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Home My WebLink AboutPermit D11-149 - SEGALE - TEMPORARY STORM WATER FACILITYSEGALE STORM WATER TEMP APN 022204 -9015 D11 -149 City otTukwila • Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Inspection Request Line: 206- 431 -2451 Web site: http: / /www.TukwilaWA.gov DEVELOPMENT PERMIT Parcel No.: 0222049015 Address: Suite No: Project Name: SEGALE STORM WATER - TEMP Permit Number: D11 -149 Issue Date: 07/06/2011 Permit Expires On: 01/02/2012 Owner: Name: SEGALE PROPERTIES LLC Address: PO BOX 88028 , TUKWILA WA 98138 Contact Person: Name: STEVEN NELSON Address: PO BOX 88028 , TUKWILA WA 98138 Contractor: Name: SEGALE PROPERTIES LLC Address: PO BOX 88028 , TUKWILA WA 98138 Contractor License No: SEGALPL902CQ Phone: 206 575 -2000 Phone: 206 -575 -2000 Expiration Date: 04/01/2012 DESCRIPTION OF WORK: CONSTRUCT A TEMPORARY 2304 SF STORM WATER FACILITY FOR THE TUKWILA SOUTH FACILITY Value of Construction: $98,979.84 Fees Collected: $2,416.97 Type of Fire Protection: AUTO FIRE ALARM International Building Code Edition: 2009 Type of Construction: VB Occupancy per IBC: 26 Electrical Service Provided by: PUGET SOUND ENERGY * *continued on next page ** doc: IBC -7/10 D11 -149 Printed: 07 -06 -2011 Public Works Activities: Channelization / Striping: N Curb Cut / Access / Sidewalk / CSS: N Fire Loop Hydrant: N Number: 0 Size (Inches): 0 Flood Control Zone: Hauling: N Start Time: End Time: Land Altering: Volumes: Cut 0 c.y. Fill 0 c.y. Landscape Irrigation: Moving Oversize Load: Start Time: End Time: Sanitary Side Sewer: Sewer Main Extension: Private: Public: Storm Drainage: Street Use: Profit: N Non - Profit: N Water Main Extension: Private: Public: Water Meter: Permit Center Authorized Signature: N Date: 7- V!` ( ( 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 construction or the performance of work. I am authorized to sign and obtain this development permit and agree to the conditions attached to this permi Signature. 2- Date: -74/260 Print Name: S{rt.Mr N F ivils "'1 This permit shall become null and void if the work is not commenced within 180 days from the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. PERMIT CONDITIONS: 1: ** *BUILDING DEPARTMENT CONDITIONS * ** 2: No changes shall be made to the approved plans unless approved by the design professional in responsible charge and the Building Official. 3: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (206/431- 3670). 4: All permits, inspection records, and approved plans shall be at the job site and available to the inspectors prior to start of any construction. These documents shall be maintained and made available until final inspection approval is granted. 5: The special inspections and verifications for concrete construction shall be required. 6: The special inspection of bolts to be installed in concrete prior to and during placement of concrete. 7: When special inspection is required, either the owner or the registered design professional in responsible charge, shall employ a special inspection agency and notify the Building Official of the appointment prior to the first doc: IBC -7/10 D11 -149 Printed: 07 -06 -2011 building inspection. The special inspector s rnish inspection reports to the Building Ofe in a timely manner. 8: A final report documenting required special inspections and correction of any discrepancies noted in the inspections shall be submitted to the Building Official. The final inspection report shall be prepared by the approved special inspection agency and shall be submitted to the Building Official prior to and as a condition of final inspection approval. 9: Truss shop drawings shall be provided with the shipment of trusses delivered to the job site. Truss shop drawings shall bear the seal and signature of a Washington State Professional Engineer. Shop drawings shall be maintained on the site and available to the building inspector for inspection purposes. 10: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 11: All plumbing and gas piping work shall be inspected and approved under a separate permit issued by the City of Tukwila Building Department (206- 431 - 3670). 12: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Building Department (206- 431 - 3670). 13: 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. 14: ** *FIRE DEPARTMENT CONDITIONS * ** 15: The attached set of building plans have been reviewed by the Fire Prevention Bureau and are acceptable with the following concerns: 16: The total number of fire extinguishers required for an ordinary hazard occupancy with Class A fire hazards is calculated at one extinguisher for each 1,500 sq. ft. of area. The extinguisher(s) should be of the "All Purpose" (2A, 20B:C) dry chemical type. Travel distance to any fire extinguisher must be 75' or less. (IFC 906.3) (NFPA 10, 3 -2.1) 17: Portable fire extinguishers, not housed in cabinets, shall be installed on the hangers or brackets supplied. Hangers or brackets shall be securely anchored to the mounting surface in accordance with the manufacturer's installation instructions. Portable fire extinguishers having a gross weight not exceeding 40 pounds (18 kg) shall be installed so that its top is not more than 5 feet (1524 mm) above the floor. Hand -held portable fire extinguishers having a gross weight exceeding 40 pounds (18 kg) shall be installed so that its top is not more than 3.5 feet (1067 mm) above the floor. The clearance between the floor and the bottom of the installed hand -held extinguishers shall not be less than 4 inches (102 mm). (IFC 906.7 and IFC 906.9) 18: 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) 19: Extinguishers shall be located in conspicuous locations where they will be readily accessible and immediately available for use. These locations shall be along normal paths of travel, unless the fire code official determines that the hazard posed indicates the need for placement away from normal paths of travel. (IFC 906.5) 20: Fire extinguishers require monthly and yearly inspections. They must have a tag or label securely attached that indicates the month and year that the inspection was performed and shall identify the company or person performing the service. Every six years stored pressure extinguishers shall be emptied and subjected to the applicable recharge procedures. If the required monthly and yearly inspections of the fire extinguisher(s) are not accomplished or the inspection tag is not completed, a reputable fire extinguisher service company will be required to conduct these required surveys. (NFPA 10, 4 -3, 4 -4) 21: 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) 22: Dead bolts are not allowed on auxiliary exit doors unless the dead bolt is automatically retracted when the door handle is engaged from inside the tenant space. (IFC Chapter 10) 23: Door handles, pulls, latches, locks and other operating devices on doors required to be accessible by Chapter 11 of the International Building Code shall not require tight grasping, tight pinching or twisting of the wrist to operate. (IFC 1008.1.8.1) 24: Exit hardware and marking shall meet the requirements of the International Fire Code. (IFC Chapter 10) 25: Aisles leading to required exits shall be provided from all portions of the building and the required width of the doc: IBC -7/10 011 -149 Printed: 07 -06 -2011 aisles shall be unobstructed. (IFC 1013.4) 26: A fire alarm system is required for this project. The fire alarm system shall meet the requ� ements of N.F.P.A. 72 and City Ordinance #2051. 27: Maintain square foot coverage of detectors per manufacturer's specifications in all areas including: closets, elevator shafts, top of stairwells, etc. (NFPA 72- 5.5.2.1) 28: Maintain fire alarm system audible /visual notification. Addition/relocation of walls or partitions may require relocation and/or addition of audible /visual notification devices. (City Ordinance #2051) 29: 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) 30: An electrical permit from the City of Tukwila Building Department Permit Center (206- 431 -3670) is required for this project. 