ft — 0 —15 30 45 60 B0 •1.00 DEFLECTION, yt -In 0 00 at10.54 6140 a116.04 PIS Tip — - _ _ — Yh0.000 Head Y140.672 6)40.000000 Max Yh0.672 75 Haul Sh0.000524 1.00 -200 s PILE DEFLECTION & FORCE vs DEPTH MOMENT -kip-It 0 Heed Mom nh0.0 Max Mome M122.5 +200 -50 __ ._...... _..- P115 below, Ground SHEAR -kip 0 +50 Head 6hear Max Shear30.6 EI-1142.4G 1-14.75551 7 -Ib/03 4 C- kipl02 9-10 493 65046 Eleve on 120 33 0 0 from Sand Pile Top-I1 23 — 57.6 33 0 60 Band 37.6 29 0 10 Sand 62.5 35 0 w Band Southcener Parking Parages (2) Area D - 20" Augercast Piles, Free Head, P= 30kips Figure -7 47 -52 -67 F)g1_vidnity.ppt 29/2005(1:12 PM) MHX N 0 . � . C 0 0 p� 0 0 d N 7C S� 7 to 0 ID O -1 7 d 0 0 Y' 0 m TJ z 9 N O c 5 x r Jr m y m 1 Om> a=0 ° a � ° NIAEne CMn-eeede mwarniates. UtnM• MEYa8U ME0 ffrrom� (21 PI a Top -0 —0 15 —30 —45 50 —90 -2.00 PIM Tip .— Tt=0.000 sr-0.000000 75 PILE DEFLECTION & FORCE vs DEPTH Pile below Ground DEFLECTION, yt -In 0 Mead 1.050 He S = Heed Sh0.00701B yt=0 11 11241 $1=0 at 15.7.5 MOMENT -Mp -R 2.00 -200 0 +200 -50 v Heed Mom nt=0.0 Max Moms 1=175.0 SHEAR -Mp 0 Head Shear41ft Max Sheer- -412 y 4bM3 4 C-Mpm2 k-tdn3 e50 -% +50 120 33 S 90 Sand E -k1M2- -3000 1 -b4 =7654 57.5 33 0 50 send 37.5 29 0 10 Send e2.e 35 o eo send Southcener Parking Parages (2) Area D - 20" Augercast Piles, Free Head, P =40kips Figure Eleve on from Pile Top-ft 23 -7 -22 37 52 -67 Fl171 v kdNry.ppt 2le/2008(1:12 PM) MHK • ▪ ' 1, f • • • • N 8 0 m z 0 ru•[m ewer a re**w ...tl•M... Mewl* newtu ...11[e 40 36 32 26 24 20 18 12 8 4 0 LATERAL LOAD vs DEFLECTION & MAX. MOMENT 0.00 0.03 0.06 0.09 0.12 0.16 0.18 021 0.24 027 0.30 Mud OsMetton, Ndn 40 36 32 2a 24 20 16 12 $ 4 0 0 20 40 60 e0 100 120 110 160 180 200 Max. Moment In Single PM, Mmax alp-It Southcener Parking Parages (2) Area D - 20" Augercast Piles, Fixed Head, P= 40kIps Figure Flp1 vldMty.ppt 29(2006(1:12 PM) MHX -u O m a Z O N 0 0c-I rn y m r r D `T • i r Y - r 5 D O OD o m� D 0 ALL-rum Partsnw.. ...wuw toemm (2) P11. Top-ft —0 1 5 30 45 60 90 M".ele PNIGEO DEFLECTION, yt 4n -0.10 0 +0.10 -100 y1=0 at 12.441 SDI/ 6117.6 -5 PO. Tip — - _ — - — Tt-0.000 Head Th0.095 sto.o50090 MeeTt=0.095 75 Head S1.0.000174 v PILE DEFLECTION & FORCE vs DEPTH MOMENT 4Mp4t 0 +100 -20 SHEAR -kip 0 _ Pile below Ground +20 Heed Mom nk -75.0 Heatl Sheer =20.0 Mex. Home 1=75.0 Mex. Sheer-20.0 E- NpM2.3000 1414.7154 y -HOD • C- kip/lrz k -Ib/1n3 e50 -13 120 33 0 00 Send 57.5 33 0 60 Sand ze o 1u Sena 62.6 35 0 S0 Send Southcener Parking Parages (2) Area D - 20" Augercast Piles, Fixed Head, P= 20kips Figure 6 -7 -22 Elevation from Plle Top -1 23 .37 -52 -67 c Fm1 vidnlly.ppl 219200611:12 PM) MHX N O — S g to d to -, N 2C S o 7 l0 0 00 0) 0 7 0 10 A N N -u .2. N 2 z 0 MIA2 C1RM {Os w••1r*a a Umbel Is VMS is 1.