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HomeMy WebLinkAboutPermit D05-133 - DEPARTMENT OF LABOR AND INDUSTRIES - TENANT IMPROVEMENTDEPARTMENT OF LABOR & INDUSTRIES 12806 GATEWAY DR DOS -133 City 6. "Tukwila DEVELOPMENT PERMIT Parcel No.: 2716000050 Address: 12806 GATEWAY DR TUKW Suite No: Tenant: Name: DEPARTMENT OF LABOR & INDUSTRIES Address: 12806 GATEWAY DR, TUKWILA WA Owner: Name: Address: Contact Person: Name: Address: Permit Number: Issue Date: Permit Expires On: Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206 - 431 -3665 Web site: ci.tukivila.wa.us AMB INSTITUTIONAL ALLIANCE Phone: C/O MCELROY GEORGE & ASSOC, 3131 S VAUGHN WAY STE 301 ALAN BYLSMA 12720 GATEWAY DR, STE 116, TUKWILA WA Contractor: Name: PRECISION BUILDERS INC Address: PO BOX 98609, DES MOINES WA Contractor License No: PRECIBI151C2 Steven M. Mullet, Mqvor Steve Lancaster, Director DOS -133 05/12/2005 11/08/2005 Phone: 206 433 -8997 Phone: 206 878 -2948 Expiration Date: 01 /19/2006 DESCRIPTION OF WORK: INSTALL NEW DOOR BETWEEN OFFICES, REPLACE 20 MIN DOOR WITH 20 MIN. WINDOW FILL SPACE FOR CONTINOUS RATED CORRIDOR (EXISTING). INSTALL NEW 20 MIN WINDOW IN RATED CORRIDOR; INSTALL NEW CEILING. Value of Construction: $1,090.00 Type of Fire Protection: SPRINKLERS Type of Construction: III -B Fees Collected: $89.77 International Building Code Edition: 2003 Occupancy per IBC: 008 Public Works Activities: Channelization / Striping: N Curb Cut / Access / Sidewalk / CSS: N Fire Loop Hydrant: N Number: 0 Size (Inches): 0 Flood Control Zone: N Hauling: N Start Time: End Time: Land Altering: N Volumes: Cut 0 c.y. Fill 0 c.y. Landscape Irrigation: N Moving Oversize Load: N Start Time: End Time: Sanitary Side Sewer: N Sewer Main Extension: N Private: Public: Storm Drainage: N Street Use: N Profit: N Non - Profit: N Water Main Extension: N Private: Public: Water Meter: N doc: IBC - Permit D05 -133 Printed: 05- 124005 Z Z' �w Q � JU U0 U) r`- �LL w 0. LL ¢ co D = a F- w z F- r- 0 Z F- LU W U� O N o r`- wW H F- !- O .Z w U� O Z City G Tukwila Steven M. Mullet, Mayor 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.its Permit Number: Issue Date: Permit Expires On: Steve Lancaster, Director D05 -133 05/12/2005 11/08/2005 Permit Center Authorized Signature: Date: I hereby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating consAuction or the performance of work. I am authorized to sign and obtain this development permit. Signature: rUAd_Lt--,� S—.AQ.IC..E -h" Date: 6 /'; Print Name: lR aIr ' X ' hk Y A verve 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. Z i=-- Z �QQ M JU UO CO D J H CO LL '. wO LL Q UD = �w Z� F— O Z F- w w 2 5: U 0, O �: � F- wW F- LL- O LJJ Z U= O Z doc: IBC- Permit D05 -133 Printed: 05 -12 -2005 City of Tukwila 1908 Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 PERMIT CONDITIONS j' Parcel No.: 2716000050 Permit Number D05 -133 Address: 12806 GATEWAY DR TUKW Status: ISSUED :Suite No: Applied Date: 04/25/2005 Tenant: DEPARTMENT OF LABOR & INDUSTRIES Issue Date: 05/12/2005 1: ** *BUILDING DEPARTMENT CONDITIONS * ** 2: No changes shall be made to the approved plans unless approved by the design professional in responsible charge and the Building Official. 3: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (206/431- 3670). 4: All permits, inspection records, and approved plans shall be at the job site and available to the inspectors prior to start of any construction. These documents shall be maintained and made available until 1=lnal inspection approval is granted. 5: New suspended ceiling grid and light fixture installations shall meet the non - building structures seismic design requirements of ASCE 7. 6: Partition walls that are tied to the ceiling and all partitions greater than 6 feet in height shall be laterally braced to the building structure. 7: 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. 8: 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). 9: 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. 10: ** *FIRE DEPARTMENT CONDITIONS * ** 11: The attached set of building plans have been reviewed by the Fire Prevention Bureau and are acceptable with the following concerns: 12: Maintain fire extinguisher coverage throughout. 13: 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) 14: 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) 15: Dead bolts are not allowed on auxiliary exit doors unless the dead bolt is automatically retracted when the door handle doc: Conditions D05 -133 Printed: 05 -12 -2005 z i� ~ w D 00 w� S2 LL w LEQ N � = �w z F- O z F- w w U ON 0 F- wW F- i=- �- O w z U= O z 6 � C of Tukw t90B Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 . is engaged from inside the tenant space. (IFC Chapter 10) 16: Exit hardware and marking shall meet the requirements of the International Fire Code. (IFC Chapter 10) 17: Maintain sprinkler coverage per N.F.P.A. 13. Addition /relocation of walls, closets or partitions may require relocating and /or adding sprinkler heads. (IFC 901.4) 18: Sprinklers shall be installed under fixed obstructions over 4 feet (1.2 m) wide such as ducts, decks, open grate flooring, cutting tables, shelves and overhead doors. (NFPA 13- 8.6.5.3.3) 19: All new srpinkler sysetms 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) 20: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2050 and #2051) 21: All new fire alarm systems or modifications to existing systems shall have the written approval of The Tukwila Fire Prevention Bureau. No work shall commence until a fire department permit has been obtained. (City Ordinance #2051) (IFC 104.2) 22: Call the Tukwila Fire Department at 206/575 -4407 for approval of any system shut down. Have job site address, name and the Tukwila Fire Department Job Number available to confirm shut down approval. (City Ordinance #2051) 23: All electrical work and equipment shall conform strictly to the standards of the National Electrical Code. (NFPA 70) 24: Required fire resistive construction, including occupancy separations, area separation walls, exterior walls due to location on property, fire resistive requirements based on type of construction, draft stop partitions and roof coverings shall be maintained as specified in the Building Code and Fire Code and shall be properly repaired, restored or replaced when damaged, altered, breached, penetrated, removed or improperly installed. (IFC 703.1) 25: This review limited to speculative tenant space only - special fire permits may be necessary depending on detailed description of intended use. 26: Any overlooked hazardous condition and /or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 27: These plans were reviewed by Inspector 512. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575 -4407. * *continued on next page ** Conditions D05 -1 Printed: 05 -12 -2005 �.s u. ..—;� ''.c�+i.r �:s�:,...,..aS.i � :�.e.:.we:k' 41 � � �•n. u'�11AY c».., iW':J? '.i1:.4"'Sa7F • 'i�iuf'�5:, �`�' ' .'.�+��.: i Z ~w UO U) o W H C0 L w �-i LL cf)d = w F- _ Z F- 0 Z F— w w U� O � o� wW O w Z co O Z f City of Tukwila F low I hereby certify that I have read these conditions and will comply with them as outlined. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 z Z, �w UO (00 CO J f" CO LL wO LL cf) c = w z M . ►= o .z F-. w 2 j, U CO ZU LL o. .. Z' W CO O z The granting of this permit does not presume to give authority to violate or cancel the provision of any other work or local laws regulating construction or the performance of work. Signature: Date: 5 -06 Print Name: I i i i j j J D rooe CITY OF TUKWILA_ Community Developm( Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 b . use only) "r Building Per No. Mechanical Permit No. Public Works Permit No. Project No. Applications and plans must be complete in order to be acce ted for lan review. Applications wil not be accepted through th mail orb fax. * *Please Print" SITE LOCATION fy King Co Assessor's Tax No.: 7- 7 -LUS0 Site Address A VSD(o GATEWAY nP NE Suite Number: Floor: A--r Tenant Name: _12tA0.2Tt-tF.N-T 2E LAS--e— + I1 AL-%T2(FS New Tenant: ❑ ...... Yes I� No Property Owners Name: AM121, ITQPERn' t ;eeP . ab P- PA LL I SSA' Mailing Address 12720 110 Ti)I-WiLz. WA °)131 City state zip CONTACT PERSON Name: ALAa % -1,A Day Telephone: Z G-- 4 39 - 4S`)S Mailing Address I7, ?7,0 6X - EWAYl M <=Feh L City state zip E -Mail Address At'Cel @ GQ tokl ' ea,fy-IN .Go N'1 Fax Number: W(c> 83 (0 ° ) GENERAL CONTRACTOR INFORMATION -(Mechanical Contractor information on back page) Company Name: PREG54c>& . R ALit )E s, itiC, Mailing Address P .Q. 50$e PES M- U*J ✓ r WA S City state zip Contact Person: L,6.21zY U GC Day Telephone: 7,06 878 - 0°.) G 7 E -Mail Address Fax Number: Contractor Registration Number: 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 CompanyName: KEAt.E" .. A- llt5cr Mailing Address 12`77,0 &2AT— fFWAY 0 Vim, "� 116 Safi _E k.1A X31108 City State Zip Contact Person: ALz,. 9" Day Telephone: ZQ(o- E -Mail Address: Fax Number: Z06- ENGINEER OF RECORD - All plans must be wet stamped by Engineer of Record Company Name: t�� - Mailing Address City state zip Contact Person: Day Telephone: E -Mail Address \applicatian\p=it appikation (7 -2004) Pon. 1 Fax Number: Z ~W JU 00 Cf) 0 J = H �LL W O LL C/) = W t- _ z �O Z F- W 5 U� 0 U)_ H WW LL F- - 0 L LLI Z U= I= � Z �,UILDING PERMIT INFORMATION - 206 - 431.3670 v Valuation of Project (contractor's bid price): $ U 0 Building Valuation: $ 4 10Z CC) Scope of Work (please provide detailed information): ( t L l NL7. i Dc�i Ia 66r - EUJ c9EEIC ✓5 _ 2EPLACE _?,O rat ► �..9 . Dc�2 /?.fi -i t N . W 1 N� o trJ P(U, s MCZ Gap_ CAM i r.Jy C L& 6021;f 0* 9- (00 it UL_ t ` "k yJ _t .J w 1►�.?st� (,C /V Ew Ctr t`aG., Will there be new rack storage? []..Yes q5l�o If "yes ", see Handout No. for requirements. Provide All Building Areas in Square Footage Below Single- family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: Lot Area (sq ft): Floor area of principal dwelling: Floor area 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: Compact: Handicap: Will there be a change in use? ❑ ..... Yes ❑ .. No If "yes ", explain: ECUONtHAZARDOUS MAT S; ...Sprinklers ❑...Automatic Fire Alarm ❑ ... None ❑...Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ ... Yes ... No If "yes ", attach list of materials and storage locations on a separate 8 -112 x 11 paper indicating quantities and Material Safety Data Sheets. )rpplkuiond�pmit appliation (7.2000 Porn 7 N.S...rl].:+L: sw::.1i `u,: .,.:.Pb:.t,..x:; .�.�✓:.lr,;.( + a r. - L. iWs.. «:.xu::�uu:�,ilr :v. asa au.•.i.' `: Existing Interior Remodel Addition to Existing Structure New Type of Construction per IBC Type of Occupancy per IBC 1 Floor 4 Za 37 0 �- 2 Floor N/, 3 Floor Floors thru Basement Accessory Structure* Attached Garage Detached Garage Attached Carport Detached Carport Covered Deck Uncovered Deck Single- family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: Lot Area (sq ft): Floor area of principal dwelling: Floor area 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: Compact: Handicap: Will there be a change in use? ❑ ..... Yes ❑ .. No If "yes ", explain: ECUONtHAZARDOUS MAT S; ...Sprinklers ❑...Automatic Fire Alarm ❑ ... None ❑...Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ ... Yes ... No If "yes ", attach list of materials and storage locations on a separate 8 -112 x 11 paper indicating quantities and Material Safety Data Sheets. )rpplkuiond�pmit appliation (7.2000 Porn 7 N.S...rl].:+L: sw::.1i `u,: .,.:.Pb:.t,..x:; .�.�✓:.lr,;.( + a r. - L. iWs.. «:.xu::�uu:�,ilr :v. asa au.•.i.' `: a& "h? °ri; ,.uU.�y... , aw .(:u:w' .h:kh'�+s' . Z Z �w JU U Cl) 0 J = I— �LL WO LLQ = a �w z f- �- O W E_ 5 U� O C 0 F_ W W I— LL' O �Z U= O Z " WIECHANICAL PERMIT INF - -R MATION — 206 -431 -3670 MECHANICAL CONTRACTOR INFORMATION I / Company Name: Mailing Address City state Zip Contact Person: Day Telephone: E -Mail Address Fax Number: Contractor Registration Number: Expiration Date: " *An original or notarized copy of current Washington State Contractor License must be presented at the time of permit issuance" Valuation of Project (contractor's bid price): $ Scope of Work (please provide detailed information): V= Residential: New .....C1 Replacement ..... ❑ Commercial: New .... 0 Replacement .....❑ Fuel Tyne Electric ......C1 Gas .... .I Other: Indicate type of mechanical work being installed and the quantity below: Unit Type: Qty Unit Type: Qty Unit Type: Qty Boiler/Compressor: Furnace<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 Thermostat 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 Water Heater 50+ HP /1,750,000 BTU Heat/Refrig/Cooling S stem Incinerator - Domestic Emergency Generator Air Handling Unit <10,000 CFM Incinerator — Comm/Ind Other Mechanical Equipment 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 180 days following the date of application shall expire by limitation. The Building Official may extend the time for action by the applicant for a period not exceeding 180 days upon written request by the applicant as defined in Section 107.4 of the Uniform Building Code (current edition). No application shall be extended more than once. 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—AUTHORIZED AGENT: Signature: Date: zZ' ZS Print Name: ALZt4 S`i't_s.M4 Day Telephone: 24 % en. Mailing Address 2 - 7Z0 ATEW� D21 `, I 1 l (o !•�/ -� 0 : > 2 City state Zip Date Application Accepted: Date Application Expires: Staff Initials: ls \applicatione\pwnit application (7.2004) Aonp d Z 2 ~ w JU UO Cl) co W -A_ H CO LL WO LL = �W Z H F- O w �� �p U ON � F- W HF- L - O .. Z W CO O~ Z 1906 City of Tukwila 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 RECEIPT Parcel No.: 2716000050 Permit Number: D05 -133 Address: 12806 GATEWAY DR TUKW Status: APPROVED Suite No: Applied Date: 04/25/2005 Applicant: DEPARTMENT OF LABOR & INDUSTRIES Issue Date: i Receipt No.: ROS -00679 Payment Amount: 56.18 Initials: SKS Payment Date: 05/12/2005 09:41 AM User ID: 1165 Balance: $0.00 a Payee: DAVID KEHLE ARCHITECT TRANSACTION LIST: j Type. Amount - - - -- Method Description - - - - -- Payment Check 16725 56.18 ' ACCOUNT ITEM LIST: Description Account Code Current Pmts ------------------------ - - - - -- ---------- - - - - -- ------ - - - - -- BUILDING - NONRES 000/322.100 51.68 ; STATE BUILDING SURCHARGE 000/386.904 4.50 i Total: 56.18 z W UQ CO 13 W =. J � N LL W 01 J u_ ¢. CO d = w' z F — O z F— w � 5 U O Co. w W W Z' W U W O z I City of Tul, wila f9C8 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 RECEIPT Parcel No.: 2716000050 Address: 12806 GATEWAY DR TUKW Suite No: Applicant: DEPARTMENT OF LABOR & INDUSTRIES Receipt No.: R05 -00573 Initials: SKS User ID: 1165 Permit Number D05 -133 Status: PENDING Applied Date: 04/25/2005 Issue Date: Payment Amount: 33.59 Payment Date: 04/25/2005 10:59 AM Balance: $56.18 j Payee: DAVID E. KEHLE ARCHITECT i TRANSACTION LIST: 4 Type Method Description - Amount - - - -- i Payment Check 16696 33.59 ACCOUNT ITEM LIST: Description Account Code Current Pmts ------------------------ - - - - -- ---------- - - - - -- ------ - - - - -- j PLAN CHECK - NONRES 000/345.830 33.59 i Total: 33.59 z � 00' w= J E... Cl) u_ w J LL. Q c d s W z� F- O. Z I--• U� N O —. � 1— W Lll F- LL L1J Z N O z INSPECTION RECORD S Retain a copy with permit INSPECTION N0. PERM CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 -3670 Project. Type of Inspection: Ad re � r Date Called. Special I tructions: Date Wanted::, a.m. Requester: Phone No: Approved per applicable codes. M Corrections required prior to approval. ■ rA Inspector: �' `b V Date: C $58.00 REINSPECTION IPEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. Receipt No.: Date: Z 2 W JU UO CO 0 . co LU W _. �LL W O �Q rn Z) = F- _: Z F- F- O W F- �p UJ U O N. of W W F u_ Z tlJ co O Z _) 1 . INSPECTION RECORD " ' Retain a copy with permit -5 INSPECTION NO. PEM .CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 M A Type c of Insp ion;. / 1 r' A dre V Date Called: J Special Instructions: Date Wanted: t� -pmi: Requester: ✓ 1W Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: Z r� $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. Z W Zj UO U J = F— co LL WO LL N d = W H Z� ' HO W ~ W U O- 0 H W 2 H �. LL O' Z W U co O� Z x � �t -r ^-- n.-•ir ;h: ^ " ^l:r,,' -r r,.--.- ... ./. •• v . V7 j 7N Chty o f Tukwila Steven M. Mullet, Mayor Fire .Department Authorized Signature FINALAPP.FRM Rev. 2/19/98 Thomas P. Keefe, Fire Chief ,... ' Date T.F.D. Form F.P. 85 Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 9 Phone: 206 -575 -4404 a Fax: 206 -575 -4439 z '~ w JU U U W W J = F- CO U W O WQ N� = �W Z H f— O z F— w �5 U� ON OH W F- LL z W co O z y July 2004 State Nonresidential Energy Code Compliance Fors Project Info Project Address DEPART lnrrr or LABOR c nMUS Date 4/22/2005 12806 GATZKRY DRINK For Building Department Use E 4 'uwft PY SEATTAL, Na. 98168 Applicant Name: David Kahle Architect Applicant Address: 12720 Gateway Drive, Suite 116, Seattle, 9I► 98168 Applicant Phone: (206) 433 -8997 Compliance Option ❑ Prescriptive ❑ Component Performance ❑ ENVSTD 2.1 ❑ Systems (See Decision Flowchart (over) for qualifications) (4.0 not acceptable) Analysis Project Description ❑ New Building ❑ Addition Q Alteration ❑ Change of Use Space Heat Type 0 Electric resistance QQ All other (see over for definitions) If project qualifies for Concrete/Masonry Option, list walls with HC >_ 9.0 Btu/ft - °F below (other walls must meet Opaque Wall requirements). Use descriptions and values from Table 20-5b in the Code. Total Glazing Area Electronic version: these values are automatically taken from ENV -UA -1. Glazing Area Calculation (rough opening) Gross Exterior Note: Below grade walls may be included in the (vertical & overhd) divided by Wall Area times 100 equals % Glazing X 1 = Gross Exterior Wall Area if they are insulated to the level required for opaque walls. Concrete/Masonry Option O yes Check here if using this option and if project meets all requirements for the Concrete/NUsonry Option. See Decision Flowchart (over) for qualifications. Enter requirements for each qualifying O no assembly below. Envelope Requirements (enter values as applicable) Fullyheated/cooled space 2003 Washinqton State Nonresidential Minimum Insulation R- values I Roofs Over Attic All Other Roofs Opaque Walls' Below Grade Walls Floors Over Unconditioned Space Radiant Floors Maximum U- factors I Doors Glazing Id Glazing Maximum SHGC (or SC) i Glazing Code Compliance Form Opaque Concrete/Masonry Wall Requirements Insulation on interior - maximum U- factor is 0.19 Insulation on exterior or integral - maximum U- factor is 0.25 If project qualifies for Concrete/Masonry Option, list walls with HC >_ 9.0 Btu/ft - °F below (other walls must meet Opaque Wall requirements). Use descriptions and values from Table 20-5b in the Code. Wall Description (including insulation R -value & position) U- factor I 'J'AY I I i � I r ARA CITY OF UKWI!,A 1. Assemblies with metal framing must comply with overall U- factors APB 2. Refer to Section 1310 for qualifications and requirements t" 5 Cu 2005 J Notes: PERMIT CENTER NO CHANGES ARE BEING MADE TO THE BUILDING ENVELOPE. Seml-heated space 2 Minimum Insulation R- values Roofs Over Semi - Heated Spaces DOS 133 i � i Z ~ W fQQY � JU 0 Cf) W = H �LL WO 9_J L? N Cf = W F- _ Z 1... h0 W t— U� LU ON O F- WW 1=- H lL 0 •Z W U= O F ' Z 2003 State Nonresidential Enerav Code Comaliance Form Code Compliance Forms Project Info Project Address DEFARnmmT or L"O t xtmusT=zs Date 4/22/2005 12eo6 c�►TSrax DP--W For Building rtment Use LEIVEU CITY OF TUKII,/,i.x1 APR 2 5 205' PERMIT CE 'vYtl"I SZ T=X, W& 98168 Applicant Name: David Fable Arcbiteet Applicant Address: 12720 GateMay Drive, suite 116, Seattle, Imo► 98168 Applicant Phone: (206) 933 -8997 Project Description ❑ New Building ❑ Addition [A Alteration ❑ Plans Included Refer to WSEC Section 1513 for controls and commissioning requirements. Q Prescriptive Q Lighting Power Allowance Q Systems Analysis Compliance Option (See Qualification Checklist (over). Indicate Prescriptive & LPA spaces clearly on plans.) Alteration Exceptions (check appropriate box) 0 No changes are being made to the lighting ❑ Less than 60% of the fixtures are new, and installed lighting wattage is not being increased Maximum Allowed Liahtinz Wattage (Interior) Location (floor/room no.) Occupancy Description Allowed Watts per ft? Area in ft Allowed x Area Covered Parking (standard paint) 0.2 W /ft Covered Parking (reflective paint) 0.3 W /ft Open Parking 0.2 W /ft " From Table 15-1 (over) - document all exceptions on form LTG -LPA Total Allowed Watts i vaoies: 1. Use manufacturer's listed maximum input wattage. For hard -wired ballasts only, the defautt i table in the NREC Technical Reference Manual may also be used j 2. Include exit lights unless less than 5 watts per fixture. Proposed Li Watta Unteri:bW all fixtures. For exempt lighting, not exception and leave Watts/Fndure blank. Location (floor /room no.) Fixture Description Number of Fixtures Watts/ Fixture Watts Proposed Covered Parking (standard paint) 0.2 W /ft Covered Parking (reflective paint) 0.3 W /ft Open Parking 0.2 W /ft Total Proposed Watts may not exceed Total Allowed Watts for Interior Total Proposed Watts Maximum Allowed Lighting Wattage (Exterior) Location Description Allowed Wafts p er ft o r ff Pe Area in ft or If for ( perimeter) Allowed Watts x ft (or x If) Covered Parking (standard paint) 0.2 W /ft Covered Parking (reflective paint) 0.3 W /ft Open Parking 0.2 W /ft Outdoor Areas 0.2 W /ft Bldg. (by facade) 0.25 W /ft Bldg. (by Perim) 7.5 W /If Note: for building exterior, choose either the facade area or the perimeter method, but not both) Total Allowed Wafts Proposed Lighting Wattage (Exterior) default table in the NREC Technical Reference Manual may also be used. Location Fixture Description Number of Fixtures Watts/ Fixture Watts Proposed Total Proposed Wafts may not exceed Total Allowed Wafts for Exterior Total Proposed Watts �I . +.v{�Niia�r4`�u!�'.iiWi!� N'}{%! �� .VV�ri\:,rf,JMCK'L'tfT�k�VrN�I r� sc�rrn�4i. . r•. C:.. l;' h�. w... s... wu� ..a.rv... ....,v�y}M•• Z W QQ JU v0 (1) C0 W J = 0 L w LL Q 2 F- W Z F- E- 0 Z H W 2j UC3 ON WW H U. 0 Z W CO 0 O Z CITY ORTUKWILA - BUILDING DIVISION O 2003 Washingt State Nonresidential Energy Code Compliance Form L. 2004 Project Info Project Address 17 Ll O ( S,r ceAle,- Date 311 71-0-5- Area in ft For Building Departrrrnt Use C1 OF TIJR MA TUR IN ILA MAR 2) LL1t)5 PERMIT Ci= {� j kR Watts Proposed Applicant Name: Applicant Address: 1/ 7 F / L a u i u S fi f' Z3 0 :S f , Ille Ap p licant Phone: pp ZoG = 6Y 2009 Washington State Nonresidential Energy Code Compliance Fortes Project Description A New Building ❑ Addition ❑ Alteration ❑ Plans Included Refer to WSEC Section 1513 for controls and commissioning requirements. Prescriptive )4 Lighting Power Allowance Q Systems Analysis Compliance Option ( See Qualification Checklist (over). Indicate Prescriptive & LPA spaces clearly on plans.) Alteration Exceptions (check appropriate box) ❑ No changes are being made to the lighting ❑ Less than 60% of the fixtures are new, and instaued lighting wattage is not being increased Maximum Allowed Lighting Wattage (Interior) Location (floor /room no.) Occupancy Description Allowed Watts per ft " Area in ft Allowed x Area Watts Proposed So Ly 6 28015 1 - 7 0� 0.3 WIfl 1 / z 45 Open Parking p arh�1 ra,� h t sj wc•sf 0.2 Wift2 /.S� i " From Table 15 -1 (over) - document all exceptions on form LTG -LPA Total Allowed Watts I Notes: RLE CO" 1. Use manufacturer's listed maximum input wattage. For hard -wired ballasts only, the efault• table. in.the_NREC Techni.caLReference Manual may also be used �,i! , ^= "�• r 2. IngUdd eziflights unlessdess than watts per fixture. Proposed Ligh>�ingWatta ri�l[>��t aiV For exempE- lightingnat exception and leave Watts/Fixture blank. Location (floor /room no.) Fixturel I Description Number of Fixtures Watts/ Fixture Watts Proposed 3, C�h v r�� � i s• 2 © 1 - 7 0� 0.3 WIfl 1 / z 45 Open Parking p arh�1 ra,� h t sj wc•sf 0.2 Wift2 /.S� i Outdoor Areas I _ 16.06 1 t 0.2WIfl - a /00 Total Proposed Watts may not exce I Allo Watts for Interio 1 Total Proposed Watts L 7 Maximum Allowed Liehtine Wattage (Exter'M Location Description Allow9d Watts per ft or per If Area in ft (or If for perimeter) Allowed Watts x fe (or x 10 Covered Parking (standard paint) h to 0.2 W /fl 6 7a Covered Parking (reflective paint) Nd�1 a 0.3 WIfl 1 / z 45 Open Parking p arh�1 ra,� h t sj wc•sf 0.2 Wift2 /.S� 3 G I Z Outdoor Areas �c(cshrr �n I'P Svc i, _ 16.06 1 t 0.2WIfl - a /00 '-/ 20 Bldg. (by facade) 0.25 W /f1 Bldg. (by perim) 7.5 Wllf G 44 3 Note: for building exterior, choose either the facade area or the perimeter method, but not both) Total Allowed Watts g G1 . Z _o Ir W IM :4* tY M 0 U J use mrgr nsreu maximum input wdudyC. rur 11ALU ea wen emu -wneu udndaaa umy, P roposed Lighting Wa ttage (Exterior) the default table in the NREC Technical Reference Manual may also be used. Location Fixture Description Number of Fixtures Watts/ Fixture Watts Proposed PfF.awcaaM.Yi::Ni�. i I� 6 7a Ao 1 hyd, 1 / z 45 3 ' L /.S� 'Z 700 Total Proposed Watts may not exceed Total Allowed Watts for Exterior Total Proposed Watts 6 3s • � 1M.ilM•Y6ifr4i� ! tx#%., �' f5'; y:' �HOF7 `1S'!'jW�kIM'a .•Iw Kt!`•;N lip :�.Hw;:;�ixr n::'J';:.•t'n :,4r ,.,.�,, �.y. •U. ^'RVr. ... r PfF.awcaaM.Yi::Ni�. i I� z ~ W UO U) O CO UJI J = F— �LL WO LL cl) = a W z F— F- O z Ir- U� ON �H W W I=- H LL O W U= O F" z 2003 Washington State Nonresidential Energy Code Compliance Form " Li ghting Summary ( LT6-S UM 2003 Washington State Nonresidential Energy Code Compliance Forms Revised July 2004 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. 0 Warehouses, storage areas or aircraft storage hangers 00ther Fixtures: ❑ Check here if at least 95% of fixtures in the space meet all four criteria: 1. Fixtures are fluorescent, non - lensed, with only one or two lamps, and 2. Lamps are T -1, T -2, T-4, T -•', T -6, T -8 3. Lamps are 5 -50 Watts, and 4. Ballasts are electronic ballasts 5. Exit lights < 5 watts /fixture 6. Screw -in compact fluorescent fixtures do not qualify TABLE 15 -1 Unit Lighting Power Allowance LPA Use LPA W/s Use LPA W/s Painting, welding ca!pentry, machine shops 2.3 Police and fire stations 1.5 Barber-shops, beauty shops 2.0 Atria atriums 1.0 It Hotel banquet/conference/exhibition hall ' 2.0 Assembly spaces", auditoriums, gymnasia', heaters 1.0 Laboratories 2.0 Group R -1 common areas 1.0 Aircraft repair hangars 1.5 Process plants 1.0 Cafeterias, fast food establishments 1.5 Restaurants/bars 1.0 Factories, workshops, handlin areas 1.5 Locker and/or shower facilities 0.8 Gas stations, auto repair shops 1.5 Warehouses", storage areas 0.5 Institutions 1.5 Aircraft storage hangars 0.4 Libraries 1.5 Retail"', retail banking 1.5 Nursing homes and hotel /motel guest rooms 1.5 Parking garages See Section 1532 Wholesale stores (pallet rack shelving) 1.5 Mail concourses 1.4 Plans Submitted for Common Areas Owl Schools buildings (Group E occupancy only), school classrooms, day care centers 1.35 Main floor building lobbies (except mall concourses 1.2 Laundries 1.3 Common areas, corridors, toilet facilities and washrooms, elevator lobbies 0.8 Office buildings, office /administrative areas in facilities of other use types (including but not limited to schools 6 hospitals, pitals, institutions, museums, banks, churches 1.2 Footnotes for Table 15 - 1 j: ::• 1) In cases in which a general use and a specific use are listed, the specific use shall apply. In cases in which "b 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) Includes pump area under canopy. 7) In cases in which a lighting plan is submitted for only a portion of a floor, a Unit Lighting Power Allowance of 1.35 may be used for usable office floor area and 0.80 wafts per square foot shall be used for the common areas, which may include elevator space, lobby area and rest rooms. Common areas, as herein defined do not include mall concourses. 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, lighting for free - standing display where the lighting moves with the display, and building showcase illumination where the lighting is enclosed within the showcase are exempt. An additional 1.5 w /f? 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 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 and 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. f� i,, 16-^1 t Z ~ W t � JU UO tD 0 W = H tL WO U_ Q :D = FW Z H F- O W LLJ U� ON D F- W H FF- �O �Z U= O Z FROM WSA CONST. it FRANKLIN ENGINEERING ° MECHANICAL CONSULTING December 26, 2004 RE: SC - 3 Retail Tukwila, WA PHONE NO. : 707 276 4958 025 FoLjrtN; Avan Dec. 26 2004 05:35PM P2 PH 425,527-.3524 Suft;E 202 FAX 4.25 827 -6252 Kirkland WA 98033 hvacOfrankiineng,cvm ENVELOPE SUMMARY Heated space applies to entire building. Retail building follows prescriptive path and uses clear glazing exception #1 in section 1323 of the 2003 WSEC. Building also uses exception #2 in section 1322 to eliminate slab insulation on the perimeter edge of the slab by adding R -2 to the wall insulation value required by Table 13 -1. Vertical Glazing: U- SC =1.0. Unlabeled glazing - 1/2" space Air, low -e (0.40) fixed. Doors (Opaque): Insulated metal, U--0,60. COPY Other Roof: R-21 rigid insulation, U =0.05. Walls (Opaque, Exterior): CMU, furred with metal studs, 3 -1/2 ", min. 16" oc with R -13 batt insulation. Slab on Grade: R -10, 2 ft vertical, except on slab edge as described above, F =0.54. Please note that these values am minimum insulation requirements for code compliance. Higher insulation values may be installed. SC — Shading Coefficient MAY - 3 U05 , CITY OFT KI,4 k �1t( -,q MAR 2 2 < PER CE CORRECTION ,. r .I7:. ..w Z:w.J: ::i - a i.a:'J.1ei•i iAii.' rv,Y v+'T�:� .r"�'': �a. _ '•yv,:,+..a`fr� "':, t.�rY�L� t,�v::`itw.� t ".; ,ili',�. }}. `�•A:� 4i. ,4. d y q� r y .. � r r 1 �:� Y ;.�.. Z w. UO 0 J = cn U. w u- Q co D = Z� E- O Z �- w W U O N. o�- W w . I=— U o Z co O Z 1 ..PROM Z WSH CONST. 2aoa No m aidmdal Enegy Coda July PtojeCt Info ProjeCt A ddress SC -3 Retail Date 12/26/2004 1710 soutlwafttex VKW For Building Department Use 'hikrila IM Applicant Nome; Applicant Address: Applicant Phone: )project PHONE NO. : 707 276 4958 Dec. 26 2004 05:36PM P3 State Nonresidential Energy Code Compliance Form 0 New Building ❑ Addition ❑ Alteration ❑ Change of Use Compliance Option 0 PrescnpWe ❑ Component Performance ❑ ENVSTD 2.1 ❑ Systems (See Decision Flowchart (over) for qualifications) (4.0 not acceptable) Analysis Space Heat Type O Electric resistance I& All other (see over fo definitions) Roofs. Over Attic Total. Gtttang Area Electronic version: these values are automatically taken from EN V UA -1. Glazing Area Calculation (ugh Ong) Gross Exterior Note: Below grade walls rney be included in the (vertical & overhd) divided by Wall Area times 100 equals % Glazing 3689.0 -= 12042.0 X 100 = 30.6% Me Emar;orWeu Area if the are irKUleted to required for opaque wane. Concrete)Masomy Option 0 yas Check here if using this option and if project meals 211 requirements for the Concrete/Masonry Option, See Da*ion Flow~ (oval for qualinmllons. Einar requirements for pooh quol"ng IN no assembly below, Envelope Requb m nts (enter values as applicable) Fully Iraafed space Mb*num Insulation R values Roofs. Over Attic Ail Other Roofs Opaque wads' Below Grade Wads Moms Over Unconditioned Space Slab"n -Grade Radiant Floors Maximum Wed= Opaque Doors Vertical Ghizing Overhead Glazing Maximum SHGC (or SC) VeRkattOverhead Glazing BamN►eated apace 2 Minimum Insulation R- values Roofs Over Semi- Heated Spaces 1. Assemblies with metal framing must comply with overall U- factors 2. Refer to SwIlon 1310 for qualifications and requirements Notes: See Envelope Summary Opaque Concrete/Masonry Wall Requirements Insulation on intetior - maximum 1.1-factor is 0.19 Insulation on exterior or integral - maximum U- factor is 0.25 If preject qualifies for ConcretaWasonry Option, It walls with HC Z 9.0 BtulfF - °F below (other walls must meet Opaque wan requirements). Use descriptions and values from Table 20.5b in the Code. Wail Description 1.1-factor (including insulation R -value a position) Z ill Z �W QQ� JU 0 Q W = Cf)W WO I L C/ ) = F.. W Z i-- H O Z I— W W U O oF- wW F- 0 Z W U= O Z 1 1 141 021 r I' do . Sent By: Shutler Consulting Engineers; 425 450 4076; Mar -10.05 M HAM; Page 2/3 I- AV a Hobut.a H t t5 4862746 P.01 LIU & ASSOCI ATES, INC C49toOnicsl Engin4pifing angift"Fing Geology Eerth Scasnm Fcb xuary 28, 2005 Mr. 'B ad Decker Decker Development & Construction, Inc. 117 Fast Louisa Street, Suite 230 Seattle, WA 98102 j r MY --3 ?005 Dear Mr. DeAer: Subject: Addendum No. 1 to 6/9/04 Geotechnical Engineering Study Proposed Retail Building 11401 Southeenter Parkway FILE COPY Tukwila, Washington . L&A Job No. 4A017 t.. At (be request of John hleadimid with Shutler Cons Icing Engineers, additional reconmtendations......, are presented in ibis addendum regarding the design of pile foundations for the subject building. `Ac Our reeottunendations for the lateral modulus of subgrade reactions for calculating lateral resistance of atugereast piles should be revised to 5 pci for the alluvium deposit and of 100 pei for the Kamp torr'aee deposit, based on the piles subjecting to cyclic lateral loads. We have calculated the allowable lateral loads based on the varying thickness of ibe alluvium deposit overlying the Kama terrace deposit at the above recommended lateral modulus of subgrade reactions for a lateral pile deflection of 0.5 inch maximum at the ground line. Accordine- to the soil coaditions encountered by the test borings drilled within and iii the vicinity of 1110 proposed building footprint. our reeominendation for allowable latcral loads and lengths of rebar MUes A11 16 inch - diameter sugereast piles are as follows' 19213 Kenlake Place NE - Kenmor4, Washinqton 98028 Phone (425) 483.5134 - Fax (425) 486 -2746 - r,.. ..,. 7 .:..: .ti.+r '•J 'WV y.,A �+ •sac.+ :s nuruw= iM <,y:;t e., ' :e..fa». jdla.6:iiiv:Ga J "WJSS - ,vr , ,.;:,.:;:.•..r• z i}" z m W JD UO ND CO W J = CO L c wo L U- Q �D = a �w z zO 25 U O � 3 �. w U - O z CO O z Mar -10 -05 10:33AM; Page 3/3 4862746, Pv02 Yours very dri ly. T.IU & ASSOCIATES. INC. 1 J. S. (Julian) Liu, Ph.D.. P.E. . Consulting Geotechnical Engincec Copy to: John l leadland/Shuder Consulting Engineers LIU & ASSOCIATES$ INC, z Z JU U O: rn o, W = o. w a LL Q.. = W �_ O: z �— W U l] U. O —: O H. = U. tL O LLi z CO) O Z Sent "By: Shutler Consulting Engineers; 425 450 4076; E:ebruary 26, 2005 Mr, Brad Dtxkcd Decker Davcloprru nt & Construction, Inc. L &A Job No, 4,017 w page 2 °? Piles on Allow. Lateral Length of Grid Lime 1.o Ki Re6ax�. Ft . K 1 and 3 1.5 25 4 & 4A 6 20 5,6 &7 8 16 Please call if you have any questions Mar -10 -05 10:33AM; Page 3/3 4862746, Pv02 Yours very dri ly. T.IU & ASSOCIATES. INC. 1 J. S. (Julian) Liu, Ph.D.. P.E. . Consulting Geotechnical Engincec Copy to: John l leadland/Shuder Consulting Engineers LIU & ASSOCIATES$ INC, z Z JU U O: rn o, W = o. w a LL Q.. = W �_ O: z �— W U l] U. O —: O H. = U. tL O LLi z CO) O Z FILE COPY 'on GEOTECHNICAL ENGINEERING STUDY PROPOSED RETAIL BUILDING 17401 SOUTHCENTER PARKWAY TUKWILA, WASHINGTON L &A Job No. 4A017 rl . i CC�UE;`�,;,� .t , JJ MAY '" 3 2005 -- _ RECEIVED CITY OF TUKWILA JAN 0 7 2005 „ PERMIT CENTER LIU & ASSOCIATES, INC. Geotechnical Engineering Engineering Geo logy • Earth Science OL z �W J U. UO N U W: w =. J � N LL w O. LL ?. cy = tw z �. 1-0 z t"' .O co O E- w uj U- �0. w z O Z GEOTECHNICAL ENGINEERING STUDY 1 k PROPOSED RETAIL BUILDING 1 17401 SOUTHCENTER PARKWAY TUKWILA, WASHINGTON L &A Job No. 4A017 } Date: June 9, 2004 i Prepared for: Decker Development and Construction, Inc. 117 East Louisa Street, Suite 230 Seattle, WA 98102 By: Liu & Associates, Inc. 19213 Kenlake Place NE Kenmore, Washington 98028 z Z W � ` J U UO U) C3 W N �. W O Ca a FZ- W: z� F- O z F-, �5 �a o COX WW H U .. Z W UC0 O F-; z.. 4:i I I GEOTECHNICAL ENGINEERING STUDY 1 k PROPOSED RETAIL BUILDING 1 17401 SOUTHCENTER PARKWAY TUKWILA, WASHINGTON L &A Job No. 4A017 } Date: June 9, 2004 i Prepared for: Decker Development and Construction, Inc. 117 East Louisa Street, Suite 230 Seattle, WA 98102 By: Liu & Associates, Inc. 19213 Kenlake Place NE Kenmore, Washington 98028 z Z W � ` J U UO U) C3 W N �. W O Ca a FZ- W: z� F- O z F-, �5 �a o COX WW H U .. Z W UC0 O F-; z.. LIU & ASSOCIATES, INC. Geotechnical Engineering Engineering Geology Earth Science June 9, 2004 Mr. Brad Decker Decker Development & Construction, Inc. 117 East Louisa Street, Suite 230 Seattle, WA 98102 vY .F Dear Mr. Decker: Subject: Geotechnical Engineering Study Proposed Retail Building 17401 Southcenter Parkway Tukwila, Washington L &A Job No. 4A017 SUMMARY The site on which the proposed retail building is to be constructed is surrounded by paved parking lots and adjacent buildings in a developed commercial and retail zone. The site is 1 mantled by a layer of loose to medium dense alluvium deposits from 8.0 to 23 feet deep, i underlain by very dense Kame terrace deposits. To provide proper foundation support to the ' building without causing excessive settlement, pile foundations penetrated into the underlying Kame terrace deposits should be used. Augercast piles appear to be well- suited to provide i adequate foundation support and minimize potential complications which may be associated with the subsurface conditions of the site. INTRODUCTION i OVERVIEW The subject site is located at 17401 Southcenter Parkway in Tukwila, Washington. The Parcel No. of the property is 2623049120. The site is an irregularly- shaped parcel, totaling about 1.05 19213 Kenlake Place NE - Kenmore, Washington 98028 Phone (425) 483 -9134 - Fax (425) 486 -2746 Z z W UO moo. Cl) LU J = Cl) ~ LL w O J LL CY I=- i z�_ �_ O Z �- w w U� ON o� w LL z ui Cl) O Z June 9, 2004 Proposed Retail Building L &A Job No. 4A017 Page 2 i acres. The proposed development for the subject site is to construct a new one -story retail building to replace an existing restaurant building currently occupying the site. The subsurface condition of the site were explored with three test borings. The type of foundations to be used for supporting the proposed is based on the subsurface conditions encountered by the test borings. { BACKGROUND 3 The site is located in the Tukwila valley which is known to have alluvium deposits with limited foundation support capability and liquefaction potential. Therefore, subsurface investigation is required to explore the conditions of the site, with obtained soil data to determine the type and bearing capacities of foundations to be used for supporting the building and the method of mitigating liquefaction potential, if required. We are unaware of whether contaminants exist under the site, or whether environmental site assessment had been performed on the site. The observation of soil cutting from the drilling of the test borings and examination of soil samples obtained from subsurface exploration of the site, however, seem to indicate that the site is free of contaminants. PURPOSE AND SCOPE OF SERVICES The purpose of this geotechnical engineering study is to explore and characterize the subsurface conditions of the site, perform geotechnical engineering analyses, and provide geotechnical recommendations for site grading, drainage control, erosion abatement, and type and bearing capacities of foundations, etc. for the proposed development. LIU & ASSOCIATES, INC. Ll .L a' ! .c =w.:, utu.i .