31: The maximum flame spread class of finish materials used on interior walls and ceilings shall not exceed that set forth in Table No. 803.5 of the International Building Code. 32: New and existing buildings shall have approved address numbers, building numbers or approved building identification placed in a position that is plainly legible and visible from the street or road fronting the property. These numbers shall contrast with their background. Address numbers shall be Arabic numbers or alphabet letters. Numbers shall be a minimum of 4 inches (102mm) high with a minimum stroke width of 0.5 inch (12.7mm). (IFC 505.1) 33: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2050 and #2051) 34: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 35: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575 -4407. doc: IBC -7/10 D11-149 Printed: 07 -06 -2011 CITY OF TUKWILA Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 htto://www.ci.tukwila.wa.us 1 Building Permit No. Mechanical Permit No. Plumbing/Gas Permit No. Public Works Permit No. Project No. (For office use only) Applications and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or by fax. * *Please Print ** SITE LOCATION King Co Assessor's Tax No.: 02229015 Suite Number: Floor: New Tenant: ❑ Yes ❑ .. No Site Address: Tenant Name: Property Owners Name: Segale Properties LLC Mailing Address: PO Box 88028 Tukwila WA City State 98138 Zip CONTACT PERSON — who do we contact when your permit is ready to be issued Name: Steve Nelson Mailing Address: PO Box 88028 E -Mail Address: snelson @segaleproperties.com Day Telephone: (206) 575 -2000 Tukwila WA City State Fax Number: (206) 575 -1662 98138 Zip GENERAL CONTRACTOR INFORMATION — (Contractor Information for Mechanical (pg 4) for Plumbing and Gas Piping (pg 5)) Company Name: Segale Properties LLC Mailing Address: PO Box 88028 Contact Person: Steve Nelson E -Mail Address: snelson @segaleproperties.com Contractor Registration Number: SEGALPL902CQ Tukwila WA City State Day Telephone: (206) 575 -2000 Fax Number: (206) 575 -1662 Expiration Date: 04/01/2012 98138 Zip ARCHriECT OF RECORD — All plans must be stamped by Architect of Record Company Name: Lance Mueller & Assocites Mailing Address: 130 Lakeside Suite 250 Contact Person: Harold Christensen E -Mail Address: haroldc @Imueller.com Seattle WA City State Day Telephone: (206) 325 -2553 Fax Number: (206) 328 -0554 98122 Zip ENGINEER OF RECORD — All plans must be stamped by Engineer of Record Company Name: Engineers Northwest Mailing Address: 6859 Woodlawn Ave Northeast Contact Person: Dale Kaemingk E -Mail Address: dalek @engineersnw.com H:\Applications\Forms- Applications On Line \2010 Applications \7 -2010 - Permit Application.doc Revised: 7-2010 bh Seattle WA City State Day Telephone:. (206) 525 -7560 Fax Number: (206) 522 -6698 98115 Zip Page 1 of 6 BUILDING PERMIT INFORMATI 206 -431 -3670 Valuation of Project (contractor's bid price): $ 88,332.00 Existing Building Valuation: $ Scope of Work (please provide detailed information): Construct a temporary storm water facility for the Tukwila South Project. Will there be new rack storage? ❑ Yes m.. No If yes, a separate permit and plan submittal will be required. Provide All Building Areas in Square Footage Below PLANNING DIVISION: Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: Lot Area (sq ft): Floor area of principal dwelling: Floor area of accessory dwelling: *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: Compact: Handicap: Will there be a change in use? ❑ Yes ❑ No If `yes ", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: ❑ Sprinklers m 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 ofmaterials and storage locations on a separate 8 -1 /2 "x 11" paper including quantities and Material Safety Data Sheets. SEPTIC SYSTEM ❑ On -site Septic System — For on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. H:lApplications\Forms- Applications On Line\2010 Applications V-2010 - Permit Application doc Revised: 7 -2010 bh Page 2 of 6 Existing Interior Remodel Addition to Existing Structure New Type of Construction per IBC Type of Occupancy per IBC 1st Floor 2,304 V -B U 2nd Floor 3rd Floor Floors thru Basement Accessory Structure* Attached Garage Detached Garage Attached Carport Detached Carport Covered Deck Uncovered Deck PLANNING DIVISION: Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: Lot Area (sq ft): Floor area of principal dwelling: Floor area of accessory dwelling: *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: Compact: Handicap: Will there be a change in use? ❑ Yes ❑ No If `yes ", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: ❑ Sprinklers m 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 ofmaterials and storage locations on a separate 8 -1 /2 "x 11" paper including quantities and Material Safety Data Sheets. SEPTIC SYSTEM ❑ On -site Septic System — For on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. H:lApplications\Forms- Applications On Line\2010 Applications V-2010 - Permit Application doc Revised: 7 -2010 bh Page 2 of 6 PERM TT 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. Building and Mechanical Permit The Building Official may grant one or more extensions of time for additional periods not exceeding 90 days each. The extension shall be requested in writing and justifiable cause demonstrated. Section 1053.2 International Building Code (current edition). Plumbing Permit The Building Official may grant one extension of time for an additional period not exceeding 180 days. The extension shall be requested in writing and justifiable cause demonstrated. Section 103.4.3 Uniform Plumbing Code (current edition). I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. BUILDING 0 NER OR AU RIZED .jGENT: Signature: ✓�'1//— Print Name: Steven R. Nelson Mailing Address: PO Box 88028 IDate Application Accepted: Date: May 25, 2011 Day Telephone: 206 575 -2000 Tukwila WA 98138 City State Zip Date Application Expires: H:Wpplications\Forms- Applications On Line \2010 Applications \7 -2010 - Permit Application.doc Revised: 7 -2010 bh 2'l�ll Staff Initials: dal& Page 6 of 6 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206-431-3665 Web site: http: / /www.TukwilaWA.gov RECEIPT ParcelNo.: 0222049015 Permit Number: D11 -149 Address: Status: APPROVED Suite No: Applied Date: 05/27/2011 Applicant: SEGALE STORM WATER - TEMP Issue Date: Receipt No.: R11 -01379 Initials: WER User ID: 1655 Payment Amount: $1,466.60 Payment Date: 07/06/2011 10:38 AM Balance: $0.00 Payee: SEGAL;E PROPERTIES TRANSACTION LIST: Type Method Descriptio Amount Payment Check 630387 1,466.60 Authorization No. ACCOUNT ITEM LIST: Description Account Code Current Pmts BUILDING - NONRES STATE BUILDING SURCHARGE 000.322.100 640.237.114 Total: $1,466.60 1,462.10 4.50 doc: Receiot -06 Printed: 07 -06 -2011 • • City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206-431-3665 Web site: http: / /www.TukwilaWA.gov RECEIPT ParcelNo.: 0222049015 Permit Number: D11 -149 Address: Status: PENDING Suite No: Applied Date: 05/27/2011 Applicant: SEGALE STORM WATER - TEMP Issue Date: Receipt No.: R11 -01086 Initials: User ID: Payee: JEM 1165 Payment Amount: $950.37 Payment Date: 05/27/2011 11:47 AM Balance: $1,466.60 SEGALE PROPERTIES LLC TRANSACTION LIST: Type Method Descriptio Amount Payment Check 2089 950.37 Authorization No. ACCOUNT ITEM LIST: Description Account Code Current Pmts PLAN CHECK - NONRES 000.345.830 950.37 Total: $950.37 doc: Receiot -06 Printed: 05 -27 -2011 1- INSPECTION NO. INSPECTION RECORD Retain a copy with permit 1)11 - 1I�( PERMIT NO. CITY OF TUKWILA BUILDING DIVISION ;. 6300 Southcenter Blvd., #100, Tukwila. WA 98188 12- (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 Project: - S 6C.. A L-w. - oNo k, Type of Inspection: E- 1 d.1 to , Address: sic 2 .IA v.) ,A ■ s R CAC 101'i Date Called: Special Instructions: `^� Date Wanted: . 2 _ 7 _ 17 �-*p m. Requester: S ►ELI Phone No: ,2 (--)to - 3c, - 2L'l 1 Approved per applicable codes. a Corrections required prior to approval. COMMENTS: - � r ..-'' " t9'►nvk- i -• a Alban,. s ctoµ z- c,- g. RINSPECTION FEE REQUIRED. Prior to aid at 6300 Southcenter Blvd., Suite 100. I Date: 2 - 7- r next inspection, fee must be Call to schedule reinspection. INSPECTION RECORD' ` Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 R (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 .D ►1 -i'4 S V�� Project: Se• 9A L.E SiOR ^P Type of Inspection: ir. o-e• "".1e Address: Date Called: Special Instructions: Date Wanted:. %- -50— 1 I p.m. Requester: Phone No: . .2-47(0-.394.— I'7 N4/ pLAppr.oved per applicable codes. aCorrections required prior to approval. COMMENTS: Date J(1 IN ' ECTION FEE R - UIRED. Prior to next inspection. fee must be t 6300 Southcenter lvd., Suite 100 Call to schedule reinspection. s f / INSPECTION RECORD I [�. Retain a copy permit ermit INSPECTION NO. PERMIT NO. D11 -149 CITY. OF TUKWILA BUILDING DIVISION 12"- 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431 -3610 Permit Inspection Request Line (206) 431 -2451 Project: ��cs ,qln 5/r� Type of Inspection: Q tiej / Address: ,�O6 `-rte Date Called: / `" Special Instructions: Q� Dat�ejW ted:. a.m. Requester: (\ Il.. /f%.... . Pho a No: t4 .3qe, 0__,17/ Approved per applicable codes. 0 Corrections required prior to approval. COMMENTS: Date: // j a /T R PECTION FEE REQUI D. Prior to qxt inspection. fee must be at 6300 Southcenter Blvd.. Suite 100. all to schedule reinspectioh. . . S INSPECTION NO. INSPECTION RECORD Retain a copy with permit PERMIT NO. CITY OF TUKWILA BUILDING DIVISION =- 6300 Southcenter Blvd., #100, Tukwila. WA 98188 • (206) 431 -3670 - Permit Inspection Request Line (206) 431 -2451 Project: s� Type of Inspection: ,,...1 o�a9 Ad ress: v‘6‘ /) Date Called: t. c5' // Special Instructions: Datce� ted:/ CO �T � a.. ...:1�7 Reque ter: " —/ p .' Phone No: / ,, / ( f Approved per applicable codes. MCorrections required prior to approval. COMMENTS: /Z..?i A ,unh ,r; ohF 'sN OS + „4-4 3 i/ f4/f R = N - PECTION FEE REQUIRE o . Prior to n inspection, fee must be . at 6300 Southcenter Blvd., uite 100. Call to schedule reinspectioh. r. INSPEC ON NO. INSPECTION RECORD Retain a copy with permit D11� I(}9 PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila: WA 98188 (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 Prot ct: Type of Inspection: , / 12 Ad re s: 4. Date Called: G Special Instructions: Date Wait d: i ,,3() uest�r: Request 61/r) Phone No: _.