•a0 Gomm 16 Pile Top-ft -0 - 15 -30 - 50 45 PSe71p — Y%0.000 - st-o.000000 - 75 Head Sl•0.000362 -90 DEFLECTION, yt -In -0.20 0 +0.20 -200 0 at 13.0 -I1 Sl•0 at 18441 tlsatl lt•0.175 Max YMO. 75 y PILE DEFLECTION & FORCE vs DEPTH MOMENT alp-ft 0 Head Mom n1 -121] Max Monde t-121.7 PIN below Grp04n4 SHEAR -Mp 7 -Ibm3 + C- kipr02 k -IbIn3 e50 -% Elevaton +200 -50 0 +50 120 33 Sand 90 from Top-ft 23 - Head Shear -30.0 Max Shear•30.0 E-kglb2=aa4a 1- FI•7851 57.5 33 0 80 sane 37.0 29 0 10 Send 82.8 35 0 80 Sand Southcener Parking Parages (2) Area D - 20" Augercast Piles, Fixed Head, P= 30kips Figure -22 -37 -52 5- -67 - Y Flgt vidnhy.ppt 2/92006(1:12 PM) MHA N 0 1 7 C n m m � m d CO 7C S • to to 0 o • m to N N 0 N 0 0) r c z 0 O rr oc- M • m C 1 m 1m � -n n r X D voa O m � ALLAI Mm CMTM Aiwa .waaMMaa Unwed O NOS no MEM Depth (r) P le Topd — — 15 — 30 — 45 —60 — 90 DEFLECTION, yt4n -0.50 0 +0.50 -200 PILE DEFLECTION & FORCE vs DEPTH MOMENT -kip -It 0 =0.000 Heed 10=0.280 st- 0.000000 Max yt=0. 80 — 75 Heed 51=0.000863 yt0 a113.8.11 53=0 et 19.1 -6 v Head Moment= -1743 Max Moms 1=174.2 +200 -50 SHEAR Alp 0 PI beloery ound +50 J — Head Shear -40.0 Max. Sheer -40.0 E- M1Ih2.3000 1444864 y - 10101 4 C -kip!1 k -IOM3 e50 -14 Elevation 12o 33 0 90 from Sand Pile Top-It 23 — 57.6 33 0 80 5.M 37.8 29 0 10 Band 62.6 35 0 80 SaM Southcener Parking Parages (2) Area D - 20" Augercast Piles, Fixed Head, P=40kips Figure 8- -22 — -37 -67 — x Fig t vkJMly.ppl 2192006(1:12 PM) MHX ■ • q • • ■ ■ 4 co 8 T to 0 0 A MLAE MO CMI.d wMaMp. Iawd1Y MOS W M1YFO 40 36 32 28 24 20 16 12 e 4 0 0.00 0.09 0.18 022 0.38 0.45 0.54 0.83 M.a■ O.11.6.n, 1 -18 LATERAL LOAD vs DEFLECTION & MAX. MOMENT a. a. 2 9 40 36 32 28 24 20 18 12 8 4 0 0.72 0.81 0.90 0 20 40 80 80 100 120 140 180 180 200 Max. Moment In Single PIN, Mmax -MP-lt Southcener Parking Parages (2) Area C - 18" Steel Piles, Free Head EINIEIMMIONNEN E■■■■■■,.E E■■■■■N.■E EINEINIRIENNE EI■.■/■■■■E a■■ /■■■■■t s.,■■■■■■u an..■■■■■E E.■■■■■■■s EIMINIMIENNEINE Figure 1 H3g1 NdMly.ppt 2)92006(1:12 PM) MHX y O c no d d N 74" S = CO 0 03 o 7 N t0 N O T 5 2 0 0 0 4 - m m 1 vm rrr m r x i m T r J> 0°ID ° a � ° ALkfZ aW chinch a,aar sores. Wowed • Mh41eh hcEO fomy (4 P le Top-ft -030 0 — 0 — 25 —50 — 75 — 100 —125 —150 DEFLECTION, yt - In PIIe Tip Yt -0.000 Heed M0.312 Sa0.000000 Max St -. 