�.:.a... :a1.:4.L.; C :J�1e:.:;.li t w'.r �:. :;a.'.,^.i•7 h . ':.e4rin. . aNaL+ •:. ':e 'y�kr :�:.vr - ,::i�x7.� •x +,S :;yux;:lx .�: s`xE r,5i. 7:i• '.4' : t� r. z 1Z D JU UO N W = � W O U_ ¢. co = �W z F — O zE_ 25 U O� OH W LL F- LL O w z U Cl) O H. O z June 9, 2004 Proposed Retail Building L &A Job No. 4A017 Page 3 t I i i To achieve the above purpose, our scope of services for this study comprises specifically the following: 1 Review the geologic and soil conditions at the site based on a published geologic map. 2. Explore the subsurface conditions of the site with three test borings. 3. Perform necessary geotechnical analyses and provide geotechnical recommendations for site grading, erosion abatement, surface and ground water control, and foundation type, design and construction, based on subsurface conditions encountered in the test borings and results of our geotechnical analyses. 4. Prepare a written report to present our findings, conclusions, and recommendations. INVESTIGATIONS SUMMARY Subsurface conditions at the site were explored on January 27, 2004, with three test borings drilled with a track- mounted Mobile 20 drilled rig owned and operated by Davies Drilling. Soil samples were obtained from the test borings with a standard split -spoon sampler of 2 -inch outside diameter. Standard Penetration Tests (SPT) were conducted, in accordance with ASTM D -1586, in the bore holes, by advancing the soil sampler with a 140 -pound hammer that was raised and released for a 30 -inch free fall. The number of blows required to advance the sampler a given distance is an indication of the density for granular soils or the consistency of cohesive soils. The sampler was advanced 18 inches and the total number of blows for the last 12 inches were recorded on the boring logs as SPT N- values. LIU & ASSOCIATES, INC. z ;- z JU 00 Uj N J = C0 U _ w 0 J U_ = w z� �_0 z �- LU U ON 0 I_ wW �P �O z 0 Z LIU & ASSOCIAT]ES, INC. Z '~ w � D 0 J = H �U_ w U_Q Cl) D s a z�. Z O_ W �o U . o f- w LL w U =, O Z June 9, 2004 Proposed Retail Building L &A Job No. 4A017 Page 4 SITE CONDITIONS LOCATION AND SURFACE CONDITIONS The general location of the subject site is shown on Plate 1 — Vicinity Map. It is located in a 'i commercial /retail zone, a short distance to the south - southwest of Southcenter Shopping Mall. The site is bounded by Southcenter Parkway to the east and adjoined by commercial properties to the south, east and west. 3 The site is situated near the western fringe of a flood plain of the nearby Green River, and is at a short distance east of the base of a moderate to steep, east - declining hillside. An existing one- 1 story restaurant building currently occupies the site. This existing building is surrounded by pave ! parking lot to its north, south and west sides, and a lawn grass covered area to its east. Within the site, the paved area is relatively level, while the grass- covered area is sloping gently down to the east towards Southcenter Parkway. i GEOLOGIC SETTING ! The Geolo ig c Map of the Des Moines Quadrangle, Washing by Howard H. Waldron, i published by U. S. Geological Survey in 1962, was referenced for the geologic and soil conditions at the site. According to this publication, the surficial soil units at and in the vicinity of the site are mapped as Kame- terrace deposits (Qit) overlain by alluvium deposits (Q The geology of the Puget Sound Lowland has been modified by the advance and retreat of i several glaciers in the past and subsequent deposits and erosions. The latest glacier advanced to the Puget Sound Lowland is referred to as the Vashon Stade of the Fraser Glaciation which had occurred during the later stages of the Pleistocene Epoch, and retreated from the region some 14,500 years ago. LIU & ASSOCIAT]ES, INC. Z '~ w � D 0 J = H �U_ w U_Q Cl) D s a z�. Z O_ W �o U . o f- w LL w U =, O Z { fi June 9, 2004 Proposed Retail Building L &A Job No. 4A017 Page 5 z The Kame- terrace deposits were lain down by ice - marginal streams flowing between higher j{ ground on one side and an ice margin on the other side during the last glaciation. They consist ? mostly of silty sand and gravel to cobble. Locally, they also contain lenses and pods of till and beds of sand, silt and clay. The alluvium deposits are mainly composed of silt and fine sand with minor amounts of peat and clay. They were mostly laid down by the flooding water of the nearby Green River and the hillside streams to the west. SUBSURFACE SOIL CONDITIONS The approximate locations of the test borings are shown on Plate 2 - Site and Exploration j Location Plan. The test borings were drilled to depths from 21.5 to 41.4 feet. Soil samples j obtained from the test borings were visually classified in general accordance with United Soil i Classification System, a copy of which is presented on Plate 3. A geotechnical engineer from our office was present during the exploration, who examined the soil samples retrieved from the test borings and he soil and geologic conditions encountered, and completed logs of test borings. j Detailed descriptions of the soils encountered during site exploration are presented in test boring logs on Plates 4 through 6. A soil profile of the site is shown on Plate 7. The test borings at the north and south ends of the site (Test Borings B -1 and B -3) encountered about 8.0 to 9.0 feet of loose to medium - dense, fine to medium to coarse sand, under the parking lot pavement. The layers of loose to medium sand appear to be alluvium deposits. They are underlain by thick beds of very stiff to hard fine sandy silt and very dense fine to medium to coarse sand, appear to be Kame terrace deposits, to the depths explored. Test Boring B X, located in the northeastern area of the site encountered about 6.0 feet of loose sandy fill, placed over a thin layer of relic topsoil. Underlying the relic topsoil to a depth of about 28 feet are alluvium deposits of loose to medium dense, fine to medium to coarse sand, LIU & ASSOCIATES, INC. .n1..: : , 77 '.. .:�S:ii Viu(IfUw+d..Jb'.�i u.linav+'b i :i4iKi .S'ki'itu. y.:,tw ,Hr {;h f.TY n}up: 6:v4'+ew?ik .in.T +1��M '` .fS' y )fl � L��i�Jti u Jv4 'I.i.nYn.fHat YL':.FVa: z �z �w 2 D UO Co 0 U) LL w 0 LL Q CO)❑ = d F _ w z� �0 w LLj U O N w LLF- i'—' 0 w z U (0 0� z June 9, 2004 Proposed Retail Building L &A Job No. 4A017 Page 6 with tree logs intermixed in them. Chips of tree logs retrieved by the soil sampler were relatively fresh, indicating the logs have not undergone much decay. The alluvium deposits are underlain by thick beds of medium dense to very dense, fine to medium to coarse sand, which appear to be Kame terrace deposits. a The soil conditions encountered in the test borings seem to indicate that there had been an old drainage swale or gully running through the middle section of the site, which was filled during subsequent development of the site and its surrounding areas. Following the retreat of the last glaciation, flooding water in the old swale or gully had carried and deposited the sandy soils and 1 drifting tree logs in the swale or gully over the underlying Kame terrace deposits. It is likely that the middle one half (north -south wise) of the site is underlain by the thick, tree log intermixed, loose alluvium deposits. { GROUNDWATER CONDITION Groundwater table was encountered at about 22.5 feet deep in Test Boring B -1, 6.0 feet deep in j Test Boring B -2, and at about 10.5 feet in Test Boring B -3, during drilling. The high groundwater level measured may be local groundwater perched on the beds of more silty and less permeable soils. Groundwater table may fluctuate seasonally, depending on precipitation, surface runoff, ground vegetation cover, site utilization, and other factors. The groundwater table may lower significantly in the diver Summer months and accumulate and rise in the wet Winter months. SUBSURFACE CONTAMINATION No contaminants or materials suspected of contaminants were observed on the surface of the site or encountered in the test borings under the site. LIU & ASSOCIATES, INC. z '~ w � 2 �0 UO. 0 w� C0 a_ W U_ U)d = uW z� �O z �_ W U� O CO .0 H W W' LL� LL O ui z U= O ~` z June 9, 2004 Proposed Retail Building L &A Job No. 4A017 Page 7 DISCUSSION AND CONCLUSIONS The site is covered with a layer of loose to medium dense alluvium deposits of fine to coarse sand, underlain by very dense Kame terrace deposits of beds of very stiff to hard silt and very dense fine to coarse sand. The underlying Kame terrace deposits will be able to provide excellent foundation support to the proposed building. Piles should be used to penetrate through the alluvium deposits and seat into the underlying Kame terrace deposits to transfer structural loads to the competent Kame terrace deposits and minimize potential foundation settlement. SLOPE STABILITY The site is nearly flat. Slope stability is not an issue. SEISMIC CONSIDERATIONS The Puget Sound region is classified as Seismic Zone 3 by the Uniform Building Code (UBC). The loose. to medium dense alluvium sandy soils mantling the site coupled with high groundwater table may be prone to liquefaction during strong earthquakes. The effect of liquefaction potential can be mitig b s the proposed building on piles embedded q P g Y PP g P P g P with sufficient depths into the underlying very dense Kame terrace deposits. The proposed building should be designed for the seismic forces during strong earthquakes. Based on the soil data obtained from the test borings, the Soil Profile Type at the site underlain by loose to medium alluvium deposits underlain by very dense Kame terrace deposits should be classified as Sp, in accordance with the 1997 UBC code. SITE WORK Site preparation should include clearing and grubbing and removal of the existing parking pavement within construction limits. The ground within the building footprint should be LIU & ASSOCIATLS, INC. Z z w D UO N co W W = N o w U - N D. = Cf �.. W Z = H Wo W U� O� OH WW � �. w z ui U= O Z June 9, 2004 Proposed Retail Building L &A Job No. 4A017 Page 8 excavated slightly below the finish subgrade level. The exposed soils should be compacted to a non- yielding state with a vibratory mechanical compactor, then covered with a layer of 4 -to -6- i inch rock spalls for erosion control and to provide a working surface for foundation construction. Storm runoff will be contained in the excavated pit surrounded by nearby existing paved parking lot. Silt fence will likely only be required along the eastern boundary of the site to prevent sediments being transported onto the street bordering the site on this side. RETAINING STRUCTURES Not applicable. ROCKERIES Not applicable. FOUNDATION SUPPORT Due to the layer of loose to medium dense alluvium deposits covering the site, varying from 8 to 28 feet in thickness and with tree logs intermixed in the deposits possibly under the meddle half of the building footprint, we recommend pile foundations be used to support the proposed building. The piles should penetrate through the alluvium deposits and seat into the underlying very dense Kame terrace deposits. The surficial alluvium deposits are loose to medium dense, and densification of the deposits may be induced by ground vibrations from pile driving, which may result in foundation settlement and damages to adjacent buildings and parking pavement if driven piles are to be used. High groundwater table in loose to medium dense sandy alluvium deposits may cave severely during hole drilling if drilled piers are to be used. Casing and drilling mud will have to be used to keep LIU & ASSOCIATES, INC. z Z �W �U UO Cl) a W = H � W O . 9 -1 U_ < N d = W z� ZO w U� o f_ W LL 0 z W U= O z Is 1 z Z �W �U UO Cl) a W = H � W O . 9 -1 U_ < N d = W z� ZO w U� o f_ W LL 0 z W U= O z • June 9, 2004 Proposed Retail Building L &A Job No. 4A017 Page 9 drilled holes open and to minimize ground loss for drilled pier installation. Therefore, neither of these two types of piles is suitable from a construction viewpoint. Augercast piles should be suitable for supporting the building. Augercast piles are cast -in -place concrete piles. They are installed by drilling a hole in the ground with a continuous - flight, hollow -stem auger. The continuous -flight auger can maintain an open hole even in potentially caving or squeezing soils. After the holes are drilled to depth, fluid cement -sand grout is then pumped into the hole through the hollow stem, filling the hole from bottom up as the auger is slowly withdrawn out of the ground. A rebar cage is then inserted into the grout - filled holes to complete the pile construction procedure. The installation of augercast piles would generate minimal ground vibration. RECOMMENDATIONS SITE GRADING AND EARTH WORK Site preparation should include clearing and grubbing within construction limits. The surficial topsoil, loose sandy soils and unsuitable soils in the root zone should be stripped. The exposed surface should be compacted to a non- yielding state using a vibratory roller compactor. Storm runoff, if any, should be directed away from the construction area and in a way to minimize erosion during construction,. The on -site, surficial loose sandy deposits are sensitive to moisture. A layer of clean quarry spalls should be placed over the excavated areas and areas of frequent traffic, as required, to protect the subgrade soils from disturbance by construction traffic. A silt fences should be erected along the east side of the site to prevent sediments being transported onto adjacent street. LIU & ASSOCIATES, INC. z Z UO N C0 LLI J H CO U _ W C/)a =w z� �O z �_ 25 U Cl) D H W H- �o w Z. CO O Z June 9; 2004 Proposed Retail Building L &A Job No. 4A017 Page 10 EXCAVATION SLOPES Under no circumstance should excavation slopes be greater than the limits specified by local, state and federal safety regulations if workers have to perform construction work in excavated areas. Temporary, unsupported cuts greater than 4 feet in height should not be steeper than 1H:1V in the on -site sandy soils, assuming that groundwater will not be encountered over the depths of excavation during construction. If groundwater is encountered, sufficient numbers of 1 dewatering wells or sump pits should be installed to lower the groundwater table to at least 2 to 3 feet below the bottom of excavation to facilitate grading work. STRUCTURAL FILL Structural fill is the fill placed under roadway pavements, footings, slabs -on- grade, and behind retaining walls where it support loads. Structural fill should consist of clean soils with particles not larger than four inches and should be free of organic and other deleterious substances. Structural fill should have a moisture content within 1.5% of its optimum moisture content at the time of placement. The optimum moisture content is the water content in the soil that enable the soil to be compacted to the highest dry density for a given compaction effort. The on -site sandy soils may be used for structural fill if their moisture content can be controlled to close to their optimum water content at the time of placement. Imported material to be used as structural fill, should be clean, free - draining, granular soils containing no more than 5% by weight finer than the No. 200 sieve based on the fraction of the material passing No. 4 sieve, and should have individual particles not greater than four inches. Unsupported fill over areas steeper than 20% grade should not be allowed within the site. Structural fill should be placed in lifts no more than 10 inches thick in its loose state, with each lift compacted to a minimum percentage of the maximum dry density determined by ASTM D 1557 (Modified Proctor Method) as follows: LIU & ASSOCIATES, INC. 71v z i� '~ w a Q _ � J0 00 CO 0 CO F- Nw w Wa =w z� �_O z F- w 2 5 U O CO 0 F- wW F=- H u. O ..z w U= OF- 4 June 9, 2004 Proposed Retail Building L &A Job No. 4A017 Page 11 Application ` Within building pads of the building lots Roadway /driveway subgrade Retaining wall backfill Utility trench backfill TEMPORARY SHORING AND RETAINING WALLS { Not applicable. 1 ROCKERIES Not applicable. REINFORCED SOIL STRUCTURES Not applicable. % of Maximum Dry Density 95% 95% for top 3 feet and 90% below 90% 95% for top 4 feet and 90% below STRUCTURE AND FOUNDATIONS We recommend that 16- inch - diameter augercast piles be used for supporting the proposed building. Our recommended allowable vertical bearing and uplift capacities for 16- inch - diameter augercast piles are as follows: LIU & ASSOCIATES, INC. { i... , .t,.:..%:.Ja _ iK..v,.'.,.,.�...... :;.v.;,.F_. ii�.t+ ♦.+Yw:en��.a.:fP.+t+; , r�: .,a : u,.g1 ;} '4Y :P•r •.:�:+ Y.s:J� Y'1ii+iG31:4v +�:tM whY Ns;.M.;.uF'.r.i :.uEun '+:A: A �+.r/Ck.Y.. z �Z W J U U O CO W J�- C0 U w O U. �a =w .F-- _ t- O z I-- Ul 5 U O u�`. o� w s F - U �O W Z CO) z ` June 9, 2004 Proposed Retail Building L &A Job No. 4A017 Page 12 a Pile Embed. Allow. Comp. Allow. Uplift Length, Feet Capacity, Kips Capacity, Kips 12 25 15 14 35 22 16 46 26 18 56 35 20 70 42 i a Pile embedment length is the length of piles penetrated into the very dense Kame terrace deposit underlying the i } loose to medium dense alluvium deposits. l , The augercast piles should have a minimum penetration of 12 feet into the underlying very dense Kame terrace deposits. No reduction in pile capacities is required if the pile spacing is kept at least three times the pile diameter. A one -third increase in the above allowable pile capacities can be used when considering short-term transitory wind or seismic loads. We estimate that with the building supported on augercast piles, the total maximum post - construction settlement should be about 3/8 inch or less, and the maximum differential settlement across the building width i should be 1/4 inch or less. Calculation of lateral resistance of the augercast piles may be based on assumed average soil stratification of 22 feet of alluvium deposits underlain by Kame terrace f s deposits. A lateral modulus of subgrade reaction of 800 kcf (kips per cubic foot) for the alluvium deposits and of 2,000 kcf for the Kame terrace deposit may be used in calculating the lateral resistance of the piles. The allowable lateral load resistance of the piles should include a proper factor of safety on their ultimate resistance. The performance of augercast piles depends on how and to what bearing stratum the piles are installed. Since a completed augercast pile in the ground cannot be observed, it is critical that judgement and experience be used as a basis for determining the embedment length and acceptability of a pile. Therefore, we recommend that Liu & Associates be retained to monitor LIU & ASSOCIATES, INC. �,+,. '.s. ::�:_oc,.w.w^.w.wsi_ ,: x w. itA er.: kKdatatr± a�£. F; s>:�:�i:?,•ot+:uC.ir;'x::v:tN.: +.•.ua»'.o-rxn,: �t„sc ''a.LS:.t:.rr ' �ii.s <Cie+t:a»'ytij,ik z z w 2 D �0 00 Cl) 0: CO LLJ J H S2 LL w J lL d = W f— _ zF_ 1— O z F_ w U� oF_ W F_- U- Z. W to 0 O Z 'r June 9, 2004 Proposed Retail Building L &A Job No. 4A017 Page 13 pile installation operation, collect and interpret installation data, and verify suitable bearing stratum. We also suggest that the contractor's equipment and installation procedure be reviewed by L &A prior to pile installation to help mitigate problems which may delay work progress. FLOORS Due to the loose to medium dense alluvium soils mantling the site, with tree logs mixed in the alluvium deposits under the middle half of the building footprint, it is our recommendation that concrete floor slabs, if required, should be structural slabs supported on grade beams capping the augercast piles. Where moisture control is critical, the floor slabs should be poured on a z capillary break placed on compacted unyielding subgrade soils. The capillary break should i consist of a minimum four- inch -thick layer of free - draining gravel or crushed rock containing no ! more than 3% by weight passing the No. 4 sieve. A vapor barrier, such as a 6 -mil plastic i membrane, may be placed over the capillary break, as required, to keep moisture from migrating i i upwards. PAVEMENTS Performance of driveway and parking lot pavements is critically related to the conditions of the underlying subgrade. It is economically impractical to excavate out the loose to medium dense alluvium deposits, which may be from 8 to 23 feet thick, and replaced them with structural fill to support pavements. For the construction of driveway and parking lot pavements, we recommend that the surficial loose sandy soils should be over- excavated for at least 3 feet, and the exposed soils are then compacted to a non - yielding state with a vibratory mechanical compactor. The over- excavation is then backfrlled with structural fill to finished subgrade. A minimum 8 -inch- thick, compacted, crushed rock base (CRB), consisting of 5/8- inch -minus crushed rock, should be constructed over the structural fill. The crushed rock base should be topped with a 3 -inch- thick asphalt treated base (ATB) and 2- inch -thick Class B asphalt concrete (AC). With the loose LIU & ASSOCIATES, INC. �;,,:. i �: .:.t.rt:..v.t,:..:I'u : t .,w..u. 3 >„ v :.Pi..a�:.i. � ,s,.: r; i� trs�,W^d�..'r .rSC',wi+4dn:;�,�1:� �r�a;t:u.,tG4`. �'' s:,iiwi; � ;+7d�y; � �a.w Y ..:+E".4;:�iSWeitAr:::tsw3rt.ce ,'6�,3an,; z w Q � Q 2 JU UQ CO C0 W J = C0 LL w 9_j UL ?. a . = w z Zo W w U0 oN :0 H w u. O w z U= O z 'r ` June 9, 2004 Proposed Retail Building L &A Job No. 4A017 Page 14 to medium dense alluvium deposits underlying the driveway and parking lot, maintenance and repair of pavements may be required every few years. UTILITIES °i Trenches cut in loose to medium dense alluvium deposits for installation of underground utilities may cave easily. Trenches should be shored with trench blocks or other methods to protect workers in the trenches. Utility trenches should be backfilled with structural fill in accordance with recommendations in the STRUCTURAL FILL section of this report. DRAINAGE Building Footprint Excavation Groundwater may be encountered during excavation of the building footprint. If encountered, the bottom of the building footprint excavation should be sloped and ditches excavated along the bases of the cut slopes to direct collected groundwater into a sump pit from which water can be pumped out of the building footprint excavation. A layer of 4 -to -6 -inch rock spalls should be placed over subgrade soils, as required, to provide a working surface for construction equipment ' and workers. Surface Drainage Final site grades should allow storm runoff to be drained away from the building. We suggest the unpaved finish ground be sloped at a gradient of three percent minimum for a distance of at least 10 feet away from the building. Pavements surrounding the building should have sufficient slope to drain storm runoff away from the building. Roof runoff should be collected by an underground drain line system. Runoff over the pavements should be captured by catch basins. Collected water by the underground drain line LIU & ASSOCIATES, INC. z W 00 CO 0 J C/) w U- cl)a =w z� �- O w 2� U� ON O I- wW z co w z •r June 9, 2004 Proposed Retail Building L &A Job No. 4A017 Page 15 system and catch basins should be tightlined to drain into a storm sewer or a suitable stonnwater disposal facility. f HAZARDS a� The site is nearly flat and the risk for landslide to occur on the site should be non - existent. The effect of liquefaction of the surficial loose to medium alluvium deposits on the building will be nullified b supporting the building on au ercast piles penetrating into the underlying very dense °u Y PP g g g P P g Y� g y Kame terrace deposits. Storm runoff during construction will be confined in the pit of building s footprint excavation surrounded by adjacent parking pavement, and erosion hazard during { construction will be minimal. LIMITATIONS This report has been prepared for the specific application to this project for the exclusive use by Decker Development and Construction, and their associates, representatives, consultants and contractors. We recommend that this report, in its entirety, be included in the project contract ! . documents for the information of the prospective contractors for their estimating and bidding purposes. The conclusions and interpretations in this report, however, should not be construed as a warranty of the subsurface conditions. The scope of this study does not include services related to construction safety precautions and our recommendations are not intended to direct the contractor's methods, techniques, sequences or procedures, except as specifically described in this report for design considerations. Our recommendations and conclusions are based on soil conditions encountered in the test borings, our engineering analyses, and our experience and engineering judgment. The conclusions and recommendations are professional opinions derived in a manner consistent with LIU & ASSOCIATES, INC. r ' ,.�: .�r�; .,i., :,.i.ca;a:'„ .r..., t�.ri<<�;1�. �nr:i;�..h'rii;��:.C.�.VK `;?'k'Ne+�.+:" ui+��:.vr.i t1' �:ats' a L.;�i;.:�w::'t+ifura' 'huY .Y'�1n�� " ^' "�: .x. '�G� .uSit:� z Z' w UO U _ J r (1) w. w O LL Q . C� = F w Z0 w w 2 5 U O N 0 I_ w u. O ti l Z co O� Z a r ' June 9, 2004 Proposed Retail Building L &A Job No. 4A017 Page 16 the level of care and skill ordinarily exercised by other members of the profession currently practicing under similar conditions in this area. No warranty, expressed or implied, is made. The site subsurface conditions encountered in the test borings may vary from those actually encountered during construction. The nature and extent of such variations may not become evident until construction starts. If variations appear then, we should be retained to re- evaluate the recommendations of this report, and to verify or modify them in writing prior to proceeding further with construction. CLOSURE We are pleased to be of service to you on this project. Please call if you have any questions regarding this report or need further consultation. %NVAS�, � f Yours very truly, LIU & ASSOCIATES, INC. J. S. (Julian) Liu, Ph.D., P.E. Consulting Geotechnical Engineer 27589 S �oNA1.� 71171��0 PLATES AND ILLUSTRATIONS 1. Vicinity Map 2. Site and Exploration Location Plan 3. Unified Soil Classification System 4, 5A, 5B and 6 - Boring Logs 7. Soil Profile LIU & ASSOCIATES, INC. z o: W D UO U 0 w =. � w LL ? � =w ? t— f.. p Z I- w � o o� W X 5 F- '! o w Z: CO O z 0 .I. of iT 1 51 I J • �H o 30TH =1 0 N 3 170TH 4 WO CD o - -.,. 172ND 173RD S T o � 175TH r 1 S T . -4 3000 _ S o 118TH ST ° v v/ S 179TH L,IU & ASSOCIATES, INC. Geotechnical Engineering • Engineering Geology • Earth Science t. w I `ol � al �I L_. r REA WETb RENTOA WETLANI I . VICINITY MAP RETAIL BUILDING 17401 SOUTHCENTER PARKWAY TUKWILA, WASHINGTON JOB NO. 4AO04 I DATE 1/19/04 1 PLATE 1 n a / r .r4Mx r.,5ry ..•�f.. . .c•Y. ?51^X+�+�uf'fA '"!SNr:Y�4 :7'•'Y< �':" •£w:n�s�,:u-rw� l: i �. I R IPAII l sle Z iH W �U UO U J � N u 10 LL Q N:D _CY W Z F- 0 w ~ w U� OH w 2 F- H — O „ Z W U= O F Z IfA W CJ1 d UQ v OEM • ME" ft 00 0 0 w w NOT IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. r UNIFIED SOIL CLASSIFICATION SYSTEM MAJOR DIVISIONS GROUP GROUP NAME SYMBOL GRAVEL CLEAN GW WELL- GRADED GRAVEL, FINE TO COARSE GRAVEL COARSE- MORE THAN 50% OF GRAVEL GP POORLY - GRADED GRAVEL GRAVEL WITH GM SILTY GRAVEL GRAINED COARSE FRACTION SOILS RETAINED ON NO. 4 SIEVE FINES GC CLAYEY GRAVEL SAND CLEAN SW WELL- GRADED SAND, FINE TO COARSE SAND SP POORLY- GRADED SAND SAND MORE THAN 50% MORE THAN 50;6 OF SAND WITH SM SILTY SAND RETAINED ON THE COARSE FRACTION NO. 200 SIEVE PASSING NO.4 SIEVE FINES SC CLAYEY SAND FINE- SILT AND CLAY INORGANIC ML SILT CL CLAY GRAINED LIQUID LIMIT SOILS LESS THAN 50% ORGANIC OL ORGANIC SILT, ORGANIC CLAY MORE THAN 50% SILTY AND CLAY INORGANIC MH SILT OF HIGH PLASTICITY, ELASTIC SILT CH CLAY OF HIGH PLASTICITY, FAT CLAY PASSING ON THE LIQUID LIMIT ORGANIC OH ORGANIC SILT, ORGANIC SILT NO. 200 SIEVE 50% OR MORE HIGHLY ORGANIC SOILS PT PEAT AND OTHER HIGHLY ORGANIC SOILS NOTES: SOIL MOISTURE MODIFIERS: 1. FIELD CLASSIFICATION IS BASED ON VISUAL EXAMINATION DRY - ABSENCE OF MOISTURE, DUSTY, DRY TO OF SOIL IN GENERAL ACCORDANCE WITH ASTM D2488 -83. THE TOUCH 2. SOIL CLASSIFICATION USING LABORATORY TESTS IS BASED SLIGHTLY MOIST - TRACE MOISTURE, NOT DUSTY ON ASTM D2487 -83. MOIST - DAMP, BUT NO VISIBLE WATER 3. DESCRIPTIONS OF SOIL DENSITY OR CONSISTENCY ARE VERY MOIST - VERY DAMP, MOISTURE FELT TO THE TOUCH BASED ON INTERPRETATION OF BLOW -COUNT DATA, VISUAL WET - VISIBLE FREE WATER OR SATURATED, APPEARANCE OF SOILS, AND /OR TEST DATA. USUALLY SOIL IS OBTAINED FROM BELOW WATER TABLE LIU & ASSOCIATES INC. � UNIFIED SOIL CLASSIFICATION SYSTEM Geotechnical Engineering • E ngineerin g Geology - Earth Science PLATE 3 Z W � 6 :3 10 0 cl) 0 w = F— NLL WO } u- Q N� �w z H O WI 5 U� O- 0H Ww H� w Z U= O Z I i I ! I i BORING NO. B -1 Logged By: JSL 127/04 Ground Elev. t Depth Sam le (N) W USCS Soil Description Blows/ Other Test ft. 7 e No. ft. % 2.5 -in Asph Pavement over 4 - in 5/8" Cr Roc Base SP Dark -gray, loose, gravelly, fine to medium SAND, moist 5 Dark -gray, medium -dense to dense, fine to coarse SAND, SP trace gravel, very-moist to wet SS 1 25 10 SS 2 33, SM Gray, very- dense, slightly silty to silty, fine SAND, moist to 50/5.5 slightly moist 15 - Same SS 3 40, 50/5" 20 - Same, with rusty to yellowish -brown sand seams SS 4 35, 50/5.5" 25 Boring terminated at 21.5 ft; minor perched groundwater encountered @ 10.5 ft± during drilling. 1 30 LEGEND: SS - 2" O.D. Split -Spoon Sample GROUNDWATER: Seal ST - 3" O.D. Shelby -Tube Sample Water Level B - Bulk Sample Observation Well Tip BORING LOG , LIU & ASSOCIATES, INC RETAIL BUILDING 17401 SOUTHCENTER PARKWAY TU KW I LA, WASHINGTON Geote chnical Engi • Engine ering Geolog Ea rth Sci JOB NO. 4AO17 DATE 2/20/04 1 PLATE 4 z Z �W JU UO UU J = I` Li.. WO } �J U_ c = W Z� P- O z W �5 U� O Cf) 0 1— WW HF- LL F- .. z w U Cf) O z BORING NO. B -2 Logged By: JSL 1/27/04 Ground Elev. t Depth ft. USCS Soil Description sample (N) Blows/ fl. W % Other Test T e No, SP Sod on surface Brown -gray, loose, fine to medium SAND, very moist (FILL) Dark -gray, loose, fine to medium SAND, trace to some SP gravel, moist (FILL) 5 SS 1 13 — OL rk - brown, loose to medium - dense, organic, silty fine SAND, A : ve -moist relic T OPSOIL SP Dark -gray, loose to medium - dense, fine to medium SAND, 10 moist to very-moist loose, si ty, ine to mee `ium SAND, trace gravel, SS 2 6 s --Gray, moist to very-moist 15 - Same, encountered a wood log @ 15.5 ft ± SS 3 52 20 SS 4 `j SP Gray, very- loose, medium to coarse SAND, with fragments of wood log, very-moist to wet 25 - Same, with fragments of wood log, medium dense SS 5 15 1 30 (continues on Plate 513) LEGEND: SS - 2" O.D. Split -Spoon Sample GROUNDWATER: Seal ST - 3" O.D. Shelby -Tube Sample Water Level B - Bulk Sample Observation Well Tip LIU & ASSOCIATES, INC BORING LOG , RETAIL BUILDING 17401 SOUTHCENTER PARKWAY TU KW I LA, WASHINGTON V G Engineeri • Engineeri Ge ology ` Earth Scienc JOB NO. 4AO17 DATE 2/20/04 PLATE 5A 't• • 'iv. •i a;•:'::swa`:�.�, »$.eu.;X::., .{.:. �v�: s. i. w? iL:: ie<•. L' ywy. SG!' a:.: 1 'titi:EFet:f.r�.r.'rv+t:Uaeiia9 *� 'tarri3.�:i' �NaLLM l" irt;;C .a..e:' ,u Z �Z QQ JU UO NO co W J = H NW W O L L N� = F- W Z F_ F_ O Z t— W5 U� O UX W HF- �O Z 0 C0 W O Z t i i BORING NO. B -2 (continued from Plate 5A) Logged By: JSL 1/27/04 Ground Elev. t Depth sample (N) W USCS Soil Description Blows/ Other Test ft. T e No. ft. % SW Gray, medium - dense, fine to coarse SAND, trace to some SS 6 17 gravel, with thin sandy silt bedding, wet 1 35 SW Light -gray, dense to very- dense, medium to coarse SAND, SS 7 37 very-moist to wet 40 -Same, some fine sand SS 8 77 45 50 Boring terminated at 41.5 ft; groundwater encountered @ 22.5 ft t during drilling. 55 1 60 LEGEND: SS - 2" O.D. Split -Spoon Sample GROUNDWATER: Seal ST - 3" O.D. Shelby -Tube Sample Water Level B - Bulk Sample Observation Well Tip BORING LOG LIU & ASSOCIATES, INC RETAIL BUILDING 17401 SOUTHCENTER PARKWAY TU KW I LA WASHINGTON Geotechnic Eng ineering • En Geology _ Earth Sci _ JOB NO. 4AO17 DATE 2/20/04 PLATE 5B Z iF Z W JU UO Cl)O J = t` MU_ W 1�J U_ Q N � = a W Z F- H O Z H W �5 U O - O F- W H O 111 Z U= O Z i i +'[XN .xYbe+r�r�au+�w �NkaaRtreffc*am,N rr a !a; �S Z i►.- Z �W QQ � JU UO � J = H C0 U_ W F �J U_ Q CO � z �W Z F- t_ O Z t— W LLJ U� O- l7 t--. W U- O •. Z W U= O Z BORING NO. B -3 Logged By: JSL 1/27/04 Ground Elev. t Depth Sample (N) W USCS Soil Description Blows/ Other Test ft. Type No. ft. °,6 3-In Asphalt Pavement over 4 -in 5/8" Crushed R ock Bas SP Dark -gray, loose, tine to medium SAND, trace gravel, moist 5 Gray, medium - dense, fine to medium SAND, trace SP gravel, very-moist to wet SS 1 13 10 ML Yellowish -brown to light- brown, dense to very stiff, SS 2 34 fine sandy SILT, slightly moist 15 - Same, very-dense to hard SS 3 58 Light -gray, very- dense, fine to medium SAND, moist 20 Light -brown to brown -gray, very- dense, fine to coarse SAND, wet SS 4 54 25 Boring terminated at 21.5 ft; minor perched groundwater encountered @ 6.0 ft ± during drilling. 1 30 LEGEND: SS - 2" O.D. Split -Spoon Sample GROUNDWATER: Seal ST - 3" O.D. Shelby -Tube Sample Water Level B - Bulk Sample Observation Well Tip LIU & ASSOCIATES, INC BORING LOG RETAIL BUILDING 17401 SOUTHCENTER PARKWAY TU KW I LA WASHINGTON Geotechnical En • Engineeri Geology_ Eart Science -- JOB NO. 4A017 DATE 2/20104 1 PLATE 6 +'[XN .xYbe+r�r�au+�w �NkaaRtreffc*am,N rr a !a; �S Z i►.- Z �W QQ � JU UO � J = H C0 U_ W F �J U_ Q CO � z �W Z F- t_ O Z t— W LLJ U� O- l7 t--. W U- O •. Z W U= O Z it -ip �Q v. "o "Er eD 00 0 0 NOTICE:. IF THE DOCUMENT IN THIS FRAM E IS LESS CLEAR THIS NOTICE IT I$ DUE TO THE QUALITY OF THE DOCUMENT.-, ��- SHUTLER CONSULTING ENGINEERS, Inc. 12503 Bel -Red Road, Suite 100 Bellevue, Washington 98005 (425) 4504075 FAX (425) 4504076 STRUCTURAL CALCULATIONS FOR: 'f. 1 }� i i SC -3 RETAIL BUILDING 17401 SOUTHCENTER PARKWAY TUKWILA, WASHINGTON PROPOSED BY: JOB SC -3 Retail SHEET NO. COVER OF CALCULATED BY jch DATE 1/4/2005 CHECKED BY DATE SCALE JOB NUMBER 04 -56 DECKER DEVELOPMENT & CONSTRUCTION 117 EAST LOUISA STREET, #230 SEATTLE, WA 98102 (206) 545 -4964• f1t f. COP ARCHITECT: - --° . r LANCE MUELLER & ASSOCIATES 130 LAKESIDE, SUITE 250 SEATTLE, WA 98122 (206) 325 -2553 DESIGN CRITERIA: CODE... ............................... ROOF LIVE LOAD ................. FLOOR LIVE LOAD ............... WIND LOAD ......................... SEISMIC ZONE ..................... Vi i; ` '' ''; ' •""' Y ' yi Y:JJII'.;�.•......r.1. ),.. rn. u.•. r ..r.�....t'rr•'!f:n::•YrIn:MM {� '� J.Y.: ` - xu•DL.• y.iul.aW w RECEIVED CITY OF TUKWILA JAN 0 7 2005 PERMIT CENTER INTERNATIONAL BUILDING CODE, 2003 EDITION 25 PSF SNOW LOAD 100 PSF 85 MPH ZONE, EXPOSURE "B" SITE CLASS 'D', Sds =0.94, Sd1 =0.49, DESIGN CATEGORY'D', R =5.0, I =1.0 FOUNDATION DESIGN BASED ON REPORT #4A107 DATED JUNE 9, 2004, BY LIU & ASSOCIATES, INC. PILES ARE TO BE 16" DIAMETER AUGERCAST, ALLOWABLE VERTICAL LOAD IS 70 KIPS. RECEIVED C_ JAN 0 5 2005 LANCE MUELLER & ASSOC • r :,`r..: i. �.,t....i. ...:'L.: a.i.tas.r::ib. ' — atT.`�:t >::.�'.....�x.Gi .y;. };�'., �;. . {�.�S ids t�%. @ < "+ii�'S Z �U UO to 0 J = CO W w O UQ to =a �w z P z� w Uj U� 0 1.— Uj Uj co U Iii Z co O Z Ko �__ SHUTLER _�- CONSULTING ENGINEERS, INC 12503 Bel -Red Rd,, Suite 100 Bellevue, WA 98005 (425) 450.4075 FAX (425) 450 -4076 JOB S C - 3 SHEET NO OF CALCULATED BY DATE -1 , O � 9 y /0 ArAl P: r Mill wri r 1 VCCiC fi, �, s,+ r; . r. - 1' 1 Z = f '~ W JU UO J = ALL. W O. u— � = W F- _ z �. z� W W U� O- OH W O wz U= O z mm Mill momm III IN � 0 mo IN om mm IN IN ■ r Mill wri r 1 VCCiC fi, �, s,+ r; . r. - 1' 1 Z = f '~ W JU UO J = ALL. W O. u— � = W F- _ z �. z� W W U� O- OH W O wz U= O z SHUTLER CONSULTING ENGINEERS, INC 12503 Bel-Red Rd., Suite 100 Bellevue, WA 98005 (425) 450.4075 FAX (425) 450-4076 I - � 3 JOB I IC I i SHEET NO. OF CALCULATED BY II I � i I DATE !1 ArALP I - � I'�i I IC I i ►►il ! I i wl ��' iG 1 �I� I II I � i I � � !1 I T7 i i` ( I — � I I I I � I I � � ! ___. I I _i_ 4 77 / j 24 ' i I I I i I �T A ! Imo! 11 P-0 I I _ 7 I �._ �� �I i i 1 I i� � I l I-j ___.� I i �i I ►. I i l i I� � I ! I I I I � I I!� I{ i I I( I J I I I �,- i_:__..f ! - �` I f I � � i . � j I LI 1 ! ��_ --J.�_ I«I�J I � � j i Z Z w 2 M 00 U)c WH S2 LL w 2 � L cy Uj Z 0 z F_ W Lij 5 U OS2 LL Z H 0 z ' Ty F L 1%2" (38 mm) Deep Roof Deck Primer Painted or Galvanized � ALLOWABLE UNIFORM LOADS (psf, N /m SPAN (ft -in., mm) 4' - 5' -0" 5' - 6' -0 6' -6" 7 7 8' -0 8 -6 9 9 10 10' -6 11 11 SPAN GAGE 1,220 1,520 1,680 1,830 1,980 2,130 2,290 2,440 2,590 2,740 2,900 3,050 3,200 3,350 3,500 3,660 STRESS 178 114 94 79 67 58 51 44 39 35 31 28 8,523 5,458 4,501 3,783 3,208 2,777 2,442 2,107 1,867 1,676 1,484 1,341 ZZ 92 69 53 42 34 27 22 19 16 13 11;Nr �5 <' U240 ♦ ++ 4,405 3,304 2,538 2,011 1,628 1,293 1,053 910 766 622 527 STRESS 223 143 118 99 85 73 64 56 49 44 40 36 32 30 27 25 10,677 6,847 5,650 4,740 4,070 3,495 3,064 2,681 2,346 2,107 1,915 1,724 1,532 1,436 1,293 1,197 Lu 20 J U240 222 113 85 66 52 41 34 28 23 19 17 14 12 11 9 8 �f 10,629 5,410 4,070 3,160 2,490 1,963 1,628 1,341 1,101 910 814 670 575 527 431 383 Z STRESS 300 196 162 136 116 100 87 76 68 60 54 49 44 40 37 34 Q 14,364 9,385 7,757 6,512 5,554 4,786 4,166 3,639 3,256 2,873 2,586 2,346 2,107 1,915 1,772 1,628 Q U240 + ++ 159 119 92 72 58 47 39 32 27 23 • 20 17 15 13 11 7,613 5,698 4,405 3,447 Z777 2,250 1,867 1,532 1,293 1,101 958 814 718 622 527 STRESS 188 120 99 84 71 61 54 47 42 37 33 30 9,001 5,746 4,740 4,022 3,399 2,921 2,586 2,250 2,011 1;772 1,580 1,436 STRESS 300 250 207 174 148 127 111 - 98 * 86 77 69 62 ' 57 52 47 43 14, 364 11,970 9,911 8,'331 7,086 6, 081 5,315 4,692 4,118 3,687 3,304 2,969 2,729 2,490 2,250 2,059 U240 _ 198 149 115 90 72 59 48 40 34 29 25 21 19 16 14 9,480 7,134 5,506 4,309 3,447 2, 8 2 5 2, 298 1,915 1,628 1,389 1, 1,005 910 766 670 Z �W � D U UO W= I-- U) LL WO LLQ N� �.. W Z F- Z � W W U OH W W H� L O W Z U= O Z 295 188 156 131 112 96 84 74 65 58 52 47 32 28 36 33 STRESS 14,125 9,001 7,469 6,272 U240 +++ + ++ + ++ + ++ + ++ + ++ + ++ + ++ + ++ + ++ 1,532 1,341 W 20 236 151 125 105 89 77 67 59 52 47 42 38 34 31 29 26 W 52 STRESS 11,300 7,230 5,985 5,027 4,261 3,687 3,208 2,825 2,490 2,250 2,011 1,819 1,628 1,484 1,389 1,245 2,107 20 1,484 1,293 1,101 958 862 718 300 255 STRESS 210 177 151 130 113 99 88 79 J 64 58 53 48 44 14 ,364 12,209 10,055 8,475 7,230 47 40 34 29 26 22 20 m 2,538 U240 + ♦♦ + ++ + ++ + ♦+ + ♦+ + ♦+ + ++ + ++ + +♦ 2,250 1,915 1,628 1,389 1,245 1,053 958 300 204 168 141 121 104 91 80 70 63 56 51 46 42 39 35 STRESS 14 ,364 9,768 8,044 6,751 5,794 4,980 4,357 3,830 3,352 3,016 2,681 2,442 2,202 2,011 1,867 1,676 !: 0 1$ 188 162 141 124 110 98 88 79 72 65 60 55 STRESS 14 ,364 14,36412,54510,534 9,001 7,757 6,751 5,937 5,267 4,692 4,213 3,783 3,447 3,112 2,873 2,633 j 56 48 41 36 31 28 j U240 +++ + ++ + ++ +++ +++ +++ +++ + ++ +++ + ++ 2,681 2,298 1,963 1,724 1,484 1,341 76 64 300 254 210 176 150 129. 