--1!,61 3 91.E ' / ? `/V gApproved per applicable codes. D Corrections required prior to approval. COMMENTS: Inspector: -lol1�Ctc�tJ (Lii) (Date: 9 ❑ REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit PERMIT NO. CITY OF TUKWILA BUILDING DIVISION K-- 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 431 -2451 (206) 431 -3670 Projec • 'LM-0 66‘ 6 ,. sc/rily Type of Inspection�� el / Date Called: Address: Special Instructions: Date Wanted:. f a.m. Requester- I , Phone No: /74/1' MAppr.oved per applicable codes. O Corrections required prior to approval. COMMENTS: ❑ INSPECTION FEE REQ IRED. Priori next inspection. fee must be . •aa f at 6300 Southcenter B vd.. Suite/ 00. Call to schedule reinspectioh. INSPECTION RECORD Retain a copy with permit INS CTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 was. (206) 431 -3670 Permit Inspection Request Line (206),431 -2451 Project: r-�M LA S`Irr n-, Type of Inspection: CLo().3 Address: ' (1) d .I' -f' �1 Date Called: F c96 ' l / Sstructions: Date Wanted:. a.m. Requester: 111 r) ' • Phone a -3at'O gg Approved per applicable codes. Corrections required prior to approval. CO MENTS: ector: 4417 ' Date:p� CTION FEE REQUIR D. Prior to xt inspection. fee must be- • 6300 Southcenter Blv .. Suite 100 Call to schedule reinspection. INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 F • INSPECTION RECORD Retain a copy with permit �DL�-i�19 PERMIT NO. Project: tchip C-,c: t._t S4 (err Type of Inspection: a 0 I srCae>-I I r�c - ry Address: S :, 4,., i. i , C :, 4 Date Called: (c .12- t I Special Instructions: I - 0Q In& r f -Pour 1 r)C f WOO C7i! I 1 w0C1f,, tra,/J Date Wanted:. (.m. Requester: l'r ^ i , Phone No: ./..1:1 -7,G(0 i`1g41 414.11Ati Approved per applicable codes. Corrections required prior to approval. COMIMENTS 0 C) Sp I i, I r.15 POOlel _dl l I /�. Date: /�� _ R IN PECTION FEE REQUI ED. Prior to nex inspection, fee must be — p id ( 6300 Southcenter Blvd.. Suite 100. Cal to schedule reinspection. I INSPECTION NUMBER r 0 INSPECTION RECORD Retain a copy with permit _�'- -7 7 P ly7 PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 444 Andover Park East, Tukwila, Wa. 98188 206- 575 -4407 Project: f0v' , A e� 1-e. �j 'k 'uu vMT, Type off Insp ctioonn: �7 -� i I t .Cl a� ,r� i--- Address: S a, 1 c� S o "°-Z.. Suite #: Contact Pers n: Special Instructions: Pre -Fire: Phone No.: ...Approved per applicable codes. ti Corrections required prior to approval. COMMENTS: ©K Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & D uct: Monitor: Pre -Fire: Permits: Occupancy Type: _ Inspector: S a---- Date: yds- Z_ Hrs.: 1 $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. Billing Address Attn: Company Name: Address: City: State: Zip: Word /Inspection Record Form.Doc 6/11/10 T.F.D. Form F.P. 113 4 • • -.... -.��.n G. 4-1 .o- y, ��,� �,-: -. . r� -F -fw. INSPECTION NUMBER INSPECTION RECORD Retain a copy with permit t 1 M/r -OJ9 o 10 -tog PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 444 Andover Park East, Tukwila, Wa. 98188 206- 575 -4407 Project: %� Sprinklers: Type of Inspectiion: fi f l Address: 1 1I /I -te r,it J4 Suite #: Q t , Contact Peron: Special Instructions: ok- Phone No.: Approved per applicable codes. nCorrections required prior to approval. COMMENTS: Sprinklers: , — FA" f-4, Ok . -- I-11104 r,,pp.r..0, r FN 4:1 Ok- ....... -- A4„1-, r, ti .,,) ok- — Fly( .FNe., i Ok • Permits: I . rz Needs Shift Inspection: ( Sprinklers: if Fire Alarm: 4 F,4 Hood & Duct: . Monitor: ,(y . M Cf, Imo__ Pre -Fire: - Permits: Occupancy Type: rz Inspector: 51 ) if Date: 7-.14 -I I Hrs.: n $100.00 REINSrECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. CaII to schedule a reinspection. Billing Address Attn: Company Name: Address: City: State: Zip: Word /Inspection Record Form.Doc i 6/11/10 i.. • ' e.- ,rafts•• fir, T.F.D. Form F.P. 113 • •x • ."1 • • • •� Construction Testing Laboratories, Inc. 400 Valley Avenue NE Suite 102 Puyallup, WA 98372 253 - 383 -8778 fax 253 - 770 -8232 www.ctlwa.com Sept. 28, 2011 Segale Properties, LLC PO Box 88028 Tukwila, WA 98318 erne+ -k FEB U,Q7012 IT ATTN: Steve Nelson REF: Final Inspection Report for 4264 PROJECT NAME SEGALE TEMPORARY STORM WATER PROJECT ADDRESS South 196th St. across from Frager Road, Tukwila BUILDING PERMIT # D11 -149 Dear Mr. Nelson: CTL, Inc. provided special inspection and testing services for the above referenced project. We specifically provided special inspection and testing services of the reinforced -'oncrete. The specific work for which we provided special inspection for was, to the best of my knowledge, in accordance with the approved project plans, applicable codes and the approved engineer of record revisions. If you have any questions regarding this final report, or if we may be of further service, please feel free to call or email. Sincerely Yours, Dennis M. Smith Operations Manager DMS/ caa cc: Mailing List cathya@ctlwa.com com STRUCTURAL ENGINEERS Engineers Northwest Inc:; P.S. STRUCTURAL CALCULATIONS FOR SEGALE TEMPORARY STORM WATER FACILITY REVIEWED FOR CODE COMPLIANCE APPROVED JUL 01 20W We get buildings built. Tukwila, WA 98188 Dale Kaemingk, PE /SE Joel Kipple, PE May 24, 2011 ENW Project No. 11 -050 -000 CODE: 2009 IBC �. RECEIVED MAY SI ?1111 TUKVVIL A PUBLIC WORKS ciTVO�Erukawu MAY 2 7 2011 PERMIT CENTER • 0 • 0 • 6869 Woodlawn Avenue NE • Seattle, WA 98115 206.525.7560 • fax 206.522.6698 www.engineersnw.com ENWENGINEERS NORTHWEST, INC., P.S. — STRUCTURAL ENGINEERS 6869 WOODLAWN AVE. N. E., #205, SEATTLE, WA 98115 (206) 5257560 FAx (206) 522 -6698 PROJECT # 11- 050 -000 PROJECT Segale Southcenter - Stormwater Processing Building DATE 04/18/11 SUBJECT OVEQVIEw' SHEET j OF 32 BY JK INSTRUMENT BUILDING and FILTER BUILDING PLAN saic r -1•-o' 1111 _1IPIIIPI1UIIII = u 11.11.1 INSTRUMENT and FILTER BUILDING ELEVATIONAL SECTION w.c r - I•-o• .ell .... , 1 1 . =I EMU INSTRUMENT BUILDING CRASS SECTION 'i: SIN6LE STORY wooD R/jMED IN,DVS'RZrflt QvlubrN6. (NEATER 5PACE) w/ NON -H1 Ajbou3 MATEp4I, �k e&DE : , 2001 Igc w/ /JSCE 7 -OS SUPPtiptievrS )1( €O►WeW77CWL [oNC►2E 5PRE r FOon,v Foot/m- io / �Qa{J -1T jR TT 77 sip: R'T119T - °QM _ 41 I 1CF' � �.;..� 1 .. t� Ii dry /11 1 1 11 U I it li II it Sp II II II I, , `1 T0- ~_ � �` ~ II IIII II iI III Cm�y IIIIIIIIIII I;i' µ3Ill 1111 1i � Il _ -- �' if-- -___ \ \ v • R�..� wa.e sc on.r.c pia s ! ! I� s5 -_ \ 1 / �''\ CI�II II 11 j % 111 ' t .1' I. I I � \' '' ^. _os:�_ I's IS \'\ i -_ 0 a a a. 11 �a 111. , I.I I,I INSTRUMENT BUILDING and FILTER BUILDING PLAN saic r -1•-o' 1111 _1IPIIIPI1UIIII = u 11.11.1 INSTRUMENT and FILTER BUILDING ELEVATIONAL SECTION w.c r - I•-o• .ell .... , 1 1 . =I EMU INSTRUMENT BUILDING CRASS SECTION 'i: SIN6LE STORY wooD R/jMED IN,DVS'RZrflt QvlubrN6. (NEATER 5PACE) w/ NON -H1 Ajbou3 MATEp4I, �k e&DE : , 2001 Igc w/ /JSCE 7 -OS SUPPtiptievrS )1( €O►WeW77CWL [oNC►2E 5PRE r FOon,v Foot/m- io / IEN W ENGINEERS NORTHWEST, INC., P.S. — STRUCTURAL ENGINEERS 6869 WOODLAWN AVE. N. E., #205, SEATTLE, WA 98115 (206) 525-7560 FAX (206) 522-6698 PROJECT # 11- 050 -000 PROJECT Segale Southcenter - Stormwater Processing Building DATE 04/18/11 SUBJECT DES,G/V 034t SHEET 2 OF 32 BY JK GRAVITY 120oF DAD WAD ROOFING= 2.0 ps�. 3 /I" 058 614EA(f///( 2.5 Qs� PRE - MANUFACTURED WOE 712m65 na 20"%: 11.0 psi 6.590' wAZn P►PES : w(36,5p11)(2�)/SN'. = I25 psi APA'rawMADo,/ OF voiM LARDS HANC/N6 ELECT. b Heat = 20 psi MISC = i•5 pJ{ W = 2 = 24.5 Psi 25.0 Est TRUSS MNFQ, DES,cN MAD = 6.0 p,( + PLUMBING & MECN. POINT LOADS + 712U35 Stif WE16117 SNOW 14PD — pr = 25,4 psi LATE7211L WW1) — 85 mph Exfo5v2E c I= I.D. 6E191PG Conterminous 48 States 2003 NEHRP Seismic Design Provisions Zip Code = 98138 Spectral Response Accelerations Ss and S1 Ss and S1 = Mapped Spectral Acceleration Values Data are based on a 0.05 deg grid spacing Period (sec) 0.2 1.0 Period (sec Centroid Sa (9) 1.428 (Ss) 0.489 (S1) Period Minimum Sa (sec) (g) 0.2 1.428 - (Ss) 1.0 0.489 ($1) ENGINEERS - NORTHWEST, INC.P.S. 6869 WOODLAWN AVE. N.E. (SUITE 205) SEATTLE, WA. 98115 SHEET 3 OF 32 * ** Property of Engineers Northwest, Inc., Seattle - Use by others unlawful * ** AMERICAN SOCIETY OF CIVIL ENGINEERS WIND LOADS PER ASCE 7 -05 Method 2 - Section 6.5.12.2.2 - Low -Rise Buildings INPUT CELLS = (Shaded) All references are to ASCE 7 -05 for Sections, PROJECT NUMBER: 11 -050 -000 Figures, Tables & Equations PROJECT NAME: Segale Southcenter - Stormwater Processing Building LOCATION: Tukwila DESIGN BY: JK PROGRAM LIMITATIONS: •1.) The burltling height MUSTsNQT'exce d the Iengt�h; nor wtdth(a r gidistru Lure 24 :The b ildi g MUST 141 T xm eed 60te k