12 Sa Heed -0.000090 $=0 et 11.1 -f Sao at 18.E -E 0.50 -100 9 PILE DEFLECTION & FORCE vs DEPTH MOMENT -kip-It 0 +100 -50 SHEAR -kip 0 Head Mom na0.0 Head Shear -20.4 Max Mome 179.5 Max Shear Southcener Parking Parages (2) Area C - 18" Steel Piles, Free Head, P= 20kips Pile below Ground +50 E- k,M2.29000 1 -kH -1053 C- kipm12 k -IbAn3 e50-% EMweon Pile 110 33 - - - S - _- 23e70p -R Sand 23 Y -IbA13 4 57.6 33 0 60 Sand 37.5 29 0 10 Sand 62.6 35 0 00 Sand Figure 1 -2 -27 -52 -77 -102 -127 Fpt NNNy.ppl 2/9/2006I1:12 PM) MHX Y. ° 0 A to m O W 0 TO — m F s v - AA mm rAD m O m D = • I1 0 ALL-1111 MI CM,N adr• wnpa=nsw Owned • Weis! XL% gpt0 Depth (r) P116 Top-II — 0 — 25 — 50 —75 —100 —125 —150 Pile Tip — YM0.000 sr= 0.000000 PILE DEFLECTION & FORCE vs DEPTH NA L* owShynd DEFLECTION, yt -In -1.00 0 +1.00 -200 11.0 at 11.7 -n SSD at 17.6 -a Head YM0.587 Max 11=0. 87 Head St= -0.000179 MOMENT -klp4t 0 +200 -50 SHEAR -klp 0 /laid Mom nt=0.0 Head Shear -30.8 Mex. Moms F -131.7 Max Shear E -kpm2 =29000 I -1n4 1053 Southcener Parking Parages (2) Area C - 18" Steel Piles, Free Head, P =30kips Figure - Ibl03 • C- kipilI2 k -16M3 e50 -% Elewfion de h 129 33 0 90 Top-ft d 23 23— 57.6 33 0 60 Sand 37.6 29 0 10 Sand 62.6 35 0 60 — Sand -27 — -77 -102 -127 a. FlOt Mtlnity.ppt 21912008(1:12 PM) MI-11( 8 -4 -u 1 2 O T to O r Fs. N--I X M m m r r r m mr mm m r Ay O m> O • mn D � O NLJar am CNfW aer. wpachIllakstm OWf,ab loch= M19f0 Depth ( P le Top-1t —0 — 25 — 50 — 75 —100 — 125 — 150 Pile Tp YF -0.000 x1 DEFLECTION, yt - In - 1.00 0 +1.00 -200 Heed Y =0.894 Max. YR0,594 Head SW- 0.000298 v PILE DEFLECTION & FORCE vs DEPTH MOMENT -Mp-R 0 +200 Head Mom n1=0.0 Mn. Mom* !=188.3 -50 SHEAR -kip 0 Head Sheara40.9 Max Sheer Pile belowiund 50 E- kblln2 =29000 1 -P4 =1053 Southcener Parking Parages (2) Area C - 18" Steel Piles, Free Head, P =40kips Figure 7 41/11D 4 C -Mp9I2 k -Ibdn3 e50-% Mallon hom 120 33 0 90 Pile Top-ft 8Sand 233 — 578 33 0 e0 Sand 378 29 0 10 Sand sae 35 0 e0 Sand -27 -52 -77 -102 -127 ., Flit vidnity.ppt 2/92018(1:12 PM) MNX 0 C _ c S co at N 7x S o I m 0 9) o 0 N N 0 0, r 0 m 0 Aaaz MO CMTM, saese wactIlbehaan Licensed b fkMl Xu. M1f#O 40 36 32 29 24 20 16 12 8 4 0 0.00 LATERAL LOAD vs DEFLECTION & MAX. MOMENT 0.03 0.06 0.09 0.12 0.15 0.18 0.21 0.24 0.27 0.30 NM Der den, yt 40 38 32 29 24 20 18 11 8 4 0 Southcener Parking Parages (2) Area C -18" Steel Piles, Fixed Head, P= 40kips 0 20 40 60 80 100 120 140 180 180 200 Max. Moment In Single Pile, Minix 40p41 Figure FI91 Ntlnity.ppt 2/9'2006(1:12 PM) MHX 0 0 0 00 m 5 2 0 J hi 9 -I5 r sr I- - 0 m To I = m m r m ova om D� v MLAU 0-O CNhMeawe w.alieesa IttM4 atlni M. P 010 Depth (y DEFLECTION, M -In MOMENT -5p41 from P le Top-ft -0.10 0 +0.10 -100 0 - 25 — 50 — 75 — 100 — 125 — 150 Pile Tip '410.000 st- 0.000000 PILE DEFLECTION & FORCE vs DEPTH Head - 0#0.014 Max 0=0. 