113 99 88 78 70 63 57 52 48 44 ' 2,250 1,915 STRESS 1 4 ,36412,16210,055 1,484 1,293 8,427 7,182 6,177 5,410 4,740 4,213 3,735 3,352 3,016 2,729 2,490 2,298 2,107 a... tWI .. �� '• �� 4i�ulalrF.u"iu , s.�' n. 4• w. t_ A✓ M. isha. almc2Fe+'+. tuwuv' raedea+6pYrF•r•eu'=+t�+.'�nn s�'h 3 +�. a. �rr..iv.W�ia,;L -ltab: .' W+:Wau.��i ,t. 16 7 0 60 51 45 39 34 0240 + ++ + ++ + ++ + ++ + ++ + ++ + ++ + +♦ + ++ + ++ 3,352 2,873 2,442 2,155 1,867 1,628 235 150 124 105 89 77 67 59 52 46 42 38 STRESS 11,252 7,182 5,937 5,027 4,261 3,687 3,208 2,825 2,490 2,202 2,011 1,819 22 U240 + ++ +++ +++ 100 79 63 51 42 35 30 25 22 4,788 3,783 3,016 2,442 2,011 1,676 1,436 1,197 1,053 STRESS 300 250 207 174 148 127 111 - 98 * 86 77 69 62 ' 57 52 47 43 14, 364 11,970 9,911 8,'331 7,086 6, 081 5,315 4,692 4,118 3,687 3,304 2,969 2,729 2,490 2,250 2,059 U240 _ 198 149 115 90 72 59 48 40 34 29 25 21 19 16 14 9,480 7,134 5,506 4,309 3,447 2, 8 2 5 2, 298 1,915 1,628 1,389 1, 1,005 910 766 670 Z �W � D U UO W= I-- U) LL WO LLQ N� �.. W Z F- Z � W W U OH W W H� L O W Z U= O Z 295 188 156 131 112 96 84 74 65 58 52 47 43 39 36 33 STRESS 14,125 9,001 7,469 6,272 5,363 4,597 4,022 3,543 3,112 2,777 2,490 2,250 2,059 1,867 1,724 1 i W 20 124 97 78 63 52 44 37 31 27 23 20 18 15 --� CL U240 + ++ +++ + ++ 5,937 4,644 3,735 3,016 2,490 2,107 1,772 1,484 1,293 1,101 958 862 718 300 255 STRESS 210 177 151 130 113 99 88 79 71 64 58 53 48 44 14 ,364 12,209 10,055 8,475 7,230 6,224 5,410 4,740 4,213 3,783 3,399 3,064 2,777 2,538 2,298 2,107 H ~ 18 a 173 136 109 89 73 61 51 44 37 32 28 25 22 U240 + ++ + ++ + ++ 8,283 6,512 5,219 4,261 3,495 2,921 2,442 2,107 1,772 1,532 1,341 1,197 1,053 j 300 300 262 220 188 162 141 124 110 98 88 79 72 65 60 55 STRESS 14 ,364 14,36412,54510,534 9,001 7,757 6,751 5,937 5,267 4,692 4,213 3,783 3,447 3,112 2,873 2,633 j 16 ;. 216 170 136 111 91 76 64 54 47 40 35 31 27 U240 + ++ + ++ + ++ 10,342 8,140 6,512 5,315 4,357 3,639 3,064 2,586 2,250 1,915 1,676 1,484 1,293 Catalog VR1 VEMaCO a 27 � � ■Ilfllw 1111 a... tWI .. �� '• �� 4i�ulalrF.u"iu , s.�' n. 4• w. t_ A✓ M. isha. almc2Fe+'+. tuwuv' raedea+6pYrF•r•eu'=+t�+.'�nn s�'h 3 +�. a. �rr..iv.W�ia,;L -ltab: .' W+:Wau.��i ,t. STRESS 300 250 207 174 148 127 111 - 98 * 86 77 69 62 ' 57 52 47 43 14, 364 11,970 9,911 8,'331 7,086 6, 081 5,315 4,692 4,118 3,687 3,304 2,969 2,729 2,490 2,250 2,059 U240 _ 198 149 115 90 72 59 48 40 34 29 25 21 19 16 14 9,480 7,134 5,506 4,309 3,447 2, 8 2 5 2, 298 1,915 1,628 1,389 1, 1,005 910 766 670 Z �W � D U UO W= I-- U) LL WO LLQ N� �.. W Z F- Z � W W U OH W W H� L O W Z U= O Z SHUTLER _�- CONSULTING ENGINEERS, INC 12503 Bel -Red Rd., Suite 100 Bellevue, WA 98005 (425) 450 -4075 FAX (425) 450 -4076 JOB 8 6_ 3 SHEET NO. OF CALCULATED BY P-TA DATE 1 '1- . 1 0 2/ o 4 z Wi z. �W QQ JU UO w= S2 LL WO U.Q w TO h_ W Z= W° �5 U� o �. W H U. wZ U� 1- H Z SI h) .1!Ol LL I 1 Di —i I 35, O( I o2� L4 10. i I 5 . i 13 l !' o i 2 � l o / 2 L 1� I I i/ 0I �/ 91,8 r f .� !! i ' � I �_- � 1 _ _. .. 1 s s ____:__�� .--- I � �I I �------ ---I--• � f I siT► - f Z TL I LI 9. 0 4A 1 0 I I mo ( .z i I ` I I 318 o; o, l� (, L3 �c? ��iL 3�Z7 II � _ I _ :S �-� l 1 01 P V1 i z Wi z. �W QQ JU UO w= S2 LL WO U.Q w TO h_ W Z= W° �5 U� o �. W H U. wZ U� 1- H Z ®® SHUTLER CONSULTING ENGINEERS, INC 12503 Bel -Red Rd., Suite 100 Bellevue, WA 98005 (425) 450 -4075 FAX (425) 450 -4076 JOB SHEET NO OF CALCULATED BY DATE /d /V � I . : 4� I I � , ! I t � I ' I '/ I it I ! I I I I I ! I II ! (_` —rte /: �-- ; r , • - - -i -- -�— �-- �- - -� - � - � ! i � �-- I ; ' � w F T I 7i EJ : I i ! I I ! : i z Z �W 5 U O; c = cQ LL W O L (1)a = w ? I— z O . U� O N. C3 I.— W Lu LL ui z U O F- z a SHUTLER _�— CONSULTING ENGINEERS, INC 12503 Bel -Red Rd., Suite 100 Bellevue, WA 98005 (425) 450.4075 FAX (425) 450.4076 JOB S C - 3 SHEET NO y OF CALCULATED BY DATE 121 1a4 1 Z i~ Z �W 00 . 0 W= S2 U. w ?. LL = d. F. W Z� z° W U N a H LU =U H� ui z F? z LI — �� 2.4, x I$ - ss • /� O Q #/ • i .......... I ._�L i _. LL I � G � I d _ D, lo• I Lt 5, 37 t, X t L L h i W 2-1 L s o_ to. �/ - _ = i . q9 IL f - —� — -- 1 Z i~ Z �W 00 . 0 W= S2 U. w ?. LL = d. F. W Z� z° W U N a H LU =U H� ui z F? z SHUTLER _�- CONSULTING ENGINEERS, INC 12503 Bel -Red Rd., Suite 100 Bellevue, WA 98005 (425) 450 -4075 FAX (425) 450 -4076 JOB SC - 3 SHEET NO OF CALCULATED BY H�� DATE —T/ 0 T . M�y!> R': C4i.' KC!+ �! �.*, Fyh: K$ 1Y' �' krfn'. t�' JF'!; kva* trt. 1'; a6Ti�n' tteJ LVtAPNR` �+ e6aavlrv' �y.' 2' AyzYrte+ arc�a�n .!�ta��4tKh?+x<wlnts -rn,•. vas ,nn,:nrn.«.Ka..,.:��,..,.,..�- 16/A.rwfli�efra...ra.�.Q� l j, z Z �ww QQ G JU 00 (j) 0 J = N LL w L� � = w Z� Z° 25 U 0. �_ 0 Ill w LL 0 LLI z U= O z 7 I I Ll — ' �L I i 6 f ' t 'loo 4 = 10 I= 5Ile �'` -� i = P s 7. 31 —�_ , IM L L_ I= 2 P6 f {37.5 1 { 3 o x u a 71,1 i I '3 o 'V) l ' I X15 L = 5 s = 25 f i�9 s 987 /i i L I I 30 x 22 L' em u -; f I ' r � ( hiy�'I✓'oc� IIIIi�I all ' I I li j L=i `7�� Id �5.}utco DL (� P s f 25 {ns z� I ( - - t/5 AI tll10 - -- ' 1 � ;/r /40 i I 1 2 _ I I 59, 9 I r I.1.... 25 sf ( 25 sf(4�•5 I � I i //�2 i/i I livl -i 600 30 l 2 s 1701 I I( { - 4— i --�,7 D 1"n FT I I . M�y!> R': C4i.' KC!+ �! �.*, Fyh: K$ 1Y' �' krfn'. t�' JF'!; kva* trt. 1'; a6Ti�n' tteJ LVtAPNR` �+ e6aavlrv' �y.' 2' AyzYrte+ arc�a�n .!�ta��4tKh?+x<wlnts -rn,•. vas ,nn,:nrn.«.Ka..,.:��,..,.,..�- 16/A.rwfli�efra...ra.�.Q� l j, z Z �ww QQ G JU 00 (j) 0 J = N LL w L� � = w Z� Z° 25 U 0. �_ 0 Ill w LL 0 LLI z U= O z k �I i �__ SHUTLER _N- CONSULTING �_ M ENGINEERS, INC 12503 Bel -Red Rd., Suite 100 Bellevue, WA 98005 (425) 450.4075 FAX (425) 450 -4076 JOB ' d-3 i SHEET NO. OF CALCULATED BY HTA DATE SCALE z IF=— Z W. q � W UQ co w� c') U_ WO U_ id �W z w11­_ �: U� 0 t- W UJ LL w z co o� z 7 — -- 1 1 --;- I --- -- - - I I _ D �L _ 1 �� f i 21 C2?'�+ ?� 5�s sps '� f z`� 3 ')_I . t f �o� /► ; I j I I -1�2/� 1 46 8�5 y / I o 01, W124,,x �!l I 162, =�• o.�� 3 o ) ,90 TL I e t I I� I 1 I , z IF=— Z W. q � W UQ co w� c') U_ WO U_ id �W z w11­_ �: U� 0 t- W UJ LL w z co o� z l SHUTLER CONSULTING ENGRS Title: =: =12503 Bel -Red Road Dsgnr: Suite100 Description: Bellevue, Washington 98005 Scope (425)450 -4075 * Fax (425)450 -4076 Rev: 580002 User. KW- 0600348, Ver5.8.0, 1- Dec -2003 Steel Beam Design (,)1983 -2003 ENERCALC Engineering Software Description B1 Job # Date: 9 :45AM, 10 DEC 04 Page 1 base.emCalculations Force & Stress Su <<- These columns are Dead + Live Load DL LL LL +ST LL M aximu m Only Center 0- Center Cants Max. M + 291.98 k -ft 127.54 291.98 Max. M - General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Steel Section: W24X62 Max. M @ Left Fy 50.00ksi 0.000 Pinned - Pinned Load Duration Factor 1.00 Center Span 40.25 ft Bm Wt. Added to Loads Elastic Modulus 29,000.0 ksi Left Cant. 0.00 ft LL & ST Act Together 12.68 Right Cant 0.00 ft 29.02 k Lu : Unbraced Length 6.00 ft Center Defl. - 1.8941n Distributed Loads -1.894 Notel Short Term Loads Are WIND Loads. #1 #2 #3 #4 #5 #6 #7 DL 0.568 0.000 In k/ft LL 0.812 ...Query Defl @ k/ft ST 0.000 k/ft Start Location 12.68 ft End Location 29.02 ft Summary Fa calc'd per Eq. E2 -1, K *Ur < Cc Beam OK I Beam, Major Axis, UrT < (102,000 * Static Load Case Governs Stress Using: W24X62 section, Span = 40.25ft, Fy = 50.Oksi End Fixity = Pinned- Pinned, Lu = 6.00ft, LDF = 1.000 Actual Allowable Moment 291.980 k -ft 330.000 k -ft Max. Deflection -1.894 in fb : Bending Stress 26.544 ksi 30.000 ksi Length /DL Defl 583.7 :1 fb / Fb 0.885 : 1 Length /(DL +LL Defl) 255.0 :1 Shear 29.017 k 204.164 k fv : Shear Stress 2.842 ksi 20.000 ksi fv / Fv 0.142 : 1 Force & Stress Su <<- These columns are Dead + Live Load DL LL LL +ST LL M aximu m Only Center 0- Center Cants Max. M + 291.98 k -ft 127.54 291.98 Max. M - 0.00 0.000 0.00 Max. M @ Left 0.00 0.000 0.00 Max. M @ Right 29.02 Shear @ Left 29.02 k 12.68 29.02 Shear @ Right 29.02 k 12.68 29.02 Center Defl. - 1.8941n -0.827 -1.894 Left Cant Defl 0.000 In 0.000 0.000 Right Cant Defl 0.000 In 0.000 0.000 ...Query Defl @ 0.000 ft 0.000 0.000 Reaction @ Left 29.02 12.68 29.02 Reaction @ Rt 29.02 12.68 29.02 Fa calc'd per Eq. E2 -1, K *Ur < Cc I Beam, Major Axis, UrT < (102,000 * Cb I Fy) ^.5, Fb = 0.6 Fy (F3) -1.894 0.00 0.000 0.00 0.000 0.00 0.000 0.00 29.02 29.02 placed as noted ->> LL +ST - Sam Cants k -ft . k -ft k -ft k -ft k k 0 0.000 In 0 0.000 In 0 0.000 in 0 0.000 In k k I b z j- Z w UO (0 C3 V) 111 J = H �W w O. �_j LL Q S CY FW ' z lF- Z 0. �f) C3. O Cl) 0 H ww ~ H ll. O .z UCO) O z i SHUTLER CONSULTING ENGRS Title _■ =12503 Bel - Red Road Dsgnr: Description Suite100 Bellevue, Washington 98005 Scope (425)450 -4075 * Fax (425)450 -4076 Job # Date: 9 :46AM, 10 DEC 04 . Rev: 580002 User: KW- 0800346, Ver5.8.0, 1 -Dec -2003 Steel Beam Design Page 1 ^ (01983 -2003 ENERCALC Engineering software base.ecw Calculations Description B2 General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Steel Section: W24X55 Fv 50.00ksl Pinned - Pinned Load Duration Factor 1.00 Center Span 34.67 ft Bm Wt. Added to Loads Elastic Modulus 29,000.Oksi Left Cant. 0.00 ft LL & ST Act Together Right Cant 0.00 ft Lu : Unbraced Length 6.00 ft Distributed Loads Notel Short Term Loads Are WIND Loads. #1 #2 #3 #4 #5 #6 #7 DL 0.568 k/ft ':. LL 0.812 k/ft ST k/ft Start Location ft End Location ft Summary Beam OK Static Load Case Governs Stress Using: W24X55 section, Span = 34.67ft, Fy = 50.Oksi End Fixity = Pinned - Pinned, Lu = 6.00ft, LDF = 1.000 Actual Allowable Moment 215.614 k -ft 287.500 k -ft Max. Deflection -1.192 In fb : Bending Stress 22.499 ksi 30.000 ksi Length /DL Defl 804.2: 1 E fb / Fb 0.750:1 Length/(DL +LL Defl) 349.2 :1 ' Shear 24.876 k 186.203 k fv : Shear Stress 2.672 ksl 20.000 ksi fv I Fv 0.134: 1 k Force & Stress Summary <<- These columns are Dead + Live Load placed as noted ->> DL LL LL +ST LL LL +ST M aximum Only Center Center Cants Cants k Max. M + 215.61 k -ft 93.61 215.61 k -ft Max. M - k -ft Max. M @ Left k -ft Max. M @ Right k -ft z Shear @ Left 24.88 k 10.80 24.88 k Shear @ Right 24.88 k 10.80 24.88 k Center Defl. -1.1921n -0.517 -1.192 -1.192 0.000 0.000 in Left Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in Right Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in a' ...Query Defl @ 0.000 ft 0.000 0.000 0.000 0.000 0.000 in ( Reaction @ Left 24.88 10.80 24.88 24.88 k Reaction @ Rt 24.88 10.80 24.88 24.88 k Fa caldd per Eq. E2 -2, K *Ur > Cc I Beam, Major Axis, UrT < (102,000 " Cb ! Fy) ^.5, Fb = 0.6 FY (F3) 7Z . :wc ,. w' Z Q _Z � W� -J U UO W= I- �W WO u - N �. = I.. W z X F- F- O W F- W U� N 0 F- WW F_ �. LL O .. Z. Ii U= O Z Ver Description B3 SHUTLER CONSULTING ENGRS Title: 12503 Bel -Red Road Dsgnr: Description Suite100 Bellevue, Washington 98005 Scope (425)450 -4075 * Fax (425)450 -4076 ), �'-- Steel Beam Design Job # Date: 9:47AM, 10 DEC 04 oe-J9 Page 1 General Inform Actual Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Steel Section: W21X50 Moment F y 50.00ksi 236.250 k -ft Max. Deflection -1.264 in Pinned - Pinned Load Duration Factor 1.00 Center Span 31.50 ft Bm Wt. Added to Loads Elastic Modulus 29,000.0 ksi Left Cant. 0.00 ft LL & ST Act Together Right Cant 0.00 ft 25.640 k Lu : Unbraced Length 6.00 ft fv : Shear Stress Distributed Loads 20.000 ksi Notel Short Term Loads Are WIND Loads. #1 #2 #3 #4 #5 #6 #7 DL 0.642 k/ft LL 0.936 Shear @ Left 25.64 k k/ft ST k k/ft Start Location 25.64 ft End Location ft Beam OK Static Load Case Governs Stress Using: W21X50 section, Span = 31.50ft, Fy = 50.Oksi End Fixity = Pinned- Pinned, Lu = 6.00ft, LDF = 1.000 Force & Stre Summary Actual Allowable -1.264 Moment 201.914 k -ft 236.250 k -ft Max. Deflection -1.264 in fb : Bending Stress 25.640 ksi 30.000 ksi Length/DL Dell 703.7 :1 fb / Fb 0.855 :1 0 Cants Cants Length /(DL +LL Defl) 299.1 :1 Shear 25.640 k 158.308 k Max. M - fv : Shear Stress 3.239 ksi 20.000 ksi Max. M @ Left fv / Fv 0.162 :1 k -ft Max. M @ Right Force & Stre Summary -0.537 -1.264 -1.264 0.000 0.000 in <<- These columns are Dead + Live Load placed as noted ->> 0.000 DL LL LL +ST LL LL +ST Maximum Only (a) Center 0- Center 0 Cants Cants Max. M + 201.91 k -ft 85.82 201.91 k -ft Max. M - 0.000 0.000 k -ft Max. M @ Left Reaction @ Left 25.64 10.90 k -ft Max. M @ Right k k -ft Shear @ Left 25.64 k 10.90 25.64 k Shear @ Right 25.64 k 10.90 25.64 k Center Deft.;,,. -1.264 In -0.537 -1.264 -1.264 0.000 0.000 in Left Cant Defl 0.000 In 0.000 0.000 0.000 0.000 0.000 in Right Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in ...Query Defl @ 0.000 ft 0.000 0.000 0.000 0.000 0.000 in Reaction @ Left 25.64 10.90 25.64 25.64 k Reaction @ Rt 25.64 10.90 25.64 25.64 k Fa caldd per Eq. E2 -2, K *Ur> Cc I Beam, Major Axis, UrT < (102,000 * Cb I Fy) ".5, Fb = 0.6 FY (F3) z '~ w W UO N0 C0 III J I- C0 w w 0 } 9-j u- = d. z F- 0 w F- �5 U� O N. F- WW H LL O .. z W 0 M: O z ' SHUTLER CONSULTING ENGRS Title : Job # =: 12503 Bel - Red Road Dsgnr: Date: 9 :48AM, 10 DEC 04 S ltel00 Description u Bellevue, Washington 98005 Scope (425)450 -4075 * Fax (425)450 -4076 Rev: 580002 Ueer. Kw -0600348, Ver5.8.0, 1 -Dec -2003 Steel Beam Design Page 1 (c11983 -2003 ENERCALC Engineering Software base.ecw:Calculallons Description B4 General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Steel Section M FY 50.00ksi Pinned- Pinned Load Duration Factor 1.00 Center Span 54.67 ft Bm Wt. Added to Loads Elastic Modulus 29,000.0 ksl Left Cant. 0.00 ft LL & ST Act Together Right Cant 0.00 ft Lu : Unbraced Length 6.00 ft Distributed Loads Notel Short Term Loads Are WIND Loads. #1 #2 #3 #4 #5 #6 #7 DL 0.663 k/ft LL 0.937 k/ft ST k/ft Start Location ft End Location ft t; Summary Beam OK Static Load Case Governs Stress Using: W30X99 section, Span = 54.67ft, Fy = 50.Oksi End Fixity = Pinned - Pinned, Lu = 6.00ft, LDF = 1.000 Actual Allowable Moment 634.689 k -ft 739.750 k -ft Max. Deflection -2.951 in fb : Bending Stress 28.313 ksi 33.000 ksi Length/DL Defl 495.8 :1 fb / Fb 0.858:1 Length/(DL +LL Defl) 222.3 :1 Shear 46.438 k 308.360 k fv : Shear Stress 3.012 ksi 20.000 ksi r fv / Fv 0.151 :1 Force & Stress Summary <<- These columns are Dead + Live Load placed as noted ->> DL LL LL +ST LL LL +ST M aximum Only 0 Center (a ) Center Cants Cants Max. M + 634.69 k -ft 284.63 634.69 k -ft Max. M - k -ft Max. M @ Left k -ft Max. M @ Right k -ft Shear @ Left 46.44 k 20.82 46.44 k Shear @ Right 46.44 k 20.82 46.44 k Center Defl. -2.951 In -1.323 -2.951 -2.951 0.000 0.000 in Left Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in Right Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 In ...Query Defl @ 0.000 ft 0.000 0.000 0.000 0.000 0.000 In Reaction @ Left 46.44 20.82 46.44 46.44 k Reaction @ Rt 46.44 20.82 46.44 46.44 k Fa caldd per Eq. E2 -1, K *Ur < Cc I Beam Passes Table B5.1, Fb per Eq. F1 -1, Fb = 0.66 Fy z ,= z �W aa� JU UO W = CO L WO } J LL Q N� 2 � W z 1- O Z F_ �� U� co W W H u_ O z U CO O 1- Z SHUTLER CONSULTING ENGRS Title: Job # =: 12503 Be( -Red Road Dsgnr: Date: 9 :50AM, 10 DEC 04 Suite100 Description Bellevue, Washington 98005 Scope (425)450 -4075 * Fax (425)450 -4076 Rev: 580002 User. KW- 0600346, Ver5.8.0, 1- Dec-2003 Steel Beam Design Page 1 (c),983 -2003 ENERCALC Engineering Software base.ecmCalculaticns Description B5 7 771 ,. ;r:, ,,.t. ,:�_...:T •''r,•',r,:ci :.0 {'h:; ' 1 , '��NZ" �� T� ' 'L�� . a�r' • ` - .`+iS�z:E;iw�`�t .ii54:F��*.t�`t " �'t " .� � . . > r. z i Lu �U UO to W= J F... N LL . WO 2 9 -1 u- N = W H = z �. F- O z !_ W O� 0 H W W. U_ O W z U� O z General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Steel Section: W30X108 pinned - Pinned Load Duration Factor 1. 00 Center Span 54.67 ft Bm Wt. Added to Loads Elastic Modulus 29,000.Oksi Left Cant. 0.00 ft LL & ST Act Together Right Cant 0.00 ft Lu : Unbraced Length 6.00 ft Distributed Loads Notel Short Term Loads Are WIND Loads. #1 #2 #3 #4 #5 #6 #7 DL 0.703 k/ft LL 0.987 k/ft ST k/ft Start Location ft End Location ft Summary Beam OK Static Load Case Governs Stress Using: W30X108 section, Span = 54.67ft, Fy = 50.Oksi End Fixity = Pinned - Pinned, Lu = 6.00ft, LDF = 1.000 Actual Allowable Moment 671.613 k -ft 822.250 k -ft Max. Deflection -2.787 in fb :Bending Stress 26.954 ksi 33.000 ksi Length/DL Defl 521.9 :1 fb ! Fb 0.817 :1 1 Length /(DL +LL Defl) 235.4 :1 Shear 49.139 k 325.147 k fv : Shear Stress 3.023 ksi 20.000 ksi fv I Fv 0.151 :1 Force & Stress Summary << These columns are Dead + Live Load placed as noted ->> DL LL LL +ST LL LL +ST Maximum Oniv a, Center Center 0 Cants Cants Max. M + 671.61 k -ft 302.87 671.61 k -ft Max. M - k -ft Max. M @ Left k -ft Max. M @ Right k -ft Shear @ Left 49.14 k 22.16 49.14 k Shear @ Right 49.14 k 22.16 49.14 k Center Defl. -2.787 in -1.257 -2.787 -2.787 0.000 0.000 In Left Cant Defl 0.000 In 0.000 0.000 0.000 0.000 0.000 in Right Cant Defl 0.000 In 0.000 0.000 0.000 0.000 0.000 in ...Query Defl @ 0.000 ft 0.000 0.000 0.000 0.000 0.000 in Reaction @ Left 49.14 22.16 49.14 49.14 k Reaction @ Rt 49.14 22.16 49.14 49.14 k Fa caldd per Eq, E2 -1, K "Ur < Cc I Beam Passes Table B5.1, Fb per Eq. F1 -1, Fb = 0.66 Fy 7 771 ,. ;r:, ,,.t. ,:�_...:T •''r,•',r,:ci :.0 {'h:; ' 1 , '��NZ" �� T� ' 'L�� . a�r' • ` - .`+iS�z:E;iw�`�t .ii54:F��*.t�`t " �'t " .� � . . > r. z i Lu �U UO to W= J F... N LL . WO 2 9 -1 u- N = W H = z �. F- O z !_ W O� 0 H W W. U_ O W z U� O z 1 1r. �i�kwM'..L.r:s...+ti�4.ui�L � � '�wwL�1r961yNUw'Ll.ibiji � • �Q{�4 � 'i/i' ':fiii�41La SHUTLER CONSULTING ENGRS Title: Job # Bel -Red Road Dsgnr: Date: 9 :50AM, 10 DEC 04 �■ - 12503 Description : --- - � �� Suite100 ��� _ Bellevue, Washington 98005 Scope (425)450 -4075 * Fax (425)450.4076 ' Rev: 580002 Uaer. KW 0800348, Ver5.8.0, 1 -Dec-2003 Steel Beam Design Page 1 (c11983 2003 ENERCALC Engineering Software base.ecw.Calculations Description B6 z General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 J Z Z Steel Section: W30X99 Fy 50.00ksi ;= Pinned- Pinned Load Duration Factor 1.00 Center Span 46.00 ft Bm Wt. Added to Loads Elastic Modulus 29,000.Oksi U O Left Cant. 0.00 ft LL & ST Act Together N O Right Cant 0.00 ft Lu : Unbraced Length 6.00 ft W = J Distributed Loads Notel Short Term Loads Are WIND Loads. . cn LL O #1 #2 #3 #4 #5 DL 1.408 #6 #7 w }} .'.,s LL 1.162 k/ft I-- J ." ST k/ft Start Location ft co CY ' °t End Location ft = W Summary Z Z. F" Beam OK Static Load Case Governs Stress F- O Using: W30X99 section, Span = 46.00ft, Fy = 50.Oksi z I ; End Fixity = Pinned - Pinned, Lu = 6.00ft, LDF = 1.000 _; Actua Allowable i. Moment 705.909 k -ft 739.750 k -ft Max. Deflection -2.324 in U N fb : Bending Stress 31.490 ksi 33.000 ksi Length /DL Defl 420.8 : 1 O 0 fb / Fb 0.954 :1 Length /(DL +LL Defl) 237.6 :1 H W Shear 61.383 k 308.360 k = U fv : Shear Stress 3.981 ksl 20.000 ksi F- -- ' fv / Fv 0.199:1 u j z Force & Stress Summary v CO «_ These columns are Dead + Live Load placed as noted ->> p F DL LL LL +ST LL LL +ST z M aximum Only Center (a) Center Cants Canis Max. M + 705.91 k -ft 398.56 705.91 k -ft { Max. M - k -ft Max. M @ Left k -ft Max. M @ Right k -ft Shear @ Left 61.38 k 34.66 61.38 k Shear @ Right 61.38 k 34.66 61.38 k Center Defl. -2.324 in -1.312 -2.324 -2.324 0.000 0.000 in Left Cant Defl 0.000 In 0.000 0.000 0.000 0.000 0.000 In Right Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in ...Query Defl @ 0.000 ft 0.000 0.000 0.000 0.000 0.000 in ? Reaction @ Left 61.38 34.66 61.38 61.38 k Reaction @ Rt 61.38 34.66 61.38 61.38 k Fa caldd per Eq. E2 -1, K *Ur < Cc I Beam Passes Table B5.1, Fb per Eq. F1 -1, Fb = 0.66 Fy 1 1r. �i�kwM'..L.r:s...+ti�4.ui�L � � '�wwL�1r961yNUw'Ll.ibiji � • �Q{�4 � 'i/i' ':fiii�41La j,�. .., I...r -. .. ....:r...ad. +.: +x.a r SHUTLER CONSULTING ENGRS Title: =: =12503 Bel-Red Road D r: Suite100 Description Bellevue, Washington 98005 Scope (425)450 -4075 * Fax (425)450 -4076 Rev: 580002 User. KW- 0800348, Ver 5.8.0 1 -Dec-2003 Steel Beam Design WiS83.2003 ENERCALC Ennineerino Software Description B7 Job # Date: 9:53AM, 10 DEC 04 �e- > ::� base. Page 1 General Inform ation Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 0 MENOMMMUN Steel Section: W24X62 Fy 50.00ksl Pinned- Pinned Load Duration Factor 1.00 Center Span 40.25 ft Elastic Modulus 29,000.0 ksi Left Cant. 0.00 ft LL & ST Act Together Right Cant 0.00 ft Lu : Unbraced Length 6.00 ft Distributed Loads Notel Short Term Loads Are WIND Loads. #1 #2 #3 #4 #5 #6 #7 . DL 0.825 k/ft LL 0.625 k/ft ST k/ft Start Location ft End Location ft Summary Beam OK NO Static Load Case Governs Stress Using: W24X62 section, Span = 40.25ft, Fy = 50.0ksl End Fixity = Pinned - Pinned, Lu = 6.00ft, LDF = 1.000 Actua Allowable Moment 293.636 k -ft 330.000 k -ft Max. Deflection -1.905 in fb : Bending Stress 26.694 ksi 30.000 ksi Length /DL Defl 445.6 :1 fb / Fb 0.890 : 1 Length/(DL +LL Defl) 253.6 :1 Shear 29.181 k 204.164 k fv : Shear Stress 2.859 ksl 20.000 ksi fv / Fv 0.143: 1 Force & Stress Summary << These columns are Dead + Live Load placed as noted ->> DL LL LL +ST LL LL +ST Maximum Only (cry Center 2r� Center Cants Cants Max. M + 293.64 k -ft 167.07 293.64 k -ft Max. M - k -ft Max. M @ Left k -ft Max. M @ Right k -ft Shear @ Left 29.18 k 16.60 29.18 k Shear @ Right 29.18 k 16.60 29.18 k Center Defl. -1.9o5 In -1.084 -1.905 -1.905 0.000 0.000 in Left Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in Right Cant Deft 0.000 In 0.000 0.000 0.000 0.000 0.000 in ...Query Defl @ 0.000 ft 0.000 0,000 0.000 0.000 0.000 in Reaction @ Left 29.18 16.60 29.18 29.18 k Reaction @ Rt 29.18 16.60 29.18 29.18 k Fa caldd per Eq. E2 -1, K *Ur < Cc I Beam, Major Axis, UrT < (102,000 * Cb I Fy) ^.5, Fb = 0,6 Fy (F3) z Z U. UO U) 0 U) III J = NLL w u- to = CY f.. W Z 1- f- O Z Ir- uj U� O N W Uj F� �O Z W S2 ~ O Z . ,,:.', /:::` '�� .4,. .,���s.L'w:.:•.�a.'. @;. ` :w::.t.:.rhf > Neu,::.., c_ t�-0 n7i+:.- Y• r•+ V. Y�fA.'.+! '�';.'3r�ciL.fr}'F'+iLY+a°y',u' sit.".'; CLP .L�iR.s uMUaWSUm.I�,F.A�/rar .4 SHUTLER _�- CONSULTING ENGINEERS, INC 12503 Bel -Red Rd., Suite 100 Bellevue, WA 98005 (425) 450 -4075 FAX (425) 450 -4076 JOB 3 SHEET NO. V OF CALCULATED BY DATE /�� o r SCALE cra.e: .vf ., 1' i� a; i ^..'%:r.r�r,:Sl3:a�. �+ �. K:,;,±: i !!�tia%i+��i.C��+w�7A:�i��1.zi< .�.t ^�: ,.}. •� r, ra. .<.� z Z 11. W 2 D 00 w w LL WO 9 - L� c a. = Z� ° Z D0 c) O_ .0 1.- W LL O LLI Z U= o � z ! I .� _ Al I _ 'ile 15) ��_/� �- 1 )'(� ) CE IJ�= U • C� _— ' �� ~! � .� � ���1 �i ��, G� sl I i I I _ = _ j U • i - I i I _ - -- -- (p' I r�t i Gjo I I -I o Grl ' i U' 3 ' I i J I , 1 _ I L I I cra.e: .vf ., 1' i� a; i ^..'%:r.r�r,:Sl3:a�. �+ �. K:,;,±: i !!�tia%i+��i.C��+w�7A:�i��1.zi< .�.t ^�: ,.}. •� r, ra. .<.� z Z 11. W 2 D 00 w w LL WO 9 - L� c a. = Z� ° Z D0 c) O_ .0 1.- W LL O LLI Z U= o � z s ®� SHUTLER _�- CONSULTING ENGINEERS, INC 12503 Bel -Red Rd., Suite 100 Bellevue, WA 98005 (425) 450.4075 FAX (425) 450 -4076 JOB C- 3 SHEET NO. OF CALCULATED BY C -7 DATE //- e2 5�-O V SCALE 1 -4 TJ - - // 1 - Vi L G�100 I I 1 I ' 1 _ '`� — - --� —�— ► _ I I I I 1 - --; 1• --- --�- -- -- ;- -- -, --�- �- I �1 I � I � •j I I � I i I 1 I 1 1 I I i � I ; 1 -4 Z l� Z �w UQ W = H N U- W O. U- J N D = a �w Z= Z° w �O U 0 1-- wW F-- LL 8 wZ U= o� Z i . Fastener Pattern Fastener Spacing Support Spacing, ft 4.0 4.5 5.0 5.5 6.0 6.5 7.0 8.0 36/11 6" 78 69 63 59 53 50 46 40 36/9 6 61 56 50 45 43 39 36 33 36/7 6 53 48 43 39 37 34 32 28 36/5 6- 12 -12 -6 37 33 30 1 28 26 24 23 20 36/4 12" 29 26 22 1 22 21 19 18 16 36/3 18" 21 19 17 16 15 14 13 12 30/6 6 53 48 43 39 37 34 32 28 30/4 6 -18 -6 34 30 28 26 24 22 21 19 30/3 12 -18 24 22 20 19 17 16 15 14 24/5 6 53 48 43 39 37 34 32 28 24/3 6" 1 29 26 22 22 21 19 18 16 24/4 1 8" 1 41 1 37 34 31 29 1 27 25 1 22 Notes: 1. Estimated numbers are for one square of decking. A square of roof decking is an area of 100 ft'. No provision Is made for waste. 2. For standing seam sidelaps (interlocking deck), add 15% to quantities in table. 3.3.6 Siding and Decking Fastener Technical Data Allo Pullover and Shear Loads for Attaching Metal Decking and Siding" Powder Actuated Fastening Systems Fa stene r Quantity Estimatio Ta / Siding and Decking Fastener Technical Data 3.3.5 / 3,3,6 3.3,5 Fastener Quantity Estimation Table' Fasteners per Square of Roof ►, �i .. Fastener Type Metal Thickness 16 ga (0.060 18 ga (0.047 20 ga (0.036 - - ) 22 ga (0.029 24 ga (0.024 26 ga (0.018 Tension lb Shear lb Tension lb Shear lb Tension lb Shear lb Tension lb Shear lb Tension lb Shear lb Tension lb Shear lb ENPH2/ENP2- 21 -L15' 560 580 480 470 400 325 325 320 295 265 215 200 ENP2K- 20 -L15 535 585 465 470 400 360 300 300 215 245 115 185 X- EDNK22THQ12 HSN X -EDN19 THQ12 HSN 4 610 585 530 470 415 360 240 300 195 245 140 185 X- ZF22THS12 FDN - - - - - - - - 150 220 1 125 195 Notes: 1. Minimum base steel thickness must be equal to or greater than 1/4 ". 4. For base steel thickness 3/16" to 3/8 ". 2. For base steel thickness 1/8" to 5/16 ". 5. Allowable values are based on a safety factor of 5. 3. For base steel thickness 1 /8" to 1/4 ". 6. loads based an ASTM A36 base steel and ASTM A446 grade A or A611 grade C deck. Allowable Pullout Loads for Attachments to Steel Base Material (lb)' - Notes 1. These values represent testing performed in A36 plate steel. Performance values in a different grade, condition or shape of base material may provide different values. 2. The values must be compared with allowable pullover values. 3. Allowable values based an factor of safety of 5. Fastener Base Material Thickness 1 /8 3/16 " 1 /401 3 /8" 1 121 1 5/811 ENP2- 21 -L15 - - 565 675 660 595 ENPH2- 21 -L15 - - 565 675 660 595 ENP2K- 20 -L15 345 650 880 865 - - X- EDNK22 -THQ12 HSN 370 660 835 - - - X- EDNI9 -THQ12 HSN - 510 605 720 590 - X- ZF22THS12 FDN 125 325 415 - - - Shear Strength (Qf) and Flexibility Factor (Sf) for Calculating Steel Deck Diaphragms'- Notes 1. The above data can be used to calculate fastener performance when attaching steel deck diaphragms based on Steel Deck Institute Diaphragm Design Manual. 2. Values based on ASTM A446 grade A or A611 grade C metal deck. 3. Calculating software is available to generate diaphragm tables In accordance with SDI equations. Visit our website at www.us.hilU.com. Deck Gauge ENPH2/ENP2 -21 L15 ENP2K -20 L15 X- EDN19/X- EDNK22 O (lb) S (in /kip) O (Ib) S (in /kip) O (lb) S (in /kip) 16 2900 .0051 2925 .0051 2925 .0051 18 2345 .0053 2350 .0057 2350 .0057 20 1875 .0066 1795 .0066 1795 .0066 22 1590 1 .0073 1500 1 .0073 1500 1 .0073 24 1320 1 .0081 1215 1 .0081 1215 1 .0081 US: 1-800-879-8000 / www.us.hilf.com I Hilti Product Technical Guide 2002 1 Canada: 1-800-363-4458 / www.ca.hilU.com 35 X1 xr v-•a ,•.0 ,r ;r x; �• , �n%:. ,. : y 1:�'ry a f" ,.....,. ::« ":rrwRrrrm..i _a.:.t...,..n N+ .p :+•. �;i ",,q y... -:., ...r.,. ,r;�,:wWrkkF7t1`nfkm. Z Z W �U 0 N C0 W W = CO LL WO U-Q W =d �W z I- Z� W 25 U O- 0 1.- LLI W H F- LL F - z W U= O z SHUTLER _�- CONSULTING ENGINEERS, INC 12503 Bel-Red Rd., Suite 100 Bellevue, WA 98005 (425) 450.4075 FAX (425) 450.4076 I I JOB e � —_ SHEET NO. OF CALCULATED BY "%W DATE Z r �w C J UQ co = W F- LL WO I_ cj)C, = W Z r Z� w �o Uj U 01-- Ww H wZ co O Z ��/ -� ✓ ✓� VV -- JCCVV__�� � I { ,� I i I _ - �_._- .�_.__1_. - I __ -- i -._ -_ _ -. I - -- '- _ __.-_ � ' _- �- �_ _ � / � 1p I �•j I f � �' ' /�, I�ILtL • �i___#__'U 44 M F 17 I � I mo -- - � -- � i } - + -�-•- f � � -- : - � ; � � =- G _ � ��!�� __ -� _- _� 71 1 a C F I F I 1 I I I l L ; I _ - - -- --••-- I • T - �_ I f .�_..- . - ._. � I I I___•_..-I I I ' i I I �- i 1 I i { i I- � I i Z r �w C J UQ co = W F- LL WO I_ cj)C, = W Z r Z� w �o Uj U 01-- Ww H wZ co O Z Page 7 of 10 ER -5193 TABLE 8— ALLOWABLE TENSION AND SHEAR VALUES FOR THREADED ROD INSTALLED USING HILTI HIT HY -150 ADHESIVE IN 3,000 psi STRUCTURAL LIGHTWEIGHT CONCRETE 1.2,1.0 ANCHOR DIAMETER (Inch) EMBEDMENT DEPTH (inches) EDGE DISTANCE, C., (Inches) ANCHOR SPACING, S„ (Inches) ALLOWABLE LOADS BASED ON BOND OR CONCRETE CAPACITY (pounds) Tension Shear' /' 1 4 3'/, 745 1,285 3' /, 8 7 1 1,580 /= 2' /, 4 4 975 2,130 4' /, 9'/, 8 1,210 2,910 /' 2 5'/, 5 1,200 2,480 3 7 6 1,760 3,995 For SI: 1 Inch = 25.4 mm, 1 Ibf = 4.45 N, 1 psi = 6.89 kPa. 'Load - reduction factors given in Table 4 for reduced edge distance (c) and anchor spacing (s) shall be applied to values in the bond or concrete capacity column. Linear interpolation may be used for Intermediate spacings, edge distances, and embedments. Load - reduction factors are cumulative for' anchors with multiple anchor spacings andlor base material edge distances. 'The tabulated values are for anchors Installed In structural lightweight concrete complying with Section 2.2.5 and having the designated compressive strength (fJ or higher at the time of installation. 'Allowable loads based on bond or concrete strength have been calculated using a safety factor of 4.0. 'Concrete thickness must be equal to or greaterthan 1.5 times the anchor embedment depth. 'When anchors are used to resist short -term loads, allowable loads must be calculated in accordance with Section 2.3.2 of this report. 'Allowable shear loads shall be the lesser of adjusted bond /concrete values above and the steel values give in Table 7. TABLE 9— ALLOWABLE TENSION AND SHEAR VALUES FOR THREADED ROD INSTALLED USING HILTI HiT MY-150 ADHESIVE IN GROUT-FILLED CONCRETE MASONRY CONSTRUCTION (pounds)' 4,5 PARAMETER VALUES Anchor diameter (inches) 3 /5 '/, 3 /0 3 /4 Embedment'(inches) 3'/, 4'/ 5 6 Minimum anchor spacing, s, (inches) 7 8'/, 10 13 Load direction Tension Shear Tension Shear Tension Shear' Tension Shear' 4 -inch edge distance, c, 1,240 1 1,430 1,610 1,810 1,610 2995 1,610 Edge distance t 12 inches° 1,875 3,335 4,495 4,495 For SI: 1 inch = 25.4 mm, 1 Ibf = 4.48 N. 'Anchors are limited to one per masonry.cell. 'Anchors may be Installed at any location in the face of the masonry wall (cell, web, head joint, bed joint, etc.). 'Allowable load values are for use In any masonry construction complying with Section 2.2.6 of this report. 'When anchors are used to resist short -term loads, allowable loads must be calculated in accordance with Section 2.3.2 of this report. 'Embedment depth is measured from the outside face of the masonry. 'Edge distances of less than 4 Inches are beyond the scope of this report. Linear interpolation for edge distances between 4 inches and 12 Inches is allowed. 'Allowable shear loads should be the lesser of the adjusted masonry or bond tabulated values and the steel values given In Table 7. 'The tabulated allowable loads have been calculated based on safety factor of 5.0. These values may be increased by'25% (safety factor of 4) under the UBC only. 'Masonry thickness must be equal to or greater than 1.5 times the anchor embedment depth. EXCEPTION: The' /,- inch - diameter anchors may be installed in minimum nominal 8- inch -thick masonry. 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OF CALCULATED BY j"7T DATE 12 // SCALE ►__ I � I i I! � i ' I !_ !__ I I I I_ j , �'e- v-'�. a�r ! C..b �tY� h I I I I I f i ! ' C a I I ';j eaw► !fi 29 . t� k I I` o $� x $ Ld, I,. i I I _ ICo V1 e 4 •, a - -� I o , i �T - X 12 15. o v� ►`l._ I _ �� r i C GD G;U — I� I Z Z UQ W w �w w� li d = W Z� Z° w U� o I- w �z Cd U= O I "' Z 46-" I I I - -I 1 10,5 . ! 4 4 I I I I ! .3 ! ( ( (S 1 2� I f f � �-TI Z Z�I I IL I i ' I i I t (' = = R R 2 29 .2 �_ ► ►� � �� I I� I Z Z UQ W w �w w� li d = W Z� Z° w U� o I- w �z Cd U= O I "' Z SHUTLER CONSULTING ENGINEERS, INC 12503 Bel-Red Rd., Suite 100 Bellevue, WA 98005 (425) 450-4075 FAX (4251 450-4076 JOB ' 96-5 SHEET NO. —OF CALCULATED By_�trA DATE / 2 //0 / 0� SCALE z Z W 00 (/)a (1) w W _j 9 LL W L (/) :D CY W . 0 Z �_ LU Lij a L) cl) w LLI 2: Z. ) I-- U_ —0 z L) C0 O z I - i I �_ ��- __�_ ! I I I j � I CL `!` I �_ I( I I 1 I S � 13 � tl. '21� �� � �� I I I __�__ I. ;r � g� — �� k r I l i �� -�� I _ all I I �� I � �_� ; f I ( 1 _ i I , I_ i _ � � !_ t �- I _I I I � kc. O (2 , I 1–i_o ! I I 9 .9 _ma 40 z Z W 00 (/)a (1) w W _j 9 LL W L (/) :D CY W . 0 Z �_ LU Lij a L) cl) w LLI 2: Z. ) I-- U_ —0 z L) C0 O z """ ""I & MIUM011 a SHUTLER CONSULTING ENGRS Title: Column Design OK Job # 11.43, LL = = Suite100 12503 Bel -Red Road Dsgnr: Date: 11:53AM, 10 DEC 04 fa : Actual _: Description Live DL + LL DL + ST + (LL if Chosenl Bellevue, Washington 98005 0.4906 0.9278 C� AISC Formula H1 - 2 0.5146 Scope ; 0.8757 AISC Formula H1 - 3 0.4212 17,150 psi (425)450 -4075 * Fax (425)450 -4076 0.60 Cb:y DL +LL 1.00 F'ex : DL +LL +ST Rev: 580007 User. KW- 0800346, Ver5.8.0, 1- Dec•2003 Steel Column Cm:x DL +LL +ST Pa g @ 1 Cb:x DL +LL +ST (01983 -2003 ENERCALC Engineering Software F'ey : DL +LL +ST 17,150 psi base.ecw:Calculalions 0.60 Description C1 1.00 Max X -X Axis Deflection 0.000 in at 0.000 ft Max Y -Y Axis General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 10.537 ft Steel Section HSS6X6X1 /4 Fy 46.00 ksi X -X Sidesway : Restrained Duration Factor 1.000 Y -Y Sidesway : Restrained Column Height 18.167 ft Elastic Modulus 29,000.00 ksl End Fixity Pin -Pin X -X Unbraced 18.167 ft Kxx 1.000 Live & Short Term Loads Combined Y -Y Unbraced 18.167 ft Kyy 1.000 Loads Axial Load... Dead Load 11.43 k Ecc: for X -X Axis Moments 0.000 in Live Load 16.09 k Ecc. for Y -Y Axis Moments 0.000 in Short Term Load k Applied Moments Y -Y Axis Moments DL LL ST _ yi At TOP 6.19 8.85 k -ft Height Between Ends k -ft 0.000 ft At BOTTOM k -ft """ ""I & MIUM011 a Dead Live Column Design OK Section: HSS6X6X1 /4, Height = 18.17ft, Axial Loads: DL = 11.43, LL = 16.09, ST = 0.00k, Ecc. = 0.0001n Unbraced Lengths: X -X = 18.17ft, Y -Y = 18.17ft 15.68 ksi fa : Actual 2.18 ksl Combined Stress Ratios Dead Live DL + LL DL + ST + (LL if Chosenl AISC Formula H1 - 1 0.4906 0.9278 0.9278 AISC Formula H1 - 2 0.5146 0.8757 0.8757 AISC Formula H1 - 3 0.4212 17,150 psi Cm:y DL +LL 0.60 XX Axis: Fa calc'd per Eq. E2 -1, K *Ur < Cc YY Axis : Fa calc'd per Eq. E2.1, K *Ur < Cc Stresses Allowable & Actual Stresses Dead Live DL + LL DL + Short Fa :. Allowable 15.68 ksi 15.68 ksi 15.68 ksi 15.68 ksi fa : Actual 2.18 ksl 3.07 ksi 5.25 ksi 5.25 ksi Fb:xx : Allow [F3.1] 27.60 ksi 27.60 ksi 27.60 ksi 27.60 ksi fb : xx Actual 0.00 ksi 0.00 ksi 0.00 ksi 0.00 ksl Fb:yy : Allow [F3.11 27.60 ksi 27.60 ksi 27.60 ksi 27.60 ksi fb : yy Actual 7.79 ksi 11.13 ksi 18.92 ksi 18.92 ksi Analysis Values F'ex : DL +LL 17,150 psi Cm:x DL +LL 0.60 Cb:x DL +LL 1.00 F'ey : DL +LL 17,150 psi Cm:y DL +LL 0.60 Cb:y DL +LL 1.00 F'ex : DL +LL +ST 17,150 psi Cm:x DL +LL +ST 0.60 Cb:x DL +LL +ST 1.00 F'ey : DL +LL +ST 17,150 psi Cm:y DL +LL +ST 0.60 Cb:y DL +LL +ST 1.00 Max X -X Axis Deflection 0.000 in at 0.000 ft Max Y -Y Axis Deflection -0.663 in at 10.537 ft Ask- L•L-- ( � .3 `� 1, 4 " / (9. _ k- -, LR z w UO Co o co W W = H NW wo LLQ co =W CY �_ z�_ H O W Ir- W 0 (o OH W u- 0 .. z W U =. O z r u:v� Y:iii t l'.Y�en� �w1� Ia SHUTLER CONSULTING ENGRS Title Job # =: =12503 Bel -Red Road Di Date: 11:57AM, 10 DEC 04 Description ••�� �� �� Sulte100 Bellevue, Washington 98005 Scope (425)450 -4075 * Fax (425)450 -4076 Rev: 58000➢ User. KW -0800348, Ver5.8.0, 1- Dec -2003 Steel Column Page 1 (c)1983 2003 ENERCALC Engineering Software base,emCalculations I Description C2 t �l Z Q General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Z 2 Steel Section HSS8X8X1 /4 Fy 46.00 ksl X -X Sidesway : Restrained . Duration Factor 1.000 Y -Y Sidesway : Restrained :3 Column Height 18.167 ft Elastic Modulus 29,000.00 ksi 00 End Fixity Pin -Pin X -X Unbraced 18.167 ft Kxx 1.000 N W + Live & Short Term Loads Combined Y -Y Unbraced 18.167 ft Kyy 1.000 W = Loads N W LL Axial Load... y. Dead Load 31.38 k Ecc. for X -X Axis Moments 0.000 in F ' Live Load 45.13 k Ecc. for Y -Y Axis Moments 0.000 in Q Short Term Load k N Applied Mome w X -X Axis Moments DL LL ST • ? I At TOP 5.47 7.97 k -ft Height Z O Between Ends k -ft 0.000 ft W At BOTTOM k -ft j t s Y -Y Axis Moments DL LL ST Q U At TOP 0.86 1.23 k -ft Height 0- Between Ends k -ft 0.000 ft _. At BOTTOM k-ft = U Summary Column Design OK u- p Section : HSS8X8X1 /4, Height = 18.17ft, Axial Loads: DL = 31.38, LL = 45.13, ST = 0.00k, Ecc. = 0.0001n 111 Z Unbraced Lengths: X -X = 18.17ft, Y -Y = 18.17ft U Combined Stress Ratios Dead Live DL + LL DL + ST + (LL If Chosen) ~O X AISC Formula H1 -1 0.3308 0.4897 0.8909 0.8909 Z AISC Formula H1 - 2 0.3156 0.4563 0.7719 0.7719 4 Y AISC Formula H1 - 3 XX Axis : Fa calc'd per Eq. E2.1, K *Llr < Cc YY Axis : Fa caic'd r Ea. E2.1 K *Ur < Cc Stresses Allowable $ Actual Stresses Dead L ive DL + LL DL + Short Fa: Allowable 19.89 ksi 19.89 ksi 19.89 ksi 19.89 ksi fa : Actual 4.42 ksi 6.36 ksl 10.78 ksi 10.78 ksi Fb:xx : Allow [F3.1] 27.60 ksi 27.60 ksi 27.60 ksi 27.60 ksl fb : xx Actual 3.71 ksi 5.40 ksi 9.11 ksl 9.11 ksi Fb:yy : Allow [F3.1] 27.60 ksi 27.60 ksl 27.60 ksi 27.60 ksi' fb : yy Actual 0.58 ksi 0.83 ksi 1.42 ksi 1.42 ksi ' Analysis Values t F'ex : DL +LL 31,288 psi Cm:x DL +LL 0.60 Cb:x DL +LL 1.00 F'ey : DL +LL 31,288 psi Cm :y DL +LL 0.60 Cb:y DL +LL 1.00 r F'ex : DL +LL +ST 31,288 psi Cm:x DL +LL +ST 0.60 Cb:x DL +LL +ST 1.00 h; F'ey : DL +LL +ST 31,288 psi Cm:y DL +LL +ST 0.60 Cb:y DL +LL +ST 1.00 1;r Max X -X Axis Deflection -0.240 in at 10.537 ft Max Y -Y Axis Deflection -0.037 In at 10.537 ft LL r u:v� Y:iii t l'.Y�en� �w1� Ia n ? +e. � G:.� J',: ...•>:, .:Vti:�. n:,:.;r,i�x�l,yy!v. i..��' ..��u vf�,+ iiti'.. itY4 ?t���.{:l\�L'J'M.biP.iitR4LM. .Ni�1�H P`$Si +�� �.`.�' - 7' i i' i 3, P r SHUTLER CONSULTING ENGRS Title : Job # 0.60 12503 Bel -Red Road Dsgnr: Date: 11:59AM, 10 DEC 04 17,150 psi Cm:y DL +LL Description : Cb:y DL +LL 1.00 Suite100 Bellevue, Washington 98005 17,150 psi C 0.60 Cb :x DL +LL +ST Scope F'ey : DL +LL +ST 17,150 psi (425)450 -4075 " Fax (425)450 -4076 0.60 Cb:y DL +LL +ST 1.00 Rev: 580007 User. KW -0800346, Ver5.8.0, 1- Dec -2003 Steel Column Page 1 0.000 ft Max Y -Y Axis Deflection -0.571 in at (c)1983 -2003 ENERCALC Engineering Software base.ecw:Caiculations Description C3 z Gen in for m atio n Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 = '~ w Steel Section HSS6X6X1 /4 Fy 46.00 ksi X -X Sidesway : Restrained g Duration Factor 1.000 Y -Y Sidesway : Restrained Column Height 18.167 ft Elastic Modulus 29,000.00 ksi U O End Fixity Pin -Pin X -X Unbraced 18.167 ft Kxx 1.000 N W . Live & Short Term Loads Combined Y -Y Unbraced 18.167 ft Kyy 1.000 W = J L CO u W O Axial Load... Dead Load 9.84 k Ecc. for X -X Axis Moments 0.000 in Live Load 14.07 k Ecc. for Y -Y Axis Moments 0.000 in _j LL Short Term Load k N = Applied Moments }- W Y-Y Axis Moments DL LL ST Z H. At TOP 5.33 7.62 k -ft Height F. p Between Ends k -ft 0.000 ft W � UJ At BOTTOM k -ft U� Summary Column Design OK O N Section: HSS6X6X1 /4, Height= 18.17ft, Axial Loads: DL= 9.84, LL= 14.07, ST= 0.00k, Ecc. = 0.000in 0 H Unbraced Lengths: X -X = 18.17ft, Y -Y = 18.17ft W W Combined Stress Ratios Dead Live DL + LL DL + ST + (LL If Chosen) AISC Formula H1 - 1 0.4183 0.7735 0.7735 LL O AISC Formula H1 - 2 0.4446 0.7555 0.7555 111 Z U AISC Formula H1 - 3 0.3627 O ~. Z XX Axis: Fa caic'd per Eq. 122.1, K *L1r < Cc YY Axis : Fa ca c'd per Ea. 2-1 K *L r < Cc Stresses Allowable & Actual Stresses Dead Live DL + LL DL + Short Fa : Allowable 15.68 ksi 15.68 ksl 15.68 ksi 15.68 ksi fa : Actual 1.88 ksi 2.69 ksi 4.56 ksi 4.56 ksi Fb:xx : Allow [F3.1] 27.60 ksi 27.60 ksi 27.60 ksi 27.60 ksi fb : xx Actual 0.00 ksi 0.00 ksi 0.00 ksl 0.00 ksi Fb:yy : Allow [F3.1] 27.60 ksi 27.60 ksl 27.60 ksi 27.60 ksi fb : yy Actual 6.70 ksi 9.58 ksi 16.29 ksl 16.29 ksi Anaivsis Values F'ex : DL +LL 17,150 psi Cm:x DL +LL 0.60 Cb:x DL +LL 1.00 F'ey : DL +LL 17,150 psi Cm:y DL +LL 0.60 Cb:y DL +LL 1.00 F'ex : DL +LL +ST 17,150 psi Cm :x DL +LL +ST 0.60 Cb :x DL +LL +ST 1.00 F'ey : DL +LL +ST 17,150 psi Cm:y DL +LL +ST 0.60 Cb:y DL +LL +ST 1.00 Max X -X Axis Deflection 0.000 in at 0.000 ft Max Y -Y Axis Deflection -0.571 in at 10.537 ft LL 14,01 ``� • .u<ii.;:. „� _. .; .:. _,:: ,;..:, :.;5'. ...,�,� s .'