the ght • 3 �jThe�,o_of(slope MUS.Tr�NU.T exceed 45�degrees BUILDING AND SITE INFORMATION INPUT BUILDING WIDTH, B = 24.00 ft. (PARALLEL TO RIDGE) BUILDING LENGTH, L = 96.00 ft. (PERPENDICULAR TO RIDGE) BLDG. EAVE HEIGHT, he = 13.00 ft. BLDG. RIDGE HEIGHT, hr = 17.50 ft. ROOF SLOPE, s = 4.00 in. /ft. IS ROOF A HIP OR GABLE? Gable HEIGHT OF PARAPET, hp = 13.00 ft. (EL o'-a" to T.O.w.) WIND VELOCITY, v = 85 mph (3 second gusts only !!!! ) SITE EXPOSURE = C Section 6.5.6.3 IMPORTANCE FACTOR, 1= 1.00 See table to the right TOPOGRAPHIC FACTOR, Kzt = 1.00 Figure 6-4 & Eq. 6.3 DIRECTIONALITY FACTOR, Kd = 0.85 For this Kd you MUST use ASCE load combinations in Sec. 2.3 & 2.4 Building internal pressure condition =. ENCLOSED Determines GCpi in Figure 6 -5 * Note: III = Public Assembly &/or Hazardous * ( See ASCE 7 Section 6.2 for definitions of Enclosure Classifications) Substance & IV = Essential Facility Roof slope = 18.4349 degrees 5/24/07 Importance Factor - 1 Category Importance Table 1 -1 pg.4 Factor Table 6 -1 II 1.00 III & IV 1.15 MEAN ROOF HEIGHT, hmr = DESIGN HEIGHT, hd = DESIGN HEIGHT, hd = Design height for (qh) = OUTPUT 15.25 ft. 13.00 ft. 17.50 ft. 15.25 ft. (WIND PERPENDICULAR TO RIDGE (WIND PARALLEL TO RIDGE) L/B = 4.00 B/L = 0.25 hmr /B = 0.635 hmr /L = 0.159 MAIN WIND -FORCE RESISTING SYSTEM (MWFRS) FROM ASCE 7 Figure 6-5 ( Input From - "Building internal pressure condition" above) INTERNAL PRESSURE COEFFICIENTS - GCpi ENCLOSED = 0.18 -0.18, Kz = 0.8518 qh = 0.00256 Kz Kzt Kd V2 I • (Eq. 6 -15) qh = 13.39 psf @ EL.15.25 ft. Section 6.5.12.2.2 Low -Rise Buildings p = qh[(GCpf) - (GCpi)] (Eq. 6-18) Case A - Perpendicular to ridge Case B - Parallel to ridge Zone GCpf Load Zone GCpf Load 1 0.52 6.96 p'sf 1 0.40 5.36 psf Internal pressure = +/- 2.41 psf 2 -0.69 -9.24 psf 2 -0.69 -9.24 psf NOTE: - Internal pressure for the main frame cancels 3 -0.47 -6.29 psf 3 -0.37 -4.96 psf when Zones 1 & 4 and 1 E & 4E 4 -0.42 -5.62 psf 4 -0.29 -3.88 psf are combined but adds or subtracts at 5 -0.45 -6.03 psf 5 -0.45 -6.03 psf Zones 2, 3, 2E and 3E that do not have 6 -0.45 -6.03 psf 6 -0.45 -6.03 psf directly opposing frame loads. 1E 0.79 10.58 psf 1E 0.61 8.17 psf 2E -1.07 -14.33 psf 2E -1.07 -14.33 psf 3E -0.68 -9.11 psf 3E -0.53 -7.10 psf 4E -0.62 -8.30 psf 4E -0.43 -5.76 psf Windward Parapets = 20.02 psf Leeward Parapets = -13.35 psf a= 3.00 ft. 2a = 6.00 ft. 1 4/18/2011 11- 050 -000 ASCE7 -05 20091BC WindMeth2.xls ENGINEERS - NORTHWEST, INC.P.S. 6869 WOODLAWN AVE. N.E. (SUITE 205) SEATTLE, WA. 98115 ***Property of Engineers Northwest, Inc., Seattle - Use by others unlawful "' PROJECT NUMBER: 11- 050 -000 PROJECT NAME: Segale Southcenter - Stormwater Processing Building LOCATION: Tukwila WIND LOADS PER ASCE 7 -05 Method 2 - Section 6.5.12.2.2 - Low -Rise Buildings HEIGHT OF PARAPET, hp = 13.00 ft. BLDG. RIDGE HEIGHT, hr = 17.50 ft BLDG. EAVE HEIGHT, he = 13.00 ft. MEAN ROOF HEIGHT, hmr = 15.25 ft. Distance diaphragm is below roof = 2.0 In. Wall Support Elevation at Ridge = 17.23 ft Wall Support Elevation at Eave = 12.73 ft 2a = 6.00 ft a= 3.00 ft Loads to MWFRS Location Walls @ corners = Walls = Windward roof = Leeward roof = Windward roof = Leeward roof = Walls parallel to the wind = Windward Parapets = Leeward Parapets = Joist depth @ MBS buildings For MWFRS Corner design load For Wall "Corner" design load Zones Loads 1E &4E 18.88psf 1 & 4 12.59 psf 2 -11.65 psf 3 -8.71 psf 2E -16.74 psf 3E -11.52 psf 5 & 6 0.00 psf All 20.02 psf All -13.35 psf ALSO Create a separate load case with all horizontal zones equal to 10 psf and all vertical zones equal to 0. Check this load case as an independent case and do not combine with the load case at the left. MWFRS - Diaphpagm loading parallel to the ridge Comer Toad (up to) 6 ft_ from corners = Non - corner load (more than) 6 ft. from corners = Load at ridge = 130 pif 120 pif 90 pif MWFRS - Dlaphpagm loading perpendicular to the ridge Comer load (up to) 6 ft. from corners = 130 pif Non - corner load (more than) 6 ft. from corners = 90 pif MWFRS - Roof Uplifts Roof uplift Toad up to 6 ft. from exterior walls = Roof uplift load more than 6 ft. from exterior walls = Components & Cladding -16.8 psf -11.7 psf Wall Design @ 55 sq.ft. trib. (Inward) = Wall Design @ 55 sq.ft. trib. (Outward) = Wall Design @ 55 sq.ft. trib. (Outward at Corners) = Wall Design @ 25 sq.ft. trib. (Inward) = Wall Design @ 25 sq.ft. trib. (Outward) = Wall Design @ 25 sq.ft trib. (Outward at Corners) = Parapet only Design at Corners = Parapet only Design NOT at Corners = Roof overhang Or Canopy Roof Slope = Roof overhang Or Canopy Area = Roof overhang & canopies uplift (Zone 3) = Roof overhang & canopies uplift (Zone 2) = Wall anchorage load at corners = Non-corner anchorage load 3 ft. from corners = Wall anchorage Toad at ridge = 14.1 psf -15.4 psf -17.7 psf 14.9 psf -16.2 psf -19.3 psf 40.5 psf 29.4 psf 4.00 In. /ft 96.0 sq.ft. -33.8 psf -29.5 psf 120 pif 80 pif -30 pif 4- USE 4--- USE f- -USE 4- USE 4- USE 4 USE 4 USE 4 USE A -USE f- USE 4-- USE USE 4- 4- USE USE t--- USE 4- USE 4- -USE 4- USE 4- USE USE SHEET OF 32 5/11/08 2 4/18/2011 11- 050 -000 ASCE7 -05 20091BC WindMeth2.xls EN\V ENGINEERS NORTHWEST, INC., P.S. ^' STRUCTURAL ENGINEERS PROJECT # 11 -050 -000 PROJECT 6869 WOODLAWN AVE. N. E., #205, SEATTLE, WA 98115 (206) 525-7560 FAX (206) 5226698 Segale Southcenter - Stormwater Processing. Building. SUBJECT WOO T12uss DES16i LaRAr DATE SHEET BY 04/27/11 5 of 32 1K WOOD TRUSS DESIGN LOADS f F PSNOW = 25.0 psf PDEAD = 6.0 psf PWIND = 17.0 psf HANGING POINT LOADS (SEE NOTE 6 BELOW) WOOD TRUSS LOADS DIAGRAM NOTES: 1) ALL LOADS ASD w/ DIRECTIONALITY INDICATED BY ARROWS 2) DEAD LOAD DOES NOT INCLUDE SELF WEIGHT OF TRUSS 3) DESIGN GABLE PARALLEL TO RIDGE FOR OUT—OF—PLANE ASD WIND LOAD OF 19.0 psf 4) WIND LOADS ARE 85 MPH EXPOSURE C 5) COMPONENTS & CLADDING DESIGN LOAD = 20.0 psf [ASD] 6) DESIGN FOR MECHANICAL & PLUMBING POINT LOADS HANGING FROM BOT. CHORD, SEE MEP DWGS. FOR WEIGHTS & LOCATIONS. ENGINEERS - NORTHWEST, INC.P.S. 6869 WOODLAWN AVE. N.E. (SUITE 205) SEATTLE, WA. 98115 Property of Engineers Northwest, Inc., Seattle - Use by others unlawful Input = 'Shaded cells Job number : 11 -050 -000 Job name : SHEET 6 OF 32 9/29/09 REV. 1: 7/7/10 SEISMIC Segale Southcenter Stormwater Processing Building IBC 2009 Section 1613.1 / ASCE 7 -05 Section 12.8 Equivalent Lateral Force Procedure Building design base shear All references below are to ASCE 7 -05 (U.N.O.) In ut Basic Seismic - Force- Resisting System = Basic Seismic - Force- Resisting System = Is this considered a Building Structure ? Is Diaphragm considered Flexible? hn = Ss = S1 = TL = Site Class (soil) = Occupancy Category = Top of wall elevation (parapet) = Elevation of top of wall lateral support (max.) = Elevation of top of wall lateral support (min.) = Regular Structure s 5 Stories? Site Coefficient Fa = Site Coefficient Fv = Sms = Sm1 = Sds = Sd1 = Seismic Design Category (SDC) = To = Ts = Ct = Period = T = Sa = R= i2o = Cd = IE A13 Light fra me walls with shear panels (steel or wood] BWS Y Y 15.25 ft. 1.43 0.49 6 D II 15.25 ft. 15.25 ft. 15.25 ft. YES Output 1.000 1.510 1.430 0.740 0.953 0.493 D 0.103 0.517 0.02 0.154 0.953 6.5 2.5 4 1 Detailing Reference Section = 14.1 & 14.5 Cs calc. = 0.147 Cs max. = 0.493 Cs min. = 0.042 Cs use = 0.147 Vu design = 0.147 V design = 0.103 Ev = = Bearing Wall System Section 15.1.1 - for Nonbuilding Structure definition. Section 12.3.1 height to top level in main portion of structure (abv.base) Section 11.3 Spectral response acceleration at 0.2 seconds for Site Class B. Spectral response acceleration at 1.0 seconds for Site Class B. Long - period transition period Figure 22 -15 thru 22 -20 Section 20.1 Soil properties 'D" is default unless the Geotech data orBuilding Table 1 -1 page 3 Official thinks it is Site Class "E "or "F ". roof high point (minimum parapet) roof low point (maximum parapet) Section 12.8.1.3 W = Building weight (# or kips) Table 11.4 -1 Table 11.4 -2 Sms = FaSs Section 11.4.3 (Eq. 11.4 -1) Sm1 = FvS1 Section 11.4.3 (Eq. 11.4 -2) Sds = 2/3Sms Section 11.4.4 (Eq. 11.4 -3) Sd1 = 2/3Sm1 Section 11.4.4 (Eq. 11.4 -4) Section 11.6 & Tables 11.6 -1 & 11.6 -2 0.2Sd1 /Sds Section 11.4.5 Sd1 /Sds Section 11.4.5 Section 12.8.2.1 Table 12.8 -2 Table 12.8 -1 seconds - Section12.8.2.1 (Eq. 12.8 -7) Cu = 1.4 Section 11.4.5 (Eq. 11.4 -5)or (Eq.11.4 -6)or (Eq. 11.4 -7) Table 12.2 -1 Response Modification Coefficient (reduces forces to USD) System Overstrength Factor modified for flexible diaphragm Deflection Amplification Factor for use in Sections 12.8.6, 12.8.7 & 12.9.2 Occupancy Importance Factor - Table 11.5 -1 Section 12.8.1.1 (Eq. 12.8 -2) Section 12.8.1.1 (Eq. 12.8 -3 & Eq. 12.8 -4) Section 12.8.1.1 (Eq. 12.8 -5 & Eq. 12.8 -6) Section 12.8.1.1 (Eq. 12.8 -2 thru Eq. 12.8 -6) *W At strength level USD (Eq. 12.8 -1) *W Working ( 0.7 *E ) ASD 0.191 *D = + / -.2 Sds D (Eq. 12.4 -4) - May be Zero for proportioning foundations. Diaphragms wp = The weight tributary to the diaphragm at that level Fpu calc. = 0.147 Fpu min.= 0.191 Fpu max.