85 Head Sh- 0.000038 yt=0 et 13.0.0 SF-0 at 19.0-8 0 - — - Head Mom nt= -79A — - — Max Mome h79.4 +100 -20 1111111111 SHEAR -kip 0 PileOMow Q-rwjnd_ 1111111 20 - Head Shea, -20.0 Max Shear20.0 E- 150129000 I- 10.101053 7 -00 C-10/52 k -I0M9 050 -% Eieva on +20 33 0 90 Pis Top-ft sand 29 — Sze 33 0 00 Send 37.0 29 0 10 - Sand 02.6 85 0 00 Sane Southcener Parking Parages (2) Area C -18" Steel Piles, Fixed Head, P=20kips Figure -52 — -77 — -102 -127 — 4 C F191 Ntlnity.ppt 2/92005(1:12 PM) MHX N 8 0 -u m a Z 9 m N 2 0 DD Oa X Vi rr = m m i %n 0 O O WARE 21a1 adlIneh S. awytskaan WN\ Mb•t Aa hMEO Depth (a) P It Top-6 —0 — 25 — 50 75 100 125 150 DEFLECTION, yt -In -0.20 0 0 at 13.64 SW0 et 19.5.6 Pile Tlp — _ _ _ _ _ 110.000 Head Tto .159 St=0.000000 Max 110.159 Head SM 0.000073 +0.20 -200 C PILE DEFLECTION & FORCE vs DEPTH MOMENT -IdpIt 0 Head Mom nt= -130.0 Max Mome 1=130.0 +200 -50 SHEAR 44 Southcener Parking Parages (2) Area C - 18" Steel Piles, Fixed Head, P =30kips Pile below. Ground +50 Head Shear -30.0 Max Sheera30.0 E- kph12. 9000 I -N] =1053 y -15l113 + C- klphl2 k-manS e50 46 Edon fro 120 ]] 0 90 Pile Top -5 Sand 23 — - 57.6 33 0 60 Sena 37.5 29 0 10 — Sand 62.e 35 0 60 Send Figure - 2 -27 -52 — -77 -102 -127 4 Fi91_vkinib.ppt 2192005(1:12 PM) MHX 1 n • 4 0 -u 2. to z 9 0 yO' W t� N O (/1 -1 8 m v � --IT my •r. • m z r D o r m > 0 0 lN) • D1 NLAeIOS CYR a1a=aa awtl/ata WwMb YNity Pu E0 Depth (7) P le Top-R —0 — 25 —125 - Vt=0.000 Heed Y% 0.244 - 51.0.000000 Max 71.0344 Head St.-0.000115 75 100 —150 DEFLECTION, yt -In -050 0 +050 71.0 at 13.9 -6 51.0 at 195 PILE DEFLECTION & FORCE vs DEPTH __ ..__. _.... __.. . -. ......._. _..... -__ Pile below ground MOMENT - kip-ft SHEAR alp - too 0 +200 -50 +50 Head Mom n1.- -183.3 Max Moms 1.103.3 11 1 1111111 1111' - Heed Shear=40.0 Max Shamir-40.0 E -HpM142 •29000 IAnt =1053 7 -RAJ 4 C- kiptl2 k -I99n3 e50 -% 120 3 3 no 33 S 90 Sand 57.6 33 0 60 Sand 37.6 29 o to Sand 62.6 35 0 so Sand Southcener Parking Parages (2) Area C - 18" Steel Piles, Fixed Head, P= 40kips Figure Elevation from Pile Top-ft 23 — -27 — -52 -77 -102 -127 — 4 x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x X