.;�r.twrf;::�.. » >;.,.,�.. �v.r..� ��S�i:,:�rl�s 4��; ��';' x t�r.�tuz °acisrrx;.r�#4s,U' a3iF'. �..... •,aw.... y:. SHUTLER CONSULTING ENGRS Title: Job # =12503 Bel -Red Road Di pate: 1:371 10 DEC 04 D Suite100 �r 2 Bellevue, Washington 98005 Scope (425)450 -4075 * Fax (425)450 -4076 Rev: 580007 00348,Ver5.8.0, 1 -Dec -2003 Page 1 U!e �KW- 06 -�� �.. �., ----- 1-- �_....- - Steel Column Description C4 27.60 ksi 27.60 ksl 27.60 ksi 27.60 ksi fb : xx Actual z 0.00 ksl 0.00 ksi 0.00 ksi 0.00 ksl General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Z 27.60 ksi 27.60 ksi fb : yy Actual Steel Section HSS8X8X1 /4 Fy 46.00 ksi X -X Sidesway : Restrained uj Analysis Value Duration Factor 1.000 Y -Y Sidesway : Restrained U Column Height 18.167 ft Elastic Modulus 29,000.00 ksi U O End Fixity Pin -Pin X -X Unbraced 18.167 ft Kxx 1.000 cn o Live & Short Term Loads Combined Y -Y Unbraced 18.167 ft Kyy 1.000 W = Cb:y DL +LL 1.00 F'ex : DL +LL +ST 31,288 psi Loads 0.60 Cb:x DL +LL +ST cn L F'ey : DL +LL +ST 31,288 psi Cm:y DL +LL +ST O Axial Load... 1.00 Max X -X Axis Deflection W Dead Load 27.41 k -0.172[n at Ecc. for X -X Axis Moments 0.000 in My , � ' I /L. ° � I•C) ' Live Load 40.35 k t Ecc. for Y -Y Axis Moments 0.000 In Short Tenn Load k �4 ( N Applied Mom ents w Y -Y Axis Moments DL LL ST Z F At TOP 3.74 5.88 k -ft Hei h H O Between Ends k -ft 0.000 ft z � uj Ul At BOTTOM k -ft uj �O Summary Column Design OK co Section : HSS8X8X1 /4, Height = 18.17ft, Axial Loads: DL = 27.41, LL = 40.35, ST = 0.00k, Ecc. = 0.000in o H Unbraced Lengths: X -X = 18.17ft, Y -Y = 18.17ft = W Combined Stress Ratios Dead Live DL + LL DL + ST + (LL If Chosen) H AISC Formula H1 -1 0.2570 0.3916 0.6838 0.6838 LL' O AISC Formula H1 - 2 0.2317 0.3503 0.5821 0.5821 tL Z N AISC Formula H1 - 3 U O Z XX Axis : Fa calc'd per Eq. E2.1, K *L/r < Cc Y Axis : Fa calc'd per E . E2.1 K *L /r < Cc Stresses Allowable & Actual Stresses Dead Live DL + LL DL + Short Fa: Allowable 19.89 ksi 19.89 ksi 19.89 ksi 19.89 ksl fa : Actual 3.86 ksi 5.68 ksi 9.54 ksi 9.54 ksi Fb:xx : Allow [F3.1] 27.60 ksi 27.60 ksl 27.60 ksi 27.60 ksi fb : xx Actual 0.00 ksl 0.00 ksi 0.00 ksi 0.00 ksl Fb:yy : Allow [F3.1] 27.60 ksi 27.60 Icsi 27.60 ksi 27.60 ksi fb : yy Actual 2.54 ksi 3.99 ksi 6.52 ksi 6.52 ksi Analysis Value F'ex : DL +LL 31,288 psi Cm:x DL +LL 0.60 Cb:x DL +LL 1.00 F'ey : DL +LL 31,288 psi Cm:y DL +LL 0.60 Cb:y DL +LL 1.00 F'ex : DL +LL +ST 31,288 psi Cm:x DL +LL +ST 0.60 Cb:x DL +LL +ST 1.00 F'ey : DL +LL +ST 31,288 psi Cm:y DL +LL +ST 0.60 Cb:y DL +LL +ST 1.00 Max X -X Axis Deflection 0.000 in at 0.000 ft Max Y -Y Axis Deflection -0.172[n at 10.537 It My , � ' I /L. ° � I•C) ' t �4 ( v . n ... .: , :d .a,,c.,:t.:;:.rJ J,..a n��:awt �iJ:t•%.EG..S.s7, �t, 'ti%4ry •' ' Y liL`' '.�a:%ifF:,,s.;i:;wuw;w;iai . MU.. - -_ SHUTLER CONSULTING ENGRS Title: ,Job # 12503 Bel -Red Road Dsgnr: Date: 1:39PM, 10 DEC 04 Description : • Suite10Q C--g Bellevue, Washington 98005 l.. Scope : (425)450 -4075 * Fax (425)450 -4076 Rev: 580007 User: KW- 0600348, Ver5.8.0, 1 -Dec -2003 Steel Column Page 1 (c)1983 -2003 ENERCALC Engineering Software base.emCalculations Description C5 General Information Code Ref AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Steel Section HSS8XBX1 /4 Fy 46.00 ksi X -X Sidesway : Restrained Duration Factor 1.000 Y -Y Sidesway : Restrained Column Height 18.167 ft Elastic Modulus 29,000.00 ksi Live End Fixity Pin -Pin X -X Unbraced 18.167 ft Kxx 1.000 Live & Short Term Loads Combined Y -Y Unbraced 18.167 ft Kyy 1.000 Loads Axial Load... 19.89 ksi Dead Load 36,24 k Ecc. for X -X Axis Moments 0,000 in Live Load 52.58 k Ecc. for Y -Y Axis Moments 0.000 in Short Term Load k 12.51 ksi Applied Moments Fb:xx : Allow [F3.1] Y -Y Axis Moments DL LL ST 27.60 ksi At TOP 1.18 0.74 k -ft Height Between Ends k -ft 0.000 ft At BOTTOM k -ft s Summary Column Design OK Section : HSS8X8X1 /4, Height = 18.17ft, Axial Loads: DL = 36.24, LL = 52.58, ST = O.00k, Ecc. = 0.000in Unbraced Lengths: X -X = 18.17ft, Y -Y = 18.17ft Fb:yy : Allow [F3.1] Combined Stress Ratios Dead Live DL + LL DL + ST + (LL if Chosen) AISC Formula H1 - 1 0.2774 0.3866 0.6761 0.6761 AISC Formula H1 - 2 0.2139 0.2865 0.5004 0.5004 AISC Formula H1 - 3 XX Axis: Fa caic'd per Ea. EV, K *Llr < Cc Ax's : Fa calc'd er . E -1 K *L r < Cc Stresses Allowable & Actual Stresses Dead Live DL + LL DL + Short Fa: Allowable 19.89 ksi 19.89 ksi 19.89 ksi 19.89 ksi fa : Actual 5.10 ksi 7.41 ksi 12.51 ksi 12.51 ksi Fb:xx : Allow [F3.1] 27.60 ksi 27.60 ksi 27.60 ksi 27.60 ksi fb : xx Actual 0.00 ksi 0.00 ksi 0.00 ksl 0.00 ksi Fb:yy : Allow [F3.1] 27.60 ksi 27.60 ksi 27.60 ksi 27.60 ksi fb : yy Actual 0.80 ksi 0.50 ksl 1.30 ksi 1.30 ksi Analysis Values F'ex : DL +LL 31,288 psi Cm:x DL +LL 0.60 Cb :x DL +LL 1.00 F'ey : DL +LL 31,288 psi Cm:y DL +LL 0.60 Cb :y DL +LL 1.00 F'ex : DL +LL +ST 31,288 psi Cm:x DL +LL +ST 0.60 Cb:x DL +LL +ST 1.00 F'ey : DL +LL +ST 31,288 psi Cm:y DL +LL +ST 0.60 Cb:y DL +LL +ST 1.00 Max X -X Axis Deflection 0.000 in at 0.000 ft Max Y -Y Axis Deflection -0.034 in at 10.537 ft i'. z - Z '~ w 3U 0 O W= H 0) w w 9_j WQ Nd =w z� ZO W W U� O - WW HF_ lL O w z U 0. O z XX Axis : Fa calc'd per Eq. E2.1, K *L/r < Cc YY Axis : Fa caic'd ner Ea. E2.1. K *Llr < Cc Stresses Allowable & Actual Stresses Dead Live DL + LL DL + Short Fa: Allowable 19.48 ksi 19.48 ksi 19.48 ksi 19.48 ksi fa : Actual 5.05 ksi 4.91 ksi 9.96 ksi 9.96 ksi Fb:xx : Allow [F3.1] SHUTLER CONSULTING ENGRS Title: 27.60 ksi 27.60 ksi Job # 27.60 ksi 27.60 ksi =12503 Bel -Red Road Dsgnr: Date: 11 :49AM, 10 DEC 04 6.08 ksi Description : Fb:yy : Allow [F3.1] 27.60 ksi 27.60 ksi Suite100 _-_ Bellevue, Washington 98005 27.60 ksi �'� 2.74.ksi 0.05 ksi Scope 2.69 ksi 2.69 ksi Analysis Values (425)450 -4075 * Fax (425)450 -4076 F'ex : DL +LL Rev: 580007 User. KW- 0800348, Ver5.8.0, 1 -Dec -2003 Steel Column Cm:x DL +LL Page 1 Cb:x DL +LL 1.00 (c)1983 -2003 ENERCALC Engineering Software 29,094 psi base. ecw:Caiculations 0.60 Cb:y DL +LL Description C6 F'ex : DL +LL +ST 29,094 psi Cm:x DL +LL +ST 0.60 Cb:x DL +LL +ST 1.00 F'ey : DL +LL +ST z Cm:y DL +LL +ST General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 z 1.00 Max X -X Axis Deflection - 0.1591n at 10.537 ft Max Y -Y Axis �w -0.072 in at Steel Section HSS8X8X1 /2 Fy 46.00 ksi X -X Sidesway : Restrained QQ g Duration Factor 1.000 Y -Y Sidesway : Restrained U q ``-i Column Height 18.167 ft Elastic Modulus 29,000.00 ksi p End Fixity Pin -Pin X -X Unbraced 18.167 ft Kxx 1.000 W Live & Short Term Loads Combined Y -Y Unbraced 18.167 ft Kyy 1.000 co w = J Loads cn U_ w O Axial Load... Dead Load 68.20 k Ecc. for X -X Axis Moments 0.000 in J Live Load 66.30 k Ecc. for Y -Y Axis Moments 0.000 In Q Short Term Load - k co = Applied Moments I- w F, X -X Axis Moments DL LL _ ST ? At TOP 8.99 6.81 k -ft Height Z O Between Ends k -ft 0.000 ft w Ir At BOTTOM k -ft g �. Y -Y Axis Moments OL LL ST V C0 At TOP 7.13 -0.14 k -ft Height O Between Ends k -ft 0.000 ft At BOTTOM k -ft = U Summary Column Design OK u_ p Section: HSS8X8X1 /2, Height = 18.17ft, Axial Loads: DL = 68.20, LL = 66.30, ST = 0.00k, Ecc. = 0.000in LU z Unbraced Lengths: X -X = 18.17ft, Y -Y = 18.17ft U Combined Stress Ratios Dead Live DL + LL OL + ST + (LL if Chosen) O F- AISC Formula H1 -1 0.4224 0.3220 0.8012 0.8012 Z AISC Formula H1 .2 0.4077 0.2748 0.6786 0.6786 AISC Formula H1 - 3 XX Axis : Fa calc'd per Eq. E2.1, K *L/r < Cc YY Axis : Fa caic'd ner Ea. E2.1. K *Llr < Cc Stresses Allowable & Actual Stresses Dead Live DL + LL DL + Short Fa: Allowable 19.48 ksi 19.48 ksi 19.48 ksi 19.48 ksi fa : Actual 5.05 ksi 4.91 ksi 9.96 ksi 9.96 ksi Fb:xx : Allow [F3.1] 27.60 ksi 27.60 ksi 27.60 ksi 27.60 ksi fb : xx Actual 3.46 ksi 2.62 ksi 6.08 ksi 6.08 ksi Fb:yy : Allow [F3.1] 27.60 ksi 27.60 ksi 27.60 ksi 27.60 ksi fb : yy Actual 2.74.ksi 0.05 ksi 2.69 ksi 2.69 ksi Analysis Values F'ex : DL +LL 29,094 psi Cm:x DL +LL 0.60 Cb:x DL +LL 1.00 F'ey : DL +LL 29,094 psi Cm:y DL +LL 0.60 Cb:y DL +LL 1.00 F'ex : DL +LL +ST 29,094 psi Cm:x DL +LL +ST 0.60 Cb:x DL +LL +ST 1.00 F'ey : DL +LL +ST 29,094 psi Cm:y DL +LL +ST 0.60 Cb :y DL +LL +ST 1.00 Max X -X Axis Deflection - 0.1591n at 10.537 ft Max Y -Y Axis Deflection -0.072 in at 10.537 ft q ``-i f SHUTLER CONSULTING ENGRS Title: 12503 Bel -Red Road Dsgnr: Suite100 Description Bellevue, Washington 98005 Scope : (425)450 -4075 * Fax (425)450 -4076 13_ Steel Column Job # Date: 1:07PM, 10 DEC 04 Page 1 bose.em :calculations General Information 30,704 psi Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Steel Section HSS8X8X5 /16 Fy 46.00 ksi X -X Sidesway : Restrained Cm:y DL +LL Duration Factor 1.000 Y -Y Sidesway : Restrained Column Height 18.167 ft Elastic Modulus 29,000.00 ksi Cb:x DL +LL +ST 1.00 End Fixity Pin -Pin X -X Unbraced 18.167 ft Kxx 1.000 Live & Short Term Loads Combined Y -Y Unbraced 18.167 ft Kyy 1.000 Loads Axial Load... Dead Load 32.38 k Ecc. for X -X Axis Moments 0.000 in Live Load 26.73 k Ecc. for Y -Y Axis Moments 0.000 in Short Term Load k Applied Moments Y -Y Axis Moments DL LL ST At TOP 17.54 14.48 k -ft eH iaht Between Ends k -ft 0.000 ft At BOTTOM k -ft ummary I Column Design OK Section: HSS8XBX5 /16, Height = 18.17ft, Axial Loads: DL = 32.38, LL = 26.73, ST = 0.00k, Ecc. = 0.000in Unbraced Lengths: X -X = 18.17ft, Y -Y = 18.17ft Combined Stress Ratios Dead Live DL + LL DL + ST + (LL if Chosen) AISC Formula H1 - 1 0.4299 0.3502 0.8413 0.8413 AISC Formula H1 - 2 0.4903 0.4047 0.8950 0.8950 AISC Formula H1 - 3 XX Axis: Fa calc'd per Ea. E2.1, K *Ur < Cc YY Avis - Fa calc'd ner Ea. E2.1. K *L1r < Cc Stresses Allowable & Actual Stresses Fa: Allowable fa : Actual Fb:xx : Allow [F3.1] ■ir�� Rev: 580007 User. KW- 0800348, Ver 5.8.0, 1 -Doi (0983 -2003 ENERCALC Engineer Description C7 f fb : xx Actual Fb:yy : Allow [F3.1] fb : yy Actual Analvsis Values Dead 19.79 ksi 3.70 ksi 27.60 ksi 0.00 ksi 27.60 ksi 9.84 ksi Live 19.79 ksi 3.05 ksi 27.60 ksl 0.00 ksi 27.60 ksi 8.12 ksi OL +LL_ 19.79 ksi 6.75 ksi 27.60 ksi 0.00 ksi 27.60 ksl 17.96 ksi DL + Short 19.79 ksl 6.75 ksi 27.60 ksi 0.00 ksi 27.60 ksi 17.96 ksi F'ex : DL +LL 30,704 psi Cm:x DL +LL 0.60 Cb:x DL +LL 1.00 F'ey : DL +LL 30,704 psi Cm:y DL +LL 0.60 Cb:y DL +LL 1.00 F'ex : DL +LL +ST 30,704 psi Cm:x DL +LL +ST 0.60 Cb:x DL +LL +ST 1.00 F'ey : DL +LL +ST 30,704 psi Cm:y DL +LL +ST 0.60 Cb:y DL +LL +ST 1.00 Max X -X Axis Deflection 0.000 in at 0.000 ft Max Y -Y Axis Deflection -0.472 in at 10.537 ft 3 2.3�3 1,- (40's/z) 5�- ` I_I_ - 26' ( io. /'z..) - Ij.� -gam z "w 00 CO 0 co U.1 W = H CO u.. tu 0 LL Q co = W. z Z� �5 UC3 co 0 1.- U1 W H �. LL z W UN H O z s a� ,,t' z "w 00 CO 0 co U.1 W = H CO u.. tu 0 LL Q co = W. z Z� �5 UC3 co 0 1.- U1 W H �. LL z W UN H O z SHUTLER CONSULTING ENGRS Title: Job # =: Ds 12503 Bel -Red Road Date: 1:18PM, 10 DEC 04 Description Suite100 -__ Bellevue, Washington 98005 Scope (425)450 -4075 * Fax (425)450 -4076 Rev: 580007 User. KW- 0600348, Ver 5.8.0, 1- Dec -2003 Page 1 Steel Column Description .01rd► i 27.60 ksi 27.60 ksi 27.60 ksi 27.60 ksi fb : xx Actual z 0.00 ksi 0.00 ksl 0.00 ksi 0.00 ksi General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Z 27.60 ksi 27.60 ksi fb : yy Actual Steel Section HSS6X6X1 14 Fy 46.00 ksi X -X Sidesway : Restrained 19.87 ksi Duration Factor 1.000 Y -Y Sidesway : Restrained Column Height 18.167 ft Elastic Modulus 29,000.00 ksi 0 O End Fixity Pin -Pin X -X Unbraced 18.167 ft Kxx 1.000 W Live & Short Term Loads Combined Y -Y Unbraced 18.167 ft Kyy 1.000 N W = 0.60 Cb:y DL +LL 1.00 J Loads Cm:x DL +LL +ST 0.60 u) LL 1.00 F'ey : DL +LL +ST 17,150 psi O Axial Load... Cb:y DL +LL +ST 1.00 W Dead Load 16.60 k at 0.000 ft Max Y -Y Axis Ecc. for X -X Axis Moments 0.000 In s Live Load 12.57 k Ecc. for Y -Y Axis Moments 0.000 in u Q Short Term Load k N t �' - (ass CY Applied Moments W Y -Y Axis Moments DL LL ST ? H. At TOP 8.99 6.81 k -ft Height . O Between Ends k -ft 0.000 ft Z H At BOTTOM k -ft UJ Summary Column Design OK p C Section: HSS6X6X1 /4, Height = 18.17ft, Axial Loads: DL = 16.60, LL = 12.57, ST = 0.00k, Ecc. = 0.000in 0 F' Unbraced Lengths: X -X = 18.17ft, Y -Y = 18.17ft W W Combined Stress Ratios Dead Live DL + LL DL + ST + (LL if Chosen) 1- AISC Formula H1 -1 0.5036 0.3695 0.9947 0.9947 I-_ u O AISC Formula H1 - 2 0.5245 0.3973 0.9218 0.9218 uj 0 AISC Formula H1 - 3 U = O F- Z XX Axis : Fa caic'd per Eq. E2.1, K *Ur < Cc YY Axis : Fa calc'd per E . E2.1 Mir < Cc Stresses Allowable & Actual Stresses Dead Live DL + LL DL + Short Fa: Allowable 15.68 ksi 15.68 ksi 15.68 ksi 15.68 ksi fa : Actual 3.17 ksi 2.40 ksi 5.57 ksi 5.57 ksl Fb:xx : Allow [F3.1] 27.60 ksi 27.60 ksi 27.60 ksi 27.60 ksi fb : xx Actual 0.00 ksi 0.00 ksl 0.00 ksi 0.00 ksi Fb:yy : Allow [F3.1] 27.60 ksl 27.60 ksi 27.60 ksi 27.60 ksi fb : yy Actual 11.31 ksi 8.57 ksi 19.87 ksi 19.87 ksi Analysis Values F'ex : DL +LL 17,150 psi Cm:x DL +LL 0.60 Cb:x DL +LL 1.00 F'ey : DL +LL 17,150 psi Cm:y DL +LL 0.60 Cb:y DL +LL 1.00 F'ex : DL +LL +ST 17,150 psi Cm:x DL +LL +ST 0.60 Cb:x DL +LL +ST 1.00 F'ey : DL +LL +ST 17,150 psi Cm:y DL +LL +ST 0.60 Cb:y DL +LL +ST 1.00 Max X -X Axis Deflection 0.000 In at 0.000 ft Max Y -Y Axis Deflection - 0.6971n at 10.537 ft L L - 12.S'7 t �' - (ass SHUTLER _�- CONSULTING ENGINEERS, INC 12503 Bel -Red Rd., Suite 100 Bellevue, WA 98005 # (425) 450 -4075 FAX (425) 450.4076 JOB SHEET NO C OF r' v CALCULATED BY �j .1 DATE / - . :-04 isa. '�,4hitaia ? Shatsaluard�t t 'i?i`^ta ; wivr , ...••� ' . d}S , .'ss.:4lt.i. , S • , t+� : ,3.. 1, a. i... w.... vX ,..).:.,.a:'vr.a.M.id.,sw.:�. ,: ,7 ; _ , i + I _ I i I j i i i I isa. '�,4hitaia ? Shatsaluard�t t 'i?i`^ta ; wivr , ...••� ' . d}S , .'ss.:4lt.i. , S • , t+� : ,3.. 1, a. i... w.... vX ,..).:.,.a:'vr.a.M.id.,sw.:�. ,: ,7 ; z !~ w � W D. UO 0 W= �U_ WO 9 _ IL N = W ZF- w� W U� 0- 0 F_ W W F- F . w Z U =. 01- z SHUTLER _�- CONSULTING ENGINE INC 12503 Bel -Red Rd., Suite 100 Bellevue, WA 98005 (425) 450 -4075 FAX (425) 450.4076 JOB UC' SHEET NO OF CALCULATED BY DATE SCALE wR!AR. � ,,' p €�"z�k k^^" rv �� t�zc5• v,', �+ 4?�5�;;+ ���f"3 9' �s';". �k7it' F, R�" 1' � r '"C;`�'t��'..�,.7' ",_".4�{ •r4�"i?:�3?�ex. °L?:�N.Me, • u�w�Jae� _ .. J' �..0 ..a: .. 3'` 41aw'+ 1+ e+ IiNn4eT• unk��!' wt. �vSYY .b4.E4H•�•'S.�f�fe•4�Y�M.Y•eY:� ai'.'vtu'r7+.� -�]w. s v. e�� :.e+.u4•'vu�ueJ� z ' ~ Q w W � UO (,)O W = N ll.. WO u- Q 0 ♦f1 `�/� W r x 9P Z� wW U� O N oI.- w �z w U= O F- z 4 i 1 1 -CT i I I ,J11 I ff I ' 1 i IT F I I -A I ...... ......... - _ - } i 1 7 �- h � � I 1 I I I 1 ! I I I 177 wR!AR. � ,,' p €�"z�k k^^" rv �� t�zc5• v,', �+ 4?�5�;;+ ���f"3 9' �s';". �k7it' F, R�" 1' � r '"C;`�'t��'..�,.7' ",_".4�{ •r4�"i?:�3?�ex. °L?:�N.Me, • u�w�Jae� _ .. J' �..0 ..a: .. 3'` 41aw'+ 1+ e+ IiNn4eT• unk��!' wt. �vSYY .b4.E4H•�•'S.�f�fe•4�Y�M.Y•eY:� ai'.'vtu'r7+.� -�]w. s v. e�� :.e+.u4•'vu�ueJ� z ' ~ Q w W � UO (,)O W = N ll.. WO u- Q 0 ♦f1 `�/� W r x 9P Z� wW U� O N oI.- w �z w U= O F- z SHUTLER CONSULTING ENGINEERS, INC 12503 Bel-Red Rd., Suite 100 Bellevue, WA 98005 (425) 450-4075 FAX (4251450-4076 JOB SHEET NO. OF CALCULATED BY DATE z Z LLJ 2 00 (/)D U) LU Uj 1: J f_ cf) LL w 2 � 9 _j LL LLI z 0 W �_ Uj LLJ 5 U 0 :0 0 Uj U j ZL 0 z 1_7 �� 14 i ! i II I i L — 7 /1 I F 1 1-1 �_�_I joa T I I � � i � � I I ; _L.� i J l I! I i I I ��' I I ►, l i l � j l I _i �� I._i I I I �I , �i i �i I - F I i � � I I � � L 1 � I - � � � 4 1 �` , t i -��� I I � '� I �� � I I i � i �� i I I I { � � i 7 z Z LLJ 2 00 (/)D U) LU Uj 1: J f_ cf) LL w 2 � 9 _j LL LLI z 0 W �_ Uj LLJ 5 U 0 :0 0 Uj U j ZL 0 z SHUTLER CONSULTING ENGINEERS, INC 12503 Bel-Red Rd., Suite 100 Bellevue, WA 98005 (425) 450-4075 FAX (425) 450-4076 JOB SHEET No. OF CALCULATED BY DATE '1:2 - z = z F C . D 0 cj) 0 CO LL1 W m cl) LL - w 0 , �2 � 9 _j IL < W c% LU z x I­_ I­_ 0 z �_ W W 5. .0 .0 UJ W U. z cl) O z �' I I � I I N, 1 7 Aloe,, -A t2b_ 36 f Ap + L V1 e- ----------- 4­-- z = z F C . D 0 cj) 0 CO LL1 W m cl) LL - w 0 , �2 � 9 _j IL < W c% LU z x I­_ I­_ 0 z �_ W W 5. .0 .0 UJ W U. z cl) O z SHUTLER _�- CONSULTING ENGINEERS, INC 12503 Bel -Red Rd., Suite 100 Bellevue, WA 98005 (425) 450.4075 FAX (425) 450 -4076 JOB : v � SHEET NO _ r /1 7' OF CALCULATED BY DATE SCALE Z = Z D UQ U) W = J � �LL wo L� (j)a =W Z f.. ZO Ww U� I- W W F- ui z U= o� Z ! ��� 1 ► �� I mo.. j_ i + {. I , __ it LL j i '4 l il5 6 i {{ : ! _ C . T I : I I I I t � Z = Z D UQ U) W = J � �LL wo L� (j)a =W Z f.. ZO Ww U� I- W W F- ui z U= o� Z SHUTLER _�— CONSULTING ENGINEERS, INC 12503 Bel -Red Rd., Suite 100 Bellevue, WA 98005 (425) 450 -4075 FAX (425) 450 -4076 k JOB _ ; 6 , _ 3 SHEET NO. F la -fir OF CALCULATED BY < DATE SCALE_ f t r !li ,3 riilw:. w .�ti.n�...i�4d..ii:NbJ'.tt}i. C::�L.y� w�7, rhl Y� ,�iR �i.{t13Y �Y.+i�0..11�'111 A'XdY,�' "�` Hb:i4e�C'✓.�d�/S&`YS Siief�f� : {m.YUiC+.dniu�_ ' j . • Z Z . W �_ UO D W = cf) LL W O 9-1 . � = W Z� WO � o U 0 F— iw wZ U O H; Z i I �_� I I I 11 I f IF , I ' ....... ....... 7 I ' f t r !li ,3 riilw:. w .�ti.n�...i�4d..ii:NbJ'.tt}i. C::�L.y� w�7, rhl Y� ,�iR �i.{t13Y �Y.+i�0..11�'111 A'XdY,�' "�` Hb:i4e�C'✓.�d�/S&`YS Siief�f� : {m.YUiC+.dniu�_ ' j . • Z Z . W �_ UO D W = cf) LL W O 9-1 . � = W Z� WO � o U 0 F— iw wZ U O H; Z i :f :i SHUTLER _�— CONSULTING ENGINEERS, INC 12503 Bel -Red Rd., Suite 100 Bellevue, WA 98005 (425) 450.4075 FAX (425) 450 -4076 JOB S �� SHEET NO. OF CALCULATED BY hh DATE '/ / 0- G14 SCALE z "~ W UO U 0. J � N LL w 0 J LL ?. cf)d =w z� Z° W �o U ON o I.-- w i— � U_ O z U= o� z ���yKa�, �e{ �'t �`. �tsz nmd' olw��xttaarfn� +��awr +rfo-n'�+�I :.:'�,u„rrra. a•+�.. ytaaws. _._. _. t• �t . .. — _ �--t — i r�4 -, o t F .7 I - -- I Y _ Ll ` . � : I l I z "~ W UO U 0. J � N LL w 0 J LL ?. cf)d =w z� Z° W �o U ON o I.-- w i— � U_ O z U= o� z ���yKa�, �e{ �'t �`. �tsz nmd' olw��xttaarfn� +��awr +rfo-n'�+�I :.:'�,u„rrra. a•+�.. ytaaws. _._. _. t• �t SHUTLER CONSULTING ENGINEERS, INC 12503 Bel-Red Rd., Suite 100 Bellevue, WA 98005 (425) 450.4075 FAX (425) 450-4076 JOB :P(- 3 SHEET NO.- r-A la - � - OF CALCULATED BY DATE SCALE ------- L T1_4 f � I i �i i �._ __ i I � � i _i -µ I � � i �_ i � � PVT i i i � � �o, �U � I I � I i I � r � i -odi i I � i I i t I!� i l � l � I_ FT 4 I t � { � 1 �' i `vim � { � i ��� � f _ i ' � I � - i ��� ( i I ! i� I r I � � � I i i i f twi 67q W 90 - -- --------- 1! z J_ Z w 5 00 (1)0 w W C0 LL. w u_ W z :r Wo LIJ O N or W W F - 0 E - z SHUTLER _�- CONSULTING ENGINEERS, INC 12503 Bel -Red Rd., Suite 100 Bellevue, WA 98005 (425) 450 -4075 FAX (425) 450 -4076 JOB SHEET N0. U OF CALCULATED BY ++--�� DATE / r/' �` U SCALE f. � Y w {:: ! 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Suite 100 Number: L' Bellevue, Washington 98005 Misc (425) 450-4015 ------------------------------------------------------------------------- Dsngr Date : * * * * * * * * ** r:e` MULTI -SPAN CONCRETE ------------------------------------------------------------------------- BEAM DESIGN &ANALYSIS Page DESCRIPTION » South Wall - grade beam n - --- -- -- - -- GENERAL --- - -- --;--Span 1- 1--Span 2-I- -Span 3 -I --Span 4 -1- -Span 5- ;--Span 6 -l- -Span 7-1--Span 8-I ALL SPANS SIMPLE SUPPORT ? N y/n SPAN LENGTH ft ; 2 22 27.67 27.67 2 END FIXITY..... Lft; 1 1 1 1 1 1 1 `r Fix,Pin,Free = 2,1,0 Rt! 1 1 1 1 1 i 1 BEAM WIDTH in BEAM DEPTH in °� ---- CALCULATED VALUES ---- 'Mu) Phi *Mn! Mu) Phi *Mn!Mu) Phi *Mn!Mu) Phi* Mn !Mu)Phi *Mn! --------- '-- -- - - - - -' - -- - - - - -' n; Left: Max Mu ft -k! -6.3 -180.1 -255.1 -6.3 Mn * Phi ft - ` Center: Max Mu ft - k! 107.4 85.3 183.8 Mn * Phi ft - k! ..Dist. to Mu ft; 8.51 12.91 16.60 Right: Max Mu ft -6.3 -180.1 -255.1 -6.3 Mn * Phi ft -k1 f Max Vu: Left k; 26.77 40.90 52.60 6.30 Rt k1 6.30 42.57 46.32 34.62 Reactions: Left: Dead k; 17.21 43.43 51.47 21.29 ..(service) Live k; 7 .77 19.60 23.22 9.61 n` Total k! 24.98 63.02 74.69 30.90 Right :Dead k! 17.21 43.43 51.47 21.29 Live k; 7.77 19.60 23.22 9.61 js Total k; 24.98 63.02 74.69 30.90 Max. Defl @ Mid Span in! X -Dist' ft! 2.00 : - - -- BEAM DESIGN DATA ----' --------- '--------- '---------'--------- ' --------- '--------- '--------- ' --- - - - - -' f'c psi! 3,000 3,000 3,000 3,000 3,000 3,000 3,000 3,000 Fy psi! 60,000 60,000 60,000 60,000 60,000 60,000 60,000 60,000 LEFT: As -TOP i n" 21 'd' TO BARS in ! F. CENTER: As- BOTTOM in"21 'd' TO BARS in ! RIGHT: As-TOP in 'd' TO BARS in ! - - - - -- APPLIED LOADS ------ '---------'---------'--------- '--------- '--------- '--------- '--------- ' USE LL THIS SPAN? Y /NI Y Y Y Y Y Y Y Y UNIFORM...... DL klfl 1.64 1.64 1.64 1.64 1.64 LL klfl 0.74 0.74 0.74 0.74 0.74 PARTIAL...... DL k1f! LL k1f ! j X -Left ft1 X -Right ft! TRAP.... DL @ Left k /ft', DL @ Right k/f t I LL @ Left k /ftI LL @ Right k /ft! X -left ft! • �..., ., a�t- uJ. aii. 3� 'ietw:..���.tw�;nxi`�:"o.`dc�e ��' �psJV,.i�;��isi*�: 3i7i'!Sri �tSYL.k. ar.Gb'a,it.:1" V6.Uief . ..:x4Sta.ay.a.�<.. z J- w u � U CO o wi CO LL w O J LL Q C0 __ Z �. 1- O zt_ 2 5. Do w . 0 -1 o F- w LL E' Z. LLi 'z ��= SHUTLER CONSULTING ENGINEERS, INC 12503 Bei-Red Rd., Suite 100 Bellevue, WA 98005 (425) 450.4075 FAX (425) 450-4076 JOB ✓ SHEET NO. A OF CALCULATED BY DATE -- W , -k' W, 7 A j Z ;� z w (.)0 (00 Wm S2 LL w 2� In LL. c% F- F- 0 Ii-- W Uj 5 U 0 CI), 0— ,(3 �- LLJ W LL z W cf) Z 4 I I � _ L � S__► � 1 _l � I � LL I I �� i! ..� � :� j l f I � i j _i- , I -_ i- .� c� I ► i.; 4 J i i i � _ � _,,�. 1 - H V 4 I vN I I !zp -- T I -wj I - _�� 1.7 T i T I � i I I I ,.--- _ -..._ � I� i� I ~I � I i I i 1 I _ I _ � f 4 � Iy I I_ 1 ._._��_J.__._ -- W , -k' W, 7 A j Z ;� z w (.)0 (00 Wm S2 LL w 2� In LL. c% F- F- 0 Ii-- W Uj 5 U 0 CI), 0— ,(3 �- LLJ W LL z W cf) Z 4 SHUTLER CONSULTING ENGINEERS, INC 12503 Bel-Red Rd., Suite 100 Bellevue, WA 98005 (425) 450-4075 FAX (425) 450-4076 JOB � (f- 1� SHEET No. OF CALCULATED BY DATE / P SCALE _ Z 3: JZ Z 0� w 00 C/) a (1) w W J D LL w 2 9 � 5 LL Cy W Wo LIJ U j3 cl) 0 a F_ W W ui M U _ 0 z cl) 0 z l. WIWI T T A41 0 ftio_ ILI gy i W 3 ! _j_ a.) y L T -T Zil (490 :::7 - - � � ►� i � l i I i j(�� _! le- 01 - � � - Iv y � � I � , ; �I / �;�� d -,� � ; � � I 1 ! I - �- 1_ - -L-7 -.1 _ -1 I - I -1 � - _ _ 6t I p q, yp 6) 0 1 .e it _ Z 3: JZ Z 0� w 00 C/) a (1) w W J D LL w 2 9 � 5 LL Cy W Wo LIJ U j3 cl) 0 a F_ W W ui M U _ 0 z cl) 0 z l. SHUTLER CONSULTING ENGINEERS, INC 12503 Bel-Red Rd., Suite 100 Bellevue, WA 98005 (425) 450.4075 FAX (425) 450-4076 JOB 5 SHEET No. —OF— CALCULATED BY—yFdI4 DATE � V- / -- ey SCALE z Z w 2 00 co) 0 w w cl) LL w 2� 9-1 LL < cl) D = F W F- Wo LU 5 c/) 0 w LL —0 z w . C.) cf) H 0 F-: Z'' el - 6 i r 0 701 t 1 �07 Tilt W, / - 17 - - j� ' J�t��l {�Qi,� � �O i I i j ! � � � � I � � I 4 j -�•� j � - T -- j� i I i I ( I 1 � � �� j J.- - i I I I ?� , ; � � i i i , I I z Z w 2 00 co) 0 w w cl) LL w 2� 9-1 LL < cl) D = F W F- Wo LU 5 c/) 0 w LL —0 z w . C.) cf) H 0 F-: Z'' SHUTLER _�— CONSULTING ENGINEERS, INC 12503 Bel - Red Rd ., Suite 100 Bellevue, WA 98005 (425) 450 -4075 FAX (4251 450 -4076 JOB SHEET NO OF CALCULATED BY DATE P scni F - _ - - •--- -._- -_ _ -__ ___ � ............ ___ _ J lei CJ CJ r c - -- -- w` .i- .'_!�___..I_ i f f 1 1 _..__i_ i___- ^-- ___�' /`lam ✓ ' __�! i _ - _ ' i __�._ I I I I AA I Ic I I 1 I i ( i 1+ 1 1 1 _ — i j_L_ L_ ......... f I I � , z {L C UO D W= LL UO LL C ?. � = w Z I ._. Zo 25 U 0 I- =w F_ I'_ u-- O w z U= O z f. SHUTLER CONSULTING ENGINEERS, INC. Title 12503 Bel -Red Road Scope��� Suite 100 Number: Bellevue, Washington 98005 Misc : (425) 450 -4075 Osngr : Date : * * * * * * * * ** ------------------------------------------------------------------------- MULTI -SPAN CONCRETE BEAM DESIGN & ANALYSIS Page ------------------------------------------------------------------------- DESCRIPTION >> West Wall - grade beam --- -- --- -- GENERAL - --- - - - -l- -Span 1-1 --Span 2- 1--Span 3 -1- -Span 4-1 --Span 5-l- -Span 6 -1- -Span 1-1- -Span 8 -! ALL SPANS SIMPLE SUPPORT ? N y/n SPAN LENGTH ft ! 11 11 11 27.67 27.17 2 END FIXITY..... Lft; 2 1 1 1 1 1 1 1 Fix,Pin,Free = 2,1,0 Rt! 1 1 1 1. 1 1 1 BEAM WIDTH in BEAM DEPTH in - - -- CALCULATED VALUES ---- ! Mu> Phi*Mn! Mu> Phi*Mn! Mu> Phi*Mn! Mu> Phi*Mn! Mu> Phi*Mn !Mu >Phi*Mn!-=- ---- -- ; --------- ! Left: Max Mu ft- -65.7 -77.2 -42.8 -158.7 -288.7 -7.0 Mn Phi ft -k! Center: Max Mu ft - k! 32.9 45.0 7.9 115.9 191.8 Mn Phi ft - k! ..Dist. to Mu ft! 5.35 5.94 3.81 12.54 16.48 Right: Max Mu ft - k! - -42.8 -158.7 -288.7 -7.0 Mn Phi ft -k! Max Vu: Left i k! 36.88 41.06 26.43 43.94 58.13 7.03 Rt k! 38.97 34.80 40.98 53.34 37.40 Reactions Left Dead k! 21.50 45.99 37.01 44.10 56.06 22.38 ..(service) Live k! 6.93 15.52 10.51 20.00 27.63 10.99 Total k! 128.43 61.52 47.52 64.10 83.69 33.36 Right:Dead k! 45.99 37.01 44.10 56.06 22.38 Live k! 15.52 10.51 20.00 27.63 10.99 Total k! 61.52 47.52 64.10 83.69 33.36 Max. Defl @ Mid Span in! X-Dist ft! 2.00 - - - -- BEAM DESIGN DATA ---- ' --------- '--------- '--------- '--------- '--------- '--------- '--------- ' --------- ' fie psi! 3,000 3,000 3,000 3,000 3,000 3,000 3,000 3,000 Fy psi! 60,000 60,000 60,000 60,000 60,000 60,000 60,000 60,000 LEFT: As -TOP in "2! 'd' TO BARS in ! CENTER: As- BOTTOM in"21 'd' TO BARS in ! RIGHT: As -TOP in "21 'd' TO BARS in ! - - - - -- APPLIED LOADS ------ ' --------- '--------- '--------- '--------- '--------- '--------- '--------- '--------- ' USE LL THIS SPAN? Y /N! Y Y Y Y Y Y Y Y UNIFORM...... DL klf! 4 4 1.77 1.77 1.77 1.77 LL klf! 1.31 1.31 0.87 0.87 0.87 0.87 PARTIAL...... DL klf! 2.23 LL klf ! 0.44 X-Left ft! X-Right ft! 8.5 TRAP.... DL @ Left k /ft! DL 0 Right k /ft! LL @ Left k /ft! LL @ Right k /ft! X -left ft! z mo w. QQ D J 00 V ) 0 w =` J � CO U. wO U _ (n d. UJ z� �_O w 2 5. U0 O � wW U u- O z 0 O Z SHUTLER CONSULTING ENGINEERS, INC 12503 Bel-Red Rd., Suite 100 Bellevue, WA 98005 (425) 450-4075 FAX (425) 450-4076 JOB SHEET NO. OF CALCULATED BY DATE SCALE I � s I f I � � i T_ z ! 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Title : ' ��� 12503 Bel-Red Road Scope Suite 100 Number: Bellevue, Washington 98005 Misc : (425) 450 -4075 Dsngr : Date: * * * * * * * * ** --------------------------------------------------I----------------------- MULTI-SPAN CONCRETE BEAM DESIGN & ANALYSIS Page ------------------------------------------------------------------------- DESCRIPTION >> East Wall - grade beam ---- - - - --- GENERAL -- -- --- -!- -Span 1 -1--Span 2-1--Span 3 -1- -Span 4 -1- -Span 5 -1- -Span 6 -1- -Span 7 -1- -Span 8 -1 ALL SPANS SIMPLE SUPPORT ? N y/n SPAN LENGTH ft ! 2 27,17 27.67 2 END FIXITY..... Lft! 1 1 1 1 1 1 1 Fix,Pin,Free = 2,1,0 Rt! 1 1 1 1 1 1 1 BEAM WIDTH in ! BEAM DEPTH in ! - - -- CALCULATED VALUES ---- ! Mu) Phi*Mn! Mu) Phi*Mn! Mu) Phi*Mn! Mu) Phi*Mn! --------- l--------- l--------- l--------- ! Left: Max Mu ft -k! -8.6 -399.9 -8.6 Mn * Phi ft - Z i w D 0O CO )o CO w J� CO U w O U_ �a �i z0 �p ! 0 �, o E- w I- !- O ul Z co O~ z.. Center: Max Mu ft - k! 216.6 230,5 Mn * Phi ft - k! ..Dist, to Mu ft! 10,32 17.16 Right: Max Mu ft -k ! -8.6 -399.9 -8.6 Mn Phi ft - k! Max Vu Left k! 44.01 73.63 8.60 Rt k! 8.60 72.82 45,35 Reactions: Left: Dead k! 25.08 69.82 25.72 ,.(service) Live k! 14.07 39.17 14.43 Total k! 39.15 108.99 40.15 Right :Dead k! 25.08 69.82 25,72 Live k! 14.07 39.17 14.43 Total k! 39.15 108.99 40.15 Max. Defl 0 Mid Span in! X-Dist ft! 2.00 - - - -- BEAM DESIGN DATA ---- ' --------- ' --------- '--------- '--------- '--------- ' ---- - - - -'- , f psi! 3,000 3,000 3,000 3,000 3,000 3,000 3,000 3,000 Fy psi! 60,000 60,000 60,000 60,000 60,000 60,000 60,000 60,000 LEFT: As -TOP in"21 'd' TO BARS in ! CENTER: As- BOTTOM in"21 'd' TO BARS in ! RIGHT: As -TOP in" 2! 'd' TO BARS in ! - - - - -- APPLIED LOADS ------ '--------- '--------- '--------- '--------- '--------- '--------- '--------- '--------- ' USE LL THIS SPAN? Y /N! Y Y Y Y Y Y Y Y UNIFORM...... DL klf! 2.05 2,05 2.05 2.05 LL klf! 1.15 1.15 1.15 1.15 PARTIAL...... DL klf! LL klf ! X -Left ft! X -Right ft! TRAP.,.. DL 0 Left k /ft! OL 0 Right k /ft! LL 0 Left k /ft! LL 0 Right k /ft! X -Left ft! Z i w D 0O CO )o CO w J� CO U w O U_ �a �i z0 �p ! 0 �, o E- w I- !- O ul Z co O~ z.. - THAN NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. -n X Z!!3 4P� C. 1, > cz f T o r) !2 0 Z C 2 A c: r m M 4A Z n 0 0 0 > x r m m 0 -9 z 0 m 0 C13 o T". 0 'n OOX4 : 7 7 YT, A P T - - - - - -- l - -- -�- -a 4 IV - -- ► --I�_ _1 -- - --1-- lo - 1 41 I 4� l__ - -� 0 -- - - -- j--- - - -� -- -- - - -- - -- T - - --� - — - - - -�! --�- I -� -- -t L 10 I I � ! � I ' L-J - THAN NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. -n X Z!!3 4P� C. 1, > cz f T o r) !2 0 Z C 2 A c: r m M 4A Z n 0 0 0 > x r m m 0 -9 z 0 m 0 C13 o T". 0 'n z �z w D UO co) o ; co LU J S2 LL w O U . U� UJ = z �. �O w � o. U 0 F_ W iL lil Z U c H =, .O .z SHUTLER CONSULTING ENGINEERS, INC. Title 12503 Bel-Red Road Scope : Suite 100 Number;��/�� Bellevue, Washington 98005 Misc : (425) 450 -4075 Osngr : Date : * * * * * * * * ** ------------------------------------------------------------------------- MULTI-SPAN CONCRETE BEAM DESIGN & ANALYSIS Page DESCRIPTION >> East Wall - grade beam � ' -- -------- -- GENERAL -- - ----- , Span ' -- '-- '-- 1- 2 -, Span 3- '-- ' 4- 5 -,- -span 6-, 6 + - Span 7 -,- -Span Span 8 -, ALL SPANS SIMPLE SUPPORT ? N y/n >s SPAN LENGTH ft 1 28,67 27.5 27.5 23.33 27.67 18.5 18.5 2.5 END FIXITY..... Lft; 1 1 1 1 1 1 1 1 Fix,Pin,Free = 2,1,0 Rt! 1 1 1 1 1 1 1 ` BEAM WIDTH in BEAM DEPTH in ! P - - -- CALCULATED VALUES ----; Mu) Phi*Mn! Mu) Phi*Mn! Mu) Phi*Mn! Mu) Phi*Mn! Mu) Phi*Mn !Mu)Phi*Mn!Mu)Phi*Mn!Mu)Phi*Mn! =` Left Max Mu ft -k! -325.8 -233.9 -205.6 -220.9 -200.3 -112.9 -12.1 Mn * Phi ft - k! Center: Max Mu ft - k! 252.4 88.4 147.1 50,8 160.8 12.3 107.3 Mn * Phi ft - k! a ..Dist. to Mu ft! 11.47 14.67 13.93 11.51 14.02 10.48 10.61 Right: Max Mu ft -k! -325.8 -233.9 -205.6 -220.9 -200.3 -112.9 -12.1 T} Mn Phi ft - k! Max Vu: Left k! 44.26 56.69 54.38 44.61 54.42 40.61 41.34 9.70 } 1. Rt k! 66.98 50.01 52.32 45.91 52.93 31.17 30.44 Reactions Left Dead k! 21,67 60.56 51.12 47.46 49.13 45.81 35.51 19.66 ..(service) Live k! 11.41 31 .87 26.90 24.98 25.86 24.11 18.69 10.35 Total k! 33.08 92.44 78.02 72.45 75.00 69.92 54.19 30.OQ Right :Dead k! T 60.56 51.12 47.46 49.13 45.81 35.51 19.66 ? Live k! 31.87 26.90 24.98 25.86 24.11 18.69 10.35 ' Total k! 92.44 78.02 72.45 75.00 69.92 54.19 30,00 Max. Defl @ Mid Span in! y, X -Dist ft! 2.50 - -- -- BEAM DESIGN DATA - - - -, --- '----- - - - - -, --- - - - - -, ,--------- - - - -'--------- '--------- '--------- ------ - - -� , f'c psi! 3,000 3,000 3,000 3,000 3,000 3,000 3,000 3,000 Fy psi! 60,000 60,000 60,000 60,000 60,000 60,000 60,000 60,000 LEFT: As -TOP in" 21 'd' TO BARS in 1 CENTER: As- BOTTOM in"21 'd' TO BARS in ! RIGHT: As -TOP in "2! 'd' TO BARS in ! ' - - - - -- APPLIED LOADS ------ '--------- '--------- '--------- '--------- '--------- '--------- '--------- '---- - - - - -' USE LL THIS SPAN? Y /N! Y Y Y. Y Y Y Y Y UNIFORM...... DL klf! 1.9 1,9 1.9 1.9 1.9 1.9 1.9 1.9 LL . klf 1 1 1 1 1 1 1 1 1 PARTIAL...... OL klfl LL klf! X -Left ft! X -Right ft1 f TRAP.... DL @ Left k /ft! DL @ Right k /ft! LL @ Left k/f t 1 LL @ Right k /ft! X -Left ft! z �z w D UO co) o ; co LU J S2 LL w O U . U� UJ = z �. �O w � o. U 0 F_ W iL lil Z U c H =, .O .z SHUTLER CONSULTING ENGINEERS, INC 12503 Bel-Red Rd., Suite 100 Bellevue, WA 98005 (425) 450.4075 FAX (425) 450-4076 j JOB -P(-- 5 S N 0 — P�4� 42 O F CALCULATED BY DATE SCALE—/ Z Z w 5 00 cf) a cl) w W LL 0 U- N 0 Z F- 0 Z F— W W cl) .0 W W ( 0 z cl) 0 z k ao, fi t ' i I I �. I � I_ � I-._. I f �_, I( i � -� �i I! i I I I I f I I I 1 i ( I I ��i� i i� i � I! � I � � I � � I � i _i_ i ...__ _ — _! i i I � � � _ i I � I ' � i i I I '� __ I � I I ' ' �i 'I I i I i I I I I► I I �I I l f i � ! i� I �� I __ f � f�l � i I I.� i ��- � I I i i� I ! � I ..-I I ��-��� I • I � I All I 1, L '1! T i F ............. 4 ' i ' I �� i I i i� I _ i I l l �� I t ___1 i .� i� j I I I i. l i d _74 I i i 7_ f � " i I I ..� .� .. i I J I . f i I I �— I I I + I� i i Z Z w 5 00 cf) a cl) w W LL 0 U- N 0 Z F- 0 Z F— W W cl) .0 W W ( 0 z cl) 0 z 4 r� y Y. i t 12 -17 -2004 ADOSS(tm) 7.01 Proprietary Software of PORTLAND CEMENT ASSN. Page 2 3:08:47 PM Licensed to: Shutler Consulting Engineers, Bellevue, WA FILE NAME C:\PROGRA-1\ADOSS\DATA\SC3-l.ADS �- PROJECT ID. SC -3 ----------------------------------- SPAN ID. E /W -1 --------------- - - -- ENGINEER jch DATE 12/14/2004 TIME 14:48:45 UNITS U.S. in -lb CODE ACI 318 -95 SLAB SYSTEM FLAT PLATE FRAME .LOCATION INTERIOR DESIGN METHOD STRENGTH DESIGN MOMENTS AND SHEARS NOT PROPORTIONED NUMBER OF SPANS 6 CONCRETE FACTORS SLABS BEAMS COLUMNS DENSITY(pcf ) 150.00 150.00 150.00 TYPE NORMAL WGT NORMAL WGT NORMAL WGT f'c (ksi) 3.00 3.00 3.00 .density factor 1.00 1.00 1.00. fr: (psi) 410.80 410.80 410.80 REINFORCEMENT DETAILS: NON- PRESTRESSED YIELD 'STRENGTH Fy = 60.00 ksi DISTANCE TO RF CENTER FROM TENSION FACE: AT SLAB TOP = 1.50 in OUTER LAYER AT SLAB BOTTOM = 2.00 in OUTER LAYER MINIMUM FLEXURAL BAR SIZE: AT SLAB TOP = # 4 AT SLAB BOTTOM = # 4 MINIMUM SPACING: IN SLAB = 6.00 in Z W W =Y JU U O. CO) Q: CO) =' J H CO LL W O; LL Q N �. = f- _' Z 1- O Z t- W U O N. ;D H. =U H� LL O. Z W CO) O ~' Z 12 -17 -2004 ADOSS(tm) 7.01 Proprietary Software of PORTLAND CEMENT ASSN. Page 3:08:47 PM Licensed to: Shutler Consulting Engineers, Bellevue, WA SPAN /LOADING DATA 3 I SPAN (LENGTH Tslab I WIDTH L2 * * *I SLAB I DESIGN COLUMN 1 UNIFORM LOADS I INUMBERI L1 Cl I LEFT RIGHT I SYSTEM I STRIP STRIP * *i S. DL LIVE I I I ----- I-------------- - (ft) (in) I (ft) i-------------- (ft) I I I -------- (ft) I ---------------- (ft) I (Psf ) I ---- - - - - (psf ) I -- I I I I 1* I 1.0 8.0 I ( 7.4 I 7.4 I I 1 1 14.8 .0 I 1 .0 I 100.0 1 I 2 I 23.1 8.0 1 7.4 7.4 I 1 1 14.8 7.4.1 .0 100.0 1 I 3 I 23.1 8.0 ► 7.4 7.4 I 1 I 14.8 7.4 I .0 100.0 1 I 4 I 17.3 8.0 I 7.4 7.4 I 1 1 14.8 7.4 I .0 100.0 1 I 5 I 17.3 8.0 I 7.4 7.4 I 1 1 14.8 7.4 1 .0 100.0 1 I 6* I I I 1.0 8.0 1 7.4 I 7.4 I I 1 I 14.8 I .0 I .0 I 100.0 1 I * - Indicates cantilever span information. ** -Strip width used for positive flexure. * * * -L2 widths are 1/2 dist. to transverse column. "E "- Indicates exterior strip. PARTIAL LOADING DATA * * * * * * * * * * * * * * * * * * ** PARTIAL LOADINGS ARE NOT SPECIFIED 12 -17 -2004 ADOSS(tm) 7.01 Proprietary Software of PORTLAND CEMENT ASSN. Page 4 3:.08:47 PM Licensed to: Shutler Consulting Engineers, Bellevue, WA COLUMN /TORSIONAL DATA * * * * * * * * * * * * * * * * * * * ** COLUMN I COLUMN ABOVE SLAB I COLUMN BELOW SLAB I CAPITAL ** ICOLUMN MIDDLEI 1 NUMBER I Cl C2 HGT 1 C1 C2 HGT 1EXTEN. DEPTHISTRIP* STRIP *1 -------- I (in) 1------------------- (in) (ft) I (in) I------------------- (in) (ft) I (in) I------------- (in) - I (ft) 1--------- (ft) i - - - - -I I I 1 I I .0 .0 .0 I 1 16.0 .0 20.0 I I .0 .0 I I 7.4 I 7.4 I I 2 I .0 .0 .0 I 16.0 .0 20.0 ( .0 .0 1 7.4 7.4 1 I 3 I .0 .0 .0 I 16.0 .0 20.0 1 .0 .0 I 7.4 7.4 1 I 4 I .0 .0 .0 I 16.0 .0 20.0 I .0 .0 I 7.4 7.4 i 5 I I .0 I .0 .0 I 16.0 I .0 20.0 1 .0 I .0 1 7.4 I 7.4 I i Columns with zero "C2" are round columns. * -Strip width used for negative flexure. * *- Capital extension distance measured from face of column. COLUMN I TRANSVERSE BEAM 1 DROP PANEL /SOLID HEAD I SUPPORT 1 1 NUMBER I WIDTH DEPTH ECCEN I LEFT RIGHT WIDTH THICK I FIXITY* I I I -------- I------------------- (in) (in) (in) I I------------------------------------ (ft) (ft) (ft) (in) I % I I----- - - - - -1 I I I 1 I .0 .0 I .0 I .0 .0 .0 .0 I I I 0% I I 2 I .0 .0 .0 I .0 .0 .0 .0 1 0% 1 I 3 I .0 .0 .0 1 .0 .0 .0 .0 1 0% 1 I 4 I .0 .0 .0 I .0 .0 .0 .0 1 0% 1 1 5 I 1 .0 I .0 .0 1 I .0 .0 10 .0 I 0% 1 I I F, �.,, ^. ...s. 4.. . c:.. .. »1�:i�::r,t;,:.�.Na:;3.�nta`^ �.4;�: �ai�t:: ::+ti C�: y��FV^ �rr:..a:Yitf��xrY3+a;G i:,.ii �� Jw'aJ:wt:dL:+%++tthL"•:faSd::aYi zvia►.W�rn ...lsw:.:sr...W._,. Z w J0 0 O: Co 0 W= U) LL w LL N = W Z� I- O Z I-- 5 UO O -. 0H W HL) LL O .Z W CO P _ O H Z 12 -17 -2004 ADOSS(tm) 7.01 Proprietary Software of PORTLAND CEMENT ASSN. Page 5 3:08:47 PM Licensed to: Shutler Consulting Engineers, Bellevue, WA LATERAL LOAD /OUTPUT DATA * * * * * * * * * * * * * * * * * * * * * * ** LATERAL LOADS ARE NOT SPECIFIED OUTPUT DATA PATTERN LOADINGS: 1 THRU 4 PATTERN LIVE LOAD FACTOR (1 -3) = 75% LOAD FACTORS: U = 1.40 *D + 1.70 *L U .75( 1.40 *D + 1.70 *L + 1.70 *W) U = .90 *D + 1.30 *W OUTPUT OPTION (S) Input Echo Centerline Moments and Shears Column Strip Distribution Fac Shear Table Reinforcing Required Bar Sizing Deflections * *SLAB THICKNESS IN SPAN 2 IS INADEQUATE W/O A DEFLECTION CHECK REQUIRED DEPTH = 8.8 in * *TOTAL UNFACTORED DEAD LOAD = 121.935 kips LIVE LOAD = 122.633 kips 12 -17 -2004 ADOSS(tm) 7.01 Proprietary Software of PORTLAND CEMENT ASSN. Page 6 3:08:47 PM Licensed to: Shutler Consulting Engineers, Bellevue, WA - - -- STATICS PRINT -OUT FOR GRAVITY LOAD ANALYSIS - - -- ******************************************* Z = F' U O. Co 0 W = J � NU_ W O' Q . = C% �W 1­ Z E- U� :O �:. D F-. W 2 � U` LL 0 : .. Z. W U= O Z J 0 I N T ----------------------------------------- M 0 M E N T S ( ft - kips ) JOINT PATTERN -1 PATTERN -2 NUMBER -------------------------------------------------------------------------- LEFT RIGHT TOP BOTTOM LEFT RIGHT TOP . BOTTOM 1 -2.0 2.0 .0 .0 -2.0 2.0 .0 .0 2 -238:6 238.6 .0 .0 -172.1 172.1 .0 .0 3 -152.7 152.7 .0 .0 -117.9 117.9 .0 .0 4 -128.5 128.5 .0 .0 -84.0 84.0 .0 .0 5 -2.0 2.0 .0 .0 -1.0 1.0 .0 .0 JOINT PATTERN -3 PATTERN -4 NUMBER -------------------------------------------------------------------------- LEFT RIGHT TOP BOTTOM LEFT RIGHT TOP BOTTOM 1 -1.0 1.0 .0 .0 -2.3 2.3 .0 .0 2 -184.3 184.3 .0 .0 -271.1 271.1 .0 .0 3 -70.2 70.2 .0 .0 -143.1 143.1 .0 .0 4 -95.7 95.7 .0 .0 -136.7 136.7 .0 .0 5 -2.0 2.0 .0 .0 -2.3 2.3 .0 .0 Z = F' U O. Co 0 W = J � NU_ W O' Q . = C% �W 1­ Z E- U� :O �:. D F-. W 2 � U` LL 0 : .. Z. W U= O Z ----------------- - - - - -- ------------------------------------------------------- Z '~ W W� UO moo. W= J F- N LL.. W O Q � Q LL Q = F_ W Z_ F- O W H W 5. U� O N. 0 H W H (U LL F- O: W Z U= O F- Z J 0 2 N T S H E A R S ( kips ) JOINT ---------------------------------- PATTERN -1 PATTERN -2 PATTERN -3 PATTERN -4 NUMBER LEFT RIGHT LEFT RIGHT LEFT RIGHT LEFT RIGHT 1 -3.9 37.5 -3.9 16.5 -2.0 37.7 -4.5 41.3 2 -55.9 51.4 -31.2 48.0 -53.6 28.8 -64.5 58.4 3 -45.2 38.7 -43.3 19.8 -18.9 32.7 -47.4 40.0 4 -36.9 41.6 -15.9 39.0 -35.7 23.3 -39.3 47.4 5 -28.6 3.9 -29.4 2.0 -12.4 3.9 -31.9 4.5 s ---------------------------------------------------------------------------- S.r9 Negative moment encountered in span, analyze manually. 