= 0.381 Fpu design = 0.191 Fp design = 0.133 *Wp (Eqs. 12.8 -2 thru 12.8 -6 above) *wp (min. Section 12.10.1.1) *wp (max. Section 12.10.1.1) *wp USD *wp ASD (0.7 *USD) EQ. 4/18/2011 11- 050 -000 ASCE7 -05 2009IBC Seismic.xls Input = Job number : Job name : ENGINEERS- NORTHWEST, INC.P.S. SHEET 7 OF 32 6869 WOODLAWN AVE. N.E. (SUITE 205) 9/29/09 SEATTLE, WA. 98115 Property of Engineers Northwest, Inc., Seattle - Use by others unlawful 'Shaded cells 11- 050 -000 Segale Southcenter Stormwater Processing Building Walls -ASCE 7 -05 Section 12.11.1 & 2 also Section 13.3, 4 & 5 Wall weight , Ww = Are the walls bearing or shear walls? Ip = ap = Rp = Top of wall elevation (parapet) = Elevation of top of wall lateral support (max.) = Elevation of top of wall lateral support (min.) = IE Sds = Seismic Design Category (SDC) = Is Diaphragm considered Flexible? z/h = ASCE 7 -05 Section 12.11.1 Controls Wall Fpu = design Fp = Fp = at high M design = roof M design = at low M design = roof M design = Input 15 Y 1.0 1.0 2.5 15.25 15.25 15.25 1 0.953 D Y 1.0 Wall Anchorage & Parapets Section 13.3.1 psf Walls are (Structural) Section 11.2 ASCE 7-05 Section 13:1.3 Parapets braced to framing above its cg. ASCE Table 13.5 -1 Parapets braced to framing above its cg. ASCE Table 13.5 -1 ft. from " ASCE EQ." Sheet ft. ft. IF Output Ww = wall weight (psf) Concrete & Masonry Wall Lateral Loading - Out-of -plane force. 0.381 *Ww Main wall design (USD) Controls Wall 0.267 *Ww Main wall design (ASD @ 0.7 *E) design 4.1 psf ASD 119 (#- ft. /ft.) (ASD) simple span (neglecting parapet) 119 (# -ftift.) (ASD) reduced for cantilevered parapet 119 (# -ft./ft.) (ASD) simple span (neglecting parapet) 119 ( #- ft. /ft.) (ASD) reduced for cantilevered parapet Controls Wall Parapet only design ASCE 7 -05 Section Fpu = Fpu = Fpu = Fpu = Fp design = Fp design = M design = M design = 13.3.1 Concrete & Masonry Parapets - Out -of -plane force. 0.457 *Ww (Eq. 13.3-1) 1.525 *Ww (Eq. 13.3 -2) maximum 0.286 *Ww (Eq. 13.3 -3) minimum 0.457 *Ww USD - Controls 0.320 *Ww Working ( 0.7 *E factor ) 4.9 psf (ASD @ 0.7 *E ) O (#- ft. /ft.) (ASD @ 0.7 *E ) min. parapet @ 0 ft. high O (#- ft. /ft.) (ASD @ 0.7 *E ) max. parapet @ 0 ft. high Controls Parapet only design ASCE 7 -05 Sections 12.11.1, 12.11.2 & 13.3.1- Concrete & Masonry Wall Anchorage - Out-of -plane force. Wall Fpu = 280 (pif) Minimum USD @ point of anchorage Controls Anchorage Force Cs = 3.340 Wall anchorage Tributary Weight = 114 (pif) Max.@ point of anchorage Fpu = Cs *Tributary Weight Fpu = 382 (pif) USD @ point of anchorage Fp design = 268 (plf) (ASD @ 0.7 *E) at point of anchorage ASEC 7 -05 Section 13.3.1 Non - Structural Wall Elements - Out-of -plane force. Non - Structural Wall ap /Rp = 0.4 Wall Element ASCE Table 13.5 -1 Controls Element Force Fpu = 0.457 *Ww (Eq. 13.3 -1) Component ( Non - Bearing - Fpu = 1.525 *Ww (Eq. 13.3-2) maximum Seismic Non -Shear Walls) Fpu = 0.286 *Ww (Eq. 13.3 -3) minimum Fpu = 0.457 *Ww USD - Controls Fp design = 0.321 *Ww (ASD @ 0.7 *E) Wall Anchorage - NOTE:- 1.) For wall anchors that are not embedded 8 diameters minimum multiply the above wall anchorage factor by 2.0 for the anchor loads 2.) For design of steel elements of the wall anchorage system multiply the above anchorage Toads by a factor of 1.4. Sec.12.11.2.2.2 3.) For design of wood elements of the wall anchorage system the minimum net thickness of these wood elements must be 2 -112 ". 4/18/2011 Walls 11- 050-000 ASCE7 -05 2009IBC Seismic.xls _ ENW ENGINEERS NORTHWEST, INC., P.S. ^• STRUCTURAL ENGINEERS 6869 WOODLAWN AVE: N. E., #205, SEATTLE, WA 98115 (206) 525-7560 FAX (206) 522-6698 PROJECT # 11- 050 -000 PROJECT Segale Southcenter - Stormwater Processing Building DATE SUBJECT CATE)VH- SHEET BY GATE(AL tOADING X- DIRECn(N 96.0' p04/18/11 D OF ,32 1K 274i1 Wage.= .*..1(2S_0)(26X94+ (15.00.3406-044.46414) 66 S8C -. 116 soa = 113 685# (75b) x (vg, )Wf /D,x = 2(18.88)(6)(17.5) (I2.14)(12)(175) = 6 5SS/f C7lsDi (VosE) 56704,1, x = 0.103 (113 685) = 1 , 710 (sD) (veAsE)wiu0,Y = 2(18.88)(6)07.5)+ (11.1(9)(84)(17.3) = 22 3e8# 170-6) (VgAff)sosMlc, Y = 11 710 It 17t 51)) 7arispi c, x = H 7I0 #. O sD) .1. Vcklo A = "1% = 5X55 # PM 6E15mic Gave7QNs x-Fj gecriani: LAM M Won/ D hi/E)2 V. � -DIa cno,v i nA1. Vbaio A. = 525Y0043+52.17) = 6296 p 01-91 VGRiD 6 = 11 'I% _ 5 855 # 17151.7� V4PIb5 = 585YC6.s3 +29.0+47.n) : 70.511 p SD) N0.85' 52.;7 :6.83' 6.83' 144 WAN, : v-= 70.sy Of CASD7, = OS; < oigy > Ust: ;'5/s.2" 4sam ski 'AI4 Ibd 0111S 4 1°,04 12" °/< w�....� = 5)0 pry Pao ENWENGINEERS NORTHWEST, INC., P.S. ~ STRUCTURAL ENGINEERS 6869 WOODLAWN AVE. N. E., #205, SEATTLE, WA 98115 (206) 5257560 FAX (206) 522-6698 PROJECT # 11- 050 -000 PROJECT Segale Southcenter - Stormwater Processing Building DATE 04/18/11 SUBJECT /AMU SHEET q OF 32 By JK Y bIrzec-non/ VGRID p = (1g34)(6)(17.5) 4- (1vtia)(5 ° /Z- 6)(17.5) = 6115 C11so3 VGA') ®_ (12.110)(50 /2 tilft)(1j4) = 10 qv* rii51)3 V6a,o ( = it8.fl8)(6)(17.5) 4- (12.,14)016/F -6)1175) = 5 6°18 (75D7 GRID D wAitS Vwa« = 613 = 3 068# CASD), V`= 1023 pif 043b1, h/w = 1I,0 USE 514PSoW 51EE. 51120116 WAtt SSW24x12 w/. (Va)mmt, = 3250* CASb3 (Ila)s -ar11c = 3` 150 Pisb] . (.068)(13.0) - (Tup�tr- r)W,db — — �s.o —o,671 =. I7,)2K 0131 (TonII .r)sps,fc = (111%250g)(0.12')= $,99:K pia)) Vw1Nb/ pmr = 3062/2 = 15311 .4 CAW) Vsr7sr+lc /ecA = (1171 %22 308)115311) = 8054 1701 EVAuf1E AWk90F1W w/ 6iMiPOW. s?FlwaaE (.5a." Folio /14- ,9,6,3 ) GRID Q W14US Wait = 10 "X _ 5 2%14" Ott V- 7110. o(i i7 D1,. I'�w = 1.05 tia►�1^(; UsE 15/32" Si16 11 W6- : I- S1 bE w/ 101 OILS 31 % . Ebr s R 12.," %.' Fcrzb w/ 1/a 1.1(6609 = S'to ,if pIsD3 , oR ,15/32" sopw, BarN s1.bES , w/ 1ttl #aus 3" 9 Ebfs , 4"''4; Figb w/ Vc& 2 (i.N)(3'Io) = Bb8 Pif [sb] (Tuvu,Gr\wroD (SYN6)(12 6 33 = 10. 77" �AsD1 TuPU _ �I(7r6 ( �) �,r��r - �a 3aa) (10.`1'1 = 5, 65 "L74¢b7 UwNm/Borr SZNY - 1 3124' (11:5a) . V50 :srvtlrAoL7._ (11h1 %2 308)(130x) = 680* ) 61,1r w #l1 RiVolpin . w/; .VfPj n{ t ScFTwaaE 15r FOLt4winNG PA4,E5' ' EENGINEERS NORTHWEST, INC., P.S. — STRUCTURAL ENGINEERS 6869 WOODLAWN AVE. N. E., #205, SEATTLE, WA 98115 (206) 525-7560 FAx (206) 522 -6698 PROJECT # 11,050-000 PROJECT Segale Southcwnter - Stormwater Processing Building SUBJECT 1 iZA DATE SHEET BY 04/18/11 10 OF 32 JK 5 MI #i GRID 30 WADS VWAL� _ 28Yq CI45b1 J .. 1r '175 0I1 L7asbl, /w = 2.o avity USE 15/324 SWERILNG 1 sl DE w/ /01 ,Vfl/S a. Y".j ems g,_ /z#•°%.. Plat; VG = 1.1060) _ '64w , I1 rilfD) ITuA.tFr)w•Nb =(26")(13)/533 .= 6.95" C/4sb3 (ium.,Fr) soul,e = 0.52(6,95) = 3.61" 1744D1 EVAEad7E Aoto2146-E w/ . s�i+fPJOv _ 26'l /4 _ 622 Cf1�J 6 rL"mE / 5F FatgwiNc priers) wuo /Boa — Vselsk,e /Qon = 0.52 (02):.-, 3211# Ci sh) Gals Q (1PH Fr GPO) 3Q OPPIPT TO.butw = 10.`17— 0.6C0.5(0,61)(0(7) +(0.o05)(2)(10h)]= 10.yq'K CA5) —) (15E.SMPscA( N1o.12 w/ ... Pa= 11ss6st (Aso • T0.6 +w = 6.95 - 0.6 (0.5(0.o1)I0171 + (o.005)(2)(i2/ YJ = 6.66`` Mb) =) USE s,MPsav Hta8 .w /. PA = 7 'Pia # C114D1 ENW Project No: 11- 050 -000 Segale Southcenter Stormwater Processing Building Grid 1— 3.0' Long Wall Anchorage Anchor Calculations Anchor Selector (Version 4.5.0.0) Job Name : Segale Calculation Summary -ACI 318 Appendix D For Uncracked Concrete per ACI 318 -08 Anchor Anchor IABel # of Anchors Depth (in) Normal weight 1" PAB8 1.40 IBmbedment 'Category Concrete Concrete Cracked f' (psi) 14500.0 `,v Normal weight No 1.40 Condition (Thickness (in) Suppl. Edge Reinforcement A tension and shear 12 No Factored Loads Nua (Ib) Vuax (lb) Vuay (Ib) Mux (Ib "ft) Muy (Ib "ft) 17120 1534 0 0 0 ex(in) ey(in) Mod/high seismic Apply entire shear © front row 0 0 No No Individual Anchor Tension Loads N ua1 (Ib) 17120.00 e'Nx(in) e'Ny(in) 0:00 0.00 Individual Anchor Shear Loads Vuai (Ib) 1534.00 e'vx(in) e'vy(in) 0.00 0.00 Tension Strengths Steel (d} = 0.75 ) Nsa(Ib) DNsa(Ib) Nua(lb) N ua /45Nsa 35150 26362.50 17120.00 0.6494 Concrete Breakout (d) = 0.75 ) Ncy(Ib) d >Nt(Ib) Nua(Ib) Nua /gSNcy 24787.09 18590.32 17120.00 , 0.9209 Pullout (d) = 0.70 ) Npa(ib) cDNpa(ib) Nua(Ib) Nua /d}Npa 275415.84 192791.09 17120.00 0.0888 Page 1 of 2 1152 Date/Time : 4/18/2011 4:18:45 PM about:blank 4/18/2011 ENW Project No: 11- 050 -000 Segale Southcenter Stormwater Processing Building Grid 1- 3.0' Long, Wall Anchorage Side -Face Blowout does not apply Shear Strengths Steel (cD = 0.65 ) Vsa(Ib) I Vsa (lb) Vua(lb) V ua /4?Vsa 21090 13708.50 1534.00 0.1119 Concrete Breakout (case 1) (cD = 0.75 ) Vcbx(Ib) (1)Vcbx(ib) Vuax(Ib) Vuax /l)Vcbx 13528.09 10146.07 1534.00 0.1512 Vcby(Ib) 0Vcby(Ib) Vuay(lb) Vuay /DVcby Vua /4?Vcb 13528.09 10146.07 0.00 0.0000 0.0605 Concrete Breakout (case 2) does not apply to single anchor layout Concrete Breakout (case 3) (c = 0.75 ) cx.1 edge Vcby(Ib) DVcby(Ib) Vuay(lb) Vuay /chVcby 30062.43 22546.82 0.00 0.0000 c. edge Vcbx(Ib) (DVcbx(Ib) Vuax(Ib) Vuax /DVcbx 30062.43 22546.82 1534.00 0.0680 c,Q edge Vcby(lb) (DVcby(Ib) Vuay(lb) Vuay / .DVcby 30062.43 22546.82 0.00 0.0000 cya edge Vcbx(Ib) cDVcbx(Ib) Vuax(Ib) Vuax / DVcbx Vua ADVcb 30062.43 22546.82 1534.00 0.0680 0.0272 Pryout (• = 0.70 ) Vcp(Ib) I DVcp (Ib) Vuax(Ib) Vu 49574.19 134701.93 1534 0.0442 Vcp(Ib) cVcp(Ib) Vuay(lb) Vuay ADVcp Vua /'V, 49574.19 34701.93 0 0.0000 0.0177 Interaction check V.Max(0.15) <= 0.2 and T.Max(0.92) <= 1.0 [Sec D.7.1] Interaction check: PASS Use 1" diameter PAB8 anchor(s) with 8 in. embedment Page 2 of 2 12 /Y2 '� :. 