12 -17 -2004 ADOSS(tm) 7.01 Proprietary Software of PORTLAND CEMENT ASSN. Page 7 3:08:47 PM Licensed to: Shutler Consulting Engineers, Bellevue, WA { DESIGN MOMENT ENVELOPES AT CRITICAL SECTIONS FROM SUPPORTS COL LOAD CROSS DESIGN DISTANCE LOAD MAX.I.P. LOAD NUM TYPE SECTN MOMENT CR.SECTN PTRN DISTANCE PTRN ( ft -k) (ft) ( ft ) -- 1 - - -- - TOTE LEFT TOP ------- - 1- 5 --- - - - - - 175 ------- 4 - - - - - -- 1 000 ------- - -- - BOT .0 .000 0 .000 0 i RGHT TOP .0 .000 0 .000 0 BOT -21.3 .591 4 .000 0 2 TOTL LEFT TOP -233.8 .591 4 6.930 2 ij BOT .0 .000 0 .000 0 �5 RGHT TOP 237.4 .591 4 10.395 3 BOT .0 .000 0 .000 0 i 3 TOTL LEFT TOP -126.7 .591 1 4.620 3 BOT .0 .000 0 .000 0 ? RGHT TOP 130.5 .591 1 5.199 4 BOT .0 .000 0 .000 0 4 TOTL LEFT TOP -114.3 .591 4 5.199 4 BOT .0 .000 0 .000 0 RGHT TOP 109.5 .591 4 5.199 3 BOT .0 .000 0 .000 0 5 TOTL LEFT TOP .0 .000 0 .000 2 BOT 15.8 .591 4 .000 0 RGHT TOP 1.5 .175 4 1.000 1 BOT .0 .000 0 .000 0 ----------------- - - - - -- ------------------------------------------------------- Z '~ W W� UO moo. W= J F- N LL.. W O Q � Q LL Q = F_ W Z_ F- O W H W 5. U� O N. 0 H W H (U LL F- O: W Z U= O F- Z �i 12 -17 -2004 ADOSS(tm) 7.01 Proprietary Software of PORTLAND CEMENT ASSN. Page 8 3:08:47 PM Licensed to: Shutler Consulting Engineers, Bellevue, WA r - ,9 DESIGN MOMENT ENVELOPES AT CRITICAL SECTIONS ALONG SPANS * �e�r�t4* �;* i; �r* ' e*• k* �e* Je* �e�e�e• k�e*• k**• k* k• kk* etie * *de * *1rdc•k * *'e•k•k *�r•k�r •k •k •k ------------------------------------------------------------------------------ SPAN LOAD CRITICAL DESIGN LOAD MAX. I.P. LOAD MAX. I.P. LOAD NUM TYPE SECTION MOMENT PTRN DIST LEFT PTRN DIST RGHT PTRN (ft) (ft -k) (ft) (ft) 2 TOTL 8.663 TOP .0 0 .000 0 .000 0 BOT 184.5 4 8.663 1 10.972 3 •3 TOTL 12.128 TOP .0 0 .000 0 .000 0 BOT 120.4 2 7.508 2 7.507 2 4 TOTL 8.232 TOP -24.0 2 .000 0 .000 0 j BOT 66.3 3 5.632 3 5.632 3 5 TOTL 9.965 TOP .0 0 .000 0 .000 0 BOT 109.4 4 7.365 2 7.365 1 ------------------------------------------------------------------------------ 12 -17 -2004 ADOSS(tm) 7.01 Proprietary Software of PORTLAND CEMENT ASSN. Page 9 3:08:47 PM Licensed to: Shutler Consulting Engineers, Bellevue, WA DISTRIBUTION OF DESIGN MOMENTS AT SUPPORTS COL CROSS TOTAL TOTAL -VERT COLUMN STRIP BEAM MIDDLE STRIP NUM SECTN MOMENT DIFFERENCE MOMENT MOMENT MOMENT ( ft -k) ( ft -k) ( ) ( ft -k) ( % ) ( ft -k) ( % ) ( ft -k) ( % ) -------------------------------------------------------------------------------- 1 LEFT TOP -1.5 :0 ( 0) -1.5 (100) .0 ( 0) .0 ( 0) BOT .0 .0 ( 0) .0 ( 0) .0 ( 0) .0 ( 0) RGHT TOP .0 .0 ( 0) .0 ( 0) .0 ( 0) .0 ( 0) BOT -21.3 .0 ( 0) -21.3 (100) .0 ( 0) .0 ( 0) 2 LEFT TOP -233.8 .0 ( 0) -175.3 ( 75) .0 ( 0) -58.4 ( 25) BOT .0 .0 ( 0) .0 ( 0) .0 ( 0) .0 ( 0) RGHT TOP 237.4 .0 ( 0) 178.0 ( 75) .0 ( 0) 59.3 ( 25) BOT .0 .0 ( 0) .0 ( 0) .0 ( 0) .0 ( 0) 3 LEFT TOP -126.7 .0 ( 0) -95.0 ( 75) .0 ( 0) -31.7 ( 25) BOT .0 .0 ( 0) .0 ( 0) .0 ( 0) .0 ( 0) RGHT TOP 130.5 .0 ( 0) 97.9 ( 75) .0 ( 0) 32.6 ( 25) BOT .0 .0 ( 0) .0 ( 0) .0 ( 0) .0 ( 0) 4 LEFT TOP -114.3 .0 ( 0) -85.7 ( 75) .0 ( 0) -28.6 ( 25) BOT .0 .0 ( 0) .0 ( 0) .0 ( 0) .0 ( 0) RGHT TOP 109.5 .0 ( 0) 82.1 ( 75) .0 ( 0) 27.4 ( 25) BOT .0 .0 ( 0) .0 ( 0) .0 ( 0) .0 ( 0) t I 2 Z W JU Uo W= fn LL, WO 9zi W? N Z �.- 1- O Z F_ LLj W � p :O N' OH W uJ X U' W Z U CO. O Z F,,:;? q- 5 LEFT TOP .0 .0 ( 0) .0 ( 0) .0 ( 0) .0 ( 0) R A N S F BOT 15.8 .0 ( 0) 15.8 (100) .0 ( 0) .0 ( 0) - A R 0 RGHT TOP 1.5 .0 ( 0) 1.5 (100) .0 ( 0) .0 ( 0) COL. BOT .0 .0 ( 0) .0 ( 0) .0 ( 0) .0 ( 0) UNBAL. -------------------------------------------------------------------------------- 12 -17 -2004 ADOSS(tm) 7.01 Proprietary Software of PORTLAND CEMENT ASSN. Page 10 STRESS 3:08:47 PM Licensed to: Shutler Consulting Engineers, Bellevue, NO. WA MOMENT Z STRESS (psi) (kips) (psi) (kips) (ft -k) (ft -k) (psi) ------------------------------------------------------------------------------- lE 219.09 �Z 44.9 153.43 4 44.9 -13.1 .0 � W 2I 219.09 4 122.2 313.01* 4 122.2 .0 .0 313.01* 3I 219.09 4 JU DISTRIBUTION OF DESIGN MOMENTS IN SPANS 86.7 .0 .0 U O. U ******** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 4 86.0 220.15* N WW 86.0 .0 .0 220.15* 5E 219.09 4 35.6 121.49 4 35.6 -10.5 .0 121.49 SPAN CROSS TOTAL TOTAL -VERT COLUMN STRIP BEAM MIDDLE STRIP W L NUM SECTN MOMENT DIFFERENCE MOMENT MOMENT MOMENT W O ( ft -k) ( ft -k) ( % ) ( ft -k) ( % ) ( ft - - -0 - -k) ( -( % ) -- ( ft -k) ------- ( % ) -- -( - - -2 8 66 TOP - - -------- 0 - - - - -- 0 0- ` 0�------- - 0 - - 0 ?.: BOT 184.5 .0 ( 0) 110.7 ( 60) .0 ( 0) 73.8 ( 40) 2 d. �W 3 12.13 TOP .0 .0 ( 0) .0 ( 0) .0 ( 0) .0 ( 0) ? H BOT 120.4 .0 ( 0) 72.2 ( 60) .0 ( 0) 48.1 ( 40) Z O 4 8.23 TOP -24.0 .0 ( 0) -14.4 ( 60) .0 ( 0) -9.6 ( 40) �j BOT 66.3 .0 ( 0) 39.8 ( 60) .0 ( 0) 26.5 ( 40) U co O- 5 9.96 TOP .0 .0 ( 0) .0 ( 0) .0 ( 0) .0 ( 0) WW BOT 109.4 .0 ( 0) 65.6 ( 60) .0 ( 0) 43.7 ( 40) - - - - -- Z -------------------------------------------------------------------------- 12 -17 -2004 ADOSS(tm) 7.01 Proprietary Software of PORTLAND CEMENT ASSN. Page 11 ILI 3:08:47 PM Licensed to: Shutler Consulting Engineers, Bellevue, WA U = O~ S H E A R A N A L Y S I S Z NOTE -- Allowable shear stress in slabs = 219.09 psi when ratio of col. dim. (long /short) is less than 2.0. - -Wide beam shear (see "CODE ") is not computed, check manually. - -After the column numbers, C = Corner, E = Exterior, I = Interior. D I R E C T S H E A R W I T H T R A N S F E R O F M 0 M E N T - - - - - - - - - - A R 0 U N D C 0 L U M N - - - - - - - - - - COL. ALLOW. PATT REACTION SHEAR PATT REACTION UNBAL. SHEAR SHEAR NO. STRESS NO. STRESS NO. MOMENT TRANSFR STRESS (psi) (kips) (psi) (kips) (ft -k) (ft -k) (psi) ------------------------------------------------------------------------------- lE 219.09 4 44.9 153.43 4 44.9 -13.1 .0 153.43 2I 219.09 4 122.2 313.01* 4 122.2 .0 .0 313.01* 3I 219.09 4 86.7 221.88* 4 86.7 .0 .0 221.88* 4I 219.09 4 86.0 220.15* 4 86.0 .0 .0 220.15* 5E 219.09 4 35.6 121.49 4 35.6 -10.5 .0 121.49 * - Shear stress exceeded. w,ww+,.........w..x...w).'v� • J V 12 -17 -2004 ADOSS(tm) 7.01 Proprietary Software of PORTLAND CEMENT ASSN. Page 12 3:08 :47 PM Licensed to: Shutler Consulting Engineers, Bellevue, WA N E G A T I V E R E I N 'F 0 R C E M E N T ************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** COLUMN *PATT *LOCATION * TOTAL * COLUMN STRIP * MIDDLE STRIP NUMBER* N0.* @COL FACE* DESIGN * AREA WIDTH * AREA WIDTH * (ft -k) * (sq.in) (ft) * (sq.in) (ft) 1 ** 4 L II -1.5 1.28 7.4 1.28 7.4 2 4 II R 237.4 7.12 7.4 2.12 7.4 3 1 II R 130.5 3.61 7.4 1.28 7.4 4 4 L ►I -114.3 3.13 7.4' 1.28 7.4 5 ** 4 II R 1.5 1.28 7.4 1.28 7.4 ** - Positive reinforcement required, compute manually. P O S I T I V E R E I N F O R C E M E N T ************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** SPAN *PATT *LOCATION * TOTAL * COLUMN STRIP * MIDDLE STRIP NUMBER* NO. *FROM LEFT* DESIGN * AREA WIDTH * AREA WIDTH -------------------------------------------------------------- (ft) * (ft -k) * (sq.in) (ft) * (sq.in) (ft) 2 4 8.7 184.5 4.56 7.4 2.92 7.4 3 2 12.1 120.4 2.85 7.4 1.86 7.4 4 ** 3 8.2 66.3 1.52 7.4 1.28 7.4 5 4 10.0 109.4 2.58 7.4 1.68 7.4 ** - Negative reinforcement required, compute manually. 12 -17 -2004 ADOSS(tm) 7.01 Proprietary Software of PORTLAND CEMENT ASSN. Page 13 3:08:47 PM Licensed to: Shutler Consulting Engineers, Bellevue, WA D E S I G N R E S U L T S * * * * * * * * * * * * * * * * * * * * * * * * * ** NOTE- -The schedule given below is a guide for proper reinforcement placement.and is based on reasonable engineering judgement. Unusual boundary and /or loading conditions may require modification of this schedule. N E G A T I V E R E I N F O R C E M E N T * C 0 L U M N S T R I P *M I D D L E S T R I P * LONG BARS * SHORT BARS * LONG BARS COLUMN * -B A R- L E N G T H- * -B A R- L E N G T H- * -B A R- L E N G T H- NUMBER * NO SIZE LEFT RIGHT * NO SIZE LEFT RIGHT * NO SIZE LEFT RIGHT * (ft) (ft) * (ft) (ft) * (ft) (ft) 1 ** 4 # 4 1.00 7.17 3 # 4 1.00 4.97 7 # 4 1.00 5.41 C% ( 2 6 # 7 8.30 11.76 6 # 7 4.97 6.57 11 # 4 8.30 11.76 luT' f 6 # 5 7.17 7.17 6 # 5 4.97 4.97 7 # 4 5.99 6.57 C T�3 4 5 # 5 6.21 6.21 5 # 5 3.82 3.82 7 # 4 6.21 6.21 5 ** 4 # 4 5.44 1.00 3 # 4 3.82 1.00 7 # 4 4.14 1.00 ** - Positive reinforcement required, design manually. j ! , v.a J.:�... ��1. .,W r�aaX' : r.ur.::.i' SNP.+ i�•L{y�Y i[Sk:Yi:a>(l�Si.� 4.'l+Swl4ij.''' ' pJ U•>. LLLkYS. �.:1Ct %7 +y�:.t�['�.WI�Si.{�l��W J>3 Z W. JU UO N W =1 H NU_ WO 9 LL. Q 2 �W Z H. F- O Z F-. W W U O c o F_ W LJ H 5. L O .Z W U= O Z .:F �4 `r I F P O S I T I V E R E I N F O R C E M E N T ************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * C O L U M N S T R I P * M I D D L E S T R I P * LONG BARS * SHORT BARS * LONG BARS * SHORT BARS SPAN * - - -- B A R - - -- * - - -- B A R - - -- * - - -- B A R - - -- * - - -- B A R - - -- NUMBER * NO SIZE LENGTH * NO SIZE LENGTH * NO SIZE LENGTH * NO SIZE LENGTH * (ft) * (ft) * (ft) * (ft) ------------------------------------------------------------------------------- C►0 - 2 6 # 6 22.76 5 # 6 20.12 5 # 5 23.26 5 # 5 19.54 ��✓ -� 3 5 # 5 22.60 5 # 5 17.33 5 # 4 23.60 5 # 4 16.17 4 ** 4 # 4 16.83 4 # 4 13.00 4 # 4 17.83 3 # 4 12.13 9 �5 7 # 4 16.99 6 # 4 15.07 5 # 4 17.49 4 # 4 14.64 A ** - Negative reinforcement required, design manually. 12 -17 -2004 ADOSS(tm) 7.01 Proprietary Software of PORTLAND CEMENT ASSN. Page 14 3:08:47 PM Licensed to: Shutler Consulting Engineers, Bellevue, WA D E F L E C T I O N A N A L Y S I S NOTES- -The deflections below must be combined with those of the analysis in the perpendicular direction. Consult users manual for method of combination and limitations. - -Spans 1 and 6 are cantilevers. -- Time - dependent deflections are in addition to those shown and must be computed as a multiplier of the dead load(DL) deflection. See "CODE" for range of multipliers. -- Deflections due to concentrated or partial loads may be larger at the point of application than those shown at the centerline. Deflections are computed as from an average uniform loading derived from the sum of all loads applied to the span. -- Modulus of elasticity of concrete, Ec = 3321. ksi SPAN NUMBER 1 L 2 3 4 5 6 * * C O L U M N S T * DEAD * , DEFLECTION DUE * LOAD *------------------- * Ieff. * DEAD * LIVE * * (in ^4) * (in) * (in) * ------------------------------ 7578. -.029 -.029 6951. .222 .3 &3 6951. .107 .158 7578. .012 .032 7578. .073 .085 7578. -.013 -.013 R I P * M I D D L E S T R I P TO: * DEFLECTION DUE TO: ------------------------------------ TOTAL * DEAD * LIVE * TOTAL (in) * ('in) * (in) * (in) ------------------------------------ -:058 -.029 -.029 -.058 .604 .144 .201 .345 .266 .050 .075 .125 .043 -.005 .005 .000 .158 .051 .055 .105 -.026 -.013 -.013 -.026 * Program completed as requested * Z J- Z W W �U UO CO co W J = F_ CO U. WO 9Q CO :D = a Z� F- O Z F- W LLJ �p U� O- 0 F-: 3: ti �-' -O 111 Z U� O Z 12-17-2004 ADOSS(tm) 7.01 Proprietary Software of PORTLAND CEMENT ASSN. Page 2 3:55:10 PM Licensed to: Shutler Consulting Engineers, Bellevue, WA FILE NAME UNTITLED.ADS PROJECT ID. SC-3 ----------------------------------- SPAN ID. E/W-2 ------------------- COLUMNS 150.00 NORMAL WGT 3.00 1.00 410.80 Z Z. LIJ 0 00 C0 W LIJ CO U-' W O LLI x 0 LLI LLj; CO :0 W LU (. 5' O � z LU : CO O Z ENGINEER jch DATE 12/17/2004 TIME 15:40:19 UNITS U.S. in-lb CODE ACI 318-95 SLAB SYSTEM FLAT PLATE FRAME LOCATION INTERIOR DESIGN METHOD STRENGTH DESIGN MOMENTS AND SHEARS NOT PROPORTIONED NUMBER OF SPANS 6 CONCRETE FACTORS SLABS BEAMS DENSITY(pcf 150.00 150.00 TYPE NORMAL WGT NORMAL WGT f (ksi) 3.00 3.00 density factor 1.00 1.00 fr (psi) 410.80 410.80 u. 'REINFORCEMENT DETAILS: NON-PRESTRESSED YIELD STRENGTH Fy = 60.00 ksi DISTANCE TO RF CENTER FROM TENSION FACE: AT SLAB TOP = 1.50 in OUTER LAYER AT SLAB BOTTOM = 2.00 in OUTER LAYER MINIMUM FLEXURAL BAR SIZE: AT SLAB TOP = # 4 AT SLAB BOTTOM = # 4 MINIMUM SPACING: IN SLAB = 6.00 in COLUMNS 150.00 NORMAL WGT 3.00 1.00 410.80 Z Z. LIJ 0 00 C0 W LIJ CO U-' W O LLI x 0 LLI LLj; CO :0 W LU (. 5' O � z LU : CO O Z f ,f F_____3 / 12 -17 -2004 ADOSS(tm) 7.01 Proprietary Software of PORTLAND CEMENT ASSN. Page 3 3:55:10 PM Licensed to: Shutler Consulting Engineers, Bellevue, WA SPAN /LOADING B ATA * * * * * * * * * * * * * * * ** I SPAN ILENGTH Tslab•I WIDTH L2 * * *I SLAB I DESIGN COLUMN I UNIFORM LOADS I INUMBERI L1 I LEFT RIGHT I SYSTEM I STRIP STRIP * *I S. DL LIVE I I - ----- I-------------- (ft) (in) I I-------------- (ft) (ft) I I-------- I I---------------- (ft) (ft) I (psf ) I ---------- (psf ) I - - - - - I I I I 1* 1 1.0 I 8.0 I 7.8 I 7.8 I I 1 I 15.6 .0 I 1 .0 I 100.0 1 I 2 I 20.2 8.0 I 7.8 7.8 I 1 I 15.6 7.8 I .0 100.0 1 I 3 I 20.0 8.0 I 7.8 7.8 I' 1 I 15.6 7.8 I .0 100.0 1 4 I 17.3 8.0 I 7.8 7.8 I 1 I 15.6 7.8 I .0 100.0 1 I 5 I 21.2 8.0 I 7.8 7.8 ( 1 I 15.6 7.8 I .0 100.0 1 I 6* I I I 1.0 8.0 I I 7.8 7.8 I I 1 I I 15.6 .0 I .0 I 100.0 1 I * - Indicates cantilever span information. ** -Strip-width used for positive flexure. . * * * -L2 widths are 1/2 dist. to transverse column. " Indicates exterior strip. PARTIAL LOADING DATA PARTIAL LOADINGS ARE NOT SPECIFIED 12 -17 -2004 ADOSS(tm) 7.01 Proprietary Software of PORTLAND CEMENT ASSN. Page 4 3:55:10 PM Licensed to: Shutler Consulting Engineers, Bellevue, WA COLUMN /TORSIONAL DATA * * * * * * * * * * * * * * * * * * * ** COLUMN I COLUMN ABOVE SLAB I COLUMN BELOW SLAB I CAPITAL ** ICOLUMN MIDDLEI I.NUMBER I Cl C2 HGT I Cl C2 HGT IEXTEN. DEPTHISTRIP* STRIP *I I - ------- I (in) I------------------- (in) (ft) I (in) I--- - - - - (in) -- (ft) ► (in) I --- (in) - - - - -- i (ft) I -------- (ft) I - - - - -- I I 1 ► .0 .0 .0 I I 16.0 .0 20.0 I I .0 .0 I I 7.8 I 7.8 I I 2 I .0 .0 .0 I 16.0 .0 20.0 I 7.0 8.0 I 7.8 7.8 I I 3 I .0 .0 .0 I 16.0 .0 20.0 I •7.0 8.0 I 7.8 7.8 I I 4 I .0 .0 .0 I 16.0 .0 20.0 I 7.0 8.0 I 7.8 7.8 I I 5 I I I .0 .0 .0 I I 16.0 .0 20.0 I .0 I .0 I 7.8 I 7.8 I I Columns with zero "C2" are round columns. * -Strip width used for negative flexure. * *- Capital extension distance measured from face of column. I COLUMN I TRANSVERSE BEAM I DROP PANEL /SOLID HEAD ( SUPPORT I I NUMBER I.WIDTH DEPTH ECCEN I LEFT RIGHT WIDTH THICK I FIXITY* I I -------- I (in) I------------- (in) (in) I - - - - -- (ft) ------- - - - - (ft) -- (ft) (in) I % I I I 1 I I .0 .0 I .0 ( .0 .0 .0 I .0 I I 0% I I 2 I .0 .0 .0 I .0 .0 .0 .0 I 0% I I 3 ( .0 .0 .0 I .0 .0 .0 .0 I 0% I I 4 I .0 .0 .0 I .0 .0 .0 .0 I 0% I I 5 I I .0 I .•0 .0 I I .0 .0 .0 .0 I I 0% I I Z = f' Z W� JU U O. UD J = H CO LL W O LL Q co = F_ W Z� F- O Z I- 5. U� OD W W 2 U LL O .Z W U= O F_ Z . 12 -17 -2004 ADOSS(tm) 7.01 Proprietary Software of PORTLAND CEMENT ASSN. Page 5 3:55:10 PM Licensed to: Shutler Consulting Engineers, Bellevue, WA LATERAL LOAD /OUTPUT DATA LATERAL LOADS ARE NOT SPECIFIED r., OUTPUT DATA PATTERN LOADINGS: 1 THRU 4 PATTERN LIVE LOAD FACTOR (1 -3) = 75% LOAD FACTORS: U = 1.40 *D + 1.70 *L C° U = .75( 1.40 *D + 1.70 *L + 1.70 *W) 4J' U = .90 *D + 1.30 *W TA OUTPUT OPTION(S): Input Echo -r Centerline Moments and Shears Column Strip Distribution Fac Shear Table Reinforcing Required Bar Sizing Deflections * *TOTAL UNFACTORED DEAD LOAD = 125.194 kips is LIVE LOAD = 125.892 kips 12 -17 -2004 ADOSS(tm) 7.01 Proprietary Software of PORTLAND CEMENT ASSN. Page 6 3:55:10 PM Licensed to: Shutler Consulting Engineers, Bellevue, WA - - -- STATICS PRINT -OUT FOR GRAVITY LOAD ANALYSIS - - -- ) J 0 I N T ----------------------------------------- M 0 M E N T S ( ft - kips ) ( s JOINT PATTERN -1 PATTERN -2 } NUMBER LEFT RIGHT TOP BOTTOM LEFT RIGHT TOP BOTTOM' -------------------------------------------------------------------------- :t 1 -2.1 2.1 .0 .0 -2.1 2.1 .0 .0 2 -191.8 191.8 .0 .0 -140.5 140.5 .0 .0 3 -125.0 125.0 .0 .0 -78.3 78.3 .0 .0 4 -185.7 185.7 .0 .0 -148.7 148.7 .0 .0 5 -2.1 2.1 .0 .0 -1.1 1.1 .0 .0 JOINT PATTERN -3 PATTERN -4 NUMBER LEFT RIGHT TOP BOTTOM LEFT RIGHT TOP BOTTOM i i 1 -1.1 1.1 .0 .0 -2.4 2.4 .0 .0 2 -145.9 145.9 .0 .0 -217.9 217.9 .0 .0 3 -63.8 63.8 .0 .0 -108.1 108.1 .0 .0 4 -123.4 123.4 .0 .0 -207.0 207.0 .0 .0 ! 5 -2.1 2.1 .0 .0 -2.4 2.4 .0 .0 i i Z ZZ �W UO (D O. LLJ J F_ H N O 1 U_ Q ca d. = W Z F- O Z F_ W Uj U� O N. � H W W F_ FF_ LL O: Iii U= O~ Z ,r ->,-i ** - Negative moment encountered in span, analyze manually. 12 -17 -2004 ADOSS(tm) 7.01 Proprietary Software of PORTLAND CEMENT ASSN. Page 7 3:55:10 PM Licensed to: Shutler Consulting Engineers, Bellevue, WA DESIGN MOMENT JO I N T S HEARS ( kips ) *************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** JOINT ---------------------------------- PATTERN -1 PATTERN -2 PATTERN -3 PATTERN -4 NUMBER ------------------------------------------------------------------------------ LEFT RIGHT LEFT RIGHT LEFT RIGHT LEFT RIGHT 1 -4.1 34.6 -4.1 15.1 -2.1 34.9 -4.7 38.1 2 -51.5 47.3 -28.8 44.7 -49.2 25.8 -59.4 53.7 3 -41.4 36.9 -38.5 14.7 -17.6 32.6 -42.8 36.0 4 -43.1 52.8 -22.9 51.1 -39.4 28.8 -47.5 60.8 - 5----- 36 ------- 4 - 1 ----------------- 1 --------- 3 ----- 4 - 1 ------ 41 - 5 -- - - - -- ** - Negative moment encountered in span, analyze manually. 12 -17 -2004 ADOSS(tm) 7.01 Proprietary Software of PORTLAND CEMENT ASSN. Page 7 3:55:10 PM Licensed to: Shutler Consulting Engineers, Bellevue, WA ''t l+ . t?��+•F.�fi?.' x`f._ 1« awaMyry..:.a„�:��"S,:.ut;.p,:. Z �Z �QQ W , W� J U. UO D LU F- N U- 0. U- Q` co = .Z CY F- W Z F- O W H Uj �p U .O - Uj O H = U H� u" O 111 Z U= O Z DESIGN MOMENT ENVELOPES AT CRITICAL SECTIONS FROM SUPPORTS *************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ------------------------------------------------------------------------------ COL LOAD CROSS DESIGN DISTANCE LOAD MAX.I.P. LOAD NUM TYPE SECTN MOMENT CR.SECTN PTRN DISTANCE PTRN (ft -k) (ft) (ft) 1 TOTL LEFT TOP -1.6 .175 4 1.000 1 BOT .0 .000 0 .000 0 RGHT TOP .0 .000 0 .000 0 } BOT -19.3 .591 4 .000 0 2 TOTL LEFT TOP -155.0 1.108 4 6.060 2 BOT .0 .000 0 .000 0 RGHT TOP 161.3 1.108 4 9.000 3 BOT .0 .000 0 .000 0 3 TOTL LEFT' TOP -81.6 1.108 1 5.000 3 BOT .0 .000 0 .000 0 RGHT TOP 86.7 1.108 1 4.325 4 BOT .0 .000 0 .000 0 4 TOTL LEFT TOP -157.4 1.108 4 6.055 4 BOT .0 .000 0 .000 0 RGHT TOP 142.6 1.108 4 5.300 3 BOT .0 .000 0 .000 0 5 TOTL LEFT TOP .0 .000 0 .000 2 BOT 21.3 .591 4 .000 0 RGHT' TOP 1.6 .175 4 1.000 1 BOT .0 .000 0 .000 0 ''t l+ . t?��+•F.�fi?.' x`f._ 1« awaMyry..:.a„�:��"S,:.ut;.p,:. Z �Z �QQ W , W� J U. UO D LU F- N U- 0. U- Q` co = .Z CY F- W Z F- O W H Uj �p U .O - Uj O H = U H� u" O 111 Z U= O Z .1.. '_�. >4: •...ri• �.'c.. ^> > '��..:.i�4.:�:.:�'.::.�J.rr,,,: srM rh <: a:«' +�S�1n's:«:.� � sS:ewx.rsJ ":nai:>1.k ^.ud • u.:.. Z Uj U UO O W C/) U_ W O UQ N �. Z� 1- O Z 4-, UJ W U� O N. =U L11 co f U= O ~' Z 12 -17 -2004 ADOSS(tm) 7.01 Proprietary Software of PORTLAND CEMENT ASSN. Page 8 ..3:55:10 PM Licensed to: Shutler Consulting Engineers, Bellevue, WA DESIGN MOMENT ENVELOPES AT CRITICAL SECTIONS ALONG SPANS s ------------------------------------------------------------------------------ SPAN LOAD CRITICAL DESIGN LOAD MAX. I.P. LOAD MAX. I.P. LOAD NUM TYPE SECTION MOMENT PTRN DIST LEFT PTRN DIST RGHT PTRN r (ft) (ft -k) (ft) (ft) -- -2 - - -- - - - - ----------------------- ---- --- - - - - -- - - - --- TOT- 7 575 TOP 0 0 000 0 000 0 BOT 148.6 4 7.575 1 9.595 3 3 TOTL 10.500 TOP .0 0 .000 .0 .000 0 BOT 100.7 2 6.500 2 7.500 2 t 4 TOTL 8.217 TOP -30.1 2 .000 0 .000 0 BOT 63.9 3 5.622 3 4.757 3 5 TOTL 12.190 TOP .0 0 .000 0 .000 0 BOT 176.8 4 9.010 2 9.010 1 f ------------------------------------------------------------------------------ 12 -17 -2004 ADOSS(tm) 7.01 Proprietary Software of PORTLAND CEMENT ASSN. Page 9 ! 3:55:10 PM Licensed to: Shutler Consulting Engineers, Bellevue, WA y DISTRIBUTION OF DESIGN MOMENTS AT SUPPORTS COL CROSS TOTAL TOTAL -VERT COLUMN STRIP BEAM MIDDLE STRIP NUM SECTN MOMENT DIFFERENCE MOMENT MOMENT MOMENT (ft -k) (ft -k) ( % ) (ft -k) ( % ) (ft -k) ( % ) (ft -k) ( % ) -------------------------------------------------------------------------------- 1 LEFT TOP -1.6 .0 ( 0) -1.6 (100) .0 ( 0) .0 ( 0) BOT .0 .0 ( 0) .0 ( 0) .0 ( 0) .0 ( 0) j RGHT TOP .0 .0 ( 0) .0 ( 0) .0 ( 0) .0 ( 0) BOT -19.3 .0 ( 0) -19.3 (100) .0 ( 0) .0 ( 0) f i 2 LEFT TOP -155.0 .0 ( 0) -116.2 ( 75) .0 ( 0) -38.7 ( 25) BOT .0 .0 ( 0) .0 ( 0) .0 ( 0) .0 ( 0) RGHT TOP 161.3 .0 ( 0) 120.9 ( 75) .0 ( 0) 40.3 ( 25) BOT .0 .0 ( 0) .0 ( 0) .0 ( 0) .0 ( 0) t 3 LEFT TOP -81.6 .0 ( 0) -61.2 ( 75) .0 ( 0) -20.4 ( 25) `i BOT .0 .0 ( 0) .0 ( 0) .0 ( 0) .0 ( 0) RGHT TOP 86.7 .0 ( 0) 65.0 ( 75) .0 ( '0) 21.7 ( 25) HOT .0 .0 ( 0) .0 ( 0) .0 ( 0) .0 ( 0) 4 LEFT TOP -157.4 .0 ( 0) -118.0 ( 75) .0 ( 0) -39.3 ( 25) BOT .0 .0 ( 0) .0 ( 0) .0 ( 0) .0 ( 0) i i RGHT TOP 142.6 .0 ( 0) 106.9 ( 75) .0 ( 0) 35.6 ( 25) BOT .0 .0 ( 0) .0 ( 0) .0 ( 0) .0 ( 0) .1.. '_�. >4: •...ri• �.'c.. ^> > '��..:.i�4.:�:.:�'.::.�J.rr,,,: srM rh <: a:«' +�S�1n's:«:.� � sS:ewx.rsJ ":nai:>1.k ^.ud • u.:.. Z Uj U UO O W C/) U_ W O UQ N �. Z� 1- O Z 4-, UJ W U� O N. =U L11 co f U= O ~' Z j c�' -� P O S I T I V E R E I N F O R C E M E N T ************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** Y :e i �C i * C O L U M N S T R I P * M I D D L E S T R I P * LONG BARS * SHORT BARS * LONG BARS * SHORT BARS SPAN * - - -- B A R - - -- *- - -- B A R - - -- * - - -- B A R - - -- * - - -- B A R - - -- NUMBER * NO SIZE LENGTH * NO SIZE LENGTH * NO SIZE LENGTH * NO SIZE LENGTH * (ft) * (ft) * (ft) * (ft) 60 - 2 - 6 # 5 86 6 # 5 17 58 6 # 4 20 36 6 # 4 - 19 - - - - -- - - - - - - - 17.08 A4J:�'a 4 , ` (% 3 6 # 4 19.50 6 # 4 15.00 4 # 4 20.50 4 # 4 14. 00 Y`\ 4 ** 4 # 4 16.80 4 # 4 12.97 4 # 4 17.80 3 # 4 12.11 (2,0- 5 7 # 5 20.86 7 # 5 18.46 7 # 4 21.36 7 # 4 17.93 r�lrfJ'! ** - Negative reinforcement required, design manually. 12 -17 -2004 ADOSS(tm) 7.01 Proprietary Software of PORTLAND CEMENT ASSN. Page 14 3:55:10 PM Licensed to: Shutler Consulting Engineers, Bellevue, WA D E F L E C T I O N A N A L Y S I S ******* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** NOTES- -The deflections below must be combined with those of the analysis in the perpendicular direction. Consult users manual for method of combination and limitations. - -Spans 1 and 6 are cantilevers. -Time- dependent deflections are in addition to those shown and must be computed as a multiplier of the dead load(DL) deflection. See "CODE" for range of multipliers. -- Deflections due to concentrated or partial loads may be larger_ at the point of application than those shown at the centerline. Deflections are computed as from an average uniform loading derived from the sum of all loads applied to the span. -- Modulus of elasticity of concrete, Ec = 3321. ksi * * * DEAD SPAN * LOAD *- NUMBER * Ieff. * (in ^4) 1 7987. 2 7876. 3 7876. 4 7987. 5 7987. 6 7987. C 0 L U M N S T R I P * M I D D L E S T R I P DEFLECTION DUE TO: * DEFLECTION DUE TO: DEAD * LIVE * TOTAL * DEAD * LIVE * TOTAL (in) * (in) * (in) * (in) * (in) * (in) ------------------------------------------------------ -.019 -.019 -.039 -.019 -.019 -.039 .125 .202 .327 .082 .110 .192 .057 .078 .135 .027 .037 .064 .003 .016 .019 -.013 -.007 -.020 .170 .303 .473 .119 .167 .286 -.025 -.025 -.050 -.025 -.025 -.050 * Program completed as requested Z iH Z �W �U UO U) O J = F- N O LL W� � = W F- _ Z�_ F- O Z F- W UJ � D U O N. o�- W W. �U - O. •Z W CO O Z 12 -18 -2004 ADOSS(tm) 7.01 Proprietary Software '. of PORTLAND CEMENT ASSN. Page 2 2:48:59 PM Licensed to: Shutler Consulting Engineers, Bellevue, WA FILE NAME UNTITLED.ADS PROJECT ID. SC -3 ----------------------------------- y SPAN ID. E /W -3 ------------------- ENGINEER jch DATE 12/18/2004 TIME 14:45:40 UNITS U.S. in -lb CODE ACI 318 -95 SLAB SYSTEM FLAT PLATE FRAME LOCATION INTERIOR. z • r DESIGN METHOD STRENGTH DESIGN MOMENTS AND SHEARS NOT PROPORTIONED. :i NUMBER OF SPANS 6 ;i CONCRETE FACTORS SLABS BEAMS COLUMNS DENSITY(pcf ) 150.00 150.00 150.00 TYPE NORMAL WGT NORMAL WGT NORMAL WGT f'c (ksi) 3.00 3.00 3.00 density factor 1.00 1.00 1.00 } fr (psi) 410.80 410.80 410.80 REINFORCEMENT'DETAILS: NON- PRESTRESSED : STRENGTH Fy = 60.00 ksi DISTANCE TO RF CENTER FROM TENSION FACE: AT SLAB TOP = 1.50 in OUTER LAYER AT SLAB BOTTOM = 2.00 in OUTER LAYER MINIMUM FLEXURAL BAR SIZE: AT SLAB TOP = 1 4 AT SLAB BOTTOM = # 4 MINIMUM SPACING: IN SLAB = 6.00 in f e P E i E � i i i Z = Z. ' W W� C.) 0 : W= N LL W } O' J U_ Q = O: �.. O Z F" W 5: =)p U .0 H W 2 H u. O ll.l Z:' O ~. Z 12 -18 -2004 ADOSS(tm) 7.01 Proprietary Software of PORTLAND CEMENT ASSN. Page 3 2:48 :59 PM Licensed to: Shutler Consulting Engineers, Bellevue, WA�3� SPAN /LOADING DATA * * * * * * * * * * * * * * * ** I SPAN ILENGTH Tslab I WIDTH L2 * * *I SLAB I DESIGN INUMBERI L1 ICOLUMN I LEFT RIGHT I SYSTEM I STRIP I I I- -----I--------------I--------------I--------I------- (ft) (in) I (ft) (ft) I I (ft) I I I 1* I 1.0 8.0 I I 6.6 I 6.6 I I 1 I 13.2 I 2 I 20.2 8.0 I 6.6 6.6 i 1 I 13.2 3 I 20.0 8.0 I 6.6 6.6 I 1 I 13.2 I 4 I 22.5 8.0 I 6.6 6.6 I 1 I 13.2 I 5 I 22.5 8.0 I 6.6 6.6 I 1 I 13.2 I 6* I I I 1.0 8.0 I 6.6 I 6.6 I I 1 I I 13.2 * - Indicates cantilever span information. ** -Strip width used for positive flexure. * * * -L2 widths are 1/2 dist. to transverse column. "E "- Indicates exterior strip. COLUMN I UNIFORM LOADS I STRIP * *I S. DL LIVE I (ft) I •(psf ) (psf ) I ------- I---------- - - - - -I I I .0 ( .0 100.0 I 6.6 I .0 100.0 I 6.6 I .0 100.0 I 6.6 I .0 100.0 I 6.6 I .0 100.0 .0 I .0 100.0 I I PARTIAL LOADING DATA * * * * * * * * * * * * * * * * * * ** PARTIAL LOADINGS ARE NOT SPECIFIED 12 -18 -2004 ADOSS(tm) 7.01 Proprietary Software of PORTLAND CEMENT ASSN. Page 4 2:48:59 PM Licensed to: Shutler Consulting Engineers, Bellevue, WA COLUMN /TORSIONAL DATA * * * * * * * * * * * * * * * * * * * ** I COLUMN I COLUMN ABOVE SLAB I COLUMN BELOW SLAB I CAPITAL ** ICOLUMN MIDDLEI I NUMBER I Cl C2 HGT I Cl C2 HGT IEXTEN. DEPTHISTRIP* STRIP *I I - ------- I (in) I------------------- (in) (ft) I (in) I------------------- (in) (ft) I (in) i------------- (in) I (ft) I--------- (ft) I - - - - - I I I 1 I I .0 .0 .0 I I 16.0 .0 20.0 I ( .0 .0 I i 6.6 I 6.6 I 1 2 I .0 .0 .0 I 16.0 .0 20.0 I .0 .0 I 6.6 6.6 3 I .0 .0 .0 I 16.0 .0 20.0 I .0 .0 ( 6.6 6.6 I 4 I .0 .0 .0 I 16.0 .0 20.0 I .0 .0 I 6.6 6.6 I I 5 I I i .0 .0 .0 I 16.0 I .0 20.0 I .0 I .0 I 6.6 I 6.6 1 I Columns with zero 11 C2" are round columns. * -Strip width used for negative flexure. * *- Capital extension distance measured from face of column. COLUMN I TRANSVERSE BEAM DROP PANEL /SOLID HEAD I SUPPORT NUMBER I WIDTH DEPTH ECCEN I LEFT RIGHT WIDTH THICK I FIXITY* I I (in) (in) (in) I (ft) (ft) (ft) (in) I % I - ------- I------------------- I------------------------------------ I----- - - - - - i I 1 I .0 .0 .0 I .0 .0 .0 .0 I 0% I I 2 I .0 .0 .0 I .0 .0 .0 .0 I 0% I I 3 I ..0 .0 .0 I .0 .0 .0 .0 I 0% I I 4 I .0 .0 .0 I .0 .0 .0 .0 I 0% I I 5 I I I .0 .0 .0 ( I .0 .0 .0 .0 I I 0% I I .•�.;�:>wiM� . Y: � C <.aiil.V.t' Z =W W� JU UO Cl ) o W= LL WO L U � = CJ �W Z I- �- O Z I_ W W U C3. ON = U. LL O .. Z W p H. Z 12 -18 -2004 ADOSS(tm) 7.01 Proprietary Software of PORTLAND CEMENT ASSN. Page 5 2:48:59 PM Licensed to: Shutler Consulting Engineers, Bellevue, WA LATERAL LOAD /OUTPUT DATA * * * * * * * * * * * * * * * * * * * * * * ** LATERAL LOADS ARE NOT SPECIFIED OUTPUT DATA PATTERN LOADINGS: 1 THRU 4 PATTERN LIVE LOAD FACTOR (1 -3) = 75% Z F= 'F' W �U UO CO 0 W ='. J � CO lJ. W O}}. J u. = a �W ' Z I- Z O. W Uj � p' U O - : O F-. WW tL O t11 Z U= O~ Z _.. LOAD FACTORS: U = 1.40 *D + 1.70 *L U = .75( 1.40 *D + 1.70 *L + 1.70 *W) U = .90 *D + 1.30 *W OUTPUT OPTION(S): Input Echo Centerline Moments and Shears Column Strip Distribution Fac j' Shear Table Reinforcing Required Bar Sizing Deflections *. *SLAB THICKNESS IN SPAN 5 IS INADEQUATE W/O A DEFLECTION CHECK REQUIRED DEPTH = 8.5 in { * *TOTAL UNFACTORED DEAD LOAD = 114.406 kips F LIVE LOAD = 115.104 kips .12 -18 -2004 ADOSS(tm) 7.01 Proprietary Software of PORTLAND CEMENT ASSN. Page 6 2:48:59 PM.Licensed to: Shutler Consulting Engineers, Bellevue, WA - - -- STATICS PRINT -OUT FOR GRAVITY LOAD ANALYSIS - - -- ************ * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** `i J 0 I N T. M O M E N T S ( ft - kips ) ----------------------------------------- JOINT PATTERN -1 PATTERN -2 ` NUMBER, LEFT RIGHT TOP BOTTOM LEFT RIGHT TOP BOTTOM -------------------------------------------------------------------------- 1 -1.7 1.7 .0 .0 -1.7 1.7 .0 .0 2 -158.3 158.3 .0 .0 -115.9 115.9 .0 .0 3 -143.0 143.0 .0 .0 -78.4 78.4 .0 .0 4 -201.1 201.1 .0 .0 -151.1 151.1 .0 .0 5 -1.7 1.7 .0 .0 -.9 .9 .0 .0 JOINT PATTERN -3 PATTERN -4, t NUMBER LEFT RIGHT TOP BOTTOM LEFT RIGHT TOP BOTTOM -------------------------------------------------------------------------- 1 -.9 .9 .0 .0 -2.0 2.0 .0 .0 2 -112.6 112.6 .0 .0 -173.9 173.9 .0 .0 3 -97.3 97.3 .0 .0 -133.7 133.7 .0 .0 4 -146.2 146.2 .0 .0 -226.2 226.2 .0 .0 5 -1.7 1,.7 .0 .0 -2.0 2.0 .0 .0 ' Z F= 'F' W �U UO CO 0 W ='. J � CO lJ. W O}}. J u. = a �W ' Z I- Z O. W Uj � p' U O - : O F-. WW tL O t11 Z U= O~ Z _.. w. -x 5.. 5 s .i s 7 j. j j i i i , Z 'F W U O' Cf) 0 W =. J H N U WO U. Q.. co d = W Z F- O Z I- �j O N D I- W W . H U,. !6 O: tll Z U= O Z DESIGN MOMENT J 0 I N T S H E A R S ( kips ) JOINT --------------------------------- PATTERN -1 PATTERN -2 -� PATTERN -3 PATTERN -4 NUMBER ------------------------------------------------------------------------------ LEFT RIGHT LEFT RIGHT LEFT RIGHT LEFT RIGHT 1 -3.4 29.5 -3.4 12.9 -1.8 30.0 -4.0 32.7 2 -43.4 39.0 -24.2 37.1 -41.1 19.1 -49.7 42.8 3 -37.4 40.0 -33.3 17.5 -17.6 37.5 -38.8 41.8 4 -44.4 48.5 -23.9 46.3 -41.8 27.1 -50.1 55.9 5 --- -------------------------------------7----------------------------------- -32.6 3.4 -32.9 1.8 -14.3 3.4 -36.0 4.0 * *= Negative moment encountered in span, analyze manually. BOT 12 -18 -2004 ADOSS(tm) 7.01 Proprietary Software of PORTLAND CEMENT ASSN. Page 7 2:48:59 PM Licensed to: Shutler Consulting Engineers, Bellevue, WA -145.2 Z 'F W U O' Cf) 0 W =. J H N U WO U. Q.. co d = W Z F- O Z I- �j O N D I- W W . H U,. !6 O: tll Z U= O Z DESIGN MOMENT ENVELOPES AT CRITICAL SECTIONS FROM SUPPORTS COL LOAD CROSS DESIGN DISTANCE LOAD MAX.I.P. LOAD NUM TYPE SECTN MOMENT CR.SECTN PTRN DISTANCE PTRN ------------------------------------------------------------------------------ ( ft -k) ( ft ) (ft) 1 TOTL LEFT TOP -1.4 .175 4 1.000 1 BOT .0 .000 0 .000 0 RGHT TOP .0 .000 0 .000 0 BOT -16.6 .591 4 .000 0 2 TOTL LEFT TOP -145.2 .591 4 6.060 2 BOT" . 0 ' .000 0 .000 0 RGHT TOP 149.3 .591 4 5.000 4 BOT .0 .000 0 .000 0 3 TOTL LEFT TOP -121.6 .591 1 4.000 4 BOT .0 .000 0 .000 0 RGHT TOP 120.0 .591 1 6.750 2 BOT .0 .000 0 .000 0 4 TOTL LEFT TOP -197.4 .591 4 10.125 2 BOT .0 .000 0 .000 0 RGHT TOP 193.9 .591 4 6.750 3 BOT .0 .000 0 .000 0 5 TOTL LEFT TOP .0 .000 0 .000 0 BOT 18.5 .591 4 .000 0 RGHT TOP 1.4 .175 4 1.000 1 BOT .0 .000 0 .000 0 Z 'F W U O' Cf) 0 W =. J H N U WO U. Q.. co d = W Z F- O Z I- �j O N D I- W W . H U,. !6 O: tll Z U= O Z i iL y S } ( i f i 12 -18 -2004 ADOSS(tm) 7.01 Proprietary Software of PORTLAND CEMENT ASSN. Page 8 2:48:59 PM Licensed to: Shutler Consulting Engineers, Bellevue, WA F ------------------------------------------------------------------------------ 12-18 -2004 ADOSS(tm) 7.01 Proprietary Software of PORTLAND CEMENT ASSN. Page 9 2:48:59 PM Licensed to: Shutler Consulting Engineers, Bellevue, WA DESIGN MOMENT ENVELOPES AT CRITICAL SECTIONS ALONG SPANS MOMENTS.AT SUPPORTS ------------------------------------------------------------------------------ SPAN LOAD CRITICAL DESIGN LOAD MAX. I.P. LOAD MAX. I.P. LOAD NUM. TYPE SECTION MOMENT PTRN DIST LEFT PTRN DIST RGHT PTRN NUM SECTN (ft) (ft -k) DIFFERENCE (ft) MOMENT (ft) MOMENT 2 TOTL 7.575 TOP .0 0 .000 0 .000 0 ( ft -k) ( % ) BOT 129.7 4 7.575 1 9.595 3 3. TOTL 10.500 TOP -12.2. 3 .000 0 .000 0 BOT .0 BOT 80.3 2 6.500, 2 6.500 2 4 TOTL 10.688 TOP .0 0 .000 0 .000 0 .0 ( 0) BOT 102.9 3 7.313 3 7.313 3 5 TOTL 14.063 TOP .0 0 .000 0 .000 0 TOP -145.2 BOT 157.3 4 10.688 2 .000 0 ------------------------------------------------------------------------------ 12-18 -2004 ADOSS(tm) 7.01 Proprietary Software of PORTLAND CEMENT ASSN. Page 9 2:48:59 PM Licensed to: Shutler Consulting Engineers, Bellevue, WA i BOT .0 .0 ( 0) .0 ( 0) .0 ( 0) .0 ( 0) Z iH Z �W a� JU UO Cl) C0 W J � C0 O. W� L L d = W Z I_ O i UJ 5. U� 'O � H W t1J LL Z to Lll O Z - DISTRIBUTION OF DESIGN MOMENTS.AT SUPPORTS .COL CROSS TOTAL TOTAL -VERT COLUMN STRIP BEAM MIDDLE STRIP NUM SECTN MOMENT DIFFERENCE MOMENT MOMENT MOMENT ( ft -k) ( ft -k) ( % ) ( ft -k) ( % ) ( ft -k) ( % ) ( ft -k) ( % ) -------------------------------------------------------------------------------- 1 LEFT TOP -1.4 .0 ( 0) -1.4 (100) .0 ( 0) .0 ( 0) BOT .0 .0 ( 0) .0 ( 0) .0 ( 0) .0 ( 0) RGHT TOP .0 .0 ( 0) .0 ( 0) .0 ( 0) .0 ( 0) BOT -16.6 .0 ( 0) -16.6 (100) .0 ( 0) .0 ( 0) 2 LEFT TOP -145.2 .0 ( 0) -108.9 ( 75) .0 ( 0) -36.3 ( 25) BOT .0 .0 ( 0) .0 ( 0) .0 ( 0) .0 ( 0) RGHT TOP 149.3 .0 ( 0) 111.9 ( 75) .0 ( 0) 37.3 ( 25) BOT .0 .0 ( 0) .0 ( 0) .0 ( 0) .0 ( 0) 3 LEFT TOP -121.6 .0 ( 0) -91.2 ( 75) .0 ( 0) -30.4 ( 25) BOT .0 .0 ( 0) .0 ( 0) .0 ( 0) .0 ( 0) RGHT TOP 120.0 .0 ( 0) 90.0 ( 75) .0 ( 0) 30.0 ( 25) BOT .0 .0 ( 0) .0 ( 0) .0 ( 0) .0 ( 0) 4 LEFT TOP -197.4 .0 ( 0) -148.0 ( 75) .0 ( 0) -49.3 ( 25) BOT .0 .0 ( 0) .0 ( 0) .0 ( 0) .0 ( 0) RGHT TOP 193.9 .0 ( 0) 145.4 ( 75) .0 ( 0) 48.5 ( 25) i BOT .0 .0 ( 0) .0 ( 0) .0 ( 0) .0 ( 0) Z iH Z �W a� JU UO Cl) C0 W J � C0 O. W� L L d = W Z I_ O i UJ 5. U� 'O � H W t1J LL Z to Lll O Z i i 5 LEFT TOP .0 .0 ( 0) .0 ( 0) .0 ( 0) .0 ( 0) BOT 18.5 .0 ( 0) 18.5 (100) .0 ( 0) .0 ( 0) RGHT TOP 1.4 .0 ( 0) 1.4 (100) .0 ( 0) .0 ( 0) BOT .0 .0 ( 0) .0 ( 0) .0 ( 0) .0 ( 0) -------------------------------------------------------------------------------- 12-18 -2004 ADOSS(tm) 7.01 Proprietary Software of PORTLAND CEMENT ASSN. Page 10 2:48:59 PM Licensed to: Shutler Consulting Engineers, Bellevue, WA DISTRIBUTION OF DESIGN MOMENTS IN SPANS ******** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** .SPAN CROSS TOTAL TOTAL -VERT COLUMN STRIP B$AM E R O MIDDLE STRIP NUM SECTN MOMENT DIFFERENCE MOMENT MOMENT MOMENT N - - ---- - - - - -- ------ (ft_k) ---------------------------------------------------------- (ft -k) ( % ) (ft -k) ( % ) (ft -k) , ( ) (ft -k) ( % ) 2 7.58 TOP .0 .0 ( 0) .0 ( 0) .0 ( 0) .0 ( 0) (kips) BOT 129.7 .0 ( 0) 77.8 ( 60) .0 ( 0) 51.9 ( 40) 3 10.50 TOP -12.2 .0 ( 0) -7.3 ( 60) .0 ( 0) -4.9 ( 40) 91.8 .0 BOT 80.3 .0 ( 0) 48.2 ( 60) .0 ( 0) 32.1 ( 40) 4 10.69 TOP .0 .0 ( 0) .0 ( 0) .0 ( 0) .0 ( 0) 5E 219.09 BOT 102.9 .0 ( 0) 61.7 ('60) .0 ( 0) 41.1 ( 40) 5 14.06 TOP .0 .0 ( 0) .0 ( 0) .0 ( 0) .0 ( 0) BOT 157.3 .0 ( 0) 94.4 ( 60) .0 ( 0) 62.9 ( 40) --------------------------------------------------------- 12-18 -2004 ADOSS(tm) 7.01 Proprietary Software of PORTLAND CEMENT ASSN. Page 11 2:48:59 PM Licensed to: Shutler Consulting Engineers, Bellevue, WA S H E A R A N A L Y S I S NOTE -- Allowable shear stress in slabs = 219.09 psi when ratio of.col. dim. (long /short) is less than 2.0. - -Wide beam shear (see "CODE ") is not computed, check manually. - -After the column numbers, C = Corner, E = Exterior, I = Interior. D I R E C T S H E A R W I T H T R A N S F E R O F M 0 M E N T ' - - - - - - - - - - A•R 0 U N D C 0 L U M N - - - - - - - - - - COL. ALLOW. PATT REACTION SHEAR PATT• REACTION UNBAL. SHEAR SHEAR NO. STRESS NO. STRESS NO. MOMENT TRANSFR STRESS (psi) (kips) (psi) (kips) (ft -k) (ft -k) (psi) j ---------------------------------------------------- --------------------------- lE 219.09 4 35.9 122.61 4 35.9 -10.5 .0 122.61 2I 219.09 4 91.8 235.18* 4 91.8 .0 .0 235.18* 3I 219.09 4 79.9 204.61 4 79.9 .0 .0 204.61 41 219.09 4 105.2 269.45* 4 105.2 .0 .0 269.45* 5E 219.09 4 39.2 133.70 4 39.2 11.5 10 133.70 * - Shear stress exceeded. .z = Z � W� J U. UO C/) W= J F. S2 LL W 0, J. LL Q. C13 = �. W 1- O z I_ W 2 U0 O � OH W W H~ LL O: •• z P_ O z 12 -18 -2004 ADOSS(tm) 7.01 Proprietary Software of PORTLAND CEMENT ASSN. 2:48:59 PM Licensed to: Shutler Consulting Engineers, Bellevue, WA N E G A T I V E R E I N F O R C E M E N T ************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** COLUMN *PATT *LOCATION * TOTAL * COLUMN STRIP * MIDDLE STRIP NUMBER* NO.* @COL FACE* DESIGN * AREA WIDTH * AREA WIDTH P *M I * (ft -k) * (sq.in) (ft) * (sq.in) (ft) 1 ** 4 L -1.4. 1.14 6.6 1.14 6.6 2 4 R 149.3 4.24 6.6 1.32 6.6 .3 1 L -121.6 3.38 6.6 1.14 6.6 4 4 L -197.4 5.84 6.6 1.76 6.6 5 ** 4 RIGHT R 1.4 1.14 6.6 1.14 6.6 ** - Positive reinforcement required, compute manually. P O S I T I V E R E I N F.0 R C E M E N T ************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** Page 12 � SPAN *PATT *LOCATION * TOTAL * COLUMN STRIP * MIDDLE STRIP NUMBER* NO. *FROM LEFT* DESIGN * AREA WIDTH * AREA WIDTH (ft) * (ft -k) * (sq.in) (ft) * (sq.in) (ft) ------------------------------------------------------------- 2 4 7.6 129.7 3.12 6.6 2.02 6.6 3 ** 2 10.5 80.3 1.87 6.6 1.23 6.6 4 3 10.7 102.9 2.43 6.6 1.59 6.6 5 4 14.1 157.3 3.86 6.6 2.48 6.6 ** - Negative reinforcement required, compute manually. �. 12- 18- 2004.ADOSS(tm) 7.01 Proprietary Software of PORTLAND CEMENT ASSN. Page 13 2:48:59 PM Licensed to: Shutler Consulting Engineers, Bellevue, WA D E S I G N R E S U L T S * * * * * * * * * * * * * * * * * * * * * * * * * ** NOTE- -The schedule given below is a guide for proper reinforcement placement and is based on reasonable engineering judgement. Unusual boundary and /or loading conditions may require modification of this schedule. N E G A T I V E R E I N F O R C E M E N T ************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * C 0 L U M N S T R I P *M I D D L E S T R I P * LONG BARS * SHORT BARS * LONG BARS COLUMN * -B A R- L E N G T H- * -B A R- L E N G T H- * -B A R- L E N G T H- NUMBER * NO SIZE LEFT RIGHT * NO SIZE LEFT RIGHT * NO SIZE LEFT RIGHT * (ft) (ft) * (ft) (ft) * (ft) (ft) I 1 ** 3 # 4 1.00 6.30 3 # 4 1.00 4.39 6 # 4 1.00 4.77 2 5 # 6 7.25 6.30 5 # 6 4.39 4.39 7 # 4 7.25 6-197 I-, (,- f-'� 3 6 # 5 6.99 8.08 5 # 5 4.85 4.85 6 # 4 5.33 8.08 4 5 # 7 11.46 8.08 5 # 7 6.39 4.85 9 # 4 11.46 8.08 5 ** 3 # 4 6.99 1.00 3 # 4 4.85 1.00 6 # 4 5.28 1.00 ** - Positive reinforcement required, design manually. ' .. :.»... x �.•..,`;La .rAi �f.'i:: ir�K� ' o- 14a.� �� .b7, �i �.. • < �Iii �� 1a`� } fu uai ..., r: 1 I :,�• �9'° vSa: `v:«Y,A �l. .?+• Sl;a.a ;'IAt.S1 f a'tj`t'li�� ynN�3 V.A.1. 1fi:L •.f �.: t wi..ulY+:�taia;rG.ycr�aj�:" Z Q Z QQ W W� JU UQ W= J �• C0 LL W O J' LL Q = �W Z� F- O. W ~ W �p U O N D I- WW F_ a u' O Cd Z U= O Z , i � S t i �k i ) a s j . { f 4 i F i 4 a i i i + P O S I T I V E R E I N F O R C E M E N T( ************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * C 0 L U M N S T R I P * M I D D L E S T R I P * LONG BARS * SHORT BARS * LONG BARS * SHORT BARS SPAN * - - -- B A R - - -- * - - -- B A R - - -- * - - -- B A R - - -- * - - -- B A R - - -- NUMBER * NO SIZE LENGTH * NO SIZE LENGTH * NO SIZE LENGTH * NO SIZE LENGTH * (ft) * (ft) * (ft) * (ft). CO- ;' 2 - 5 # 5 19.86 5 # 5 17.58 5 # 4 20.36 5 # a 17.08 ll3 ** 5 # 4 19.50 5 # 4 15.00 3 # 4 20.50 3 # 4 14.00 `4 6 # 4 22.00 6 # 4 16.88 4 # 4 23.00 4 # 4 15.75 5 5 # 6 22.16 4 # 6 19.60 4 # 5 22.66 4 # 5 19.03 it f�jfl ** - Negative reinforcement required, design manually. 12 -18 -2004 ADOSS(tm) 7.01 Proprietary Software of PORTLAND CEMENT ASSN. Page 14 2:48:59 PM Licensed to: Shutler Consulting Engineers, Bellevue, WA D E F L E C T I O N A N A L Y S I S ******* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** NOTES- -The deflections below must be combined with those of the analysis in the perpendicular direction. Consult users manual for method of combination and limitations. - -Spans 1 and 6 are cantilevers. -- Time - dependent deflections are in addition to those shown and must be computed as a multiplier of the dead 1' load(DL) deflection. See "CODE" for range of multipliers. -- Deflections due to concentrated or partial loads may be larger at the point of.application than those shown at the centerline. Deflections are computed as from an average uniform loading derived from the sum of all loads applied to the span. -- Modulus of elasticity of concrete, Ec = 3321. ksi * * * DEAD SPAN * LOAD *- NUMBER * Leff. * (in ^4) ------------------- 1 6758. 2 6758. 3 6758. 4 6261. 5 6261. 6 6758. C 0 L U M N S T R I P * M I D D L E S T R I P DEFLECTION DUE TO: * DEFLECTION DUE TO: ------------------------------------------------------ DEAD * LIVE * TOTAL * DEAD * LIVE * TOTAL (in) * (in) * (in) * (in) * (in) (in) ------------------------------------------------------ -.020 -.020 -.040 -.020 -.020 -.040 .130 .214 .345 .089 .119 .207 .036 .079 .116 .007 .027 .034 .088 .140 .228 .037 .062 .099 .201 .346 .546' .131 .183 .315 -.027 -.027 -.054 -.027 -.027 -.054 * Program completed as requested * +,;,� .:;8:.. ., 4'_ :il: da:uv,..;5s.w:.i1s }k + �.�d �•i+�l�:�.s�. ':d' ;*t"::.ii;'�:w+' r.� %.. rvx+N.:St�tF:. �«%. S+' w.. r. r. ai_H}.:ti:w:.;k;t�`i�Wd�1Cd'�ti :t;� •.s:•• lil:FS' v .r b31 s' . 2' ' s WiS,,._dtl�j]r,��' ,`.w'So`. Z ��- Z W 0 0 N 0' W = � LL W O J W Q N d. = W ~_ Z �... F- O Z 6- �o ON o F- W U1 H F U _ F- Z 0 =. O Z 12 -17 -2004 ADOSS(tm) 7.01 Proprietary Software of PORTLAND CEMENT ASSN. Page 2 4:13:59 PM Licensed to: Shutler Consulting Engineers, Bellevue, WA FILE NAME UNTITLED.ADS PROJECT ID. SC -3 ----------------------------------- SPAN.ID. N /W -1 ENGINEER jch DATE 12/17/2004 TIME 16:08:44 j UNITS U.S. in -lb CODE ACI 318 -95 SLAB SYSTEM FLAT PLATE FRAME LOCATION INTERIOR DESIGN METHOD STRENGTH DESIGN MOMENTS AND SHEARS NOT PROPORTIONED NUMBER OF SPANS 9 CONCRETE FACTORS SLABS BEAMS DENSITY(pcf ) 150.00 150.00 TYPE NORMAL WGT NORMAL WGT f'c (ksi) 3.00 3.00 density factor 1.00 1.00' fr (psi) 410.80 410.80 REINFORCEMENT DETAILS: NON- PRESTRESSED. YIELD STRENGTH Fy = 60.00 ksi DISTANCE TO RF CENTER FROM TENSION FACE: AT SLAB TOP = 2.50 in INNER LAYER AT SLAB BOTTOM = 3.00 in INNER LAYER j MINIMUM FLEXURAL BAR SIZE: AT SLAB TOP = # 4 AT SLAB BOTTOM = # 4 MINIMUM SPACING: IN SLAB = 6.00 in i 1 COLUMNS 150.00 NORMAL WGT 3.00 1.00 410.80 Z � Z �aa W W:3 J U: UO U O' W =. J F. CO LL W O J; U_ Q U �. F- _ . ZH I- O. Z F-' U� O Cl) O 1- . W W 2 F- - 0 . •Z W 0 H. O Z Z. W UO W2 to LL' WO Q co :D =d W Z F- O W 5 U �. O� D H W F- 0 Z U N O Z 12 -17 -2004 ADOSS(tm) 7.01 Proprietary Software of PORTLAND CEMENT ASSN. Page 3 4:13:59 PM Licensed to: Shutler Consulting Engineers, Bellevue, WA �Y SPAN /LOADING DATA I SPAN ILENGTH Tslab I WIDTH L2 * * *I SLAB I DESIGN COLUMN I UNIFORM LOADS I INUMBERI Ll I LEFT RIGHT I SYSTEM ( STRIP STRIP * *I S. DL LIVE I x . (ft) (in) I I- ----- I-------------- I -------------- (ft) (ft) I I -------- I (ft) (ft) I (psf ) I ----------- - - - - - I (psf ) 1 I I 1* 1 1.0 8.0 1 11.5 11.5 I 1 I 23.0 .0 1 .0 100.0 I 2 I 14.8 8.0 1 11.5 11.5 ► 1 I 23.0 7.4 1 .0 100.0 I '{ I 3. I 14.8 8.0 1 11.5 11.5 I 1 I 23.0 7.4 I .0 100.0 I I 4 I 14.8 8.0 1 11.5 11.5 I 1 I 23.0 7.4 I .0 100.0 I I 5 I• 14.8 8.0 1 11.5 11.5 I 1 I 23.0 7.4 I .0 100.0 I t I 6 1 15.8 8.0 1 11.5 11.5 I 1 I 23.0 7.9 I .0 100.0 I I 7 I 15.8 8.0 1 11.5 11.5 I 1 I 23.0 7.9 I .0 100.0 I 8 I 13.7 8.0 1 11.5 11.5 1 1 I 23.0 6.8 I .0 100.0 I I 9* I 1.0 8.0 1 f I 11.5 11.5 1 1 I I 23.0 .0 I I I .0 100.0 I I * - Indicates cantilever span information. s ** -Strip width used for positive flexure' * * * -L2 widths are 1/2 dist. to transverse column. r " Indicates exterior strip. ti' • PARTIAL LOADING DATA * * * * * * * * * * * * * * * * * * ** ' PARTIAL LOADINGS ARE NOT SPECIFIED 12 -17 -2004 ADOSS(tm) 7.01 Proprietary Software of PORTLAND CEMENT ASSN. Page 4 4:13:59 PM Licensed to: Shutler Consulting Engineers, Bellevue, WA s r COLUMN /TORSIONAL DATA f * * * * * * * * * * * * * * * * * * * ** 5 I COLUMN I COLUMN ABOVE SLAB I COLUMN BELOW SLAB I CAPITAL ** ICOLUMN MIDDLEI NUMBER I C1 C2 HGT I Cl C2 HGT IEXTEN. DEPTHISTRIP* STRIP *I I I (in) (in) -------- I------------ - - (ft) I (in) (in) - - -- I (ft) I (in) (in) I I I (ft) (ft) I I I 1 I .0 .0 I .0 I 16.0 .0 I I 20.0 I .0 .0 I 7.4 I 15.6 I I 2 I .0 .0 .0 I 16.0 .0 20.0 I 7.0 8.0 I 7.4 15.6 I 3. I .0 .0 .0 I 16.0 .0 20.0 I 7.0 8.0 I 7.4 15.6 I I 4 I .0 .0 .0 I 16.0 .0 20.0 I 7.0 8.0 I 7.4 15.6 I I 5 I .0 .0 .0 I 16.0 .0 20.0 I 7.0 8.0 I 7.4 15.6 I I 6 I .0 .0 .0 I 16.0 .0 20.0 I 7.0 8.0 I 7.9 15.1 1 I 7 I .0 .0 .0 I 16.0 .0 20.0 1 7.0 8.0 I 6.8 16.1 I I 8 I .0 .0 .0 1 16.0 .0 20.0 I .0 .0 I 6.8 16.1 I I Columns with zero "C2" are round columns. * -Strip width used for negative flexure. * *- Capital extension distance measured from face of column. Z Z. W UO W2 to LL' WO Q co :D =d W Z F- O W 5 U �. O� D H W F- 0 Z U N O Z 4.:13:59 PM Licensed to: Shutler Consulting Engineers, Bellevue, WA LATERAL LOAD /OUTPUT DATA * * * * * * * * * * * * * * * * * * * * * * ** LATERAL LOADS ARE NOT SPECIFIED OUTPUT DATA PATTERN LOADINGS: 1 THRU 4 PATTERN LIVE LOAD FACTOR (1 -3) - 75% i { LOAD FACTORS: U = 1.40 *D + 1.70 *L U = .75( 1.40 *D + 1.70 *L'+ 1.70 *W) U = .90 *D + 1.30 *W I f i i OUTPUT OPTION(S): Input Echo Centerline Moments and Shears Column Strip Distribution Fac Shear Table Reinforcing Required Bar Sizing Deflections * *TOTAL UNFACTORED DEAD LOAD = 243.143 kips LIVE LOAD = 244.260 kips t Z •� Z W' W� J U. U O 0 W =. N LL WO M �' 95 LL Q' = W Z i--: H O Z F- W 5. co :O o t--, . W W H U. LL 0. Z W O Z COLUMN I TRANSVERSE BEAM I DROP PANEL /SOLID HEAD { SUPPORT { NUMBER { WIDTH DEPTH ECCEN { LEFT RIGHT WIDTH THICK I FIXITY* I I I (in) (in) (in) I (ft) (ft) (ft) (in) I % I {- ------- I------------------- I------------------------------------ I----- - - - - - { 1 I .0 .0 .0 I .0 .0 .0 .0 { 0% I 2 I .0 .0 .0 I .0 .0 .0 .0 I 0% I 3 I .0 .0 .0 I .0 .0 .0 .0 I 0% I I 4 I .0 .0 .0 I .0 .0 .0 .0 { 0% { I 5 I .0 .0 .0 I .0 .0 .0 .0 ( 0% I .0 .0 .0 I .0 .0 .0 .0 { 0% { { 7 I .0 .0 .0 I .0 .0 .0 .0 I 0% I I 8 I .0 .0 .0 I .0 .0 .0 .0 I 0% I c,5 * - Support fixity of 0% denotes pinned condition. Support fixity of 999% denotes fixed end condition. 12 -17 -2004 ADOSS(tm) 7.01 Proprietary Software of PORTLAND CEMENT ASSN. Page 5 4.:13:59 PM Licensed to: Shutler Consulting Engineers, Bellevue, WA LATERAL LOAD /OUTPUT DATA * * * * * * * * * * * * * * * * * * * * * * ** LATERAL LOADS ARE NOT SPECIFIED OUTPUT DATA PATTERN LOADINGS: 1 THRU 4 PATTERN LIVE LOAD FACTOR (1 -3) - 75% i { LOAD FACTORS: U = 1.40 *D + 1.70 *L U = .75( 1.40 *D + 1.70 *L'+ 1.70 *W) U = .90 *D + 1.30 *W I f i i OUTPUT OPTION(S): Input Echo Centerline Moments and Shears Column Strip Distribution Fac Shear Table Reinforcing Required Bar Sizing Deflections * *TOTAL UNFACTORED DEAD LOAD = 243.143 kips LIVE LOAD = 244.260 kips t Z •� Z W' W� J U. U O 0 W =. N LL WO M �' 95 LL Q' = W Z i--: H O Z F- W 5. co :O o t--, . W W H U. LL 0. Z W O Z 12 -17 -2004 ADOSS(tm) 7.01 Proprietary Software of PORTLAND CEMENT ASSN. Page 6 t 4:13:59 PM Licensed to: Shutler Consulting Engineers, Bellevue, WA - - -- STATICS PRINT -OUT FOR GRAVITY LOAD ANALYSIS - - -- : -t J 0 I N T M 0 M E N T S ( ft - kips ) JOINT ----------------------------------------- PATTERN -1 PATTERN -2 NUMBER -------------------------------------------------------------------------- LEFT RIGHT TOP BOTTOM LEFT RIGHT TOP BOTTOM 1 -3.0 3.0 .0. .0 -3.0 3.0 .0 .0 ,. 2 -148.2 148.2 .0 .0 -107.4 107.4 .0 .0 3 -123.1 123.1 .0 .0 -79.6 79.6 .0 .0 t;?x 4 -126.5 126.5 .0 .0 -86.3 86.3 .0 .0 4 5 -135.6 135.6 .0 .0 -87.4 87.4 .0 .0 6 -143.9 143.9 .0 .0 -96.3 96.3 .0 .0 7 -143.8 143.8 .0 .0 -111.3 111.3 .0 .0 r 8 -3.0 3.0 .0 .0 -3.0 3.0 .0 .0 ;.� JOINT PATTERN -3 PATTERN -4 `71 NUMBER LEFT RIGHT TOP BOTTOM LEFT RIGHT TOP BOTTOM --- - - - - -0 _3- s 1--------_ 1- 6----- 1- 6------- 0------: 0------ 5----- 3- 5------- 0-- * 2 -107.6 •107.6 .0 .0 -163.6 163.6 .0 .0 i 3 -80.1 80.1 .0 .0 -121.5 121.5 .0 .0 4 -84.1 84.1 .0 .0 -129.6 129.6 .0 .0 5 -95.8 95.8 .0 .0 - 13.9.3 139.3 .0 6 -98.4 98.4 .0 .0 -148.2 148.2 .0 .0 .0 7 -94.4 94.4 .0 .0 -156.5 156.5 .0 .0 t4 4 8 -1.6 1.6 .0 ..0 -3.5 3.5 .0 .0 J 0 I N T S H E A R S ( kips ) JOINT PATTERN ---------------------------------- -1 PATTERN -2 PATTERN -3 PATTERN -4 NUMBER LEFT RIGHT LEFT RIGHT LEFT RIGHT LEFT RIGHT ------------------------------------------------------------------------------ 1 -6.1 37.6 -6.1 16.6 -3.1 38.1 -7.0 41.6 2 -55.2 50.0 -30.7 47.2 -52.5 25.5 -63.3 55.3 3 -47.1 48.0 -43.4 23.2• -21.8 45.0 -49.6 51.9 4 -48.5 48.0 -24.1 45.2 -45.5 22.9 -53.0 51.8 5 -48.9 50.8 -45.3 24.7 -24.4 48.2 -53.1 55.5 6 -51.6 51.2 -25.8 47.4 -48.5 25.5 -56.6 55.5 7 -51.4 52.4 -49.3 29.9 -25.0 48.8 -56.6 59.9 -8 -------- 34 - 6 ----- 6 - 1 ------ 14 - 1 ----- 6 - 1 ------ 35 - 3 ----- 3 - 1 ------ 37 - 6 -- - - - - -- ** - Negative moment encountered in span, analyze manually. Z W W� JU U O: C W = H Co u.: • W O 9- U_ ? co d . = W Z �.. Z O: W W . U� O W W LL Z. L) Cl) U- H X Z 12 -17 -2004 ADOSS(tm) 7.01 Proprietary Software of PORTLAND CEMENT ASSN. Page 7 4 :13:59 PM Licensed to: Shutler Consulting Engineers, Bellevue, WA Z �Z Q �W UO (00' NW W =. W LL wO J U- 4 co a =w �_ H O z ►- U� O W W U U. 0: Z` LL1 O F Z DESIGN MOMENT ENVELOPES AT CRITICAL SECTIONS FROM SUPPORTS ------------------------------------------------------------------------------ COL LOAD CROSS DESIGN DISTANCE LOAD MAX.I.P. LOAD NUM' TYPE SECTN MOMENT CR.SECTN PTRN DISTANCE PTRN ------------------------------------------------------------------------------ (ft -k) (ft) (ft) 1 TOTL LEFT TOP -2.4 .175 4 1.000 1 BOT .0 .000 0 .000 0 RGHT TOP .0 .000 0 .000 2 BOT -19.9 .591 3 .000 0 2 TOTL LEFT' TOP -97.7 1.108 4 4.425 2 BOT .0 .000 0 .000. 0 RGHT TOP 106.5 1.108 4 3.688. 4 BOT .0 .000 0 .000 0 3 TOTL LEFT TOP -74.7 1.108 1 2.950 4 BOT .0 .000 0 .000 0 RGHT TOP 73.6 1.108 1 5.162 2 BOT .0 .000 0 .000 0 4 TOTL LEFT TOP -76.5 1.108 1 5.900 2 BOT .0 .000 0 .000 0 RGHT TOP 77.1 1.108 1 2.950 4 BOT .0 .000 0 .000 0 5 TOTL LEFT TOP -85.1 1.108 1 3.688 4 BOT .0 .000 0 .000 0 RGHT TOP 82.9 1.108 1 5.512 2 BOT .0 .000 0 .000 0 6 TOTL LEFT TOP -90.4 1.108 1 5.512 2 BOT .0 .000 0 .000 0 RGHT- TOP 91.0 1.108 4 6.300 3 BOT .0 .000 0 .000 0 7 TOTL LEFT TOP -98.2 1.108 4 6.300 3 BOT .0 .000 0 .000 0 RGHT TOP 94.5 1.108 4 4.795 2 BOT .0 .000 0 .000 0 Z �Z Q �W UO (00' NW W =. W LL wO J U- 4 co a =w �_ H O z ►- U� O W W U U. 0: Z` LL1 O F Z 12 -17 -2004 ADOSS(tm) 7.01 Proprietary Software of PORTLAND CEMENT ASSN. Page 8 4:13:59 PM Licensed to: Shutler Consulting Engineers, Bellevue, WA r-:` 1 DESIGN MOMENT ENVELOPES AT CRITICAL SECTIONS FROM SUPPORTS *************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 1 . a s 7 COL LOAD CROSS DESIGN DISTANCE LOAD MAX.I.P. LOAD NUM TYPE SECTN MOMENT CR.SECTN PTRN DISTANCE PTRN - ------------ (ft -k) (ft) --- -- --------- (ft) MAX. I.P. 8 TOTL LEFT TOP .0 .000 0 - - .000 2 BOT 18.2 .591 3 .000 0 RGHT TOP 2.4 .175 4 1.000 1 BOT .0 .000 0 .000 0 12 -17 -2004 ADOSS(tm) 7.01 Proprietary Software*of PORTLAND CEMENT ASSN. Page 9 4:13:59 PM Licensed to: Shutler Consulting Engineers, Bellevue, WA �, i.:. .1.. .,.yu.. i,�.n,re.7.J.;��c.,d� N:i.c.•i:.J�.,•" d+.r'i»��.:o: '+ x.�.GGS�,i.l <J+%�`..lx'R.ivi:3' G�ei+t+u�l .�_,�:___. .dtJL+�... 'wt:...:..:,:. '.n:c.. Z W U UO: U U. W= J F. Cl) LL W O u. Q cn � = �W Z !- O Z !- 5 U� O CO, W W' U LL' O •: Z W U= O F- Z DESIGN MOMENT ENVELOPES AT CRITICAL SECTIONS ALONG SPANS -----.------------------------------------------------------------------------- SPAN LOAD CRITICAL DESIGN LOAD MAX. I.P. LOAD MAX. I.P. LOAD NUM TYPE SECTION MOMENT PTRN DIST LEFT PTRN DIST RGHT PTRN ----- •-------- - - - - -- -- (ft) - -- (ft -k) ------------- - - - (ft) 2 TOTL 5.531 TOP .0 0 - -- ----- .000 - - - - 0 - (ft) -- ---- .000 - - - - -- 0 BOT 118.7 4 5.531 1 7.006 3 3 TOTE 7.744 TOP -5.6 3 .000 0 .000 0 BOT 74.5 2 4.794 2 4.794 2 4 TOTL 7.006 TOP .0 0 .000 0 .000 0 BOT 85.3 3 4.794 3 5.531 3 5 TOTL 7.006 TOP -2.1 3 .000 0 .000 0 BOT 8.0.5 2 4.794 2 5.531 2 6 TOTL 7.481 TOP .0 0 .000 0 .000 0 BOT 93.7 3 5.119 3 5.906 3 7 TOTL 7.481 TOP .0 0 .000 0 .000 0 BOT 87.3 2 5.119 2 5.906 2 8 TOTL 7.878 TOP .0 0 .000 0 .000 0 ------------------------------------------------------------------------ BOT 100.4 3 5.823 3 5.822 1 - - - - -- �, i.:. .1.. .,.yu.. i,�.n,re.7.J.;��c.,d� N:i.c.•i:.J�.,•" d+.r'i»��.:o: '+ x.�.GGS�,i.l <J+%�`..lx'R.ivi:3' G�ei+t+u�l .�_,�:___. .dtJL+�... 'wt:...:..:,:. '.n:c.. Z W U UO: U U. W= J F. Cl) LL W O u. Q cn � = �W Z !- O Z !- 5 U� O CO, W W' U LL' O •: Z W U= O F- Z 12 -17 -2004 ADOSS(tm) 7.01 Proprietary Software of PORTLAND CEMENT ASSN. Page 10 ,4:13:59 PM Licensed to: Shutler Consulting Engineers, Bellevue, WA Z QQ S Z. '~ W UO CO) 0 J = H (1) W: WO 2 �: J: W Q. co) a =W Z �.. I- O Z 1- 5.. Ua O �, D F- =U LL W U N Z DISTRIBUTION OF DESIGN MOMENTS AT SUPPORTS -------------------------------------------------------------------------------- COL CROSS TOTAL TOTAL -VERT COLUMN STRIP BEAM MIDDLE STRIP NUM SECTN MOMENT DIFFERENCE MOMENT MOMENT MOMENT (ft -k) -k -- (ft -k) - ( -- % -) -- (ft - k, - ( - - -, -- (ft - - ( - - -) -- (ft -k) - ( - - -) 1 LEFT TOP -2.4 .0 ( 0) -2.4 (100) .0 ( 0) .0 ( -- 0) BOT .0 .0 ( 0) .0 ( 0) .0 ( 0) .0 ( 0) RGHT TOP .0 .0 ( 0) .0 ( 0) .0 ( 0) .0 ( 0) BOT -19.9 .0 ( 0) -19.9 (100) .0 ( 0) .0 ( 0) 2. LEFT TOP -97.7 .0 ( 0) -73.3 ( 75) .0 ( 0) -24.4 ( 25) BOT' .0 .0 ( 0). - ...0 ( 0) .0 ( 0) .0 ( 0) RGHT TOP 106.5 .0 ( 0) 79.9 ( 75) .0 ( 0) 26.6 ( 25) BOT .0 .0 ( 0) .0 ( 0) .0 ( 0) .0 ( 0) 3 LEFT TOP -74.7 .0 ( 0) -56.0 ( 75) .0 ( 0) -18.7 ( 25) BOT .0 .0 ( 0) .0 ( 0) .0 ( 0) .0 ( 0) RGHT TOP 73.6 .0.( 0) 55.2• ( 75) .0 ( 0) 18.4 ( 25) BOT .0 .0 ( 0) .0 ( 0) .0 ( 0) .0 ( 0) 4 LEFT TOP - 76.5 .0 ( 0) -57.4 ( 75) .0 ( 0) -19.1 ( 25) BOT .0 .0 ( 0) .0 ( 0) .0 ( 0) .0 ( 0) RGHT TOP 77.1 .0 ( - 0) 57.8 ( 75) .0 ( 0) 19.3 ( 25) BOT .0 .0 ( 0) .0 ( 0) .0 ( 0) .0 ( 0) 5 LEFT TOP -85.1 .0 ( 0) -63.8 ( 75) .0 ( 0) -21.3 ( 25) BOT .0 .0 ( 0) .0 ( 0) .0 ( 0) .0 ( 0) RGHT TOP 82.9 .0 ( 0) 62.2 ( 75) .0 ( 0) 20.7 ( 25) BOT .0 .0 ( 0) .0 ( 0) .0 ( 0) .0 ( 0) 6 LEFT TOP -90.4 .0 ( 0) -67.8 ( 75) .0 ( 0) -22.6 ( 25) BOT .0 .0 ( 0) .0 ( 0) .0 ( 0) .0 ( 0) RGHT TOP 91.0 .0 ( 0) 68.2 ( 75) .0 ( 0) 22.7 ( 25) BOT .0 .Q ( 0) .0 ( 0) .0 ( 0) .0 ( 0) 7 LEFT TOP -98.2 .0 ( 0) -73.6 ( 75) .0 ( 0) -24.5 ( 25) BOT .0 .0 ( 0) .0 ( 0) .0 ( 0) .0 ( 0) RGHT TOP 94.5 .0 ( 0) 70.8 ( 75) .0 ( 0) 23.6 ( 25) BOT .0 .0 ( 0) .0 ( 0) .0 ( 0) .0 ( 0) Z QQ S Z. '~ W UO CO) 0 J = H (1) W: WO 2 �: J: W Q. co) a =W Z �.. I- O Z 1- 5.. Ua O �, D F- =U LL W U N Z ,i I 12 -17 -2004 ADOSS(tm) 7.01 Proprietary Software of PORTLAND CEMENT ASSN. Page 11 4:13:59 PM Licensed to: Shutler Consulting Engineers, Bellevue, WA F, Z S Z. W 0 co 0 W= W W OO u. Q F. W 2 Z� E- O Z 1_ W 5. U� O V). W UJ W Z 111 N ~ I O Z DISTRIBUTION OF DESIGN MOMENTS AT SUPPORTS OF DESIGN MOMENTS IN SPANS COL CROSS ------------------------------------ TOTAL TOTAL -VERT COLUMN STRIP - - - - -- --------------- BEAM CROSS - - - -- MIDDLE STRIP NUM SECTN MOMENT DIFFERENCE MOMENT MOMENT MIDDLE MOMENT NUM -----------(ft_k) MOMENT (ft -k) ( % ) (ft -k) ( % ) (ft -k) ( % ) (ft -k) ( % ) 8 LEFT TOP .0 .0 ( 0) .0 ( 0) .0 ( 0) .0 ( 0) BOT 18.2 .0 ( 0) 18.2 (100) .0 ( 0) .0 ( 0) RGHT TOP 2.4 .0 ( 0) 2.4 (100) .0 ( 0) .0 ( 0) BOT .0 .0 ( 0) .0 ( 0) .0 ( 0) .0 ( 0) Z S Z. W 0 co 0 W= W W OO u. Q F. W 2 Z� E- O Z 1_ W 5. U� O V). W UJ W Z 111 N ~ I O Z DISTRIBUTION OF DESIGN MOMENTS IN SPANS SPAN CROSS TOTAL TOTAL -VERT COLUMN STRIP BEAM MIDDLE STRIP NUM SECTN MOMENT DIFFERENCE MOMENT MOMENT MOMENT ---------------------------------------------------------------------------- (ft -k) (ft -k) ( % ) (ft -k) ( % ) (ft -k) ( % ) (ft -k) ( % ) 2 5.53 TOP .0 .0 ( 0) .0 ( 0) .0 ( 0) .0 ( 0) BOT 118.7 .0 ( 0) 71.2 ( 60) .0 ( 0) 47.5 ( 40) 3. ...7..74 _TOP -5.6: .01( 0) -3.4 ( 60) .0 ( 0) -2.3 ( 40) BOT 74.5 .0 ( 0) 44.7 ( 60) .0 ( 0) 29.8 ( 40) 4 7.01 TOP .0 .0 ( 0) .0 ( 0) .0 ( 0) .0 ( 0) BOT. 85.3 .0 ( 0) 51.2 ( 60) .0 ( 0) 34.1 ( 40) 5 7.01 TOP -2.1 .0 ( 0) -1.3 ( 60) .0 ( 0) -.8 ( 40) BOT 80.5 .0 ( 0) 48.3 ( 60) .0 ( 0) 32.2 ( 40) 6 7.48 TOP .0 .0 ( 0) .0 ( 0) .0 ( 0) .0 ( 0) BOT 93.7 .0 ( 0) 56.2 ( 60) .0 ( 0) 37.5 ( 40) 7 7.48 TOP .0 .0 ( 0) .0 ( 0) .0 ( 0) .0 ( 0) BOT 87.3 .0 ( 0) 52.4 ( 60) .0 ( 0) 34.9 ( 40) 8 7.88 TOP .0 .0 ( 0) .0 ( 0) .0 ( 0) .0 ( 0) BOT 100.4 .0 ( 0) 60.2 ( 60) .0 ( 0) 40.2 ( 40) Z S Z. W 0 co 0 W= W W OO u. Q F. W 2 Z� E- O Z 1_ W 5. U� O V). W UJ W Z 111 N ~ I O Z 2:. 12 -17 -2004 ADOSS(tm) 7.01 Proprietary Software of PORTLAND CEMENT ASSN. Page 12 4:13:59 PM Licensed to: Shutler Consulting Engineers, Bellevue, WA F - S H E A R A N A L Y S I S * * * * * * * * * * * * * * * * * * * * * * * * * ** NOTE -- Allowable shear stress in slabs = 219.09 psi when ratio of col. dim. (long /short) is less than 2.0. - -Wide beam shear (see "CODE ") is not computed, check manually. - -After the column numbers, C = Corner, E = Exterior, I = Interior. D I R E C T S H E A R W I T H T R A N S F E R O F M O M E N T - - - - - - - - - - A R 0 U N D 7.4 C 0 L U M N - - - - - - - - - - COL. ALLOW. PATT REACTION SHEAR PATT. REACTION UNBAL. SHEAR SHEAR NO. STRESS NO. 7.4 STRESS NO. 5 MOMENT TRANSFR. STRESS -85.1 (psi) 7.4 (kips) (psi) 6 (kips) (ft -k) (ft -k) (psi) 1E 219.09 4 47.9 202.38 4 47.9 13.3 .0 202.38 22 203.43 4 116.6 223.73* 4 116.6 .0 .0 223.73* 3I 203.43 4 99.6 190.94 4 99.6 .0 .0 190.94 4I 203.'43 4 102.8 197.24 4 102.8 .0 .0 197.24 5I 203.43 4 106.6 204.48* 4 106.6 .0 .0 204.48* 6I 203.43 4 110.1 211.19* 4 110.1 .0 .0 211.19* 7I 203.43 4 114.5. 219.55* 4 114.5 .0 .0 219.55* BE 219.09 4 43.9 185.23 4 43.9 -12.2 .0 185.23 * - Shear stress exceeded. 12 -17 -2004 ADOSS(tm) 7.01 Proprietary Software of PORTLAND CEMENT ASSN. Page 13 4:13:59 PM Licensed to: Shutler Consulting Engineers, Bellevue, WA N E G A T I V E R E I N F O R C E M E N T ************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** COLUMN *PATT *LOCATION * TOTAL * COLUMN STRIP * MIDDLE STRIP NUMBER* NO.* @COL FACE* DESIGN * AREA WIDTH * AREA WIDTH * (ft -k) * (sq.in) (ft) * (sq.in) (ft) 1 ** 4 L II -2.4 1.27 7.4 2.70 15.6 2 4 II R 106.5 3.53 7.4 2.70 15.6 3 1 L I► -74.7 2.40 7:4 2.70 15.6 4 1 II R 77.1 2.48 7.4 2.70 15.6 5 1 L II -85.1 2.76 7.4 2.70 15.6 6 4 II R 91.0 2.95 7.9 2.61 15.1 7 4 L II -98.2 3.25 6.8 2.79 16.1 8 ** 4 II R 2.4 1.18 6.8 2.79 16.1 ** - Positive reinforcement required, compute manually. I i t k;. Z �Z W W J U UO M W= CO W 10` 2 �. U _ Co = d. F- W Z HO Z 1_ W W U � ON = U: U_ F Z ' LL! H =� O _. Z y i P O S I T I V E R E I N F O R C E M E N T ************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** .r ,r r l k ' f i SPAN *PATT *LOCATION * TOTAL * COLUMN STRIP * MIDDLE STRIP NUMBER* N0. *FROM LEFT* DESIGN * AREA WIDTH * AREA WIDTH (ft) * (ft -k) * (sq.in) (ft) * (sq.in) (ft) 2 4 5.5 118.7 3.49 7.4 2.70 15.6 3 ** 2 7.7 74.5 2.10 7.4 2.70 15.6 4 3 7.0 85.3 2.43 7.4 2.70 15.6 5 ** 2 7.0 80.5 2.29 r 7.4 2.70 15.6 6 3 7.5 93.7 2.68 7.9 2.61 15.1 7 2 7.5 87.3 2.48 7.9 2.61 15.1 8 3 7.9 100.4 2.92 6.8 2.79 16.1 F 6- ** - Negative reinforcement required, compute manually. 12 -17 -2004 ADOSS(tm) 7.01 Proprietary Software of PORTLAND CEMENT ASSN. Page 14 4:13:59 PM Licensed to: Shutler Consulting Engineers, Bellevue, WA D E S I G N R E S U L T S * * * * * * * * * * * * * * * * * * * * * * * * * ** NOTE- -The schedule given below is a guide for proper reinforcement placement and is based on reasonable engineering judgement. Unusual boundary and /or loading conditions may require modification of this schedule. N E G A T I V E R E I N F O R C E M E N T ************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ** - .Positive reinforcement required, design manually. �• y 'r �'.'... ,. u1.\ ie.. .y:�:�.��.la:t:;..,:.s..,.tx..a .,.,. cvl„�,xc ra.l:1 >t< ��-.:• r<+u. aarevr•.+::. e.,,.w.:fww.r.a�N.q •x:.ts, ,.aa4x,¢eii':�xsx.�s #tf a >yL is'b �,`x. l%�7lu:+Sa Z W , W� 0 N 0. W =` J� N LL WO LL Q N �. =d Z f.. F- O Z 4-. �5 O (D WW � U� L W Z 1= � Z * C 0 L U M N S T R I P *M I D D L E S T R I P * LONG BARS * SHORT BARS * LONG BARS COLUMN * -B A R- L E N G T H- * -B A R- L E N G T H- * -B A R- L E N G T H- NUMBER * NO SIZE LEFT RIGHT * NO SIZE LEFT RIGHT * NO SIZE LEFT RIGHT * (ft) (ft) * (ft) (ft) * (ft) (ft) ------------------------------------------------------------------------------- 1** 4 # 4 1.00 4.66 3 # 4 1.00' 3.30 14 # 4 1.00 3.58 2 6 # 5 5.27 4.66 6 # 5 3.39 3.39 14 # 4 5.27 4.54 3 6 # 4 4.66 6.01 6 # 4 3.30 3.43 14 # 4 3.80 6.01 (f7' 4 7 # 4 6.75 4.66 6 # 4 3.80 3.30 14 # 4 6.75 3.80T'4 5 5 # 5 4.96 6.42 4 # 5 3.50 3.67 14 # 4 4.60 6.42 6 5 # 5 6.42 7.21. 5 # 5 3.67 4.06 13 # 4 6.42 7.21 7 6 # 5 7.21 5.71 5 # 5 4.06 3.50 14 # 4 7.21 5.71 8 ** 3 # 4 4.35 1.00 3 # 4 3.09 1.00 14 # 4 3.34 1.00 ** - .Positive reinforcement required, design manually. �• y 'r �'.'... ,. u1.\ ie.. .y:�:�.��.la:t:;..,:.s..,.tx..a .,.,. cvl„�,xc ra.l:1 >t< ��-.:• r<+u. aarevr•.+::. e.,,.w.:fww.r.a�N.q •x:.ts, ,.aa4x,¢eii':�xsx.�s #tf a >yL is'b �,`x. l%�7lu:+Sa Z W , W� 0 N 0. W =` J� N LL WO LL Q N �. =d Z f.. F- O Z 4-. �5 O (D WW � U� L W Z 1= � Z 2 -17 -2004 ADOSS(tm) 7.01 Proprietary Software of PORTLAND CEMENT ASSN. Page 15 4:13:59 PM Licensed to: Shutler Consulting Engineers, Bellevue, WA D E'F L E C T I 0 N A N A L Y S I S ******* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** NOTES- -The deflections below must be combined with those of the analysis in the perpendicular direction. Consult users manual for method of combination and limitations. 7 - -Spans 1 and 9 are cantilevers. - -Time- dependent deflections are in addition to those shown and must be computed as a multiplier of the dead load(DL) deflection. See "CODE" for range of multipliers. -- Deflections due to concentrated or partial loads may be larger at the point of application than those shown at the centerline. Deflections are computed as from an average uniform loading derived from the sum of all loads applied to the span. -- Modulus of elasticity of concrete, Ec = 3321. ksi * * C O L U M N S T R I P * M I D D L E S T R I P * DEAD * DEFLECTION DUE TO: * DEFLECTION DUE F_ SPAN * LOAD *-------------------------------------------------------- P O S I T I V E R E I N F O R C E M E N T TOTAL * (in ^4) * (in) * (in) * (in) * (in) * ************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** -.008 -.015 -.008 -.008 * C 0 L U M N S T R I P * .023 M I D D L E 11776. S T R I P .044 * LONG .001 BARS * SHORT BARS * .028 LONG .056 BARS * .008 SHORT BARS SPAN * - - -- B A R - - -- * - - -- B A R - - -- * - - -- B A R - - -- * - - -- B A R - - -- NUMBER * NO SIZE LENGTH * NO SIZE LENGTH * NO SIZE LENGTH * NO SIZE LENGTH .034 * .014 .014 (ft) * 9 (ft) * -.006 -.006 -.011 (ft) * -.006 -.011 (ft) ------------------------------------------------------------------------------- �✓✓' a 2 6 # 5 14.41 6 # 5 12.82 7 # 4 14.91 7 # 4 12.4 3 ** 6 # 4 14.25 5 # 4 11.06 7 # 4 15.25 7 # 4 10.3 2 Y 4 6 # 4 14.25 6 # 4 11.06 7 # 4 15.25 7 # 4 10.32 5 ** 6 # 4 14.25 6 # 4 11.06 7 # 4 15.25 7 # 4 10.32 Cf. '�< 6 . 7 # 4 15.25 7 # 4 11.81 7 # 4 16.25 6 # 4 11.02 7 7 # 4 15.25 6 # 4 11.81 7 # 4 16.25 6 # 4 11.02 8 5 # 5 13.36 5 # 5 11.90 7 # 4 13.86 7 # 4 11.55 ** - Negative reinforcement required, design manually. 2 -17 -2004 ADOSS(tm) 7.01 Proprietary Software of PORTLAND CEMENT ASSN. Page 15 4:13:59 PM Licensed to: Shutler Consulting Engineers, Bellevue, WA D E'F L E C T I 0 N A N A L Y S I S ******* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** NOTES- -The deflections below must be combined with those of the analysis in the perpendicular direction. Consult users manual for method of combination and limitations. 7 - -Spans 1 and 9 are cantilevers. - -Time- dependent deflections are in addition to those shown and must be computed as a multiplier of the dead load(DL) deflection. See "CODE" for range of multipliers. -- Deflections due to concentrated or partial loads may be larger at the point of application than those shown at the centerline. Deflections are computed as from an average uniform loading derived from the sum of all loads applied to the span. -- Modulus of elasticity of concrete, Ec = 3321. ksi * * C O L U M N S T R I P * M I D D L E S T R I P * DEAD * DEFLECTION DUE TO: * DEFLECTION DUE TO: SPAN * LOAD *-------------------------------------------------------- NUMBER * Ieff. * DEAD * LIVE * TOTAL * DEAD * LIVE * TOTAL * (in ^4) * (in) * (in) * (in) * (in) * (in) * (in) -------------------------------------------------------------------------- 1 11776. -.008 -.008 -.015 -.008 -.008 -.015 2 11776. .047 .048 .095 .023 .023 .046 3 11776. .021 .023 .044 .001 .001 .002 4 11776. .028 .028 .056 .008 .008 .015 5 11776. .024 .025 .049 .004 .004 .008 6 11776. .034 .034 .068 .010 .010 .020 7 11776. .030 .030 .060 .006 .006 .012 8 11776. .034 .034 .068 .014 .014 .028 9 11776. -.006 -.006 -.011 -.006 -.006 -.011 * Program completed as requested * Z W W� 0 (D o W W J I_ CO U_ WO LL Q (0 �W ' Z H F- O Z F-- 5 U� O� � H- WW h=- U O .Z W U= O F " Z 01 -03 -2005 ADOSS(tm) 7.01 Proprietary Software of PORTLAND CEMENT ASSN. Page 2 9:00:53 AM Licensed to: Shutler Consulting Engineers, Bellevue, WA_ FILE NAME C: \PROGRA- 1 \ADOSS \DATA \SC3- NW2.ADS PROJECT .I D. SC -3 SPAN ID. N /W -2 J .y - - - - - - - - - - - - - - - - - - - Y COLUMNS ENGINEER i j ch DATE 1/3/2005 TIME 08:50:25 t 1.00 410.80 410.80 UNITS U.S. in -lb CODE ACI 318 -95 SLAB SYSTEM FLAT PLATE FRAME LOCATION INTERIOR Tj DESIGN METHOD STRENGTH DESIGN -' MOMENTS AND SHEARS NOT PROPORTIONED NUMBER OF SPANS 9 r� i CONCRETE FACTORS. SLABS " DENSITY(pcf ) 150.00 a TYPE NORMAL WGT '.: f'c (ksi) 3.00 x density factor 1.00 fr (psi) 410.80 BEAMS COLUMNS 150.00 150.00 NORMAL WGT NORMAL WGT 3.00 3.00 1.00 1.00 410.80 410.80 REINFORCEMENT DETAILS: NON- PRESTRESSED YIELD STRENGTH Fy = 60.00 ksi DISTANCE TO RF CENTER FROM TENSION FACE: AT SLAB TOP = 2.50 in INNER LAYER AT SLAB BOTTOM = 3.00 in INNER LAYER MINIMUM FLEXURAL BAR SIZE: AT SLAB TOP - # 4 AT SLAB BOTTOM = # 4 MINIMUM SPACING: IN SLAB = 6.00 in Z W W J U` U O; CO) 0. W -r r H CO) LL W FO}-, J . L d H W` Z F- O: Z I UJ a O� 0 W W ' U LL ~O, uJ Z U= .O F•' Z r� ,hl a A 01 -03 -2005 ADOSS(tm) 7.01 Proprietary Software of PORTLAND CEMENT ASSN. Page 3 9:00:53 AM Licensed to: Shutler Consulting Engineers, Bellevue, WA r 'sg SPAN /LOADING DATA * * * * * * * * * * * * * * * ** I SPAN ILENGTH Tslab I. WIDTH L2 * * *1 SLAB I DESIGN COLUMN I UNIFORM LOADS 1 INUMBERI L1 I LEFT RIGHT I SYSTEM { STRIP STRIP * *I S. DL LIVE' I ------ 1-------------- (ft) (in) I (ft) 1-------------- (ft) I I-------- I---------------- I (ft) (ft) 1 (psf ) 1---------- (psf ) I - - - - -1 I I i 1* ( 1.0 8.0 I 1 11.2 I 11.2 I 1 I I 22.4 .0 I I .0 I 100.0 I f i 2 ( 12.5 8.0 .I 11.2 11.2 I 1 { 22.4 6.3 .0 100.0 I I 3 I 13.2 8.0 ( 11.2 11.2 I 1 1 22.4 6.6 1 .0 100.0 1 I 4 I 13.2 8.0 1 11.2 11.2 I 1 I 22.4 6.6 I .0 100.0 1 5 I 13.2 8.0 1 11.2 11.2 I 1 I 22.4 6.6 I .0 100.0 1 I 6 1 15.3 8.0 1 11.2 11.2 I 1 1 22.4 7.7 I .0 100.0 1 I 7 I 15.5 8.0 1 11.2 11.2 { 1 { 22.4 7.8 I .0 100.0 1 I 8 1 15.7 8.0 1 11.2 11.2 I 1 I 22.4 7.8 I .0 100.0 1 1 9 *.I 1 I 1.0 8.0 1 11.2 I 11.2 1 I 1 1 22.4 I .0 1 .0 I 100.0 1 I * - Indicates cantilever span information. ** -Strip width used for positive flexure. * * * -L2 widths are 1/2 dist. to transverse column. " Indicates exterior strip. Columns with zero "C2" are round columns. * -Strip width used for negative flexure. * *- Capital extension distance measured from face of column. Z '~aa W W � UO (D 0 W = U) L W O. � LL Q = w Z F.. I- O. Z 1_ 5 O N W W H H ti O Z U (& 1= _ O F Z PARTIAL LOADING DATA * * * * * * * * * * * * * * * * * * ** PARTIAL.LOADINGS ARE NOT SPECIFIED 01 -03 -2005 ADOSS(tm) 7.01 Proprietary Software of PORTLAND CEMENT ASSN. Page 4 9:00:53 AM Licensed to: Shutler Consulting Engineers, Bellevue, WA COLUMN /TORSIONAL DATA * * * * * * * * * * * * * * * * * * * ** ( COLUMN] COLUMN ABOVE SLAB I COLUMN BELOW SLAB I CAPITAL ** ICOLUMN MIDDLE) ( NUMBER I C1 C2 HGT 1 Cl C2 HGT IEXTEN. DEPTHISTRIP* STRIP *I I I i-------- I------------------- (in) (in) (ft) i (in) (in) I------------------- (ft) I (in) 1------------- (in) I (ft) I (ft) I I { 1 { .0 .0 I .0 { 16.0 .0 20.0 I I .0 .0 I { 6.3 I 16.1 I 1 2 1 .0 .0 .0 I 16.0 .0 20.0 I 7.0 8.0 { 6.3 16.1 1 I 3 I .0 .0 .0 I 16.0 .0 20.0 { 7.0 8.0 6.6 15.8 I ( 4 I .0 .0 .0 I 16.0 .0 20.0 1 7.0 8.0 1 6.6 15.8 1 I 5 ► .0• .0 .0 I 16.0 .0 20.0 I 7.0 8.0 1 6.6 15.8 1 { 6 { .0 .0 .0 { 16.0 .0 20.0 { 7.0 8.0 { 7.7 14.7 { I 7 I .0 .0 .0 I 16.0 .0 20.0 1 7.0 8.0 1 7.8 14.6 1 I 8 I .0 .0 .0 I 16.0 .0 20.0 1 .0 .0 1 7.8 14.6 1 Columns with zero "C2" are round columns. * -Strip width used for negative flexure. * *- Capital extension distance measured from face of column. Z '~aa W W � UO (D 0 W = U) L W O. � LL Q = w Z F.. I- O. Z 1_ 5 O N W W H H ti O Z U (& 1= _ O F Z F-5; COLUMN ( TRANSVERSE BEAM { DROP PANEL /SOLID HEAD I SUPPORT I NUMBER I WIDTH DEPTH ECCEN { LEFT RIGHT WIDTH THICK I FIXITY* I ' I I i- ------- I------------------- (in) (in) (in) I (ft) (ft) (ft) I------------------------------------ (in) I {----- % - - - - - I I I 1 { .0 .0 I .0 { .0 .0 .0 I .0 I I 0% I { 2 I .0 .0 .0 { .0 .0 .0 .0 I 0% I { 3 I .0 .0 .0 I .0 .0 .0 .0 { 0% I { 4 I .0 .0 .0 I .0 .0 .0 .0 { 0% I { 5 I .0 .0 .0 I .0 .0 .0 .0 1 0% 1 { 6 { .0 .0 .0 I .0 .0 .0 .0 { 0% { { 7 { .0 .0 .0 { .0 .0 .0 .0 I 0% { { 8 I 1 .0 .0 .0 I .0 .0 I .0 .0 I 0% I I * = Support fixity of 0% denotes pinned condition. Support fixity of 999% denotes fixed end condition. 01 -03 -2005 ADOSS(tm) 7.01 Proprietary Software of PORTLAND CEMENT ASSN. Page 5 9:00:53 AM Licensed to: Shutler Consulting Engineers, Bellevue, WA LATERAL LOAD /OUTPUT DATA LATERAL LOADS ARE NOT SPECIFIED OUTPUT DATA PATTERN LOADINGS: 1 THRU 4 PATTERN LIVE LOAD FACTOR (1 -3) = 75% 224.025 kips 225.142 kips L,,. ..�. ,h. i'r.- :eA �. .yy�,V.:.. riM ii. :', >!.•j � ° .S�'.I {'. j� G$,rt:•.' ?�!�!^7'".+/•ll:�}t v�G �w ?iF4,4:_iJ�r4..k•ui:+.t:Su �J.'dS.l.iaa�L "w++la�i:Wl. eddAi:iide. {.wii.�v. =:.n rll' '� - `�k++wL.�: u.i6.:Clii.3. Z g Z' �W Q � W= J U U O: N 0 NW W =: CO LL W O J LL Q Nd = W f- O Z 1-- 5. low O 0 i- WW H -O ui U =; O ~' Z LOAD FACTORS: U = .1.40 *D + 1.'70 *L U = .75( 1.40 *D + 1.70 *L + 1.70 *W) U = .90 *D + 1.30 *W i i OUTPUT OPTION(S): Input Echo } Centerline Moments and Shears Column Strip Distribution Fac Shear Table Reinforcing Required Bar Sizing Deflections * *TOTAL UNFACTORED DEAD LOAD = LIVE LOAD = 224.025 kips 225.142 kips L,,. ..�. ,h. i'r.- :eA �. .yy�,V.:.. riM ii. :', >!.•j � ° .S�'.I {'. j� G$,rt:•.' ?�!�!^7'".+/•ll:�}t v�G �w ?iF4,4:_iJ�r4..k•ui:+.t:Su �J.'dS.l.iaa�L "w++la�i:Wl. eddAi:iide. {.wii.�v. =:.n rll' '� - `�k++wL.�: u.i6.:Clii.3. Z g Z' �W Q � W= J U U O: N 0 NW W =: CO LL W O J LL Q Nd = W f- O Z 1-- 5. low O 0 i- WW H -O ui U =; O ~' Z F 01 -03 -2005 ADOSS(tm) 7.01 Proprietary Software of PORTLAND CEMENT ASSN. Page 6 9:00:53 AM Licensed to: Shutler Consulting Engineers, Bellevue, WA �6 - - -- STATICS PRINT -OUT FOR GRAVITY LOAD ANALYSIS - - -- ******************************************* J 0 I N T S H E A R S ( kips JOINT PATTERN -1 J 0 I N T PATTERN -3 M 0 M E N T S ( ft - kips ) RIGHT LEFT JOINT LEFT ----------------------------------------- PATTERN -1 LEFT RIGHT ------------------------------------------------------------------------------ 1 PATTERN -2 31.0 -5.9 NUMBER LEFT RIGHT TOP -6.8 BOTTOM LEFT RIGHT TOP 42.8 BOTTOM 1 -3.0 3.0 .0 .0 -3.0 3.0 .0 .0 2 -107.7 107.7 .0 .0 -80.1 80.1 .0 .0 3 -97.0 97.0 .0 .0 -62.9 62.9 .0 .0 4 -96.5 96.5 .0 .0 -66.1 66.1 .0 .0 5 -118.0 118.0 .0 .0 -70.5 70.5 .0 .0 6 -131.7 131.7 .0 .0 -90.4 90.4 .0 .0 7 -161.4 161.4 .0 .0 -115.3 115.3 .0 .0 8 -3.0 3.0 .0 .0 -3.0 3.0 .0 .0 JOINT PATTERN -3 PATTERN -4 NUMBER LEFT RIGHT. TOP BOTTOM LEFT RIGHT TOP BOTTOM -------------------------------------------------------------------------- 1 -1.5' 1.5 .0 .0 -3.4 3.4 .0 .0 2 -75.1 75.1 .0 .0 -118.1 118.1 .0 .0 3 -65.5 65.5 .0 .0 -97.7 97.7 .0 .0 4 -60.4 60.4 .0 .0 -96.2 96.2 .0 .0 5 -90.4 90.4 .0 .0 -122.4 122.4 .0 .0 6 -83.1 83.1 .0 .0 -132.0 132.0 .0 .0 7 -118.9 118.9 .0 .0 -178.2 178.2 .0 .0 8 -1.5. 1.5 .0 .0 -3:4. 3.4 .0 .0 J 0 I N T S H E A R S ( kips JOINT PATTERN -1 PATTERN -2 PATTERN -3 PATTERN -4 NUMBER LEFT RIGHT LEFT RIGHT LEFT RIGHT LEFT RIGHT ------------------------------------------------------------------------------ 1 -5.9 31.0 -5.9 13.3 -3.0 31.5 -6.8 34.1 2 -45.8 42.8 -25.7 40.7 -43.2 21.3 -52.5 47.2 3 -41.3 42.0 -38.1 20.3 -19.8 39.7 -44.1 45.7 4 -41.9 41.1 -20.8 39.0 -39.0 18.3 -45.5 43.6 5 -43.8 47.8 -39.7 22.6 -22.8 46.3 -47.6 52.5 6 -49.0 48.0 -25.2 44.7 -45.4 21.9 -53.8 50.7 7 -51.3 57.1 -47.9 31.6 -26.5 54.3 -56.7 65.5 8 ---------------------------------------------------------------------- -38.9 5.9 -17.3 5.9 -39.4 3.0 -43.2 6.8 - - - - -- ** - Negative moment encountered in span, analyze.manually. Z Z W. �U - U O (/) a, W =` L Wes } W d. a =W Z F- O Z F- U� O F- WW T F- O; LL O lil Z U =. ~O f... Z i i 4 01 -03 -2005 ADOSS(tm) 7.01 Proprietary Software of PORTLAND CEMENT ASSN. Page 7 9:00:53 AM Licensed to: Shutler Consulting Engineers, Bellevue, WA DESIGN MOMENT ENVELOPES AT CRITICAL SECTIONS FROM SUPPORTS COL LOAD CROSS DESIGN DISTANCE LOAD MAX.I.P. LOAD NUM TYPE SECTN MOMENT CR.SECTN PTRN DISTANCE PTRN (ft -k) (ft) ) - - -- (ft) - 1 TOTL LEFT TOP -2.3 .175 4 - - -- 1.000 1 BOT .0 .000 0 .000 0 RGHT TOP .0 .000 0 .000 0 BOT -16.0 .591 3 .000 0 2 .,TOTL LEFT TOP -64.1 1.108 4 4.375 2 BOT .0 .000 0 .000 0 RGHT TOP. 70.0 1.108 4 3.293 4 BOT .0 .000 0 .000 0 3 TOTL LEFT TOP -54.8 1.108 1 2.634 4. BOT .0 .000 0 .000 0 RGHT TOP 54.1 1.108 1 5.268 2 BOT .0 .000 0 .000 0 4 TOTL LEFT. TOP -53.6 1.108 1 5.268 2 BOT .0 .000 0 .000 0 RGHT TOP 54.5 1.108 1 2.634 4. BOT .0 .000 0 .000 0 5 TOTL LEFT TOP -73.8 1.108 4 3.293 4 BOT .0 .000 0 .000 0 RGHT TOP 68.6 1.108 1 4.599 2 BOT .0 .000 0 .000 0 6 TOTL LEFT TOP -81.0 1.108 1 5.365 2 BOT .0 .000 0 .000 0 RGHT TOP 82.1 1.108 1 3.100 4 BOT .0 .000 0 .000 0 7 TOIL LEFT TOP -119.5 1.108 4 3.875 4 BOT .0 .000 0 .000 0 RGHT TOP 109.8 1.108 4 4.701 2 BOT .0 .000 0 .000 0 8 TOTL LEFT TOP .0 .000 0 .000 2 BOT 20.9 .591 4 .000 0 RGHT TOP 2.3 .175 4 1.000 1 BOT .0 .000 0 .000 0 Z i�- Z _ W 0 moo. W= J F'_ N O W� � J Q. N = d. �W F- O W LLJ U W W. ,H U. Z' 111 N O Z 01 -03 -2005 ADOSS(tm) 7.01 Proprietary Software of PORTLAND CEMENT ASSN. Page 9 9:00:53 AM Licensed to: Shutler Consulting Engineers, Bellevue, WA DESIGN MOMENT ENVELOPES AT CRITICAL SECTIONS ALONG SPANS SPAN LOAD CRITICAL DESIGN' LOAD MAX. I.P. LOAD MAX. I.P. LOAD NUM TYPE SECTION MOMENT PTRN DIST LEFT PTRN DIST RGHT. PTRN ----------------- CROSS .(ft) - - - - -- ------------------------------------------------------ TOTAL (ft -k) COLUMN (ft) BEAM (ft) MIDDLE STRIP 2 TOTL 5.313 TOP .0 0 .000 0 .000 0 -------------------------------------------------------------------------------- BOT 81.9 3 .000 0 5.313 3 3 TOTL 6.914 TOP -2.1 3 .000 0 .000 0 .0 ( 0.) .0 ( BOT 58.8 2 4.280 2 4.280 2 4 TOTL 6.914 TOP .0 0 .000 0 .000 0 .0 ( 0) .0 BOT 67.0 3 4.939 3 4.280 3 5 TOTL 6.256 TOP -6.7 3 .000 0 .000 0 2 LEFT TOP BOT 61.7 2 4.280 2 4.939 2 6 TOTL 8.048 TOP .0 0 .000 0 .000. 0 .0 ( 0) .0 ( BOT 89.4 3 5.749 3 4.982 3 '7 TOTL 7.363 TOP -7.8 3 .000 0 .000 0 .0 ( 0) .0 BOT 77.7 2 5.038 2 5.037 2 8 TOTL 9.794 TOP .0 0 .000 0 .000 0 BOT BOT 131.4 4 7.443 3 5.876 = 1 01 -03 -2005 ADOSS(tm) 7.01 Proprietary Software of PORTLAND CEMENT ASSN. Page 10 9:00:53 AM Licensed to: Shutler Engineers, Bellevue, WA Z =H i} W UO N 0. J H N W WO 9 _j LL ?. co = W Z E- O. W F-_ �p U� 0 F-- WW O W Z U =. O Z. DISTRIBUTION OF DESIGN MOMENTS AT SUPPORTS -------------------------------------------------------------------------------- COL CROSS TOTAL TOTAL -VERT COLUMN STRIP BEAM MIDDLE STRIP NUM SECTN MOMENT DIFFERENCE MOMENT MOMENT MOMENT -------------------------------------------------------------------------------- ( ft -k) ( ft -k) ( % ) ( ft -k) ( % ) ( ft -k) ( % ) ( ft -k) ( % ) 1 LEFT TOP -2.3 .0 ( 0) -2.3 (100) .0 ( 0.) .0 ( 0) BOT .0 .0 ( 0) .0 ( 0) .0 ( 0) .0 ( 0) RGHT TOP .0 .0 ( 0) .0 ( 0) .0 ( 0) .0 ( 0) BOT -16.0 .0 ( 0) -16.0 (100) .0 ( 0) .0 ( 0) 2 LEFT TOP -64.1 .0 ( 0) -48.1 ( 75) .0 ( 0) -16.0 ( 25) BOT .0 .0 ( 0) .0 ( 0) .0 ( 0) .0 ( 0) RGHT TOP 70.0 .0 ( 0) 52.5 ( 75) .0 ( 0) 17.5 ( 25) BOT .0 .0 ( 0) .0 ( 0) .0 ( 0) .0 ( 0) 3 LEFT TOP -54.8 .0 ( 0) -41.1 ( 75) .0 ( 0) -13.7 ( 25) BOT .0 .0 ( 0) .0 ( 0) .0 ( 0) .0 ( 0) Z =H i} W UO N 0. J H N W WO 9 _j LL ?. co = W Z E- O. W F-_ �p U� 0 F-- WW O W Z U =. O Z. .�'',�`�'. ...:. v.«...... i ce• ..�+.u: :��u,_ -.�.:. ..�: s._'.: .....�.. ,...��•. :r Aa w ^.u:i�].r'•S •` �v::h++i(�:�E�w rtwti ••4L.�.'+� ;!±.r ".ux�:Sc:..d::l.LiNnb:6� +�dsy .�:yi:.G" kx +..+;li+.- �#'� -t�` �t` �sy; via ''�.�+:✓ "...,{ui�t�'i- x)li:' �:`�.�1 Z iH W JU C.) 0 W= J � CO L WO 9_. LL Q' N d W T Z O 5 U� O N, = Z LL , _0 .. Z W CO) H F-' O Z._ BOT .0 .0 ( 0) .0 ( 0) .0 ( 0) .0 ( 0) 4 LEFT TOP -53.6 .0 ( 0) -40.2 ( 75) .0 ( 0) -13.4 ( 25) >: a BOT .0 .0 ( 0) .0 ( 0) .0 ( 0) .0 ( 0) RGHT TOP 54.5 .0 ( 0) 40.9 ( 75) .0 ( 0) 13.6 ( 25) BOT .0 .0 ( 0) .0 ( 0) .0 ( 0) .0 ( O) 5 LEFT TOP -73.8 .0 ( 0) -55.4 ( 75) .0 ( 0) -18.5 ( 25) BOT .0 .0 ( 0) .0 ( 0) .0 ( 0) .0 ( 0} RGHT TOP 68.6 .0 ( 0) 51.5 ( 75) .0 ( 0) 17.2 ( 25) BOT .0 .0 ( 0) .0 ( 0) .0 ( 0) .0 ( 0) 6 LEFT TOP -81.0 .0 ( 0) -60.8 ( 75) .0 ( 0) -20.3 ( 25) BOT .0 .0 ( 0) .0 ( 0) .0 ( 0) .0 ( 0) sY.. RGHT TOP 82.1 .0 ( 0) 61.6 ( 75) .0 ( 0) 20.5 ( 25) BOT .0 .0 ( 0) .0 ( 0) .0 ( 0) .0 ( 0) t 7 LEFT TOP -119.5 .0 ( 0) -89.6 ( 75) .0 ( 0) -29.9 ( 25) SOT .0 .0 ( 0) .0 ( 0). .0 ( 0) .0 ( 0) RGHT TOP 109.8 .0 (. 0) 82.4 ( 75) .0 ( O) 27.5 ( 25) z BOT .0 .0 ( 0) .0 ( 0) .0 ( 0) .0 ( 0) 01 -03 -2005 ADOSS(tm) 7.01 Proprietary Software of PORTLAND CEMENT ASSN. Page 11 9:00:53 AM Licensed to: Shutler Consulting Engineers, Bellevue, WA F . DISTRIBUTION OF DESIGN MOMENTS AT SUPPORTS' COL CROSS TOTAL TOTAL -VERY COLUMN STRIP BEAM MIDDLE STRIP NUM SECTN MOMENT DIFFERENCE MOMENT MOMENT MOMENT -------------------------------------------------------------------------------- (ft -k) (ft -k) '( % ) (ft -k) ( % ) (ft -k) ( % ) '(ft-k) ( % ) 8 LEFT TOP .0 .0 ( 0) .0 ( 0) .0 ( 0) .0 ( 0) BOT 20.9 .0 ( 0) 20.9 (100) .0 ( 0) .0 ( 0) s RGHT TOP 2.3 .0.( 0) 2.3 (100) .0 ( 0) .0 ( 0) } BOT .0 .0 ( 0) .0 ( 0) .0 ( 0) .0 ( 0) -------------------------------------------------------------------------------- J DISTRIBUTION OF DESIGN MOMENTS IN SPANS -------------------------------------------------------------------------------- SPAN CROSS TOTAL TOTAL -VERT COLUMN STRIP BEAM MIDDLE STRIP NUM SECTN MOMENT DIFFERENCE MOMENT MOMENT MOMENT -------------------------------------------------------------------------------- (ft -k) (ft -k) ( % ) (ft -k) ( % ) (ft -k) ( % ) (ft -k) ( % ) 2 5.31 TOP .0 .0 ( 0) .0 ( 0) .0 ( 0) .0 ( 0) BOT 81.9 .0 ( 0) 49.1 ( 60) .0 ( 0) 32.7 ( 40) 3 6.91 TOP -2.1 .0 ( 0) -1.3 ( 60) .0 ( 0) -.8 ( 40) BOT 58:8 .0 ( 0) 35.3 ( 60) .0 ( 0) 23.5 ( 40) 4 6.91 TOP .0 .0 ( 0) .0 ( 0) .0 ( 0) .0 ( 0) BOT 67.0 .0 ( 0) 40.2 ( 60) .0 ( 0) 26.8 ( 40) .�'',�`�'. ...:. v.«...... i ce• ..�+.u: :��u,_ -.�.:. ..�: s._'.: .....�.. ,...��•. :r Aa w ^.u:i�].r'•S •` �v::h++i(�:�E�w rtwti ••4L.�.'+� ;!±.r ".ux�:Sc:..d::l.LiNnb:6� +�dsy .�:yi:.G" kx +..+;li+.- �#'� -t�` �t` �sy; via ''�.