1",e' S /MpoW YAB Aivc KDRS .v MA'Y 3 a' WALL about:blank 4/18/2011 . ENW Project No: 11- 050 -000 Segale Southcenter Stormwater Processing Building Grid 2 & 3 Walls — Typical Anchorage Anchor Calculations Anchor Selector (Version 4.5.0.0) Job Name : Segale Calculation Summary -ACI 318 Appendix D For Uncracked Concrete per ACI 318 -08 Anchor Anchor Steel # of Anchors IAB )1 Depth (in) 3/4" PAB6 No 'Embedment 6 'Category N/A Concrete Concrete Cracked pc(psi) `f'c,v Normal weight No 4500.0 1.40 (Condition 'Thickness (in) Suppl. Edge Reinforcement A tension and shear 11.25 No Factored Loads Nua (Ib) Vuax (Ib) Vuay (Ib) Mux (Ib *ft) Muy (Ib *ft) 10770 1312 0 0 0 ex(in) ey(in) Mod /high seismic Apply entire shear @ front row 0 0 No No Individual Anchor Tension Loads N uai (Ib) 10770.00 e'Nx(in) e'Ny(in) 0.00 0.00 Individual Anchor Shear Loads V uai (Ib) 1312.00 e'vx(in) e'vy(in) 0.00 0.00 Tension Strengths Steel (0 = 0.75 ) Nsa(Ib) INsa(Ib) Nua(lb) N ua /DNsa 19370 14527.50 10770.00 0.7414 Concrete Breakout (4) = 0.75 ) Ncb(Ib) cDNcb(Ib) Nua(Ib) Nua /`bNcb 19718.01 14788.51 10770.00 0.7283 Pullout (1 ) = 0.70 ) Npn(Ib) d,Npn(Ib) Nua(lb) Nua /d'Npn 179333.28 125533.30 10770.00 0.0858 Page 1 of 2 13 32 Date/Time : 4/18/2011 5:10:18 PM about:blank 4/18/2011 • ENW Project No: 11- 050 -000 Segale Southcenter Stormwater Processing Building Grid 2 & 3 Walls - Typical Anchorage Side -Face Blowout does not apply Shear Strengths Steel (0 = 0.65 ) Vsa(Ib) DVsa (lb) IVua(Ib) Vua /11)Vsa 11625 7556.25 1312.00 0.1736 Concrete Breakout (case 1) (43= 0.75 ) Vcbx(Ib) I4)Vcbx(Ib) Vuax(Ib) Vuax ftbVcbx 8129.6216097.21 1312.00 0.2152 Vcby(Ib) obVd,y(Ib) Vuay(Ib) Vuay /DVcby Vua / Ncb 12682.59 9511.94 0.00 0.0000 0.0861 Concrete Breakout (case 2) does not apply to single anchor layout Concrete Breakout (case 3) (0 = 0.75 ) cx1 edge Vthy(Ib) IA/ thy(lb) Vuay(Ib) Vuay /�Vcby 18906.08 14179.56 0.00 0.0000 cy1 edge Vcbx(Ib) DVcbx(Ib) Vuax(Ib) Vuax / bVcbx 25365.17 19023.88 1312.00 0.0690 cx2 edge Vthy(Ib) DVthy(lb) Vuay(Ib) Vuay / DVcby 18906.08 14179.56 0.00 0.0000 cy2 edge Vcbx(Ib) «Vubx(Ib) Vuax(Ib) Vuax /0Vcbx Vua / DVcb 25365.17 19023.88 1312.00 0.0690 10.0276 Pryout (43= 0.70 ) Vq,(ib) (DVq, (Ib) Vuax(Ib) Vuax /CbVcp 39436.02 27605.22 1312 0.0475 VcP (ib) �Vq,(Ib) Vuay(Ib) Vuay /`DVcp Vua /�Vcp i] 39436.02 27605.22 0 0.0000 0.0190 Interaction check T.Max(0.74) + V.Max(0.22) = 0.96 <= 1.2 [Sec D.7.3] Interaction check: PASS Use 3/4" diameter PAB6 anchor(s) with 6 in. embedment Page 2 of 2 IN Vq'g PAB 4A/eUanS 4voKm' ta'D g WATTS USE / ' - 1",0' gems 70 Itta ciM MTh i1ez A r»wv.- about:blank 4/18/2011 ENW Project No: 11- 050 -000 Segale Southcenter Stormwater Processing Building Typical Bot Sill Anchorage Anchor Calculations Anchor Selector (Version 4.5.0.0) Job Name : Segale Calculation Summary - ACI 318 Appendix D For Untracked Concrete per ACI 318 -08 Anchor Anchor Cracked #of Anchors Embedment Depth (in) Normal weight 1/2° Strong -Bolt 'Steel N/A 1 3 (Category 1 Concrete Concrete Cracked fc(psi) t`c,v Normal weight No 4500.0 1.40 Condition Thickness (in) Suppl. Edge Reinforcement A tension and shear 8 No Factored Loads Nua (Ib) Vuax (Ib) Vuay (Ib) Mux (Ib'ft) Muy (Ib'ft) 0 1312 0 0 0 ex(in) ey(in) Mod/high seismic Apply entire shear @ front row 0 0 No No Individual Anchor Tension Loads N ua1 (Ib) 0.00 e'Nx(in) e'Ny(in) 0.00 0.00 Individual Anchor Shear Loads V uai (Ib) 1312.00 eVx(in) e'vy(in) 0.00 0.00 Tension Strengths Steel (0 = 0.75 ) Nsa(Ib) DNsa(Ib) Nua(Ib) N ua /cNsa 13500 10125.00 0.00 0.0000 Concrete Breakout (m = 0.75 ) Ncb(Ib) •Ncb(Ib) Nua(Ib) Nua /45Ncb 4358.40 3268.80 0.00 0.0000 Pullout (D = 0.65 ) Npn(Ib) .DNpn(Ib) Nua(Ib) Nua /0Npn 5449.74 3542.33 0.00 0.0000 Page 1 of 2 1532 Date /me : 4/18/2011 5:17:19 PM about:blauk 4/18/2011 ( ENV; Project No: 11- 050 -000 Segale Southcenter Stormwater Processing Building Typical Bot Sill Anchorage Side -Face Blowout does not apply Shear Strengths Steel (0= 0.65 ) Vsa(Ib) Visa (lb) Vua(1b) V ua /DVsa 6560 4264.00 1312.00 0.3077 Concrete Breakout (case 1) (0 = 0.75 ) VCbx(1b) «Vcbx(Ib) Vuax(Ib) Vuax / t cbx 5480.40 4110.30 1312.00 0.3192 Vthy(Ib) (DVthy(Ib) Vuay(Ib) Vuay kDVcby Vua /4)Vcb 8887.14 6665.35 0.00 0.0000 0.1277 Concrete Breakout (case 2) does not apply to single anchor layout Concrete Breakout (case 3) (d> = 0.75 ) cx1 edge Vcby(Ib) cDVcby(Ib) Vuay(Ib) Vuay /VVcby 11849.52 8887.14 0.00 0.0000 co edge Vcbx(Ib) QAlcbx(Ib) Vuax(Ib) Vuax / 1)Vcbx 17774.28 13330.71 1312.00 0.0984 cx2 edge Vcyy(Ib) 11849.52 VVcby(Ib) I Vuay(Ib) 8887.14 Vuay /dVcby 0.00 0.0000 C,2 edge Vd,x(Ib) DVcbx(Ib) Vuax(Ib) 17774.28 13330.71 1312.00 Vuax /cpVcbx I Vua /(DVcb 0.0984 0.0394 Pryout (D = 0.70 ) (lb) Vcp(Ib) (D Vuax(Ib) (Vuax /DVcp 8716.81 6101.77 1312 0.2150 Vcp(Ib) (DV cp(Ib) Vuay(Ib) Vuay / DVcp Vua /4'Vcp 8716.81 6101.77 0 0.0000 0.0860 Page 2 of 2 Interaction check T.Max(0) <= 0.2 and V.Max(0.32) <= 1.0 [Sec D.7.2J Interaction check: PASS Use 1/2" diameter Strong -Bolt anchor(s) with 3 In. embedment Z :.I '12 " # WE'b(rE- AveifDl2S FoR Y- D IREtnon/ SILL writ /1 veilogit&C 16 /32 about:blank 4/18/2011 ENWENGINEERS NORTHWEST, INC., P.S. — STRUCTURAL ENGINEERS PROJECT # 6869 WOODLAWN AVE. N. E., #205, SEATTLE, WA 98115 (206) 5257560 FAx (206) 5226698 11 -050 -000 PROJECT Segale SQuthcenter - StQrmwater Processing. Building_ SUBJECT SHEARwAli RESULTS S Sena) .ES DATE SHEET BY 04/27/11 r7 OF 32 1K WALL FRAMING SCHEDULE WALL CALLOUT DESIGNATION SHEATHING SIZE & EDGE NAILING (SEE NOTE 1) FIELD NAIUNG (SEE NOTE 1) HOLDDOWN (SEE NOTE 2) PRE —FAB STRONG WALL SIMPSON STEE1. STRONG WALL SSW24x12 N/A N/A SIMPSON PAB8 ANCHOR BOLT PRE — DRILLED BASE R HOLES l SSW I WOOD SHEARWALL 15/32' PLYWOOD. L SIDE 2x8 DOUG —FIR STUD$ 0 247o.c. 1Qd 0 3 "o.c. 10d 0 tZ o.c. SIMPSON H012 HOLDDOWN w/ SIMPSON PAWS ANCHOR. BOLT' I SW -3 I WOOD SHEARWALL 15/32" PLYWOOD 1 SIDE 2x6 DOUG —FIR STUDS 0 24 "o.c. 10d 0 4"o.c. 10d 0 12 o.c. SIMPSON PAB7 ANCHOR 6 w/ SIMPSON PAB7 ANCHOR BOLT I SW -4 1 WOOD SHEARWALL 15/32- PLYWOOD 1 SIDE 2x6 HEM —FIR STUDS 0 24 "o.c. 10d 0 6"o.c. 108 0 12"o.c. SIMPSON H1T4 ANCHOLDDOWN w/ SIMPSON PASS HOR R B BOLT I SW -6 I NOTES: T. NAILS TO HAVE 1 PENETRATION• MINIMUM (3' LONG MIN.) 2.) PRE -CAST ANCH " BOLTS REQ. PRECISE PLACEMENT FOR PROPER FIT AND PERFORMANCE SEE MANUFACTURER'S. GUIDELINES FOR BOLT INSTALLATION_ 3.) SEE FOUNDATION PLAN FOR WALL CAU.OUTS BALANCE REMAINDER PER 1 'TYPICAL STUD WALL ELEVATION' J ENWENGINEERS NORTHWEST, INC., P.S. ^ STRUCTURAL ENGINEERS 6869 WOODLAWN AVE. N. E., #205, SEATTLE, WA 98115 (206) 525-7560 FAX (206) 522-6698 PROJECT # 11 -050 -000 PROJECT Segale Southcenter - StQrmwater Processing Building SUBJECT 6HEM/1Am RESULTS & SGF/EWULES SHEATHING PER SCHEDULE ORIENT AS SHOWN w/ FASTENING PER SCHEDULE 0' PLAN} PLYWOOD. SHEATHING PER' PLAN MOW ,>• VIM Cdri SPACING TYPICAL STUD WALL ELEV. DATE SHEET By DBL. 2x TOP It CONT. 04/27/11 1g OF 3Z 1K FULL HEIGHT DBL 2x STUD EA. END OF WALL TYP. U.N.O. FULL HEIGHT 2x STUD w/ SPACING PER SCHEDULE HOLDDOWN ® WALL ENO PER SCHEDULE CONT. 2x BOT. R FASTEN TO SLAB w/ 0 WEDGE -ALL ANCHORS 48'o.c. STAGGERED (4 MIN. PER WALL) w/ 3 MIN. EMBED (SEE NOTE 1 BELOW) tiglEfa I° a —o• 1.) IF THE WALL IS 7' -0' LONG OR LESS, PROVIDE SIMPSON BP3 3"X3' BEARING its OR SIMILAR AT EACH WEDGE-AU. ANCHOR [PER PLAN] &ARMINGTUD 6x HEADER PER PLAN W a 2x KING STUD EA. SIDE 2x JACK EA. SIDE TYPICAL WALL OPENING I' 4 1' -0° ENWENGINEERS NORTHWEST, INC., P.S. PROJECT # 11-0S0-000 PROJECT SUBJECT STRUCTURAL ENGINEERS 6869 WOODLAWN AVE: N. E., #205, SEATTLE, WA 98115 (206) 525-7560 FAX (206) 522-6698 Segale Southcenter - Stormwater Processing Building DiApktolams V= 365041 U-= 152 plf 01,50 DATE SHEET BY 04/21/11 I°1 OF 32 JK Nsaspok : Q'o3 (66 885 4-'16 ao%) = 424,6, # ritsbl > oNsrlswric),, = 429/2, =387 ed ("1 (Vw,Nb)Y = 2(ISlS)(6)0.5+ am* 6244)(Sq)(11.51 -13/Z) = !N 433# C-4sb7 (W,s,Nu)Y = !N o3/96 = ly6 p1! C/101 V=3650 +3358 =7001,4 1r= 242 �F Ow] V = 3 8' (A-5 -N kr_ ia� �i ? USE '/2" SReiniVNG 1- Tv • svenp, rS w/, I dd >< 2" NAit s 6 "'- �b�s x le % r -/6Z) w/ 1Th. = I O If c D MIA 7 %Y, '141 %iff y1. ,..'.. i.. j::. 1/: ?f )4•0 �/ 50.0' '16.0'. V=3650 +3358 =7001,4 1r= 242 �F Ow] V = 3 8' (A-5 -N kr_ ia� �i ? USE '/2" SReiniVNG 1- Tv • svenp, rS w/, I dd >< 2" NAit s 6 "'- �b�s x le % r -/6Z) w/ 1Th. = I O If c D MIA ENW Project No: 11- 050 -000 Segale Southcenter Stormwater Processing Building 04/22/11 F41\\T ENGINEERS NORTHWEST, INC., P.S. — STRUCTURAL ENGINEERS 6869 WOODLAWN AVE. N. E., #205, SEATTLE, WA 98115 (206) 525-7560 FAX (206) 522-6698 PROJECT # 11- 050 -000 PROJECT Segale Southcenter - Stormwater Processing Building SUBJECT DATE 04/22/11 SHEET 20 OF 32 BY JK PCIIDOS. I b = 254 p61J es =250 lei BRG. WAtt. _ (26N')(25.a)N) = 3'i Ipit OM ws = 05.0)12%).