�+:✓ "...,{ui�t�'i- x)li:' �:`�.�1 Z iH W JU C.) 0 W= J � CO L WO 9_. LL Q' N d W T Z O 5 U� O N, = Z LL , _0 .. Z W CO) H F-' O Z._ y s I i f f. -------------------------------------------------------------------------------- 01-.03 -2005 ADOSS(tm) 7.01 Proprietary Software of PORTLAND CEMENT ASSN. Page 12 9:00:53 AM Licensed to: Shutler Consulting Engineers, Bellevue, WA S H E A R A N A L Y S I S * * * * * * * * * * * * * * * * * * * * * * * * * ** NOTE -- Allowable shear stress in slabs = 219.09 psi when ratio of col. dim. (long /short) is less than 2.0. - -Wide beam shear (see "CODE ") is not computed, check manually. - -After the column numbers, C = Corner, E = Exterior, I = Interior. D I R E C T S H E A R W I T H T R A N F E R O F M 0 M E N T - - 5 6.26 TOP -6.7 .0 ( 0) -4.0 ( 60) .0 ( 0) -2.7 ( 40) PATT BOT 61.7 .0 ( 0) 37.0 ( 60) .0 ( 0) 24.7 ( 40) 6 8.05 TOP .0 .0 ( 0) .0 ( 0) .0 ( 0) .0 ( 0) BOT 89.4 .0 ( 0) 53.6 ( 60) .0 ( 0) 35.8 ( 40) 7 7.36 TOP -7.8 .0 ( 0) -4.7 ( 60) .0 ( 0) -3.1 ( 40) 97.6 BOT 77.7 .0 ( 0) 46.6 ( 60) .0 ( 0) 31.1 ( 40) 8 9.79 TOP .0 .0 ( 0) :0 ( 0) .0 ( 0) .0 ( 0) .0 BOT 131.4 .0 ( 0) 78.8 ( 60) .0 ( 0) 52.5 ( 40) -------------------------------------------------------------------------------- 01-.03 -2005 ADOSS(tm) 7.01 Proprietary Software of PORTLAND CEMENT ASSN. Page 12 9:00:53 AM Licensed to: Shutler Consulting Engineers, Bellevue, WA S H E A R A N A L Y S I S * * * * * * * * * * * * * * * * * * * * * * * * * ** NOTE -- Allowable shear stress in slabs = 219.09 psi when ratio of col. dim. (long /short) is less than 2.0. - -Wide beam shear (see "CODE ") is not computed, check manually. - -After the column numbers, C = Corner, E = Exterior, I = Interior. D I R E C T S H E A R W I T H T R A N F E R O F M 0 M E N T - - - - - - - - - - A R 0 U N D C O L U M N - - - - - - - - - - COL. ALLOW. PATT REACTION SHEAR PATT REACTION UNBAL. SHEAR SHEAR NO, STRESS NO. STRESS NO. MOMENT TRANSFR STRESS --------------------- ------ ------------------ --- ( kips) ( kips )--- (ft- k) (ft - k, (psi) lE 219.09 4 40.2 169.91 4 40.2 -- 11.2 ---- .0 -- 169.91 2I 203.43 4 97.6 187.24 4 97.6 .0 .0 187.24 3I 203.43 4 87.8 168.39 4 87.8 .0 .0 168.39 4I 203.43 4 87.1 167.13 4 87.1 .0 .0 167.13 5I 203.43 4 98.1 188.14 4 98.1 .0 .0 188.14 6I 203.43 4 102.5 196.55 4 102.5 .0 .0 196.55 72 203.43 4 120.1 230.40* 4 120.1 .0 .0 230.40* BE 219.09 4 49.3 208.02 4 49.3 -13.7 .0 208.02 * - Shear stress exceeded. Z 2 Z W W� U U W ='. J �_ CO) Q W U_Q N d. 1=- _ t- O Z F- LU 5:. U �. 0- W W Z tL Z LL! U N P _ O Z 01 -03 -2005 ADOSS(tm) 7.01 Proprietary Software of PORTLAND CEMENT ASSN. Page 13 9:00:53 AM Licensed to: Shutler Consulting Engineers, Bellevue, WA ��CeS N E G A T I V E R E I N F O R C E M E N T COLUMN *PATT *LOCATION * TOTAL * COLUMN STRIP * MIDDLE STRIP ** - Negative reinforcement required, compute manually. I Z H Z' �0 U O W = WO W go LL Q' N d = LU Z F- I- O: W ~` �p O to WW H LL Z Ll.l N O Z NUMBER* NO.* @COL FACE* DESIGN * AREA WIDTH * AREA WIDTH ------------------------------------------------------------- (ft -k) * (sq.in) (ft) * (sq.in) (ft) 1 ** 4 L 11 -2.3 1.08 6.3 2.79 16.1 2 4 11 R 70.0 2.27 6.3 2.79 .16.1 3 1 L I I -54.8 1.74 6.6 2.73 15.8 4 1 11 R 54.5 1.73 6.6 2.73 15.8 5 4 L 11 -73.8 2.39 6.6 2.73 15.8 6 1 11 R 82.1 2.65 7.7 2.55 14.7 7 4 L II -119.5 3.99 7.8 2.53 14.6 8 ** 4 11 R 2.3 1.35 7.8 2.52 14.6 Positive reinforcement required, compute manually. P O S I T I V E R E I N F O R C E M E N T SPAN *PATT *LOCATION * TOTAL * COLUMN STRIP * MIDDLE STRIP '1 NUMBER* NO. *FROM LEFT* DESIGN * AREA WIDTH * AREA WIDTH fy (ft) * (ft -k) * (sq.in) (ft) * (sq.in) (ft) ------------------------------------------------------------- 2 3 5.3 81.9 2.36 6.3 2.79 16.1 ` 3 ** 2 6.9 58.8 1.65 6.6 2.73 15.8 ;I 4 3 6.9 67.0 1.89 6.6 2.73 15.8 5 ** 2 6.3 61.7 1.74 6.6 2.73 15.8 6 3 8.0 89.4 2.55 7.7 2.55 14.7 7 ** 2 7.4 77.7 2.19 7.8 2.53 14.6 8 4 9.8 131.4 3.88 7.8 2.52 14.6 ** - Negative reinforcement required, compute manually. I Z H Z' �0 U O W = WO W go LL Q' N d = LU Z F- I- O: W ~` �p O to WW H LL Z Ll.l N O Z i "•. E r z: I .f t: f r, 1y . , i f E t f i R 3 A t 01 -03 -2005 ADOSS(tm) 7.01 Proprietary Software of PORTLAND CEMENT ASSN. Page 14 9:00:53 AM Licensed to: Shutler Consulting Engineers, Bellevue, WA D E S I G N R E S U L T S NOTE- -The schedule given below is a guide for proper reinforcement placement and is based on reasonable engineering judgement. Unusual boundary and /or loading conditions may require modification of this schedule. N E G A T I V E R E I N F O R C E M E N T ************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** -.--; ** - Positive reinforcement required, design manually. P O S I T I V E R E I N F O R C E M E N T * C 0 L U M N S T R I P * M I D D L E S T R I.P * LONG BARS * SHORT BARS * LONG BARS * SHORT BARS B A R - - -- * - - -- B A R - - -- * - - -- B A R - - -- * - - -- B A R - - -- NUMBER * NO SIZE LENGTH * NO SIZE LENGTH * NO SIZE LENGTH * NO SIZE LENGTH * (ft) * (ft) * (ft) * (ft) ------------------------------------------------------------------------------- 2 4 # 5 12.16 4 # 5 10.85 7 # 4 12.66 7 # 4 .10.53 3 ** 5 # 4 12.67 4 # 4 9.88 7 # 4 13.67 7 # 4 9.22 4 5 # 4 12.67 5 # 4 9.88 7 # 4 13.67 7 # 4 9.22 5 ** 5 # 4 12.67 4 # 4 9.88 7 # 4 13.67 7 # 4 9.22 6 7 # 4 14.83 6 # 4 11.50 7 # 4 15.83 6 # 4 10.73 7 ** 6 # 4 15.00 5 # 4 11.63 7 # 4 16. 6 # 4 10.85 C� 8 7 # 5 15.33 6 # 5 13.62 7 # 4 15.83 6 # 4 13.23 ** - Negative reinforcement required, design manually. . r.,.:: '... .�. vr/ �tiu :Wi::J: ?i.gi..y JJtE FNp °as✓,n�^la:n'dL'«::vk:nty .. ' � � t .. .+..: ' d.:.u: aa:..: -' u� ' L'iiii. d:JtrtS�..Y t1u: r.5t :i'1 x�� � i.kU•' �..,. �` �Y+li'1 '�i.....r ,,.:.... � ..,, �w •.._..,..... ,:'..,~ . »:,_.ter:,.. ,....•...... 4, Z H '~ W J U; U O N C0 W W = W H LL .W O}}. J U_ N W O �5 U �. O N, � I- WW �O W Z U N' 1= H O Z.. * C 0 L U M N S T R I P *M I D D L E S T R I P * LONG BARS * SHORT BARS * LONG BARS COLUMN'* -B A R- L E N G T H- * -B A R- L E N G T H- * -B A R - L E N G T H- NUMBER * NO SIZE LEFT RIGHT * NO SIZE LEFT RIGHT * NO SIZE LEFT RIGHT * (ft) (ft) * (ft) (ft) * (ft) (ft) 1 ** 3 # 4 1.00 3.99 3• # 4 1.00 2.85 14 # 4 1.00 3.08 2 4 # 5 5.12 4.19 4 # 5 3.39 3.39 14 # 4 5.12 4.04 3 5 # 4 4.19 6.02 4 # 4 2.99 3.38 14 # 4 3.38 6.02 4 5 # 4 6.02 4.19 4 # 4 3.38 2.99 14 # 4 6.02 I' 3.38' T 5 6 # 4 4.84 5.48 6 # 4 3.42 3.42 14 # 4 4.18 5.48 6 7 # 4 6.26 4.89 7 # 4 3.58 3.45 13 # 4 6.26 3.99 CT� _ 7 7 # 5 4.94 5.61 6 # 5 3.49 3.49 13 # 4 4.78 5.61 8 ** 4 # 4 4.94 1.00 3 # 4 3.49 1.00 13 # 4 3.78 1.00 -.--; ** - Positive reinforcement required, design manually. P O S I T I V E R E I N F O R C E M E N T * C 0 L U M N S T R I P * M I D D L E S T R I.P * LONG BARS * SHORT BARS * LONG BARS * SHORT BARS B A R - - -- * - - -- B A R - - -- * - - -- B A R - - -- * - - -- B A R - - -- NUMBER * NO SIZE LENGTH * NO SIZE LENGTH * NO SIZE LENGTH * NO SIZE LENGTH * (ft) * (ft) * (ft) * (ft) ------------------------------------------------------------------------------- 2 4 # 5 12.16 4 # 5 10.85 7 # 4 12.66 7 # 4 .10.53 3 ** 5 # 4 12.67 4 # 4 9.88 7 # 4 13.67 7 # 4 9.22 4 5 # 4 12.67 5 # 4 9.88 7 # 4 13.67 7 # 4 9.22 5 ** 5 # 4 12.67 4 # 4 9.88 7 # 4 13.67 7 # 4 9.22 6 7 # 4 14.83 6 # 4 11.50 7 # 4 15.83 6 # 4 10.73 7 ** 6 # 4 15.00 5 # 4 11.63 7 # 4 16. 6 # 4 10.85 C� 8 7 # 5 15.33 6 # 5 13.62 7 # 4 15.83 6 # 4 13.23 ** - Negative reinforcement required, design manually. . r.,.:: '... .�. vr/ �tiu :Wi::J: ?i.gi..y JJtE FNp °as✓,n�^la:n'dL'«::vk:nty .. ' � � t .. .+..: ' d.:.u: aa:..: -' u� ' L'iiii. d:JtrtS�..Y t1u: r.5t :i'1 x�� � i.kU•' �..,. �` �Y+li'1 '�i.....r ,,.:.... � ..,, �w •.._..,..... ,:'..,~ . »:,_.ter:,.. ,....•...... 4, Z H '~ W J U; U O N C0 W W = W H LL .W O}}. J U_ N W O �5 U �. O N, � I- WW �O W Z U N' 1= H O Z.. 01 -03 -2005 ADOSS(tm) 7.01 Proprietary Software of PORTLAND CEMENT ASSN. Page 15 9:00:53 AM Licensed to: Shutler Consulting Engineers, Bellevue, WA D E F L E C T I O N A N A L Y S I S NOTES- -The deflections below must be combined with those of the analysis in the perpendicular direction. Consult users manual for method of combination and limitations. - -Spans 1 and 9 are cantilevers. -- Time - dependent deflections are in addition to those shown and must be computed as a multiplier of the dead load(DL) deflection. See "CODE" for range of multipliers. -- Deflections due to concentrated or partial loads may be larger at the point of application than those shown at the centerline. Deflections are computed as from an average uniform loading derived from the sum of all loads applied to the span. -- Modulus of elasticity of concrete, Ec = 3321. ksi * * DEAD SPAN * LOAD NUMBER * Ieff. * (in ^4) 1 11469. 2 11469. ' 3 11469. 4. 11469. 5 11469. 6 11469. 7 11469. 8 11469. 9 11469. * C O L U M N S T R I P * M I D D L E S T R I P * DEFLECTION DUE TO: * DEFLECTION DUE TO: *-------------------------------------------------------- * DEAD * LIVE * TOTAL * DEAD { LIVE * TOTAL * (in) * (in) * (in) * (in) * (in) * (in) -.004 -.004 -.009 -.004 -.005 -.009 .026 .026 .051 .011 .011 .022 .016 .016' .032 .001 .001 .003 .019 .020 .039 .005 .005 .010 .016 .016 .031 .001 .001 .002 .033 .033 .066 .011 .011 .023 .023 .028 .051 .001 .002 .003 .057 .062 .119 .030 .031 .061 -.009 -.009 -.019 -.009 -.009 -.019 * Program completed as requested * z QQ S Z. JU UO Cl) 0 co LU J H CO U. WO J LL ? . N CY = W Z �. F.. O. Z F- O� 0 F- W LV. H u' O, W Z, O ~� Z ��M SHUTLER _�- CONSULTING ENGINEERS, INC 12503 Bel -Red Rd., Suite 100 Bellevue, WA 98005 (425) 450.4075 FAX (425) 450 -4076 JOB ; " G 3 SHEET NO &J / OF CALCULATED BY V 7 614 l DATE I ! SCAL I Z N W Id. C UQ W= cl)LL W U _ co 2 �W Z F- W W U o D F- =W. F- U. w U =, o ~. Z iu�c bole I I- I ! I I V Cy'V'1.CI 1u/ I/77) 60 I I ' - - T f i U Jc�5 ' ' i 4 I I I i i i I i I ( F -1 7 - 1 ! Z N W Id. C UQ W= cl)LL W U _ co 2 �W Z F- W W U o D F- =W. F- U. w U =, o ~. Z SHUTLER CONSULTING ENGINEERS, INC 12503 Bel-Red Rd., Suite 100 Bellevue, WA 98005 (425) 450.4075 FAX (425) 450-4076 JOB ;P(f - ff SHEET NO. oj' P, OF CALCULATED BY 1-eW DATE on, SCALE ............... ........ Z F— Z LLJ JU 00 c') LU W:r J H S2 LL w _j Uj z 0 z I­_ W W 5 0 0 �. W LU X F_ 0 z c) 0 Z 11 - T FI I I + Li �U ��� _ �_ ( I I I I I I ► 1 1 1 1 1 L Irl I I � i I I � (� � I — 7 _0 I I A _ � l i .�� o�� � �I � I I I - 7 j 7 ............... ........ Z F— Z LLJ JU 00 c') LU W:r J H S2 LL w _j Uj z 0 z I­_ W W 5 0 0 �. W LU X F_ 0 z c) 0 Z ��M SHUTLER �C' _� CONSULTING JOB w - 3 ENGINEERS, INC SHEET NO, OF 12503 Bel - Red Rd ., Suite 100 CALCULATED 8Y Bellevue, WA 98005 DATE (425) 450 -4075 FAX (425) 450 -4076 SCALE ga z w W QQ � U O ND J = N U_ WO 9-1 U. c� = a �W Z= ° Z W U� o�_ WW LL w U= O z I I I t � &F i ell "� I ! c) I i /U I I i I 'aU I I 6 •�S �r � _ (� , i ! I I I I I I 1`— ` I 1� I I I �C�� ►� � i� ► T I i l! �i ► i i � I �T� ' ! � I ga z w W QQ � U O ND J = N U_ WO 9-1 U. c� = a �W Z= ° Z W U� o�_ WW LL w U= O z ®� SHUTLER _�- CONSULTING ENGINEERS, INC 12503 Bel -Red Rd., Suite 100 Bellevue, WA 98005 (425) 450.4075 FAX (425) 450.4076 JOB SHEET NO Gy 'nom OF. CALCULATED BY I DATE l/ OA4 SCALE .}., .L. ..i..r,. wacS.e..�i:... ..�Siiri.L +." ark :lirc'... `w'',� >`t1�aYE1�.�,T1G k�•f1 'Y'� ak Jd6}tY�w;'dw•s. � .y- r: � Z ;!= Z . � J 0' 00 Ww �w w LL w �w Z H Z o W U� O - OH w z. w L) O Z i ! i I I /v!v `� I Ito -ee P� I i 1 i { 'jay ` ! T �_ r ,T,• � ' �_ - 1 � _�_,"_�/ � �_ I •�.� I 10 l ip) .}., .L. ..i..r,. wacS.e..�i:... ..�Siiri.L +." ark :lirc'... `w'',� >`t1�aYE1�.�,T1G k�•f1 'Y'� ak Jd6}tY�w;'dw•s. � .y- r: � Z ;!= Z . � J 0' 00 Ww �w w LL w �w Z H Z o W U� O - OH w z. w L) O Z f f t :r T? L�. � :i f r f s 4. 5 1 MASONRY WALL DESIGN FOR AXIAL AND BENDING (working stess) Description: East wall - pier between 22' -10 & 23' -2" openings .-5 f m of masonry 2,000 psi Em 1,800 ksi fy of steel 60,000 psi Es 29,000 ksi Parapet Height fa 100.0 6.00 ft Design Height (distance between supports) psi 20.00 ft Coefficient of Fixity F's 24.0 ksi OK 1.00 0.464 Width of wall for design 56.00 inches Tributary width of wall for design loads 28.00 feet Nominal wall thickness 12.00 inches Typical weight of wall 94.00 psf Depth to centroid of steel 9.00 inches Eccentricity (distance from center of wall to load) 7.00 inches APPLIED LOADS DEAD LIVE WIND SEISMIC Roof vertical 310 510 ---- ----- plf Weight of wall at mid height 1504 ----- ---- ---- pif Lateral ---- ----- 14.3 25.2 psf Bar size 5 Bar spacing 8 in o.c. As per bar 0.307 in ^2 As per section 2.148 in ^2 rho = As /(b *d) 0.0043 h' 20.00 feet n = Es /Em 16.11 h'/t 20.65 < 30 - OK, not slender wall rho *n 0.069 h' /r 71.86 < 99 k 0.308 effective area 651 1n ^2 j 0.897 radius of gyration 3.34 Case I - Dead + Live Ptotal 50.79 Ptotal 65.07 kips Mtotal 37.81 Mtotal 6.70 k -ft fa 78.0 fa 100.0 psi F'a 368.3 psi OK fb 128.1 psi F'b 666.7 psi OK fs 4.6 ksi F's 24.0 ksi OK fa /F'a + fb /F'b = 0.464 OK Case II - Dead + Seismic Ptotal 50.79 kips Mtotal 37.81 k -ft fa 78.0 psi F'a 491.0 psi OK fb 723.5 psi F'b 888.9 psi OK fs 26.2 ksi F's 32.0 ksi OK fa /F'a + fb /F'b = 0.973 OK 'w.. ..:.:.. ' ,,. .. !.�.: ,.rk'.�.; ', .: .:.�. ..�; ..r„. :.*;.'r. i ..t. s,. ",Sd: �i;t:.`�r :s..�. '; � iF• i�' �, c:: iii�n�,. r:.. ��, c: f:n,��nsa_:.sri:t ....t. t . ...c ��'... ti�. c: �[ Js3 .,.rs'.;+tiu'�'�i'F.i+s�.t��+i z = Z �w u� D . 0 N o CI) =. 0 w G Ei D. = F- _ z H- O z �- w � o� U O CO 13 2 U. . z: w U= O ~. z SHUTLER CONSULTING ENGINEERS, INC 12503 Bel-Red Rd., Suite 100 Bellevue, WA 98005 (425) 450-4075 FAX (425) 450-4076 Oil JOB SHEET NO. OF CALCULATED BY DATE SCALE z Z w 0 0 cf) 0 V) w LU J LL 0 .LL LU 3: WO LLJ 5 cf) 0 W LL ) M C. ) LL z cf) 0 z .. . ..... ... ......... i i I ( ' 1 � �� I o 5a 7 1 1 `� i � � 1 � I I i i i t I I I I � � I I _ ..I. .�� t f �� . I i 1 I I � I I I I I t I i I _f 1 �_ _.. �_ -- , -�- -- ---j -- 77 II - i -- I I I 4 .� i I i .... I I I I � .. � .. I I Y�_ I I __._..!_ .. I --~` -._�_ �_ .L_ z Z w 0 0 cf) 0 V) w LU J LL 0 .LL LU 3: WO LLJ 5 cf) 0 W LL ) M C. ) LL z cf) 0 z SHUTLER CONSULTING ENGINEERS, INC 12503 Bel-Red Rd., Suite 100 Bellevue, WA 98005 (425) 450.4075 FAX (425) 450-4076 JOB SHEET NO.- OF CALCULATED BY DATE SCALE h _ _ z Z w UO (1) w Uj Co LL w LL co CY W. z 0 : W LLJ 5 cl) 0 LLI U 1 X (. 5 LL .z . w cf) L 1 O ~ z I �.. � M+ i � i I 1 1 1 ..___1_ i /IsT i 171 _.� I I I I 4 I 77 I _ � I I � �� I f l !� . I l i l i l l _. ' I _ l i L.._I I I I � I �� I 04- �- I I 1 �� �� i i �� fi 14 I i� i i � I I 4 �' I h _ _ z Z w UO (1) w Uj Co LL w LL co CY W. z 0 : W LLJ 5 cl) 0 LLI U 1 X (. 5 LL .z . w cf) L 1 O ~ z SHUTLER CONSULTING ENGINEERS, INC 12503 Bel-Red Rd., Suite 100 Bellevue, WA 98005 (425) 450-4075 FAX (425) 450-4076 JOB SHEET NO. - - t OF CALCULATED BY 15Q_� DATE SCALE z Z w 00 c') 0 cf) w UJ = I F- c') LL WO 2 � 9 LL (j) : CY I.- W Z Z LLI LLj 5 cf) 0 0 F-� LLI Uj M 5 F- L o Z. cl) 0 z I � ! � I I ` i I I -- - Fi 71 I K I I lzy_�'_ i I I --7--D., I 1 It I / 1 " i 1 I 1 I I 1 1 1 �/A I I I i,< 1 1 1 1 0 6 1 Ll i I 1 f _ _ I I I_ I i E I F I 1 � , _�._ T . 7 .1 -r I �.- i � i + 1 IA 41 L vr✓ k ar 6 e ,� I ..._' 1 �. I � � ��- _ �` I I �_ J - 7- z Z w 00 c') 0 cf) w UJ = I F- c') LL WO 2 � 9 LL (j) : CY I.- W Z Z LLI LLj 5 cf) 0 0 F-� LLI Uj M 5 F- L o Z. cl) 0 z ;t s: t } SHUTLER _�- CONSULTING ENGINEERS, INC 12503 Bel -Red Rd., Suite 100 Bellevue, WA 98005 (425) 450.4075 FAX (425) 450.4076 JOB 9 SHEET NO. r OF CALCULATED BY � y t_;C— DATE I /, l/ r/ - G1�2 z �Z 2 D UQ w= DLL W O LL < cf) F-W W F- �j U� O co). 0 H W W LL O w z U= O z U A9 / IY Mck �G TF l : i� , - - -- ! — i _ _ I , I , i z �Z 2 D UQ w= DLL W O LL < cf) F-W W F- �j U� O co). 0 H W W LL O w z U= O z SHUTLER CONSULTING ENGINEERS, INC 12503 Bel-Red Rd., Suite 100 Bellevue, WA 98005 (425) 450.4075 FAX (425) 450-4076 JOB SHEET NO OF CALCULATED BY DATE SCALE z w 0 0 to 0 cf) W, W L 0, M� L 00 W Z 0 z �_ WW 5 :0 0 H W W X (.5 F_ 0 iu Z cf) M 0 F— z UA el I T-T i L 10 L T ..... . ... ...L4 . . . . . .............. ......... __j 1 t I 1_7 z w 0 0 to 0 cf) W, W L 0, M� L 00 W Z 0 z �_ WW 5 :0 0 H W W X (.5 F_ 0 iu Z cf) M 0 F— z i f i i i i :I „x ++ , ;Y+ `•1 +E. .N t i t Y 4 I i Oj MASONRY WALL DESIGN FOR AXIAL AND BENDING (working stess) Description: East wall - pier between 23'-4" & 32' -3" openings fm of masonry 2,000 psi fy of steel 60,000 psi Parapet Height Design Height (distance between supports) Coefficient of Fixity Width of wall for design Tributary width of wall for design loads Nominal wall thickness Typical weight of wall Depth to centroid of steel Eccentricity (distance from center of wall to load) APPLIED LOADS DEAD LIVE Roof vertical 500 438 Weight of wall at mid height 1462 ----- Lateral ---- ---- Em 1,800 ksi Es 29,000 ksi As per section 7.00 ft 0.0043 19.00 ft n = Es /Em 0.90 h'/t 17.65 < 30 - OK, not slender wall 56.00 inches h' /r 61.44 32.65 feet 0.308 12.00 inches j 94.00 psf 3.34 9.00 inches 7.00 inches WIND SEISMIC ----- --- plf pif 14.3 25.2 psf Bar size 5 Bar spacing 8 in o.c. As per bar 0.307 in ^2 As per section 2.148 in A2 rho = As /(b *d) 0.0043 h' 17.10 feet n = Es /Em 16.11 h'/t 17.65 < 30 - OK, not slender wall rho *n 0.069 h' /r 61.44 < 99 k 0.308 effective area 651 in ^2 j 0.897 radius of gyration 3.34 Case I - Dead + Live Ptotal 64.05 Ptotal 78.35 kips Mtotal 34.84 Mtotal 8.93 k -ft fa 98.4 fa 120.4 psi F'a 403.7 psi OK fb 170.9 psi F'b 666.7 psi OK fs 6.2 ksi F's 24.0 ksi OK fa /F'a + fb /F'b = 0.554 OK Case II - Dead + Seismic Ptotal 64.05 kips Mtotal 34.84 k -ft fa 98.4 psi F'a 538.3 psi OK fb 666.5 psi F'b 888.9 psi OK fs 24.1 ksi F's 32.0 ksi OK fa /F'a + fb /F'b = 0.933 OK Z +- w u�D JU UO (D o. CO Lu J = F- MLL w O L¢ CO 0 = �w Z� F- O Z F- w D O CO) T w T W i u. O w Z U CO H �. Z _= SHUTLER _M- CONSULTING IW ENGINEERS, INC 12503 Bel-Red Rd., Suite 100 Bellevue, WA 98005 (425) 450-4075 FAX (425) 450-4076 JOB SHEET NO OF CALCULATED BY- DATE z Z LLI 2 U D O cf) 0 CO LLJ LLJ _j (D LL w 0 2 � 9-1 LL < co y (3 f_ LU z 3: 0 z �_ LU LU U Lu LL , C. ) 0 ui z O ct) p T_ o z -- — - -------- OL 0 � 61 X"p - i� ��1 I I I 1 i � .! �� � I I i � 1 i 4! k� _7­ J _1 _j I � i ` I � j l I _ _.I__1__� j i i i �' I i I I I , I ' ! I 1 1 - +4 z Z LLI 2 U D O cf) 0 CO LLJ LLJ _j (D LL w 0 2 � 9-1 LL < co y (3 f_ LU z 3: 0 z �_ LU LU U Lu LL , C. ) 0 ui z O ct) p T_ o z i SHUTLER _�- CONSULTING ENGINEERS, INC 12503 Bel -Red Rd., Suite 100 Bellevue, WA 98005 (425) 450.4075 FAX (425) 450.4076 JOB SHEET NO. bu -15 OF CALCULATED BY 9074 DATE /./ - ,VaAe SCALE z �Z �2 UO 0 W= �L W O 9-j LL j. cf. �W Z z LLI H 25 U oI.- w �� "z w z J. x I � I I I I ri if if 1 4 _!_ ._ _ . I ► !_ _____ t � � � _�_.�_ __ � __.�___ �_ ._ -�►__ _ 74 �i z �Z �2 UO 0 W= �L W O 9-j LL j. cf. �W Z z LLI H 25 U oI.- w �� "z w z SHUTLER CONSULTING ENGINEERS, INC 12503 Bel-Red Rd., Suite 100 Bellevue, WA 98005 (425) 450.4075 FAX (425) 450-4076 JOB � c — 3 SHEET NO W40 OF CALCULATED BY DATE ' � � i�1�1 c I I � � { 7_7 _ . I I 71 i f I I_ I � l� � i f- I ZZ �g nm JH 1 17. ' _ �, �i j i i ._� I 1 4� 1 �i IfI° � � T::Z .................. L 7 _ 7 z Z w JU 00 cf) a w U. WO U. cl) Uj Z 0 z I­_ LLJ LU, L) cl) 0 I__ LU u j H 0 LL O z 0— z . . j i i . t t EE 7 i i i i t Z" - /5 MASONRY WALL DESIGN FOR AXIAL AND BENDING Ptotal (working stess) 48 in o.c. As per bar 0.307 in ^2 Description: Northwest partial -height wall 0.077 in ^2 rho = As /(b*d) 0.0017 fm of masonry 2,000 psi Em 1,800 ksi fy of steel 60,000 psi Es 29,000 ksi Parapet Height < 99 . 1.00 ft Design Height (distance between supports) 55.2 in ^2 13.00 ft Coefficient of Fixity 2.66 1.00 Width of wall for design 12.00 inches Tributary width of wall for design loads 1.00 feet Nominal wall thickness 8.00 inches Typical weight of wall 94.00 psf Depth to centroid of steel 3.80 inches Eccentricity (distance from center of wall to load) 7.00 inches APPLIED LOADS DEAD LIVE WIND SEISMIC Roof vertical 0 0 ----- ---- plf Weight of wall at mid height 705 ----- --- --- plf Lateral ----- ----- 14.3 25.2 psf Bar size 5 Ptotal Bar spacing 48 in o.c. As per bar 0.307 in ^2 As per section 0.077 in ^2 rho = As /(b*d) 0.0017 h' 13.00 feet n = Es /Em 16.11 h'/t 20.46 < 30 - OK, not slender wall rho" n 0.027 h' /r 58.65 < 99 . k 0.207 effective area 55.2 in ^2 j 0.931 radius of gyration 2.66 Case I - Dead + Live Ptotal 0.71 Ptotal 0.71 kips 0.53 Mtotal 0.00 k -ft 12.8 fa 12.8 psi F'a 412.3 psi OK fb 0.0 psi F'b 666.7 psi OK fs 0.0 ksi F's 24.0 ksi OK fa /F'a + fb /F'b = 0.031 OK Case II - Dead + Seismic Ptotal 0.71 kips Mtotal 0.53 k -ft fa 12.8 psi fb 382.1 psi fs 23.5 ksi + tb /F'b = F'a 549.7 psi OK F'b 888.9 psi OK F's 32.0 ksi OK 0.453 OK i (. z z' W UO Cf) 0 . CO J � CO LL wO 9 _j U. Cy z �. �O zr W 2 5 UD CO , O OH w H L O z U =; O hi z MASONRY WALL DESIGN FOR AXIAL AND BENDING (working stess) Description: West wall - typical f m of masonry 2,000 psi Em 1,800 ksi fy of steel 60,000 psi Es 29,000 ksi Parapet Height fa 32.9 4.00 ft Design Height (distance between supports) psi 17.00 ft Coefficient of Fixity F's 24.0 ksi OK 1.00 0.309 Width of wall for design 12.00 inches Tributary width of wall for design loads 1.00 feet Nominal wall thickness 8.00 inches Typical weight of wall 94.00 psf Depth to centroid of steel 3.80 inches Eccentricity (distance from center of wall to load) 7.00 inches APPLIED LOADS DEAD LIVE WIND SEISMIC Roof vertical 330 550 ----- -- --- pif Weight of wall at mid height 1175 ----- --- ---- plf Lateral ---- ----- 14.3 25.2 psf Bar size 5 Bar spacing 24 in o.c. As per bar 0.307 in ^2 As per section 0.153 in ^2 rho = As /(b *d) 0.0034 he 17.00 feet n = Es /Em 16.11 h'/t 26.75 < 30 - OK, not slender wall rho *n 0.054 h' /r 80.63 < 99 k 0.279 effective area 62.4 in ^2 j 0.907 radius of gyration 2.53 Case I - Dead + Live Ptotal 1.51 Ptotal 2.06 kips Mtotal 1.01 Mtotal 0.26 k -ft fa 24.1 fa 32.9 psi F'a 334.1 psi OK fb 140.3 psi Feb 666.7 psi OK fs 5.8 ksi F's 24.0 ksi OK fa /F'a + fb /F'b = 0.309 OK Case II - Dead + Seismic Ptotal 1.51 kips Mtotal 1.01 k -ft fa 24.1 psi F'a 445.5 psi OK fb 550.1 psi Feb 888.9 psi OK fs 22.9 ksi F's 32.0 ksi OK fa /F'a + fb /F'b = 0.673 OK z J- z o! 2 D J U 00 �o CO =' J ., M LL W O LL ? � =W �O Z r-- w LLJ U O N W W U u' O tll Z U =, O~ Z 7 MASONRY WALL DESIGN FOR AXIAL AND BENDING (working stess) Description: West wall - leg at 3'-4" door fm of masonry 2,000 psi Em 1,800 ksi fy of steel 60,000 psi Es 29,000 ksi Parapet Height 4.00 ft Design Height (distance between supports) 17.00 ft Coefficient of Fixity 0.90 Width of wall for design 16.00 inches Tributary width of wall for design loads 3.00 feet ` Nominal wall thickness 8.00 inches Typical weight of wall 94.00 psf Depth to centroid of steel 3.80 inches Eccentricity (distance from center of wall to load) 7.00 inches APPLIED LOADS DEAD LIVE WIND SEISMIC Roof vertical 330 550 ----- ----- plf Weight of wall at mid height 1095 --- -- --- plf =s Lateral ---- ----- 14.3 25.2 psf 1 Bar size 5 Bar spacing 8 in o.c. As per bar 0.307 in ^2 As per section 0.614 in "2 rho = As /(b *d) 0.0101 h' 15.30 feet n = Es /Em 16.11 h'/t 24.08 < 30 - OK, not slender wall rho *n 0.163 h' /r 83.84 < 99 k 0.430 effective area 122 in ^2 x j 0.857 radius of gyration 2.19 ft J Z ;t-- w u� D JU U 0 W i. J � U. � O U - �d =w Z �. Z0 W LU �o U CO w w . U U- 8 LLi Z O H Z SHUTLER _�- CONSULTING ENGINEERS, INC 12503 Bel -Red Rd., Suite 100 Bellevue, WA 98005 (425) 450 -4075 FAX (4251 450.4076 JOB v �� ✓ SHEET NO W_1 OF CALCULATED BY l�tg DATE I �� 1:9 a �OtiC ArAI F ' �i -- f....::.�3 niHw't!k...�k. 1 :11».i . aA. i.. w: e1: IACL. a�"J.�d'G.pd�.L•:t:.Sta;.�.J.?1 ' '' t a r+ r„ ., i.., �.5.� T z Z S S W UQ W= S2 LL .W O U j � = W z W O W U� 1n aH WW I• — . � 111 z U= O z I i I 4_ OT p 1 - i ze �4.6 I I t I I _I I I i t i --�-- ' -- - = -T�5,- � � � - -�-�- � ' ' �_. -� - - -! - - • � _ � lid ><f � �. � - -'- j 1Cei'I I I I i i T - I _ t 1 ; I i I ' �i -- f....::.�3 niHw't!k...�k. 1 :11».i . aA. i.. w: e1: IACL. a�"J.�d'G.pd�.L•:t:.Sta;.�.J.?1 ' '' t a r+ r„ ., i.., �.5.� T z Z S S W UQ W= S2 LL .W O U j � = W z W O W U� 1n aH WW I• — . � 111 z U= O z SHUTLER CONSULTING ENGINEERS, INC 12503 Bel-Red Rd., Suite 100 Bellevue, WA 98005 (425) 450.4075 FAX (425) 450-4076 r f�j� �� f ' i � ! j I 1� ! I �J I I I; V j I I I '' � I � f � �U� � � I `�— i! C � I ( I ' I I I! �: �. A rl TTJ FT T JOB c— :5 SHEET NO. OF CALCULATED BY DATE SCALE z Z LLI 5 C.) o 0 c 0 cf) w LU :c _j I.— S2 LL W 2� 9-1 LL LU 2: Z I.- 1.- 0 W �_ LU LU Oct) 0 1- WW M 0 LL —0 -Z - LU U) 0 — p:r o SHUTLER _�— CONSULTING ENGINEERS, INC 12503 Bel -Red Rd., Suite 100 Bellevue, WA 98005 (425) 450.4075 FAX (425) 450 -4076 JOB ::;�C SHEET N0_ OF CALCULATED BY 115 DATE SCALE . z Z �w UO C/) 0. J x LL. WO J U. �. cl)a = w Z� W O_ �5 U � LL 0 r w U LL — O LLI z U a�. Z.. ,. 0- ` I / 517 _ i I 7-L � I I I I - � 1 l i . I - --' : . z Z �w UO C/) 0. J x LL. WO J U. �. cl)a = w Z� W O_ �5 U � LL 0 r w U LL — O LLI z U a�. Z.. 1996 AISI Specification ASD DATE: 12/2912004 CLARK STEEL FRAMING SYSTEMS :S Z P SECTION DESIGNATION: 600S162 -54 Single 2 ':. D f INPUT PROPERTIES: 0 0. s Web Height = 6.000 in Steel Thickness = 0.0566 in co Top Flange = 1.625 in Inside Corner Radius = 0.0849 in Cj) w w =: Bottom Flange = 1.625 in Yield Stress, Fy = 50.0 ksi -' Stiffening Lip = 0.500 in co — 0 k fi Punchout Width = 1.500 in Punchout Length = 4.000 in U_ ±: COMBINED AXIAL AND BENDING LOADS co_ d INPUT PARAMETERS w Overall Wall Height = 15.0 p: Lateral Load =13.8 psf Z F- Lateral Load Multiplied by 1.00 for interaction checks fj Listed Allowable Axial Load multiplied by 1.00 for interaction checks v 0, Lateral load not modified for deflection calculations p N, ' Studs Mechanically Braced at Tabulated Intervals o H 1 w w' } ALLOWABLE LOADS Qb) SPACING Maximum ill Z BRACING 12 in 16 in 24 in KUr v O - NONE 0 0 0 316 z x r MID Pt 1253 937 343 158 THIRD Pt 3156 2799 2138 • 105 SHEATH 2 SIDES 3069 2816 2338 79 DEFLECTION U966 U725 U483 F I. i � I G • { A • 1 1 1 1 a ROM 11 Igo 1. 1996 AISI Specification ASD DATE: 12/29/2004 CLARK STEEL FRAMING SYSTEMS SECTION DESIGNATION: 600S162 -54 Single 3.0335 in INPUT PROPERTIES: 2.8604 in ^4 Section Modulus (Sxx) 0.9272 in 3 Web Height = 6.000 in Steel Thickness = 0.0566 in Top Flange = 1.625 in Inside Corner Radius = 0.0849 in Bottom Flange = 1.625 in Yield Stress, Fy = 50.0 ksi Stiffening Lip = 0.500 in Punchout Width = 1.500 in Punchout Length = 4.000 in OUTPUT PROPERTIES: Effective Section Properties, Strong Axis Neutral Axis from Top Fiber (Ycg) 3.0335 in Moment of Inertia for Deflection (Ixx) 2.8604 in ^4 Section Modulus (Sxx) 0.9272 in 3 Allowable Bending Moment (Ma) 2313.25 Ft -Lb Gross Section Properties of Full Section, Strong Axis Neutral Axis from Top Fiber (Ycg) 3.0000 in Moment of Inertia (Ixx) 2.8604 in ^4 Cross Sectional Area (A) 0.5563 in ^2 Radius of Gyration (Rx) 2.2675 in Section Properties, Weak Axis 0.4714 in ^2 Gross Neutral Axis (Xcg) From Web Face 0.4136 in Gross Moment of Inertia (lyy) 0.1804 in "4 Radius of Gyration (Ry) 0.5695 in Effective Section Modulus (Syy) 0.1319 in ^3 Effective Neutral Axis (Xcg) from Web Face 0.6640 in Allowable Moment (May) 329.03 Ft -Lb Other Section Property Data Net Area at Punchouts 0.4714 in ^2 Member Weight per Foot of Length 1.8931 lb/ft Allowable Shear Force In Web (Unpunched) 2708 lb Allowable Shear Force In Web (Punched) 1963 lb Pao for use in Interaction Equation C5 -2 8520 lb Torsional Properties Dist. from Shear Center to Neutral Axis (Xo) - 1.0715 in St. Venant torsion Constant (J x 1000) 0.5941 in ^4 Warping Constant (Cw) 1.3178 in ^6 Radii of Gyration (Ro) 2.5718 in Torsional Flexural Constant (Beta) 0.8264 Allowable Web Crippling Loads (lb) 1.00in END BRNG 3.50in INT BRNG Cond 1 Cond 3 Cond 2 Cond 4 Single Member 639 442 1495 1323 Punchout Reduction 0.919 0.955 z u� 5 . JU 00 N CO W J H w. w O LL �D = d. �w z� F- O z �- w UJ D o U O N WW ui z CO H =. O z SHUTLER _�- CONSULTING ENGINEERS, INC 12503 Bel -Red Rd., Suite 100 Bellevue, WA 98005 (425) 450.4075 FAX (425) 450 -4076 JOB ;oe_ � IAJ .Uj `„w- .o__�_ SHEET NO -OF. CALCULATED BY DATE SCALE z �- z w 00 w= co) LL w U_ w z� �_O w ~ W U� 0 Fes- w LL LLi z U= O z •�';1a.:'r•.c;,,+:.• 'i4:�:.ut'i+u; Lii. s1,: C+: v�: ti' �. f:(: uiurl'.''.,:.' Yndi3d .:ktiediA,'�f,.�'i:u�iCSrF4�J IAJ .Uj `„w- .o__�_ i I UAI 1 6 1 ' t I I � , •I I i i � I i i _ : I I i i z �- z w 00 w= co) LL w U_ w z� �_O w ~ W U� 0 Fes- w LL LLi z U= O z •�';1a.:'r•.c;,,+:.• 'i4:�:.ut'i+u; Lii. s1,: C+: v�: ti' �. f:(: uiurl'.''.,:.' Yndi3d .:ktiediA,'�f,.�'i:u�iCSrF4�J SHUTLER AMIiM- CONSULTING ENGINEERS, INC 12503 Bel-Red Rd., Suite 100 Bellevue, WA 98005 (425) 450.4075 FAX (425) 450-4076 JOB �C 0 SHEET NO W--,Py OF CALCULATED BY 1 9 6 1 DATE / C9 - eo- o'er" z Z w 00 . cl) cy co) LU J C0 0 F_ EL cl) LLI .z I__O z I­_ W W 2 5. o f � W W L) w Z' cf) 0 z Ld '' ' I�� G I i T L—L jam/ / i / - f ,l� � � l if 1 1 i t f �� - -� 1 � � Imo' ._.1._ �l._! i� ► i �! e if j ' 'mot ! �ao ►� /��� i � T - � L 7- F if ... ....... .. ............ z Z w 00 . cl) cy co) LU J C0 0 F_ EL cl) LLI .z I__O z I­_ W W 2 5. o f � W W L) w Z' cf) 0 z TABLE NO. VII SECTION PROPERTIES FOR WC & CW SECTIONS 2 3 4 5 6 EATIE �0. 0. 0. 0: 0 . 0. 0. 0 . WC SECTIONS (1 -51W FLANGE) PHYSICAL AND STRUCTURAL PROPERTIES (PER 1991 UBC STANDARDS No. 27 -9) a) 'p V ...fir J.c 20 0.Q1 0.7071 2� 0.74 0.69 20 0.48 18 0.87. 18 0.e 18 0.7 16 0.88 18 0. 0.97 18 0.47 )-- 0.65d 18 0.6711 18 0.72 18 U.88 16 0. 1e 0 ' 16 0.98 18 '7.6.5 14 0.8 •14 0.72Q 14' 0.87¢ t1i ' 2 2 2 2 2 2 CW SECTIONS (2" FLANGE) PHYSICAL.AND STRUCTURAL PROPERTIES (PER 1991 UBC STANDARDS No. 27 -9) GROSS SECTION ' PROPERTIES GROSS SECTION NET PROPERTIES TORSIONAL SECTION PROPERTIES AREA EFFECTIVE SECTION PROPERTIES . ly ' NET MOMENT TORSIONAL Ix • SECTION PROPERTIES ow F DEPTH Fy WT. AREA 1 Ma AREA Ix 9x n( ly Sy ry . AREA Ix Sx rx Cw J Xo Rc B (fn.'4) (in.) (KS4 (PLF) Qn.'2) • (In.'4) (In.'3)• (In.) (In:'4) On. On.) On ^2) (In.'4) (In.'3) (In.) pn.'2) Qn. -Ibs) (in. (In.'s) (In.) (In.) 0.2100 � 20 1.825 33 0.62 0.1!)27 0.0860 0.1059 0.6863 0.0863 .4 0.6980 0,1881 0.0868 0.0911 0,8894 0.1568 1890 .0.0438 0.00006 1.6303 1.7818 0.2627 21) 20 2.500 33 0,72 0.2120 0.2192 0.1753 1.0145 0,0764 0.0729 0,6969 0.1984 0.2272 0.1588 1.0329 0.1810 2860 0.0968 0.00008 1.7714 1.6183 0.4312 7 � 20 3.500 33 0,64 0.2476 0.4816 0.2752 1.3947 0.0857 0,0761 0.6886 0,2330 0.4888 0.2429 1.4023 0.1968 4290 0.1987 0.00008 1.2311 1.9686 0.6041 ,781 20 3.826 33 0.88 0.2519 .0.5227 0.2884 1.4408 0.0887 0.0786 0.5887 03373 0.6275 0.2548 1.4472 0.2000 x480 0.2125 0.00008 1.2159 1;9791 0.6226 91 1 20 4,000 33 0,90 0,2648 0.8581 0,3290 1.5763 0.0896 0,0773 0:6812 0.2503 0.6814 0.2908 1.5803 0.2129 4970 0,2542 0.00008 1.1727 2,0519 0.6734 -� 20 6.000. 33 1.14 0.3340 1.7186 0.6723 2.2871 0.1008.'0.0804 1.3002 0.5488 ' 0,3125 1.7120 0.4964 22639 0.2821 7890 0.8623 0.00011 0.9903 2.5312 0.6489 7 1118 2500 33 0,94 0.2774 0,2801 0.2241 1.0060 0.1000 0.0968 0.6004 03706 0.2925 0.2250 1,0275 0.2098 4220 0.1326 0.00014 1.4097 1.6449 0.4161 731 18 3.600 33 1.10 0.3226 0.8194 0.3640 1.3860 0.1128 0.1011 O.b908 0.3168 0.8321 0.3488 1.4001 0.2549 8500 0.2875 0.00017 1.2843 1.9788 0.5910 771 18 3.826 33 1.12 0.3281 0.8727 0.3712 1.4319 0.1138 0.1015 0.6881 0.3212 0.6864 0.3631 1.4464 0.2806 8770 0.2886..0.00018 0.7259 1.2486 1.9988 0.6098 901 15 4.000 3 1.17 0.3460 0.6481 0.4241 1,5879' 0.1178 0.1027 0.5838 0,3382 O:SaO9 0.4134 1.5798 0.2774 7570 0.3578•.'0.00019 0.4453 1.2039 2.0701 0.6818 951 18 8.000 33 1.48, 0.4352 2.2224•` 0.7408. 22698 0.1328 01069 0.5519 0.4284 22352 0.7180 22863 0.3678 1167 01 0.8900: 0.00025 1.0158 44 2.51 0.6408 971 18 8.000 33 1.78 O,b254 4.4871"'' 1.1168 29159 0.1424 0.1094 0.6206 0.6170 4.4800 1.0784 2.9200 0.4678 16190 1.7288 0.00031 0.8823 3.0945 0.9187 18 10.000 33 1 2.09 0.8168 7.7826' 1.5526 3.5610 0.1493 0.1109 0,4926 0.6468 7.7784 1,3064 3.6640 0.5480 20580 1 2.13968 0.00037 0.7818 3.6721 0.9647 6 1.8370 22377 0.3260 3,500' SO 1.55 0.4553 0.9099 0.5199 1.4137 0.2488 0,1907 0.7392 0.4207 0.9242 0.4428 1.4247 0.3704 12420 0.6324 0.00040 70 10 2500 60 1 .20 0.3517 0.3491 . 0.27 93' 0.9983• . 0.'1286: 0:1270 0.6062 0.3417 ' 0.3860 0.2797•' • 1.0187 0.2888 7690 0.1496 0.00015 1.4674...1.8783 0.00040 0.3980 72� 18 3.600 50 , 1,39 0.4063 0.7788 0.4438 1.3792 0.1463 0.1327 0,5988 0.3983 0.7926 0.4330 1.3932 0.3234 12320 0.2945 0.00018 1.3084 2.0022 0,6730 701 18 3.625 60• 1.41 •0.4164 0.8438 0.4664 1.4253 0.1471 0.1333 0.6961 0.4064 0.5596 0.4635 •.1,4387. 0.3305 12840 0.3170 0.00018 1.2923 2.0233 0.6921 903 16 4,000 60 1.48 0.4388 1.0852 0.6326 1.5619 •0.1620 0.1348 0.6900 0,4268 1.0811 0.5189 • 1.5734 0.3617 14400 0.3909 0.00019 1.2464 2.092') 0,6451 95! 16 8X00 60 1.87 0.6498 28005• 0.9336 22569• 0.1718 0.1403 '0.6689 0.6398 2.8186 0.9000 2 2633 0.4646 220 90 0.9677 0.00025 1.0632 2.5581 0,8305 9715 18 6.000 b0 2.215 0.6830 5.6364 1.4089 29155 0.1648 0.1436 0.5279 0,8630 5.6518 1.3604 2.9120 0.5781 331-10 1.8464 0.00031 0.9159 3.1051 0.9130 ¢ 16 10.000 60 264• 0..7762 9.7964 1.9593 3.6528 0.1940 0.1456 0.5000 0.0946 9,8127 1.6804 3.5666 0.6913 39400 3.0866 0.00038 0.8123 3.6812 0.9513 18 12000 60 3.02 0.8894 16.5097 2 6860 4.1769 0.2009 0,1470 0.4763 0.7281 15.5262 1.9624 4.1781 0.8046 47980 4.8986 0.00044 0.7307 4,2681 0,9707 2.4082 0.5382 .6.000 50 2.67 0.7567 4.0413 '1.3471 ' 23111 0:3838 '0.2659 0.7127 0,7417 4.0015 1.2988 23188 0.13498 34880 2.6584 0,00110 1.4035 2.8009 14 3.600 .50 1.78 0:6178.. •0.9717 0.5663' 1.3899 0.1854 0.1730 0.8000• 0.5178 0.9918 0.5688 1.3840 0.4109 16550 0,4742 0.00070 1.3251 2.0078 0.56 44 1 783 14 3.625 50 1.79 0.5207 1.0666' '0.6829 1.4163 • 0.1887 0.1737' 0.5966 0,5207• 1.0780 0.5940 1.4298 • 0.4198 17290 0.5088 0.00071 1.3088 20284 0.6838 903 14 4,000 60 1.88 0.5635 1.3357 0.8679 1.5635 0.1962 0.1757 0.5938 0.5535 1.3568 0.6779 1.5851' 0."Sef 19520 0.6288 0.00078 1.2618 2.0963 0.6377 961 14• 8.000 60 237 0,6981 3.5280 1.1780 22514 0.2211 0.1829 0.5838 0.6981 3.5483 1.1828 22578 0.6892 31470 1.5223 0.00100 1.0649 2.5592 0.8289 971 14 8.000 50 2.85 0.8387 7.1125 1.7781 2.9122 0.2383 0.1871 0.6330 0.8387 7.1329 1.7832 2.9163 0.7318 43610 2.9278 0.00124 0.9258 3.1057 0.9112 981 14 10.000 60 3.34 0.9813 123743 2.4749 3.5612 0.2504 0.1898 0.6052 0.9813 12.3949 2.4790 3.6541 0.8744 55870 4.8903 0.00146 0.8205 3.8824 0.9504 14 12000 50 3.82 1.1239 19.5985 3.28154 4.1780 0.2596 0.1917 0.4805 1.0476 19.6194 29628 4.1781 1.0170 87970 7.4420 0,00170 0.7380 4.2899 0.9701 10.000 50 5.08 1.4935 19.7378 3.9476 3.8354 0.6446 0.4132 0.6569 1.4935 19.7872 3.9534 3.6381 1.3410 98740 12.4911 0.00482 1.1382 3.8882 0.9134 12.000 70 , 12 3.600 60 2.51. 0.7378 1.3478 0.7700 1.3515 0.2628 0.2483 0.5968 0.7378 1.3783 0.7884 7.3858 0.6863 23050 0.8919 .0.00200 1.3439 20069 0.6518. 7 12 3.62,5 60 2,55 0:7605 1.4886 0.8093 1.3990-0.2661 0.2494 0.5955 0:7505 1.4956 0.8261 1.4116 0.5980 24230 0.7428 0.00210 1.3270 '2.0289 0,5714 go 12 4.000 50 2.68 0,7887 1.8602 0.9301 1.5358 0.2755 0.2524 0.5910 0.7887 „ 1.8889 0.9446 1.5476 0.6382 27850 0.9088 0,00220 1.2791 2.0930 0.6286 s 12' . 8.000 •60 3.37 0.'9921 4,9601 1.8634 2.2360 '0:3131..0.2630 0.15818• 0.9921 4,9890' 1.8830 .2.2426 0.8398 48740 2.1838 0.00289 1.0779 2.5507 0.8214 9711 12 8.000 50 4.08 1.1966 10.0441 25110 2.8988 0.3380 0,2592 0.5317 1,1955 10.0733 2.S1`83 2.9028 1.0430 86110 4.1645 0.00360 0.9362 3.0960 0.9088 sell 12 10.000• 50 4.76 1.3989 17.5189. 3.6035, 3.6389 0.3558 0.2731 0.6042 1.3989 17.5486 3,5097 3.6418 1.2484 86760 6.9811 0,00430 0.8295 3.8724 0.9490 --•12' 12000 60 5,46 1.8023 27.7916 4,6319 4.1648 0.3888 0.2769 0.4787 1 1.8023 27.8214 4.8388 4.1870 1 1.4498 1 105870. 10.8193 0.00500 0.7458 4.2803. 0.9884 ...fir J.c 20 0.Q1 0.7071 2� 0.74 0.69 20 0.48 18 0.87. 18 0.e 18 0.7 16 0.88 18 0. 0.97 18 0.47 )-- 0.65d 18 0.6711 18 0.72 18 U.88 16 0. 1e 0 ' 16 0.98 18 '7.6.5 14 0.8 •14 0.72Q 14' 0.87¢ t1i ' 2 2 2 2 2 2 CW SECTIONS (2" FLANGE) PHYSICAL.AND STRUCTURAL PROPERTIES (PER 1991 UBC STANDARDS No. 27 -9) NOTES 1. Not cross - sectional area is based on removal of web punchout material. Sae figure an page 2. 2 All properties are based on the effective cross - sectional area, unless noted otherwise, 3. Provide stiffeners per paragraph 81.2 of U.B.C. standard 27 -9 where the ratio Is 200 <hl1<250. P(cvlde utiffenere fl at all beating points and at Intermediate points per B8.1 and 88.2 of U.B.C. standard No. 27 -9 where the ratio Is 260<h/t<300. Hit ratios greater than 300 are not allowed. 4,,, 4, Assumes fully braced flanges and banding only, for other conditions allowable bending stresses shall be reduced In accordance with 1991 U.B.0 Standard No. 27 -9. S. Gross section properties based an section with punchout per figure on page 2 Effective section properties based on full cross section. 8. SteelerJoist - WC with a 1-518" lag Is used primarily as a ceiling or floor joist and may be used as a wall stud. Stealer Joist CW with a2" lag is used primarily as a ceiling or floor joist and may be used as a wall stud. WC and CW etude are punched at 2 O.C. for all gauges except 12 gauge. WC and CW sections may be ordered unpunched. PAGE 7 ',,:� " ° as resin ' � � �t? (�%S/? Y , 1'ab#4M; r.,� • l . t»M3KT.. <cts TM !gym.!.:.....,.. ' t v�'s� x. .- .s,.,,,rur..�,�.:. .... -... _...�- ug � •S, "rtrf quay., ., ;•;xr, „.a,wv�ur 'xtN;�r•.;x -+;� .� ,: Z ~ W 0 co W W = U- WO L Q _ d 1_ _ Z x I- O W ~ UJ 5 U� O� W �U 1.L 111 Z U= O Z GROSS SECTION ' PROPERTIES EFFECTIVE SECTION PROPERTIES NET MOMENT TORSIONAL SECTION PROPERTIES AREA Ix •'Sx M.. . ly ' Sy ry AREA Ix • Sx rx. ow J Xo Ro B DEPTH Fy WT. AREA 1 Ma (In.) (KSn '(PLF) (In.'2) (fn.'4) Qn.'3) (In.) (In.'4) Qn.'3) (In.) (ln'2) (In.'s) Qn.'3) (In.) (In.'2) (in. -Ibs) (In.'6) on. ^4) ' on.) (In.) 1.625 33 0.71 0.2100 0.1028 0.1265 0.6996 0.1108 0,0985 0.7258 0.1848 0.0969: 0.0970 0.6792 0.1841 1780 0.0789 0.00007 1.9160 2.1576 0.2123 2.500 33 0.82 0.2403 0.2597 0.2078 1.3968 0.1291 0.1031 0.7330 0.2151 0.2600 0.11185. 1.0200 0.1884.' 2970 0.1877'0.00008 1.7408 2.1465 0,3424 3.500 33 0.93 0.2749 0.5622 0,3212 •1.4301 0.1453 0.1081 0.7270 0.2497 0.6301' 0.2578 1.3887 0.2230 4520 0.3398 0.00009 1.6820 2.2270 0.4964 3+825 33 0.95 0.2792 0.6093 0.3362 1.4772 0.1470 0,1088 0.7258. 0.2640 < 0.5738 0.2701 1.4335 0.2273 4700 0.3863 0.00009 1.5645 2.2425 0.5133 4.000 33 0.99 0.2922 0.7838 0.3819 1.6169 OASIS 0.1099 0.7211 0.2870.' 0.7172 0.3081 1.5888 0.2403 5240 0,4539 0.00010 1.5147 2.2955 0.5648 6.000 1 33 1 1.23 0.3814 1.9574 0.8525 23273 0.1721 0. 0.6901 0.3220 1.8628 0.5083 2.2642 0.3095 8100 1,1282 0.00012 1.3002 2.7008 0.7682 2.500 33 1.07 0.3139 0.3330 0.2864 1.0300 0.1702.0.1380 0.7363 03874 0.3460 0.2285 1.0483 0.2463 3920 0.2357 0.00017 1.7903 22014 0.3386 3.500 33 1.22 0.3590 0.7253 0.4144 1.4214 0.1920' 0.1448 0.7314 0.3325 0.736. 0.3528 1.4312 0.2914 6510 0.4679 0.00020 1.6282 2.2864 0.4942 3.625 33 1.24 0.3648 0.7865 0.4339 1.4686 0.1944 0.1464 0.7302 0,3381 0.7961 0.3894 1.4778 0.2970 8780 0.5039 0.00020 .1.6081 23027 0.5123 4.000' '33 1.30 0.3815 0.9673. 0.4936 11.6088 0.2010 0.1473 0.7259 0.3551. 