--- 325 el( gm) Ned MG, wldl : ■,) = (25).(2/2) = Zsayii (7s Ids = 254,if r/sDT 1:9 /5. 2 Title : Segale Southcenter - Stormwater Building Dsgnr: JK Project Desc.: Project Notes : Job # 11- 050 -000 2132 Printed: 22 APR 2011, 4:44PM Lic > # :;KWr06Q06.8.98k:' ^", Description : H-1 Material Properties ENERCALC; INC,198A -2011, 80ild:6 :11.4,14, Ver.6.0.25.0, „;:Llcensee ;,;ENGINEERSNORTHWESTl Calculations per NDS 2005, IBC 2006, CBC 2007, ASCE 7 -05 Analysis Method : Allowable Stress Design Load Combination 2006 IBC & ASCE 7 -05 Wood Species : Douglas Fir - Larch Wood Grade : No.2 Fb - Tension Fb - Compr Fc - Pril Fc - Perp Fv Ft Beam Bracing : Beam bracing is defined as a set spacing over all spans Unbraced Lengths 900.0 psi 900.0 psi 1,350.0 psi 625.0 psi 180.0 psi 575.0 psi Density E: Modulus of Elasticity Ebend- xx 1,600.0 ksi Eminbend - xx 580.0 ksi 32.210 pcf First Brace starts at ft from Left -Most support Regular spacing of lateral supports on length of beam = 2.0 ft D(0.343) S(0.325) i Span =10.Oft Applied Loads Beam self weight calculated and added to loads Uniform Load : D = 0.3430, S = 0.3250 , Tributary Width = 1.0 ft, (Roof Loads) DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span fb : Actual FB : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward L +Lr +S Deflection Max Upward L +Lr +S Deflection Max Downward Total Deflection Max Upward Total Deflection 0.93& 1 6x12 844.04 psi 899.47 psi +D +S +H 5.000ft Span # 1 0.066 in 0.000 in 0.139 in 0.000 in Maximum Forces & Stresses for Load Combinations Service loads entered. Load Factors will be applied for calculations. Maximum Shear Stress Ratio Section used for this span fv : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs Ratio = Ratio Ratio = Ratio = 1815 0 <360 865 0 <180 Design .0 0.364 : 1 6x12 65.52 psi 180.00 psi +D +S +H 0.000 ft Span # 1 Load Combination Max Stress Ratios Segment Length Span # M V +D Length = 2.0 ft Length = 2.0 ft Length = 2.0 ft Length = 2.0 ft Length = 2.0 ft +0+S+H Length = 2.0 ft Length = 2.0 ft Length = 2.0 ft Length = 2.0 ft Summary of Moment Values Summary of Shear Values C d C FN Cr Cm C t Mactual fb- design Fb -allow Vactual fv -design Fv-allow 1 0.314 0.191 1.000 1.000 1.000 1.000 1.000 2.86 282.82 899.47 1.45 34.30 180.00 1 0.472 0.191 1.000 1.000 1.000 1.000 1.000 4.29 424.23 839.47 1.07 34.30 180.00 1 0.491 0.191 1.000 1.000 1.000 1.000 1.000 4.46 441.91 899.47 0.36 34.30 180.00 1 0.472 0.191 1.000 1.000 1.000 1.000 1.000 4.29 424.23 899.47 1.07 34.30 180.00 1 0.314 0.191 1.000 1.000 1.000 1.000 1.000 2.86 282.82 899.47 1.45 34.30 180.00 1.000 1.000 1.000 1.000 1 0.601 0.364 1.000 1.000 1.000 1.000 1.000 5.46 540.19 899.47 2.76 65.52 180.00 1 0.901 0.364 1.000 1.000 1.000 1.000 1.000 8.19 810.28 899.47 2.05 65.52 180.00 1 0.938 0.364 1.000 1.000 1.000 1.000 1.000 8.53 844.04 899.47 0.68 65.52 180.00 1 0.901 0.364 1.000 1.000 1.000 1.000 1.000 8.19 810.28 899.47 2.05 65.52 180.00 Title : Segale Southcenter - Stormwater Building Dsgnr: JK Project Desc.: Project Notes : Job # 11- 050 -000 Printed: 22 APR 2011, 4:44PM Lid:- # : :`KWW06006898_;17" '7 :2 -13 :L' Description : ENERCALC, INC. 1983 -2011, Build :6.11.4.14, Vec6.0.25.0 Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V C d C FN C r C m C t Mactual fb- design Fb -allow Vactual fv- design Fv -allow Length = 2.0 ft 1 0.601 0.364 1.000 1.000 1.000 1.000 1.000 5.46 540.19 899.47 2.76 65.52 180.00 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. " " Defl Location in Span Load Combination Max. °+ Defl Location in Span D+S 1 0.1387 5.050 0.0000 Vertical Reactions - Unfactored Support notation : Far left is #1 Values in KIPS 0.000 Load Combination Support 1 Support 2 Overall MAXimum 3.411 3.411 D Only 1.786 1.786 S Only 1.625 1.625 D+S 3.411 3.411 , 4 • Title : Segale Southcenter - Stormwater Building Dsgnr. JK Project Desc.: Project Notes : j ; Wood Beam 1Lict #:: KW- 06006898 Description : H-2 Material Properties Job # 11 -050 -000 23 / 32 Printed: 22 APR 2011, 4:52PM lter Storm Water Processing Building111 -050 -000 Calcu!altonslENERCALC v.61tegale southcenter stormwater.ec6 ENERCALC, INC. 198372011; Build 6:11.4.14, Ver6.0,25.0 ._ Licensee..'ENGINEERSfNORTHWEST Calculations per NDS 2005, IBC 2006, CBC 2007, ASCE 7 -05 Analysis Method : Allowable Stress Design Load Combination 2006 IBC & ASCE 7 -05 Wood Species Wood Grade : Douglas Fir - Larch Fb - Tension Fb - Compr Fc - Fri! Fc - Perp : No.2 Fv Ft Beam Bracing : Beam bracing is defined as a set spacing over all spans Unbraced Lengths First Brace starts at ft from Left-Most support Regular spacing of lateral supports on length of beam = 2.0 ft i D(0.025) S(0.025) * 6x8 Span = 18.0 ft Applied Loads Beam self weight calculated and added to loads Uniform Load : D = 0.0250, S = 0.0250 , Tributary Width = 1.0 ft, (Roof Loads) DESIGN SUMMARY ,Maximum Bending Stress Ratio = Section used for this span fb : Actual = FB : Allowable = Load Combination Location of maximum on span = Span # where maximum occurs = Maximum Deflection Max Downward L +Lr +S Deflection Max Upward L +Lr +S Deflection Max Downward Total Deflection Max Upward Total Deflection 0.621: 1 6x8 558.24 psi 899.64 psi +D +S +H 9.000ft Span # 1 900.0 psi 900.0 psi 1,350.0 psi 625.0 psi 180.0 psi 575.0 psi E: Modulus of Elasticity Ebend- xx 1,600.0 ksi Eminbend - xx 580.0 ksi Density 32.210 pcf i Service Toads entered. Load Factors will be applied for calculations. Maximum Shear Stress Ratio Section used for this span fv : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.192 in Ratio = 0.000 in Ratio = 0.456 in Ratio = 0.000 in Ratio = Maximum Forces & Stresses for Load Combinations 1122 0 <360 473 0 <180 Design'OK 0.101 : 1 6x8 18.22 psi 180.00 psi +D +S +H 17.460 ft Span # 1 Load Combination Segment Length +D Length = 1.980 ft Length = 1.980 ft Length = 1.989 ft Length = t980 ft Length = 2.070 ft Length = 1.980 ft Length = 1.980 ft Length = 1.980 ft Length = 2.070 ft +D+$+H Max Stress Ratios Span # M V 1 1 1 1 1 1 1 1 1 0.140 0.246 0.317 0.353 0.359 0.354 0.320 0.250 0.146 0.058 0.058 0.058 0.058 0.058 0.058 0.058 0.058 0.058 Cd CFN 1.000 1.000 1.000 1.000 1.000 1,999 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1,909 1.000 1.000 1.000 1.000. Summary of Moment Values Summary of Shear Values Cr Cm C t Mactual fb-design Fb -allow Vactual fv-design Fv-allow 1.000 1.000 1.000 1.000 1.000 1.090 1.000 1.000 1.000 1..000 1.000 1.000 1.000 1.000 1.000 1,999 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1,999 1.000 1.000 1.000 1.000 0.54 0.95 1.23 1.37 1.39 1.37 1.24 0.97 0.56 126.33 221.43 285.31 317.96 322.60 318.70 287.47 225.02 131.33 899.66 899.66 899.66 899.66 899.64 $99,65 899.66 899.66 899.64 0.29 0.24 0.17 0.10 0.04 0.10 0.17 0.24 0.29 10.53 10.53 10.53 10.53 10.53 10.53 10.53 10.53 10.53 180.00 180.00 180.00 180.00 180.00 180.00 180.00 180.00 180.00 a • I der Stonn Water Processing Buildin 111 -050 -000 CalculallonslENERCALC v. Wood Beam 9 9 slsegaleg uthcente�stoirnwatecec6 +� . , , ENERCALC; INC 1983 -2011 ald:6.11.414, Ver.8.025.0 Lic'_ #. °KW- 06006898.., p..,.. w. Title : Segale Southcenter - Stormwater Building Dsgnr: JK Project Desc.: Project Notes : Job# 11- 050 -000 211 /32 Printed: 22 APR 2011, 4:52PM Description : H -2 slLicensee•: ENGINEERS•NORTHWES.Vi Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V C d C FN Cr Cm C t Mactual tb- design Fb -allow Vactual fv- design Fv -allow Length =1.980 ft 1 0.243 0.101 1.000 1.000 1.000 1.000 1.000 0.94 218.61 899.66 0.50 18.22 180.00 Length = 1.980 ft 1 0.426 0.101 1.000 1.000 1.000 1.000 1.000 1.65 383.18 899.66 0.42 18.22 180.00 Length =1.980 ft 1 0.549 0.101 1.000 1.000 1.000 1.000 1.000 2.12 493.71 899.66 0.30 18.22 180.00 Length = 1.980 ft 1 0.612 0.101 1.000 1.000 1.000 1.000 1.000 2.36 550.20 899.66 0.18 18.22 180.00 Length = 2.070 ft 1 0.621 0.101 1.000 1.000 1.000 1.000 1.000 2.40 558.24 899.64 0.06 18.22 180.00 Length =1.980 ft 1 0.613 0.101 1.000 1.000 1.000 1.000 1.000 2.37 551.49 899.66 0.18 18.22 180.00 Length =1.980 ft 1 0.553 0.101 1.000 1.000 1.000 1.000 1.000 2.14 497.45 899.66 0.29 18.22 180.00 Length =1.980 ft 1 0.433 0.101 1.000 1.000 1.000 1.000 1.000 1.67 389.37 899.66 0.41 18.22 180.00 Length = 2.070 ft 1 0.253 0.101 1.000 1.000 1.000 1.000 1.000 0.98 227.26 899.64 0.50 18.22 180.00 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. ' ' Defl Location in Span Load Combination Max. "+" Defl Location in Span D +S 1 0.4558 9.090 0,p000 0,000 Vertical Reactions - Unfactored Support notation : Far left is #1 Values In KIPS Load Combination Support 1 Support 2 Overall M1 mum 0.533 0.533 D Only 0.308 0.308 S Only 0.225 0.225 0+6 4,533 0,533 { '.Wood Beam Title : Segale Southcenter - Stormwater Building Dsgnr: JK Project Desc.: Project Notes : Job # 11- 050 -000 2s /32 Printed: 22 APR 2011, 4:46PM W-06006898 Description : H -3 Material Properties ENERGALC, INC. 1983-2011, Build:6.11.4.14, Vec6.0.25.0 Calculations per NDS 2005, IBC 2006, CBC 2007, ASCE 7 -05 Analysis Method : Allowable Stress Design Load Combination 2006 IBC & ASCE 7 -05 Wood Species : Douglas Fir - Larch