0.9968 '5.4209 1.6155 0.3139 7590 0.6220 0.00021 1.5567 23580 0.5642 6.000 33 1.60 0.4717 2.5405 0.8466 23207 0.2254 0.1641 0.6968 0.4453 2.5378 .7325 2.3194 0.4041 11900 1.5268 0.00027 1.3366 2.7664 0.7687 8.000 33 1.91 0.5819 5.0372 1.2693 29940 0.2470 0.1581 0.8829 0.5172 5.0338 1.0629 2.9929 0.4942 16240 2.9470 0.00034 1.1745 3.2827 0.8720 10.000 33 222 0.6521 8,6677 1.7316 3.6438 0.2604 0.1608 0.6319 0.5478 8.6707 13893 3.6463 0.5845 20830 4.9353 0,00040 1,0508 3.8469 0.9264 2.500 50 1.38 0.3967 0.4152 0.3322 1.0206 0.2200 0.1819 0.7428 0.3641 0.4309 0.2857 1.0396 0.3138 7280 0.3286 0.00034 1.8370 22377 0.3260 3,500' SO 1.55 0.4553 0.9099 0.5199 1.4137 0.2488 0,1907 0.7392 0.4207 0.9242 0.4428 1.4247 0.3704 12420 0.6324 0.00040 1.6692 23157 0.4804 3.625 60 1.57 0.4824 0.9871 0.6448 1.4812 0.2619 0.1916 0.7381 0.4277 1.0012 0.4638 1.4715 0.3775 12940 0,6797 0.00040 1.8507 2.3313 0.4987 4.000 50 1.84 0.4838 '1.2408 0.6204 1.6018 0.2608 0.1940 0.7341 0,4490 1.2537 0.5286 1.8101 0.3987 14510 0.8348 0.00043 1.5980 2.3843 0.5608 6.000 60 2.03 0.5988 3.2044 1.0881 2.3172 0.2968 0.2029 0.7053 0.6822 3.2057 0.9219 2.3178 0.5119 22880 2.0180 0.00065 1.3716 2.7839 0.7573 8.000 50 2.41 0.7100 8.3815 1.5904 29934 0.3215 0.2083 0.6729 0.8681 8.3625 1.3424 2.9935 0.8251 31250 3.8721 0.00067 1.2068 3.2970 0,8660 10.000 50 2.60 0,8232 10.9386 21877 3,645:3 (1,3394 0.2118 0 5x121 0.8967 10.9649 1.6438 3.6480 0.7383 39740 8.4881 0.00079 1.0799 3.8583 0.9217 12000 60 3.18 0.9364' 0.5784 17.1820. 1.1394 2.8803 0.8511 4.2811 1.4035 35'1.9 0.3205 :.::14' U.2498 0.7309 ' %75 17.1785 1.1695 1.9627 0.6353 4,2832 1.4168 0.8515 48380 9.8481 0.00090 0.9787 4.4383 0.9613 3.500 50 1.97 0.4715 18510 0.8520 0.00080 1.7079 ,2.3497 0.4717 3.825 50 2.00 0.5873 1.2369 0.6825 T.4512 0.3246 0.2510 0.I•.- 1.2671 0.8849. 1.4630' 0.4804 19320 0.9138. 0,00081 1.8890 2.3549 0.4858 4.000 50 2.09 0.6141 1.5674 0.7787 1,5925 0.3381" 0.2641' 0.7398 .d1. 1.5775 0.7568 1.8028 0.5072 21730 1.1180 0,00088 1.8351 2.4082 0.5382 .6.000 50 2.67 0.7567 4.0413 '1.3471 ' 23111 0:3838 '0.2659 0.7127 0,7417 4.0015 1.2988 23188 0.13498 34880 2.6584 0,00110 1.4035 2.8009 0.7489 8.000 50 3.06 0.8993 8.0385 2.0096 2.9890 0.4163 0.2728 0,6804 0.8843 8:0589 1.9378 2.9936 0.7924 47850• 5.0865. 0,00134. 1.2352 3.3091 0.8607 10.000 50 3.54 1.0419 13.8343 27889 3,6440 0.4400 0.27745 0.8408 1.0289 13.8649 20727 3.8488 0.9350 60740 8.4344 0.00158. 1.1057 3.8868 0.9182 12.000 50 4.03 1.1845'•21:7137 3.6190 43818• 0.4679' 0.2807'0.8218• - 1.08.19 21.7346 ••3.1477 4.2838.- 1.0776 73960 128286 1.3281 0.00183 0.002:'! - '. "7:° 17.!,3 4.4430 23862 0.9491 0,4472 3.600 50 2.63 0.8324 - 11.5910 0.9091 1.3825 0.4847 0.3718 0.7472 0.8324 1.6197 0.9255 1.3949 0.8799 27220 3.625 50 287 0:84SI 1.7294••0,9641 1.4305 0.4708 0.3734 0.7484 0,6461 1.7581 0.9700 1.4423 0.6928 28670 1.4197 0.00^c3S 1,7398 23800 0.4658 4.000 50 3.00 0.8833 .2.1646 '" 1.0923 1.5727 0.4881 0.3781 0.7434 0.8833 22133 1.1067 1.5830 0.7308 32700 1.7189 0.00252 1.6841 24279 0.5189 6.000 50 3.69 1.0867 5.7268 1.9089 22967 0.5698 0.3959 0.7177 '1.0867. 5.7657 1.9180 23016 0.9342 64350 3.9908 0.00322 1.4460 2.8107 0.7357 8.000 50 4.39 1.2901 11.4422 2.8605 29782 0.6088 0.4083 0.6870 1.2901 11.4714 28678 2.9820 1.1376 76420 7.5359 0.00392 1.2714 3.3137 0.8528 10.000 50 5.08 1.4935 19.7378 3.9476 3.8354 0.6446 0.4132 0.6569 1.4935 19.7872 3.9534 3.6381 1.3410 98740 12.4911 0.00482 1.1382 3.8882 0.9134 12.000 50 5.77' 1.6969 31.0199 5.1700 4.2767 0.6717 0.4181 0.8292 1.8969 31.0499 5.1760 4.2777 1.5444 121270 18,9521 0.00532 1.0320 4.4452 0.9481 NOTES 1. Not cross - sectional area is based on removal of web punchout material. Sae figure an page 2. 2 All properties are based on the effective cross - sectional area, unless noted otherwise, 3. Provide stiffeners per paragraph 81.2 of U.B.C. standard 27 -9 where the ratio Is 200 <hl1<250. P(cvlde utiffenere fl at all beating points and at Intermediate points per B8.1 and 88.2 of U.B.C. standard No. 27 -9 where the ratio Is 260<h/t<300. Hit ratios greater than 300 are not allowed. 4,,, 4, Assumes fully braced flanges and banding only, for other conditions allowable bending stresses shall be reduced In accordance with 1991 U.B.0 Standard No. 27 -9. S. Gross section properties based an section with punchout per figure on page 2 Effective section properties based on full cross section. 8. SteelerJoist - WC with a 1-518" lag Is used primarily as a ceiling or floor joist and may be used as a wall stud. Stealer Joist CW with a2" lag is used primarily as a ceiling or floor joist and may be used as a wall stud. WC and CW etude are punched at 2 O.C. for all gauges except 12 gauge. WC and CW sections may be ordered unpunched. PAGE 7 ',,:� " ° as resin ' � � �t? (�%S/? Y , 1'ab#4M; r.,� • l . t»M3KT.. <cts TM !gym.!.:.....,.. ' t v�'s� x. .- .s,.,,,rur..�,�.:. .... -... _...�- ug � •S, "rtrf quay., ., ;•;xr, „.a,wv�ur 'xtN;�r•.;x -+;� .� ,: Z ~ W 0 co W W = U- WO L Q _ d 1_ _ Z x I- O W ~ UJ 5 U� O� W �U 1.L 111 Z U= O Z TABLE NO. XVI AXIAL LOAD -TABLES FOR STUDS (CONTINUED) 1 2 3 4 " - ALLOWABLE. AXIAL LOAD KIPS./STUD '(1000•' LBS PER - STUD) - (GYPSUM CLADDING ON BOTH SIDES OF WALL AND PROVIDES LOAD CAPACITY WITH STUD) •3.625 INCH STUDS AT SPACING SHOWN i� ii Lf I n, {{ h I ll r F r 1 • ( 'u ,r •r t � I I I: 0j - e`t" WIND LOAD 1 0 PSF 5 PSF 1 15 PSF 1 20 PSF 1 25 PSF 1 30 PSF 1 40 PSF STUD SPACING 1.12"1 18"1 24"112"1 16"1 24"112"1 16 " 1 24" 112 "116 "1 24' 112 -- 1 16"1 24 16 " 1 24" 112 "1 16 " 1 24" SHAPE I GA KSI I STUD HEIGHT - 8 FEET 20.0 33 2.0 2.1 2.1 +2.0 2.1 2.1 1.8 1.6 i.l 1,6 1'.3 0.7 1.3 1.0 0,3 1.1 0,7 0.7 0,2 SS 1B.0 33 2.9 3,0 3.0 2.9 3.0 3.0 . 2.9 '4,7 2.7 2.2 2.7 2.3 1.7 2.4 2,0 1.2 2.1 1,4 O.B 1,7 1.1 (1.114'FLANGE) 18,0 1 50 50 4,7 5.6 5,0 8,3 5,2 6.7 4.7 541 6.0 e.3 5.2 6.7 6,6 5.0 8.3 4,9 6.7 4.7 5,6 5.0 6.3 4.4 6.3 4,7 5.6 4,6 8.3 3,9 6.7 4.5 5,8 4.3 5.9 3.4 5,2 4,0 5.3 3.8 6,2 2,8 4.3 12.0 50 6.2 7,6- 9,1 ' .8i2' 7.8 9.1 8.2 7.6 9.1 8.2 7.6 9.1 6.2 7.6 8.8 6.2 7.6 8.3 6.2 7,4 7.2 20,0 33 2,1 2,1 2.1 2.1 2.1 2.1 1.9 1,7 1.2 1.7 1.3 0.7 1,4 1.0 0,3 1.2 0.7 0.7 0.2 " HS 18.0 33 3.1 3.1 3.2 :3:1 3.1 3.2 3.1 2.9 .2,4 2.9 72,6 1.9 2,8 2.2 1.5 2.4 1.9• 1.0 1.9. 1:3 . 0.2 (fair FLANGE) 18,0 14.0 50 50 4.8 5.7 5,2 6.6 5.5 - 7.2 ''4.8 5.7 6.2 6.5 6.5 7.2 4.8 5.7 5.2.. 8.5 5.3 .7.2 4,8 6.7 5:2 6.5 4,8 6.8 4.8 5.7 4,9' 6.5 4,3 6.3 4.8 5.7 4.6 6.3 3.8 5.6 4,3 5.6 •4.0 5.7 3.0 4,8 12.0 SD 8.3 7.7 9.3 5:3 1 7.7 9.3 6.3 1 7.7 '9:3 1 6.3 7.7 1 9.3 1 6.3 1 7,7 9,3 1 6.3 1 7.7 1 8.7 1 6.3 1 7.7 7.7 20.0 33 2:1 2.1 .2.2.. .,2:1 2.1 2.2 2.0 1.8 1.3 1.7 1.4 0.9 1.5 1.1 0,6 1.3 0.9 0.1 0.6 0.3 WC 18,0 60 3.3 3.4' '3.4 3.3;e. 3.4 3.4 3.3 3,3 2.8 3.2 2.9 2.3 2.9 2:8 1.8 2.7 2.2 1.3 2.2 1,8 0.6 5.0 5.6 G.O. .b;o "' S.6 6.0 5.0 5.6 8.0 5.0 5.6 5.5 5.0 5.5 4.9 6.0 6.1 4.5 4.6 4.5 3,6 (1.6fa'FLANGE) 1 4.0 50 b,7 6.7 7.6 . 5.7 6.7 7.6 5.7 (11.7 7.6 5.7 6.7 7.6 5.7 6.7 7.1 5.7 8.7 8,6 5.7 8,2 6.7 12,0 50 4.9 6.6 6.6 '41.5. 7.5 9.6 8.5 7.6 9,8 6.5 7.5 9.8 6.5 7.5 9.6 6.5 7.8 9.7 6.5 7.8 8,8 SHAPE... GA KSI I STUD HEIGHT - 12 FEET 20 0 33 1 .7 1. 1. • 1.4 1.1 0.7 0.3 0.3 - SS 18.0 33 2.3 2.4 2.4 1.3 2.2 1.9 1.4 1.0 0.3 1..0 0.6 0.7 0.2 0.3 . 11-IM 18.0 14.0 50 30 3.2 3.8 3.4 4.1 . 3.5 4.4 3.2 .3.5'• 3.4 •4.1 3.3• 4.4 2.7 3.6 2.5 3.4 1.9 2.8 2.4 3.2 2.0 . 2.9 1.3 2,2 2.0 2.9 1.6 2.5. O,B 1.7 1.8 2.8 1.3 2.1 1.2 1.2 2.0 1.4 12.0 50 4.8 5.3 5.8 :AA 5.3 5.8 4.8 S.0 4.6 4.6 4,5 3.9 4.3 4.1 3.3' 4.0 3.7 2.7 3.4 2.9 1.8 20.0 33 1.8 1.8 1.8 •1.6 1.5 1.2 0.7 0.4 0.4 HS 18.0 33 2.5 2.5 2.6 2.5 2.4 2.0 1.5 1.2 O,b 1.1 0.7 0.8 0.3 0.6 15A 50 3.3 3.5 3.7 .3.3 3.5 3.6 2.9 2.7 2.1 2.8 2.2 1.5 2.2 1.B 1.0 1.9 1.5 1.4 0.8 (14/r FLANGE) 14.0 50 3.9 4.3 "4,8: .3.9'' 4.3 4,6 3.8 3.7 3.2 3.5 3.2 2.5 3.1 2.6 2.0 2.9 2.4 1.5 2.3 1.7 •12,0 50 1 4.8 1 5.4 8.0"1*4.8 1 5.4 1 8.0 4.8 1 5.3 5.0 4.8 1 4.8 1 4.3 4.5 4.4 1 3.7 4.2 1 4,0 1 3.1 3.6 1 3.2 2.1 20.0 33 1.9 1.9 1.9 ; 1.8 1.6 1.3 0.9 0.5 0.5 0.1 0.2 WC 18.0 33 2,7 2.8 2.9 '2.7 . 2.7 2,4 1.6 1.4 0.7 1,4 0.9 0.1 1.0 0.5 0.7 0.1 0.1 (1-Ur FLANGE) 15.0 14.0 50 50 3.5 4.0 3,8 4.6 4.1 5.0 53.5 .4.0 3.8 4.5 4.1 5.0 3.2 4.0 3.0 4.1 2.5 3.7 2.9 3.8 2.6 3.7 1.9 3,1 2.5 3.5 2.2 3.3 1.3 2.5 2.2 3.2 1.8 2.9 0.9 2.0 1.7 2.7 1.1 2.2 1,1 12.0 50 4.9 5. ' 4.9 5.6 6.5 4.9 5.6 5,7 1 4.9 5.4 5,0 4.9 4.9 4.4 4.6 4.5 3.9 4.1 3.8 2.9 SHAPE GA KSI STUD HEIGHT - 16 FEET 20.0 3 1.2 1.2 1.2 A.8 0.6 0.3 18.0 33 1,8 1.6 1.7 '1.2 1.1 0.8 0.4 SS 18.0 50 2,0 2.0 2.1 1.9 1.8 1.6 1,2 0.9 0.9 (1.1/4' FLANGE) 14.0 50 2.4 2.5 2.6 2.4 2.4 2.1 1.7 1.4 1.4 1.0 1.1 12.0 50 3.2 3.4 3.5 3.2 3.4 3.3 2.7 2.4 1.8 2.3 2.0 2.0 1.6 1.7 20.0 33 1.3 1.3 1,3 0.8 0.7 0.3 18.0 33 1,7 1.7 1.8 .1.4 1.2 0.9 0.4 HS T8.0 50 2.1 2.2 2.2• 2.1 2.0 1.7 1.3 1.0 1.0 (1.31rFLAwit) 14.0 50 2.8 25,7 2.8 2.6 2.6 2,4 1.9 1.6 1.8 •1.2 1.3 12.0 50 3.4 3.5 1 3.7 '3.4 3.5 1 3.6 1 2.9 1 2.6 2.1 2.S 2.2 1.5 1 2.2 1.8 1.9 1.5 1 1.4 20.0 33 1,4 1.5 1.5 ' '•1,0 0.8 0.5 WC 18.0 50 1.9 1.9 2.0 1.B 1.4 1.1 0.6 0.2 0.2 (t- SA'FLA//GE) 14,0 50 2.3 2.8 2.4 2.9 2.5 3.1 2.3 2.8 2.3 2.9 2.0 2.8 1.5 2.2 1.2 1.9 1.4 1,2 1.9 0.9 1.5 L62. 1.3 12.0 50 3.6 3.8 4.1 3.6 3.8 4.1 3.3 3.1 2.6 3.0 2.7 2.0 L 2.4 1.9 1.8 SHAPE :GA KSI STUD HEIGHT = 20 FEET 2 .0 33 O.B 0.8 0.8 0.3 0.2 " SS 18.0 33 1,1 1.1 1.1::0.6 0.5' (1.1WIPLANGE) 16.0 14.0 50 50 1,3 1.6 1.3 1,7 1.4 • '1.7. 1.1 1.5 1.0 1.4 0.8 1.1 - 12,0 50 2,2 2.2'.. 2.3. 2.2 2.1 1.8 1.4 20.0 33 0.9 0.9 0.9' 0.4 0.2 ,HS 18.0 18.0 33 50 1..2 1.4 1.2 1.4 1'.2''' 1.5 • 0:7 .1.2 '0.5 1.1 0.9 (1.31e'FLANGE) 14.0 50 1.7 1.8 1.8 .1•.8.: '1:5 1.3 0.9 12.0 50 '2.3 2.4 1 2.5" 1.3 1 2.3 2.0.4:1:6:. 1.3 1 1.2 20.0 33 1.0 1.0 1.0 .0.4 0.3 WC 18.0 18.0 33 60 1.3 1.8 1.3 1.8 1.4 1.7• O,B +1.4 0.7 1.3 0.4. 1.0 (I. WrFLANGE) 14.0 ' 60 1.9 2.0 2.1 : -1.9 1.8 1.5 1.1 12.0 50 2.5 2.7 2.8 2.5 2.6 2.4 1.9 1.6 1 1.6 1 ' SHAPE GA KSI STUD HEIGHT = 24 FEET 20.0 33 SS 18.0 11 33 50 (1.114'FLANGE) 14.0 50 12.0 50 20,0 33. HS 18.0 16.0 33 so (1- La'FLANGI,) 14.0 50 12.0 50 20.0 33 WC 18.0 54 (1•sirFLANGE) 14.0 50 12.0 50 SHAPE I GA KSI I STUD HEIGHT = 28 FEET 20.0 33 SS 18.0 18.0 33 50 (1.114' FLANGE) 14.0 50 12.0 50 20.0 33 HS 18.0 18.0 33 so (1.31a'FLANGE) 14.0 50 12.0 50 20.0 33 WC 1 18.0 33 50 (11- 618 FLANGE) 14,0 50 12.0 50 PAGE 30 NOTES I. Loads based on 3/6' to 518' thick gypsum wallboard fastened to each stud on each side. Minimum fastening is No. 6 Type S•12 salt - drilling drywall pan -head or bugle -head acrewa fastened at 6' on center to each stud flange. Gypsum sheathing provides strength along with metal stud. 2. The end reaction must not exceed reactions set forth in the Allowable Web Crippling Table. 3. For combined axial and wind load values, the allowable stresses have been increased 33.1/3 percent, in accordance with 1991 U.B.C. Standard No. 27.9. No additional load increases are allowed. 4. The allowable loads are bassoon the allowable stresses except where the values have bean omitted dua to a deflection in excess of L/120. For allowable wind loads with given deflection limits aaa the Allowable Wag Height Tables. Z ~ W JU UO (/) D CO W W = CO LL, W o LL U_ = W z W O Ul 5 U� �_ 0 F_ W W 1.. F- Z W CO U Z COMBINED AXIAL AND BENDING LOADS INPUT PARAMETERS 1996 AISI Specification ASD Lateral Load =13.8 psf DATE: 12/3012004 Lateral Load Multiplied by 1.00 for interaction checks CLARK STEEL FRAMING SYSTEMS Lateral load not modified for deflection calculations Studs Mechanically Braced at Tabulated Intervals SECTION DESIGNATION: 362S162 -43 Single INPUT PROPERTIES: BRACING 12 in 16 in Web Height = 3.625 in Steel Thickness = 0.0451 in 937 Top Flange = 1.625 in Inside Corner Radius = 0.0712 in THIRD Pt 3043 2859 Bottom Flange = 1.625 in Yield Stress, Fy = 33.0 ksi 2599 Stiffening Lip = 0.500 in Fy With Cold -Work, Fya = 36.3 ksi Puncliout Width = 1.500 in Punchout Length = 4.000 in COMBINED AXIAL AND BENDING LOADS INPUT PARAMETERS Overall Wall Height = 7.0 Lateral Load =13.8 psf Lateral Load Multiplied by 1.00 for interaction checks Listed Allowable Axial Load multiplied by 1.00 for interaction checks Lateral load not modified for deflection calculations Studs Mechanically Braced at Tabulated Intervals ALLOWABLE LOADS (lb) SPACING BRACING 12 in 16 in 24 in NONE 1240 1138 937 MID Pt 2673 2515 22 THIRD Pt 3043 2859 2504 SHEATH 2 SIDES 3098 2927 2599 DEFLECTION U2359 U1769 U1180 Maximum KUr 138 69 58 58 6U'-P z Z �w 6 D U O C0 w= J f_ S2 LL w o �J LL Q: co D = CJ. �w z �. F- O z F- LLJ5 O �. LU o � =U F- —. u. O ..z w U =, O z 1996 AISI Specification ASD DATE: 12130 /2004 CLARK STEEL FRAMING SYSTEMS SECTION DESIGNATION: 362S162 -43 Single INPUT PROPERTIES: WEAK AXIS Web Height = 3.625 in Steel Thickness = 0.0451 in Top Flange = 1.625 in Inside Corner Radius = 0.0712 in Bottom Flange = 1.625 in Yield Stress, Fy = 33.0 ksi Stiffening Lip = 0.500 in Fy With Cold -Work, Fya = 36.3 ksi Punchout Width = 1.500 in Punchout Length = 4.000 in ALLOWABLE AXIAL LOADS INPUT PARAMETERS Overall Stud Length = 9.5 ft Load has not been modified for load type or duration TOTAL ALLOWABLE AXIAL LOADS (lb) WEAK AXIS MAXIMUM CONCENTRIC LOADED BRACING KL/r LOADING THROUGH WEB NONE 187 941 MID Pt 93 2379 1288 THIRD Pt 79 3012 1498 I • z Z. �w J U UOt Co 0, w= I n u. w O: 90 U- Q: �d =w z� �o z w �5 O ca . o H: w w` -~ O .. z U � :O ~ z SHUTLER _�— CONSULTING ENGINEERS, INC 12503 Bel -Red Rd., Suite 100 Bellevue, WA 98005 (425) 450 -4075 FAX (425) 450 -4076 JOB jc -3 SHEET NO. GUr°� I OF CALCULATED BY h DATE /O' � E :.ta..t'4%a".J .. '.i.j.i.d.,^...cai.`�_ fiYi it�{.iat.4 *� S . ,�y 4. j.� -� . ;�':.�.. a <.n, .. • v ; . �,".'t. :. � r' ..:t `. i �''. �h ..t' _t r. .,,�•� z '~ w JU UO W= U. w 95 LL U =w �_ Z F— Z F- w �o U 0— 0 H, = w o �- 0 w z U= z 5. I ' � � I NZ -4 V N�e4, -' ( AA 1 � (�I A�, -- -- i -- - - - - - - -- I I I -' -- I II ' :.ta..t'4%a".J .. '.i.j.i.d.,^...cai.`�_ fiYi it�{.iat.4 *� S . ,�y 4. j.� -� . ;�':.�.. a <.n, .. • v ; . �,".'t. :. � r' ..:t `. i �''. �h ..t' _t r. .,,�•� z '~ w JU UO W= U. w 95 LL U =w �_ Z F— Z F- w �o U 0— 0 H, = w o �- 0 w z U= z ®® SHUTLER _�- CONSULTING ENGINEERS, INC 12503 Bel -Red Rd,, Suite 100 { Bellevue, WA 98005 (425) 450 -4075 FAX (425) 450 -4076 JOB � 3 SHEET NO. w OF CALCULATED BY rh� �196,11 DATE ...i::w ..;, ti :.u..a..._..- 1.:+.,:.u. ° +:;,1a; ski+ d, w..:: i51ix� .�6 §�: . ::�:�t +• , �.,ay.�.iiiw : ti z Z QQ WD U OOI . w =. J � cQ U w O L L =d �W z r w °_ �5 U� O� o� W F_ U LL ~ O LLI Z. N O Z. Irl i I 4 I I �n r I < 6• 6mce j I , I I --- —�— I I I I i ........ . ; I i i _ -- • ...i::w ..;, ti :.u..a..._..- 1.:+.,:.u. ° +:;,1a; ski+ d, w..:: i51ix� .�6 §�: . ::�:�t +• , �.,ay.�.iiiw : ti z Z QQ WD U OOI . w =. J � cQ U w O L L =d �W z r w °_ �5 U� O� o� W F_ U LL ~ O LLI Z. N O Z. 1996 AISI Specification ASD DATE: 12/30 /2004 CLARK STEEL FRAMING SYSTEMS SECTION DESIGNATION: 362S162 -43 Single INPUT PROPERTIES: Web Height = 3.625 in Steel Thickness = 0.0451 in Top Flange = 1.625 in Inside Corner Radius = 0.0712 in Bottom Flange = 1.625 in Yield Stress, Fy = 33.0 ksi Stiffening Lip = 0.500 in Fy With Cold -Work, Fya = 36.3 ksi Punchout Width = 1.500 in Punchout Length = 4.000 in COMBINED AXIAL AND BENDING LOADS INPUT PARAMETERS Overall Wall Height = 8.0 Lateral Load =13.8 psf Lateral Load Multiplied by 1.00 for interaction checks Listed Allowable Axial Load multiplied by 1.00 for interaction checks Lateral load not modified for deflection calculations Studs Mechanically Braced at Tabulated Intervals ALLOWABLE LOADS (lb) SPACING Maximum BRACING 12 in 16 in 24 in KL /r NONE 851 726 484 157 MID Pt 2238 2048 1686 79 THIRD Pt 2653 2429 2007 66 SHEATH 2 SIDES 2767 2554 2152 66 DEFLECTION U1581 U1185 U790 z }= Z ` W Q 2 J U U N w =' U. w O. 2 _ U CO d ��- _ F- 0, w E D o. U �O Cl) o H- w —O ..z w .0 U) Z a �i t t L i 1996 AISI Specification ASD DATE: 12/30 /2004 CLARK STEEL FRAMING SYSTEMS SECTION DESIGNATION: 362S162 -43 Single INPUT PROPERTIES: WEAK AXIS MAXIMUM CONCENTRIC LOADED Web Height = 3.625 in Steel Thickness = 0.0451 in Top Flange = 1.625 in Inside Corner Radius = 0.0712 in Bottom Flange = 1.625 in Yield Stress, Fy = 33.0 ksi Stiffening Lip = 0.500 in Fy With Cold -Work, Fya = 36.3 ksi Punchout Width = 1.500 in Punchout Length = 4.000 in . ALLOWABLE AXIAL LOADS INPUT PARAMETERS Overall Stud Length = 9.43 ft Load has not been modified for load type or duration TOTAL ALLOWABLE AXIAL LOADS (lb) WEAK AXIS MAXIMUM CONCENTRIC LOADED BRACING KL/r LOADING THROUGH WEB NONE 185 952 65 MID Pt 93 2400 1295 THIRD Pt 78 3030 1502 4 z Q Z w Q: � u� D J0 00 to 0 Lu H N u_ w 0 J U_ a. =w z� z U �. 0 o F- w w . 01 111 CO) 0 N. O z ®�- SHUTLER _�- CONSULTING ENGINEERS, INC 12503 Bel -Red Rd., Suite 100 Bellevue, WA 98005 (425) 450.4075 FAX (425) 450.4076 JOB SHEET NO. OF CALCULATED BY DATE /r r SCALE. r z s� '~ w UQ W= f- LL WO 9_j LL j �W Z= W W U a cl)_ H WW ~ F= LL Z LLI U= O z t i I I { I { i J A r2 R 1 _ _ ► I_� I�nl i (__ ! !-- 1-- ---r -- , r z s� '~ w UQ W= f- LL WO 9_j LL j �W Z= W W U a cl)_ H WW ~ F= LL Z LLI U= O z " .. i r 'S t f S i, a t k t E i f 7 SHUTLER ■ CONSULTING _ ENGINEERS, INC. 12503 Bel -Red Road, Suite 100 Bellevue, WA 98005 (425) 460.4075 . FAX (425) 460 -4076 JOB SHEET No. V O OF CALCULATED BY DATE SCALE LATERAL ANALYSIS & DESIGN Seismic Criteria: Occupancy Category, 1, II, III or IV = 1 Seismic Use Group, Table 9.1.3 - ASCE 7 -02 = 1 Seismic importance factor, I = 1.00 Mapped spectral response for short periods, S = Mapped spectral response acceleration at a period of 1 second, S =r S, % Site soil class = Response modification factor, R - W . C2 = 2 Ct D2 Average roof height = P Q O , I ft. T = C * (h x = 0.75 = 0.189 Sec. F = 1.00 F = 1.52 Maximum spectral response acceleration at short periods, SMs = Fa * Ss = 1.41 Maximum spectral response acceleration at 1- second, S M1 = Fv * S = 0.73 Design spectral response acceleration at short periods, S = 2/3 * SMs = 0.94 Design spectral response acceleration at 1- second, S = 2/3 * S = 0.49 Seismic Design Category based on short period response acceleration = D Seismic Design Category based on 1- second period response acceleration = D Seismic Design Category, choose most severe of above two. _ »+ C S /(R /I) Cs(max) = S D, / ( T * (R / I )) Cs(min) = 0.044 * S * I Seismic Design Categories E and F Only Cs(min) = 0.50 * S, / ( RA ) Seismic Design Force V =C *W Minimum Diaphragm Shear Force FPx (min) = 0.2 * SDs * I * W Px = 0.188 < = == Controls = 0.517 = 0.041 = N.A. = 0.188 W = 0.188 WPx z z �W QQ� JU 00 to o. CO w W = CO L w LQ = �. W z I— O z i— W UJ �p .O CO o E_ w F- �. LL w z CO O z _.....,r., .�:rur..:«iii::n.t...;.� »vats '..v;. ,cw:. .:[I.w ��oa. ,';iNih<i•�.viJiv4 'rra`:i�*.'vK. =Jla ' rw' a" N1tu; fdw�%: c��:: : i. LN ::YYYs:t�d'.i�.r', '"'y. �lut+;��tli "(�["' �i3H''" SHUTLER �► ■ CONSULTING ENGINEERS, INC. 12503 Bel -Red Road, Suite 100 Bellevue, WA 98005 (425) 450 -4075 - FAX (425) 450 -4078 JOB 2 SHEET No. L� ./ OF CALCULATED BY DATE SCALE WIND LOADS Wind Criteria: Occupancy Category, I, li, Ill or IV Hurricane prone region with V > 100 MPH, Y or N Wind importance factor, I W Basic Wind Speed x MPH Exposure Average roof height Roof angle A= 1.00 P = A * I * PS30 = 1.00 Roof Angle options 1 = 0° to 5° 2= 10° 3 = 15° 4 = 20° 5 = 25° 6 = 30 to 45 I LLf3 .y«..,... _L+.F. a.i J1:wl. is � iii:.. �w-.. tI... A .11':r�3.'4.x'..V 6+�'i�.a J�i.+U'i:nJL�ti �:r3nr.lVftyj' Uf}. iL4r�� ..4.i.1.wdSJy4'ALdl'JiY'.W ..�.G�.�� •• z H ;�- W o � JU 00 O w IL? � = w Z N. t- O z w U O N. 0 F- w W u. O ui z U= O z Load Case 1 Load Case 2 Zone Ps3o PS A 11.5 PSF 11.5 PSF B -5.9 PSF -5.9 PSF C 7.6 PSF 7.6 PSF D -3.5 PSF -3.5 PSF E -13.8 PSF -13.8 PSF F -7.8 PSF -7.8 PSF G -9.6 PSF -9.6 PSF H -6.1 PSF -6.1 PSF EOH -19.3 PSF -19.3 PSF GOH -15.1 PSF -15.1 PSF I LLf3 .y«..,... _L+.F. a.i J1:wl. is � iii:.. �w-.. tI... A .11':r�3.'4.x'..V 6+�'i�.a J�i.+U'i:nJL�ti �:r3nr.lVftyj' Uf}. iL4r�� ..4.i.1.wdSJy4'ALdl'JiY'.W ..�.G�.�� •• z H ;�- W o � JU 00 O w IL? � = w Z N. t- O z w U O N. 0 F- w W u. O ui z U= O z Print the map ."Ol 4701 �s Page 1 of 1 L -s ac» t t .4 .► - ,.Mupor�anssA`l wAeg, DFurn 2 sv u sun al s;;lxn%�iii1 Your notes: 17401 southcenter pky - TUKWILA (98188) - USA Lat -Long: 47 26' 51" , -122° 15' 44" 47.4476 , - 122.2624 ® Maporama International 2004 - Copyrights - Send us your comments - Add to favorites i http: / /www.maporama.com/share /SendTo .asp ?SendPrint.x= 0 &SESSIONID= {BF09C69O... 10/27/2004 S z 'r~ w J U. UO UO W= J !—. CO LL WO LLQ ND = Cy �W z t— H O z I--. 5 U� O CO O !` WW 2 LL O .z W CO O z . (1) Maporama 'y,y The Worts My Wn SHUTLER _�- CONSULTING ENGINEERS, INC 12503 Bel -Red Rd., Suite 100 Bellevue, WA 98005 (425) 450 -4075 FAX (425) 450 -4076 JOB ';�(f -6 SHEET NO Lf OF CALCULATED BY J DATE SCALE �.� . �.s..� �:a, !' ,?..tv,anli•1w..e f� :: u< t<. 7. CvnY ?izuitiA+i�kfittrki.''1�AYw.t ' b,'ruox.. uyl: - •+.+ Z S f". If— W � D UQ W= �LL LL W� j . � zF_ WW U� o1.- WW I" N . LL I­- liJ Z U =: o� Z - -•r - - -I- I At I j � )e� t , a I V I �.� . �.s..� �:a, !' ,?..tv,anli•1w..e f� :: u< t<. 7. CvnY ?izuitiA+i�kfittrki.''1�AYw.t ' b,'ruox.. uyl: - •+.+ Z S f". If— W � D UQ W= �LL LL W� j . � zF_ WW U� o1.- WW I" N . LL I­- liJ Z U =: o� Z ®® SHUTLER _�- CONSULTING ENGINEERS, INC 12503 Bel -Red Rd., Suite 100 Bellevue, WA 98005 (425) 450.4075 FAX (425) 450 -4076 JOB f �C� SHEET NO. v 7 OF CALCULATED BY DATE SCALE Z W. UO W= �LL w0 C J LL j � = W Z� w W U� 0 I— wW u_ 0. tl.l U= 0 z I ' / ' I I h-- •'- - - - �-- - -• I - - � - -�-- 1I d �� ►�`�C I I�L yGc�O�i►� j ; I I I � i _d_ - L_�L_ " I Z W. UO W= �LL w0 C J LL j � = W Z� w W U� 0 I— wW u_ 0. tl.l U= 0 z SHUTLER _�- CONSULTING ENGINEERS, INC 12503 Bel -Red Rd., Suite 100 Bellevue, WA 98005 (425) 450 -4075 FAX (425) 450 -4076 JOB - -- ::�? C-- SHEET NO. OF CALCULATED BY DATE Ik _6)076 G .• v ..• .. h.lw+.w.�4., i ,.a: :. o... t.. n.; J:.: Jft' r`"J' »Fa�itt'•;;�+�"JSA%la:ina s,.6 / "�'`i'^ "'7K,�;, s.: l�'i.� ��SM1w' i1i��K' v+„' rvse, �1$:i�utL±.,i:u::�yel:tuia[�'"w � "wa3iAL7�,'uG'�'s�:alcy�' 4✓LS.7. Z �~ W J UQ w= I- cf) .w O LL D =w Z w o_ w U 0 - w w O U= O� Z ---- ----- i-•- •i--- .____.�___ I I , k: rill , I 1 4 I I 1 I I _ vn 7 . _ , r- I . .I I I I I G .• v ..• .. h.lw+.w.�4., i ,.a: :. o... t.. n.; J:.: Jft' r`"J' »Fa�itt'•;;�+�"JSA%la:ina s,.6 / "�'`i'^ "'7K,�;, s.: l�'i.� ��SM1w' i1i��K' v+„' rvse, �1$:i�utL±.,i:u::�yel:tuia[�'"w � "wa3iAL7�,'uG'�'s�:alcy�' 4✓LS.7. Z �~ W J UQ w= I- cf) .w O LL D =w Z w o_ w U 0 - w w O U= O� Z SHUTLER _�— CONSULTING ENGINEERS, INC 12503 Bel -Red Rd., Suite 100 Bellevue, WA 98005 (425) 450.4075 FAX (425) 450.4076 sv.•5.wp -•. i.. 5� .i � i a.t^.. Y �.. w.sxi i.�.L..:a;� �X. . �. %�1 ui. a' e .�a 4,;:y�k,.S.a A.:t�t�.: '�C:,Rdcroaaz. �h:.ut' .:[.�d1•.: JOB - :;�c— SHEET NO t ` OF Ll CALCULATED BY DATE Li I � I I i Z = Z �2 D UQ co w= Nu- w u_ � = �_ z� z� 25 U �. o �. WW E- --Z U= O Z _ � , I , _ I ' — .. I % _ V ... � _ J _ � AI _ .-�- ► I � I ! - - I� I I , , I Cpl► - ' ' r le , f I i i I I Z = Z �2 D UQ co w= Nu- w u_ � = �_ z� z� 25 U �. o �. WW E- --Z U= O Z TABLE 9 - TOWABLE DIAPHRAGM SHEARS, q (POUNDS PER LINEAL F( ) AND FLEXIBILITY FACTORS, F, FOR STANDARD 1 1/2 - IN( )EEP FLUTES, 6 INCHES CENTER-TO-CENTER STEEL DECK INSTALLED WITH BLILTI ENP2K-20-L15, X-EDN19-THQ12 OR X-EDNK22-THQ12 FASTENERS WITH END AND INTERIOR SUPPORT FASTENER PATTERNS AS: PATTERN 36/7 PATTERN 3619 PATTERN 36/11 Ai- -p V 1j i j .: J LP 7 ' !A , SPAN (FT - 1N.) Ai- -p V 1j i j .: J LP For SI: I inch = 25.4 inin, I foot = 305 rum, I plf = 14.6 N/m. 1. Refer to notes following Table 55. i t NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. - V lu co 0 tp m W AL 03 SPAN (FT - 1N.) 4 ' -0" 5'-0" 6'-0" 7 8'-0" 91-011 10' -0" GAGE SIDELAP FACTOR CONNECTION PUNIS PER SHEET TO SUPPORT 7 9 11 7 9 it 7 9 11 7 9 11 7 9 11 7 9 11 7 9 11 , '�J 7 77 �= Screws s -4 667-. A 9 42 � G d1 .4 2 'A 2 271 -.2771 @ 12" o.c. F 18.7 18.1 17.8 16.8 16.2 15.9 15.6 15.0 14.7 14.7 14.2 13.9 14.1 135 133 13.6 13.1 12.8 13.2 12.7 12.4 i4 r`555' '526. Screws -.596'': 48 - 856 -, 08. 73," t:. �� :f�� --v, ;-2 v. 5% 33 433J -.5 33'. �042. - ; - 342 2' Ab -27Vt=: : 22 @ 8" O.C. F 18.0 17.6 17.4 16.0 15.6 15.4 14.6 143 14.1 13.7 13.4 13.2 13.0 12.7 12.5 12.4 12.2 12.0 12.0 11.7 11.6 x -- At. '-342,ei Screws 6 -721* �7 7 ��, ji 4 R 5 - "566 J 1433: lj3- :i -342 t - : .. 277.: :.-277:' :277:� @ 6" o.c. F 17.5 173 17.1 15.4 15.2 15.1 14.1 13.8 13.7 13.1 12.9 12.8 12.3 12.1 12.0 11.8 11.6 11.5 11.3 11.1 11.0 D: 1ID: �1 f. - 6ti; Screws q. 4* .0 26,:` 39-- 0 380':. 380 380.: @ 12" o.c. F 13.4 12.9 12.6 12.3 11.8 11.5 11.6 11.1 10.8 11.1 10.7 10.4 10.8 10.3 10.1 10.6 10.1 9.8 103 9.9 9.7 - 59 ' Screw s - ;721 ��r =67f" tt'- �-:: - ': . � 934:t , . -'-0. 86V' --77 6: : -: 9 V -A A -'380::: Aflo.:: 20 @ 8" o.c. F 12.8 12.4 123 11.6 11.2 11.1 10.8 10.5 103 10.2 9.9 9. 8 9.8 9.5 9.4 9.5 9.2 9.1 9.2 9. - ' 42 1 ANi * 4 M -59 -. : I - :380: Screws 814: -.990 74133" - --'-770Y 0 - -'-s -76 776i.- 594: -4 46C .. 469: 60 3 380 - @ 6" o.c. F 12.4 12.1 12.0 11.1 10.9 10.8 10.3 10.1 9.9 9.7 9.5 9.4 9.2 9.0 9.0 8.9 8.7 8.6 8.6 8.5 8.4 1 ?'.73 `945..� ::: X Screw 07 7 z: . 6$2s . : 59.2: .-:.597-*:� ... 59T%' @ 12" o.c. F 8.6 8.2 7.9 8.2 7.7 1.5 8.0 75 7.3 7.8 7.4 7.1 7.7 7.3 7.0 7.6 7.2 7.0 75 7.2 7.0 a Screws - 7 -- I 9-4 :.1 6 7 0 VV 1 -,q Ams 4 lk -W -- 9 .3 04 1 7 :80.7 ::597. 18 @ 8" o•c. F 8.1 7.8 7.6 7.6 73 7.1 7.2 7.0 6.8 7.0 1 6.7 1 6.6 6.8 6.6 65 6.7 65 63 6.6 6.4 63 1 n*-.1112-,-- 4 ':914-` 1 C. Screws 1070-:1 :1368:: :�: i- 14 • ;-32 .1022 i -.1131' :t,-.; :-018 .736 597... :597­ 59T' 1 @ 6" o.c . F 7.7 7.5 7.4 1 7.1 1 7.0 6.9 6.8 6.6 6.5 1 6.5 6-3 63 63 6.2 6.1 6.2 6.0 5.9 -6.0 5. 9 5. For SI: I inch = 25.4 inin, I foot = 305 rum, I plf = 14.6 N/m. 1. Refer to notes following Table 55. i t NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. - V lu co 0 tp m W AL 03 TABLE 15 - ALLOWABLE DIAPHRAGM SHEARS, q (POUNDS PER LINEAL FOOT) AND FLEXIBILITY FACTORS, F, FOR STANDARD 1 1/2 - INCH-DEEP FLUTES, 6 INCHES CENTER TO- CENTER STEEL DECK INSTALLED WITH HILTI ENP2-21-L1S OR ENPH2-21-1,15 FASTENERS WITH END AND INTERIOR SUPPORT FASTENER PATTERNS AS: PATTERN 36/7 PATTERN 3619 PATTERN 36/11 2 % - • 777, L .. P. r �7 i7 i p 4 T_ 51-031. 6 J. ULF 1.71:LLLT� GAGE SIDELAP FACTOR PINS I '!J SHEET TO SUPPORT PATTERN 3619 PATTERN 36/11 2 % - • 777, L .. P. r �7 i7 i For Sl: I Bich = 25.4 mm, I foot = 305 mm, I plf = 14.6 N1m. �N NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. V 0 co 0 h Cn W m 4 0 SPAN (FT - IN.) 4 T_ 51-031. 6 T-0" 8'-0- 92-0" 10'-0" GAGE SIDELAP FACTOR PINS PER SHEET TO SUPPORT CONNECTION 71 9 11 7 9 11 7 9 11 7 9 11 7 9 11 7 9 11 7 9 11 '4 -461 Screws f - _7 2 F 18.7 18-1 17.8 16.8 16.2 15.9 15.6 15.0 14.7 14.7 14.2 13.9 14.1 13.5 13.3 13.6 13.1 12.8 13.2 12.7 12.4 . ......... F . ... ... Sc rews Sci - 620 897� 806 14 t 9- 66 34 2 ;342 277 -, ::.277 :;27.7 22 @ 8 O.C. F 18.0 17.6 17.4 16.0 15.6 15.4 14.6 14.3 14.1 13.7- 13.4 13.2 13.0 12.7 12.5 12.4 12.2 12.0 12.0 11.7 11.6 ...... .. ...... "f"J"04 .7 i . .... J F Screws -. 3' �"llv z2.85W� _Aj��-::. 4 . -3 Ai .1277'... 2 77, @ 6" o.c. F 17.5 17.3 17.1 15.4 15.2 15.1 14.1 13.8 13.7 13.1 12.9 12.8 12.3 12.1 12.0 11.8 11.6 11.5 11.3 11.1 11.0 X 7 Screws 4 . di :: 9 572* 4 1 7 .: �. 2: 69.� 69...; 2 7 7 �,J80.: 380 @ 12" o.c. F 13.4 12.9 12.6 123 11.8 11.5 11.6 11.1 1 10.8 11.1 10.7 10.4 10.8 10.3 10.1 10.6 10.1 9.8 10.3 9.9 9.7 n M Y 3. it '- Screws .1 q uuu., 960 �_64 62 77V' C' 59':4 --5.4: 9 - ' ::469 < : 80 380 20 @ 8" O.C. F 12.8 12.4 123 11.6 11.2 11.1 10.8 10.5 103 10.2 9.9 9.8 9.8 9.5 1 9.4 9.5 9.2 9.1 9.2 9.0 8,9 W Screws q 834 ig.. 4il J4776 ":17, so., _-:38 @ 6" o.c. F 12 .6 12.1 12.0 11.4 10.9 10.8 10.6 10.1 9.9 9.7 9.5 9.4 9.2 9.0 9.0 8.9 8.7 8.6 8.6 85 8.4 Scr cWs 07_ _408T, 12 4: - .1 : - 3 1 9Q 5, 1 1... .­ 1. 64 4 Li "895 _i4J! XIS .7. 592 120 6 Z913. 59.7 597: @ 12" o.c. F 8.6 8.2 7.9 8.2 7.7 7.5 8.0 7.5 73 7.8 7.4 7.1 7.7 73 7.0 7.6 7.2 7.0 75 7.2 7.0 ; j 7t - .597.: ; Scr Screws 4 , 9 . T 4 : JgL 8 , , , :1 !Ja�' W: -1 37� 11' 0" 7-9- 6-.' 166i � 771 :"51 8' 93 2:� 59T f 18 @ 8 0.r- "1 F 8.1 7.8 7.6 7.6 73 7.1 7.2 7.0 6.8 7.0 6.7 6.6 6.8 6.6 6.5 6.7 65 63 6.6 6.4 63 Screws AM 99: , 4.. A.ki 04 597 :597 597. @ 6 o.c. F 7.7 7.5 1 7.4 1 7.1 7.0 6.9 6.8 6.6 6.5 6.5 63 6.3 63 6.2 1 6.1 6.2 6.0 59 6.0 5.9 5.8 For Sl: I Bich = 25.4 mm, I foot = 305 mm, I plf = 14.6 N1m. �N NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. V 0 co 0 h Cn W m 4 0 SHUTLER _�- CONSULTING ENGINEERS, INC 12503 Bel -Red Rd., Suite 100 Bellevue, WA 98005 (425) 450 -4075 FAX (425) 450 -4076 JOB SCI SHEET NO OF CALCULATED // BY DATE SCALE z = Z �w W v o 0 w w. (D LL S WO G LL co d = W z� ZO WW U o�_ WW LL = U —0 - z co) O z : - I ._. ' � / ,__- 7 -___�" �' I l j ✓ I r/ J�� `` I I I i I � i Jo I I I - I I V i ��U���' �I ✓�'i��"f' I I�f��$� ! i I ! i i I — I{r ; V/ /1 P" � i i �• i_ i I -- - I -- -- -�-- i ._� i � -� .-� -`•_ YOA T F 1 . I I I I I I � I _. f � I I I_ I I I i • _i z1 r�G XGU ! Ap`` �!c fir' I 1 I i I I 40/� I I I ^-�--- ' '7 VA , �lj t 1 1 - t T I I i I i :_ z = Z �w W v o 0 w w. (D LL S WO G LL co d = W z� ZO WW U o�_ WW LL = U —0 - z co) O z SHUTLER CONSULTING ENGINEERS, INC 12503 Bel-Red Rd., Suite 100 Bellevue, WA 98005 (425) 450-4075 FAX (425) 450-4076 JOB SHEET NO. &-j 9 OF CALCULATED BY DATE p— g i I I I Z�1 ! !i�l 1 �I tl � I I _50 j i I l l� l j�; I ~ j 1 �1 . ! _ �j ! I f � 6 (P i ``CSI i � i � I I/ � . „I I �__- �a' I .;_ _ i I ____- i _; _�__ i� � i j j � I I I i � T_ 60; I I - i r I I ' I ---� - - - -- - 1044 z Z w C.) 00 W 0 LU m I.— S2 LL Uj 0 LL < CY W z = F- 0 z �_ LLJ LLI 5 cl) 0 C3 I-- W M 0 Cd z z SHUTLER CONSULTING ENGINEERS, INC 12503 Bel-Red Rd., Suite 100 Bellevue, WA 98005 (425) 450.4075 FAX (425) 450-4076 JOB J _;� SHEET NO- z-. /V OF CALCULATED BY kg DATE /'g' -- Ad o'3_ F IT 2r a 4w I I ' � � � 4 I �f ' � I I } ! _� 11 I I 1 __ __ - - -, �_ _ i _T --- 1�_Fr �� �I! j I � i i � i` I I — � I_ �' !�� iy 1A �- � I T_ LL-- i - }--� -- ET - _ - _! —� - -i- i - - -I- � I f� 1 ? � I� I �� i I I I !� I i i l� l l ��� I I T --i.- -- L ,Ili 4 L4 z ,� Z w 6 D I 00 ( 0 C0 LLJ. wx J I­- S2 LL wo m � 9 75 LL co) x W x Z � F_ 0 z Ir- W Uj 5 co 0 a F_ W U j LL z cf) 0 z Allowable & Actual Stresses SHUTLER CONSULTING ENGINRS Title: Job #. DL + LL DL + S 12503 - Bel -Red Road Dsgnr: Date: 12:11 PM, 12 DEC 04 19.67 ksi 19.67 ksi _ ■ - Description fa : Actual 0.00 ksi 0.00 ksi Suite 100 13 02. S1 700 Cb:x DL +LL Bellevue, WA 98005 Scope : Pay: DL +LL 35,970 psi Fb:xx : Allow [F1 -6] ' 425- 450 - 4075 " Fax 425 - 450 -4076 28.75 ksi 28.75 ksi 48.88 ksi Rev: 580007 Use, KW- 0600346,Ver 5.8.0, 1- Dec -2003 Steel Column 28.75 ksi 28.75 ksi 28.75 ksi (01983 -2003 ENERCALC Engineering Software fb : xx Actual 5.62 ksi f Description Dragstrut 15.00 ksi Fb:yy : Allow [F1 -6] 37.50 ksi 37.50 ksi 37.50 ksi z Fb:yy : Allow [F1 -7] & [F1 -8] 37.50 ksi 37.50 ksi 37.50 ksl 63.75 ksi Gen Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 F- Steel Section W16X26 Fy 50.00 ksi X -X Sidesway : Restrained �W QQ g Duration Factor 1.700 Y -Y Sidesway : Restrained W U Column Height 40.000 ft Elastic Modulus 29,000.00 ksi 00 End Fixity Pin -Pin X -X Unbraced 6.000 ft Kxx 1.000 Live & Short Tenn Loads Combined Y -Y Unbraced 40.000 ft Kyy 1.000 W = III Loads cn LL O Axial Load... W � }} Dead Load k Ecc. for X -X Axis Moments 0.000 in i Live Load k Ecc. for Y -Y Axis Moments 0.000 in u Short Term Load 100.00 k Distributed lateral Loads... DL LL ST Start End W Along Y -Y 0.090 0.150 k/ft -> ft Z Along X -X k/ft -> ft Z I.- H O Summary Column Design OK W Ul - - Section: W16X26, Height= 40.00ft, Axial Loads: DL 0.00, LL - 0.00, ST - 100.00k, Ecc. = 0.000in U O s Unbraced Lengths: X -X = 40.00ft, Y -Y = 6.00ft O N Combined Stress Ratios Dea Live DL + LL DL + ST + (LL if Chosen) p F__ AISC Formula H1 -1 0.8287 2 W ` AISC Formula H1 - 2 0.5622 F- U AISC Formula H1 - 3 0.1956 0.3260 0.5217 u- ~O_ Z' W co XX Axis: Fa calc'd per Eq. E2.1, K *Ur < Cc XX Axis : I Beam, Maior Axis, (102,000* Cb i FY) ".5 <= UrT <= (510,000 * Cb I Fy) ".5 , Fb per Eq. F1.6 O YY Axis : Fa calc'd per Eq. E2.1, K *Ur < Cc z YY Axis: I Beam Minor Axis, Passes Table B5.1 Ft = 0.75 Fy ver Ea. F2.1 Stresses Allowable & Actual Stresses Dead Live DL + LL DL + S Fa : Allowable 19.67 ksi 19.67 ksi 19.67 ksi Ctl. 44 ksi fa : Actual 0.00 ksi 0.00 ksi 0.00 ksi 13 02. S1 700 Cb:x DL +LL 1.00 Pay: DL +LL 35,970 psi Fb:xx : Allow [F1 -6] ' 28.75 ksi 28.75 ksi 28.75 ksi 48.88 ksi Fb:xx : Allow [F1 -7j & (F1 -8j 28.75 ksi 28.75 ksi 28.75 ksi 8 88' si fb : xx Actual 5.62 ksi 9.37 ksi 15.00 ksi 15.00 ksi Fb:yy : Allow [F1 -6] 37.50 ksi 37.50 ksi 37.50 ksi 63.75 ksi Fb:yy : Allow [F1 -7] & [F1 -8] 37.50 ksi 37.50 ksi 37.50 ksl 63.75 ksi fb : yy Actual 0.00 ksi 0.00 ksi 0.00 ksi 0.00 ksi Analysis Values Pax: DL +LL 25,402 psi Cm :x DL +LL 700 Cb:x DL +LL 1.00 Pay: DL +LL 35,970 psi Cm:y DL +LL 0.60 Cb :y DL +LL 1.00 Pax: DL +LL +ST 43,184 psi Cm :x DL +LL +ST 1.00 Cb:x DL +LL +ST 1.00 F'ey : DL +LL +ST 61,149 psi Cm:y DL +LL +ST 0.60 Cb:y DL +LL +ST 1.00 Max X -X Axis Deflection -1.584 In at 20.000 ft Max Y -Y Axis Deflection 0.000 in at 0.000 ft , t+ r- T 7 " "fit wv:Gdr'M`i a:a,�,uwa'f�++cxlt�nr�iX.zz :' "vrddwaa.n. Rev: 580007 User. KW- 0800348, Ver 5.8.0, 1 -Dec -2003 Steel Column (c)1983 -2003 ENERCALC Engineering Software Description Dragstrut SHUTLER CONSULTING ENGINRS Title: Job # DL + Short 12503 - Bel -Red Road Dsgnr: Description Date: 12:11 PM, 12 DEC 04 General Information Suite 100 H Z 0.00 ksi 0.00 ksi Bellevue, WA 98005 Scope Steel Section W16X26 Fy 50.00 ksi 425 - 450 -4075 * Fax 425 - 450 -4076 28.75 ksl Duration Factor Rev: 580007 User. KW- 0800348, Ver 5.8.0, 1 -Dec -2003 Steel Column (c)1983 -2003 ENERCALC Engineering Software Description Dragstrut Dead Live DL + LL DL + Short Fa: Allowable 21.95 ksi z General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 H Z 0.00 ksi 0.00 ksi 0.00 ksl W Steel Section W16X26 Fy 50.00 ksi X -X Sidesway : Restrained 28.75 ksl Duration Factor 1.700 Y -Y Sidesway : Restrained QQ 5 Column Height 22.000 ft Elastic Modulus 29,000.00 ksi fb : xx Actual U UO End Fixity Pin -Pin X -X Unbraced 6.000 ft Kxx 1.000 O Live & Short Tenn Loads Combined Y -Y Unbraced 22.000 ft Kyy 1.000 W W Fb:yy : Allow [F1 -7] & [F1 -8] 37.50 ksl 37.50 ksi 37.50 ksi Loads 0.000 ft J Axial Load... W O k Dead Load k Ecc. for X -X Axis Moments 0.000 in Live Load k Ecc. for Y -Y Axis Moments 0.000 in Short Term Load 148.00 k ' { u- Distributed lateral Loads... DL LL _ST Start End = CY Along Y -Y 0.090 0.150 k/ft -> ft H W Along X -X. k/ft -> ft z Summary Column Design OK i-- O z w Section : W16X26, Height = 22.00ft, Axial Loads: DL = 0.00, LL = 0.00, ST = 148.00k, Ecc. = 0.000in ? Unbraced Lengths: X -X = 22.00ft, Y -Y = 6.00ft• 0 U N Combined Stress Ratios Dead Live DL + LL DL + ST + (LL if Chosen) O F_. AISC Formula H1 -1 0.6238 W AISC Formula H1 - 2 0.4707 U j AISC Formula H1 - 3 0.0592 0.0986 0.1578 LL H -O } Wz XX Axis : Fa calc'd per Eq. E2.1, K *L/r < Cc v XX Axis : I Beam, Maior Axis, (102,000 * Cb / Fv) ^.5 <= L/rT <= (510,000 * Cb 1 Fv) ^.5 , Fb per Eq. F1.6 F YY Axis: Fa calc'd per Eq. E2.1, K *Ur < Cc z i YY Axis: I Beam, Minor Axis, asses Table 135.1 Fb = 0.75 Fy per Eq. F2 -1 Steesses Allowable & Actual Stresses Dead Live DL + LL DL + Short Fa: Allowable 21.95 ksi 21.95 ksi 21.95 ksi 37.31 ksi fa : Actual 0.00 ksi 0.00 ksi 0.00 ksl 19.27 ksi Fb:xx : Allow [F1 -6] 28.75 ksi 28.75 ksi 28.75 ksl 48.88 ksi Fb:xx : Allow [F1 -7] & [F1 -8] 28.75 ksi 28.75 ksi 28.75 ksi 48.88 ksi fb : xx Actual 1.70 ksi 2.84 ksi 4.54 ksi 4.54 ksi Fb:yy : Allow [F1 -6] 37.50 ksi 37.50 ksi 37.50 ksi 63.75 ksi Fb:yy : Allow [F1 -7] & [F1 -8] 37.50 ksl 37.50 ksi 37.50 ksi 63.75 ksl fb : yy Actual 0.00 ksi 0.00 ksi 0.00 ksi 0.00 ksi Analysis Values F'ex : DL +LL 83,975 psi Cm:x DL +LL 1.00 Cb:x DL +LL 1.00 F'ey : DL +LL 35,970 psi Cm:y DL +LL 0.60 Cb:y DL +LL 1.00 F'ex : DL +LL +ST 142,757 psi Cm:x DL +LL +ST 1.00 Cb:x DL +LL +ST 1.00 F'ey : DL +LL +ST 61,149 psi Cm:y DL +LL +ST 0.60 Cb:y DL +LL +ST 1.00 Max X -X Axis Deflection -0.145[n at 11.000 ft Max Y -Y Axis Deflection 0.000 in at 0.000 ft SHUTLER ��- CONSULTING ENGINEERS, INC 12503 Bel -Red Rd., Suite 100 Bellevue, WA 98005 (425) 450.4075 FAX (4251 4SO.4676 JOB SHEET NO. v , � � OF CALCULATED BY s DATE cre) F •v��,.L.�'C ""......f' �" �w+ �' Iw; G ,��...,c�'�^i...�.i'`�•t+•w1ESA - . .64'M•°liia:"�t?F:!!S�lR.;'9ii` . 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I- O Z I- �o U N' 0 I_ W W LL LU U =, O Z ___ SHUTLER _�- CONSULTING E NGINEERS, INC 12503 Bel -Red Rd., Suite 100 Bellevue, WA 98005 (425) 450.4075 FAX (425) 450.4076 JOB SHEET NO L �� / OF CALCULATED BY DATE 44- \\ 1 z Z 00 J = H DLL w Q =a �w z Wo w U o�_ w F-p W LL Z. U= O z soft +v�y.J. {�i "Y'•aT:.' „T.',L'm \tifi�^;��.nKY ^�•: ".•�V!:�1�'.{�},YS`'^M. ` l:.Si..� ..^:� w+<•:r�i���i�l3.lit]s+'M��� � r.+<+�r+ rsmasbv+rle me'm^sC� Iii j , ail ' ' _. 4z" I r s I , , sl_ I l a� ► ►� I _ I j LL L I z Z 00 J = H DLL w Q =a �w z Wo w U o�_ w F-p W LL Z. U= O z soft +v�y.J. {�i "Y'•aT:.' „T.',L'm \tifi�^;��.nKY ^�•: ".•�V!:�1�'.{�},YS`'^M. ` l:.Si..� ..^:� w+<•:r�i���i�l3.lit]s+'M��� � r.+<+�r+ rsmasbv+rle me'm^sC� Iii SHUTLER _�- CONSULTING ENGINEERS, INC 12503 Bel -Red Rd., Suite 100 Bellevue, WA 98005 (425) 450.4075 FAX (425) 450.4076 JOB - c - � SHEET NO. G��/d OF CALCULATED BY C j(!f4 DATE SCALE ..y�:.. ;' z Z �ww C �U UO CO w W= �LL W O �w z ZO w w. �p U cl) C3 W �U LL ~O ui Z. 2 z _ ---�--- , 1 _.I I i_ I I LL I ! ► {� � l i t l -I I I i i I T I ' — L4 - ' I , 1 ..y�:.. ;' z Z �ww C �U UO CO w W= �LL W O �w z ZO w w. �p U cl) C3 W �U LL ~O ui Z. 2 z PERMIT COORD COPY PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D05 -133 DATE: 04 -25 -05 PROJECT NAME: DEPARTMENT OF LABOR & INDUSTRIES SITE ADDRESS: 12806 GATEWAY DRIVE X Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # Revision # after /before permit is issued DEPARTMENTS: (� fi 5. 5 1 2 Awu Nut 11/1 Di sibn R1 Fire Prevention (� Planning Division Q Public Wor �M ,� 1 2 Structural ❑ Permit Coordinator DETERMINATTbN OF COMPLETENESS: (Tues., Thurs.) ' Complete Incomplete ❑ Comments: DUE DATE: 04 -26 -05 Not Applicable ❑ Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES /THURS TING: Please Route 7 Review Required REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS Approved ❑ Approved with Conditions ❑ Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: PERMIT COORD COPY Documents/routing slip,doc 2.28 -02 ❑ No further Review Required DATE: DUE DATE: 05 -24 -05 Not Approved (attach comments) ❑ z Z �U 00 CO 0 J S2 LL WO 2� U? � =W z�. �O z�_ U O - 0 I_ W W LO z W U= P F_ O z 5 206•-678 -0967 4 p.2 DEPARTtifEN7 OF LABOR AND INDUSTRIES RRGISTERED AS PROVTDcD BY LAW AS CCNST CONT G�NERAI, ' :Fc�GIST. .DATE CC01. Pg,ECIB;151C2- •01/19 /2006 ' EFFECTiSTE DATE :02.122/1985 • PRECISION BU'LDERS, - I PC 98609 DES MOINES WA 96198 -0609 FM -052-000 (&" Detach And Display CaZi(icate — REGISTERED AS PROVIDED BY LAW AS CONST CON'?' GENERAL REGI S T . ## EXP . DATE CCO1:• PRECIB215IC2 . EFFECTIVE Please Remove And Sign DAT ='•-•- • •02/22/1985 Identification PRECISION BUILDERS I Card Before • PO - BOX 98609'' ' ': ` - : ' ....... Placing In DES MOIrT- 'S••WA 98198 =0609` Billfold' _ SiL bQ nature by DEPARTMENT OF LABOR AND INDUSTRIES Ft5:5•Di: ADO (8N ?T APR 2 q 9nng Z i Z W JU U 0 CO) W= J � N LL, W O J IL S2 j a z _. ? F— F— O. Z F-- W W U 0. O N ❑ E-- WW O tl! Z N 01 z "Ll COPY F W4 M ~ M» •a6M pfmk N0. � -So' �neMM of L .. wo mq* a �w pM I �.. PMIn flew b � vs ElvYi4 a� � w ISM. LEGAL DESCRIPTION a��b�ct .rnors and aniaioRr� w 3 , i . r LOT 2 AS SHOWN ON THE PLAT OF GATEWAY CORPATE CENTER, d= r10t &Jd% ft I r RECORDED IN VOLUME 144 OF PLATS, PAGES 23 -- d1! 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