Wood Grade : No.2 Fb - Tension Fb - Compr Fc - Prll Fc - Perp Fv Ft Beam Bracing : Beam bracing is defined as a set spacing over all spans Unbraced Lengths First Brace starts at 0.0 ft from Left -Most support Regular spacing of lateral supports on length of beam = 2.0 ft i 900.0 psi 900.0 psi 1,350.0 psi 625.0 psi 180.0 psi 575.0 psi Density E : Modulus of Elasticity Ebend- xx 1,600.0 ksi Eminbend - xx 580.0 ksi 32.210 pcf D(0.343) S(0.325) i Span = 3.0 ft Applied Loads Beam self weight calculated and added to loads Uniform Load : D = 0.3430, S = 0.3250 , Tributary Width = 1.0 ft, (Roof Loads) DESIGN SUMMARY Maximum Bending Stress Ratio = Section used for this span fb : Actual = FB : Allowable = Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward L +Lr +S Deflection Max Upward L +Lr +S Deflection Max Downward Total Deflection Max Upward Total Deflection 0.197 1 6x8 177.31 psi 899.65 psi +D +S +H 1.500ft Span # 1 • Service Toads entered. Load Factors will be applied for calculations. Maximum Shear Stress Ratio Section used for this span fv : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.002 in Ratio = 0.000 in Ratio = 0.004 in Ratio = 0.000 in Ratio = Maximum Forces & Stresses for Load Combinations Max Stress Ratios Span # M V C d C FN Load Combination Segment Length +D Length = 1.995 ft Length = 1.005 ft +D+S+11 18654 0 <360 8952 0 <180 Design) OK v: 0.121 : 1 6x8 21.79 psi 180.00 psi +D +S +H 0.000 ft Span # 1 Summary of Moment Values Summary of Shear Values Cr Cm C t Mactual fb- design Fb -allow Vactual fv- design Fv -allow 1 0.103 0.063 1.000 1.000 1.000 1.000 1.000 1 0.091 0.063 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Length =1.995 ft 1 0.197 0.121 1.000 1.000 1.000 1.000 1.000 Length = 1.005 ft 1 0.176 0.121 1.000 1.000 1.000 1.000 1.000 Overall Maximum Deflections - Unfactored Loads 0.40 92.22 0.35 82.18 0.76 177.31 0.68 158.00 899.65 0.31 11.34 180.00 899.83 0.31 11.34 180.00 899.65 0.60 21.79 180.00 899.83 0.60 21.79 180.00 Load Combination Span Max. '2' Defl Location in Span Load Combination Max. '+ Defl Location in Span 0+S 1 0.0040 1.515 0.0000 0.000 4 Title : Segale Southcenter - Stormwater Building Dsgnr. JK Project Desc.: Project Notes : Job # 11 -050 -000 2s /32 Printed: 22 APR 2011, 4:46PM ENERCALC, INC. 1983 =2011, Build:6.11.4.14, Vec6.0.25.0 Lic- #: •KW= 06006898 y iv3r %a ? .t _ , wt ...:s : � t7 �,. .;Licensees =ENGINEERSNORTHWESTt Description : H-3 Vertical Reactions - Unfactored Support notation : Far left Is #1 Values In KIPS Load Combination Support 1 Support 2 Overall MAXimum D Only S Only D+S t016 1.016 0.528 0.528 0.488 0.488 1.016 1.016 A. • ENGINEERS - NORTHWEST INC. P.S. 6869WOODLAWN AVE. N.E. (SUITE 205) SEATTLE, WA. 98115 SHEARWALL FOOTING SHEET g% OF 32 rev.12/07105 Property of Engineers Northwest. Inc.,_ Seattle - Use by others unlawful JOB # 11 -050 -000 1 P1 = 2.3 PROJECT NAME : Segale Stormwater Building P2 = 0 SHEARWALL MK : Grid 1 Walls 7 P3 = 6.1 DIST. X = 0 P4 = 0 Load Comb. W/ 60 % DL WALL HT. (ft.) = 13 O.T.M. (k-ft.) = 40 L1 (ft.)= 6.3 TOP OF SOIL or SLAB T.O.F. BURY (ft.) = 0.67 FTG. LENGTH (ft.) = 10.8 INPUT CELLS = Sds = WALL WEIGHT= WALL HEIGHT= WALL THICKNESS= FTG. TOE LEFT L1 = WALL LENGTH L2 = FTG. TOE RT. L-3 - FTG. WIDTH B = FTG. THICKNESS t = F'c = Fy = CONCRETE ULTIMATE FACTOR = APPLIED LOADS P1 = P2 = ,P3. = P4 = DISTANCE X = * O.T.M: tinc.wall- lateral) -= Is O.T.M. Wind or Eq.? (W or E) = P= DL factor = OUTPUT OVERTURNING F.S.= SOIL BRG. qs1 = SOIL BRG. qs2 = FOOTING CONTACT W /SOIL L4 = MOMENT RESISTING (gross)= FOOTING 0.95 0.010 ksf 13. ft. 6. in. 6.3 ft. 2.5 ft. 2: ft 6. ft. 11.25 in. 3000 psi 60000 psi 1.6 2.3k O.k 6..1k O.k 0. ft. 40: k-ft. W 1.0 0.60 O.T.M. LEFT 2.21 0.000 ksf 0.436 ksf 10.54 ft 88 k -ft. Mu DESIGN = BOT. ASREQD.= VUDESIGN = Vu allowable = Av REQUIRED. = Maximum tie spacing = )+ (above grade) T.O.F. BURY = SOIL WT.= FTG. CONC.WT.= FTG. LENGTH = FTG. AREA = (conc.) (reinf.) L2 (ft.)= 2.6 L3 (ft.)= 2 t (In)= 11.25 B (ft.)= 6 SOIL BRG.(rt.) 4I -4(orM rt.) (ft.)= 4.44 0.67 ft. 0.120 kcf 0:150 kcf 10.8 ft. 64.8 sq.ft. Vertical loads © left end SUM P1 -P4 = 8.4k @ wall ctr. WALL DL = 0.34k (inc.to T.O.F.) right. end SOIL DL.= 5.11k (above.ftg.). @ distance x FTG. DL. = 9.11k (from left E.O.W.) SUM P = 22.96k @ B.O.F. kip- ft.(@. B.O.F. or at S:O:G: alt shear leaves the wall @ S.O.G.) Wind controls overturning p only used for earthquake design For this Load Combination, ALL shown loads assumed to be DL 60 %DL= 13.78k O.T.M. RIGHT F.S. must be > =1.5 1.51 F.S. must be > =1.5 1.034 ksf 0.000 ksf 4.44 ft. 60 k-ft. 66 k-ft. 2.14 sq.in. 18.48 k 48.60 k NOT REQ'D. NOT REQ'D. 7 7--#t-5 COX/T, W/ As =2.I'1 Ant PER FTG.WIDTH @ d = t -4° d =t- 4'jw /o ties) @ d = t-4" = d/2 NOTES:- * 1.) Engineer must increase O.T.M. with any increase in footing thickness. Page 1 4/25/2011 11- 050 -000 WALLOT.XLS • ENGINEERS - NORTHWEST INC. P.S. 6869WOODLAWN AVE. N.E. (SUITE 205) SEATTLE, WA. 98115 SHEARWALL FOOTING SHEET 2g OF 32 rev.12/07/05 Property of Engineers Northwest, Inc., Seattle - Use by. others unlawful JOB # 11- 050 -000 1 P1 = 1.2 PROJECT NAME : Segale Stormwater Building 4,- P2= 0 SHEARWALL MK : Grid 2. Walls �f P3 =13.3 DIST. X = 0 P4 = 0 Load Comb. WI 60 % DL WALL HT. (ft.) = 13 O.T.M. (k- t.).= 68 11 (ft.)= 6 TOP OF SOIL or SLAB T.O.F. BURY (ft.) = 0.67 FTG. LENGTH (ft.) = 14 INPUT CELLS = Sds = WALL WEIGHT= WALL HEIGHT= WALL THICKNESS= FTG. TOE LEFT L1 = WALL LENGTH L2 = FTG. TOE RT. L3 = FTG. WIDTH B = FTG. THICKNESS t = Fc= Fy = CONCRETE ULTIMATE FACTOR = APPLIED LOADS P1 = P2 = R3 = P4 = DISTANCE X = * O.T.M. (inc.walI lateral) = Is O.T.M. Wind or Eq.? (W or E) = P= DL factor OUTPUT OVERTURNING F.S.= SOIL BRG. qs1 = SOIL BRG. qs2 = FOOTING CONTACT W /SOIL L4 = MOMENT RESISTING (gross)= FOOTING 0.95 0.010 ksf 13. ft. 6; in. 5. ft. 7. ft. 2: ft. 6. ft. 11.25 in. 3000 psi 60000 psi 1.6 1.2k O.k 13.,3k. O.k 0. ft. 68. k -ft. W 1.0 0.60 O.T.M. LEFT 2.66 0.093 ksf 0.389 ksf 14. ft 181 k-ft. Mu DESIGN = BOT. ASREQD.= VUDESIGN Vu allowable = Ay REQUIRED. = Maximum tie spacing = (above grade) T.O.F. BURY = SOIL WT.= FTG. CONC.WT.= FTG. LENGTH = FTG. AREA = (conc.) (reinf.) N I-4(DTM rt) (ft.= 5.13 L2 (ft.)= L3 (ft.)= 2 t (In) 11.25 B (ft.)= 6 SOIL BRG.(rt.) 0.67 ft. 0.120 kcf 0.150 kcf 14. ft. 84. sq.ft. Vertical Toads @ left end SUM P1 -P4 = 14.5k @ wall ctr. WALL DL = 0.96k (inc.to T.O.F.) @ right end_ SOIL DL. = 6.47k (above ftg.), @ distance x FTG. DL = 11.81k (from left E.O.W.) SUM P = 33.74k @ B.O.F. kip -ft.(@ B.O.F. or at S.O.G. if all shear leaves the wall @ S.O.G.) Wind controls overturning p only used for earthquake design For this.Load Combination, ALL shown Toads assumed to be DL 60 % DL = 20.24k O.T.M. RIGHT F.S. must be > =1.5 1.51 F.S. must be > =1.5 42 k -ft. 1.74 sq.in. 20.32 k 48.60 k NOT REVD, NOT REVD. 1.314 ksf 0.000 ksf 5.13 ft 103 k -ft 6 -145 tcwr. w� /.1s= /,864 PER FTG.WIDTH @ d = t-4" @ d = t- 4 "(w /o ties) @d =t-4" = d/2 NOTES:- * 1.) Engineer must increase O.T.M. with any increase in footing thickness. Page 2 4/25/2011 11- 050 -000 WALLOT.XLS • ENGINEERS - NORTHWEST INC. P.S. 6869WOODLAWN AVE. N.E. (SUITE 205) SEATTLE, WA. 98115 SHEARWALL FOOTING SHEET II OF ?i rev.12/07/05 Property of Engineers Northwest,. Inc.,. Seattle - Use by others unlawful JOB # 11- 050 -000 1 - P1 = 1.7 PROJECT NAME : Se ale Stormwater Building '� P2= 0 SHEARWALL MK : Grid 3 Wails C r P3 = 6.1 Load Comb. W/ 60 % DL WALL HT. (ft.) = 13 O.T.M. (k -ft.) = 37 L1 (ft.)= 5 TOP OF SOIL or SLAB T.O.F. BURY (ft.) = 0.67 FTG. LENGTH (ft.) = 13 INPUT CELLS = Sds = WALL WEIGHT= WALL HEIGHT= WALL THICKNESS= FTG. TOE LEFT L1 = WALL LENGTH L2 = -FTG. TOE•RT. L3 FTG. WIDTH B = FTG. THICKNESS t = F`c = Fy = CONCRETE ULTIMATE FACTOR = APPLIED LOADS P1 = P2 = 1333 = P4 = DISTANCE X = * O.T.M. (inc.wall lateral) = Is O.T.M. Wind or Eq.? (W or E) = P= DL factor= OUTPUT OVERTURNING F.S.= SOIL BRG. qs1 = SOIL BRG. qs2 = FOOTING CONTACT W /SOIL L4 = MOMENT RESISTING (gross)= FOOTING 0.95 0.010 ksf 13. ft. 6. in. 5. ft. 6. ft. 2. ft. 3.5 ft. 11.25 in. 3000 psi 60000 psi 1.6 1.7k O.k 6,1k O.k 0. ft. 37. k -ft. W 1.0 0.60 DIST. X = 0 P4 = 0 (above grade) T.O.F. BURY = SOIL WT.= FTG. CONC.WT.= FTG. LENGTH = FTG. AREA = (conc.) (reinf.) @ left end @ wall ctr. .@.right end @ distance x (from left E.O.W.) N LMOTM rt.) lft•)= 6.27 L2 (ft.)= 6 L3 (ft.)= 2 t(In)= 11.25 B (ft.)= 3.6 SOIL BRG.(rt.) 0.67 ft. 0.120 kcf 0.150 kcf 13. ft. 45.5 sq.fL Vertical Toads SUM P1 -P4 = 7.8k WALL DL = 0.82k SAIL DL. = 3.42k FTG. DL. = 6.4k SUM P = 18.44k (inc.to T.O.F.) (above ftg.) @ B.O.F. kip =ft.(@ B.O.F. or at S.O.G. if all shear leaves the wall @ S.O.G.) Wind controls overturning p only used for earthquake design For this Load Combination, ALL shown Toads assumed to be DL 60 %DL= 11.06k O.T.M. RIGHT 1.53 F.S. must be >=1.5 1.199 ksf 0.000 ksf 5.27 ft. 56 k -ft. O.T.M. LEFT 2.36 F.S. must be > =1.5 0.025 ksf 0.462 ksf 13. ft 87 k -ft. Mu DESIGN= BOT. AsREQD.= VUDESIGN = Vu allowable = Av REQUIRED. = Maximum tie spacing = 28 k-ft. 1.02 sq.in. 10.88 k 1,1 - #S coat. •/ As = 1.24 PER FTG.WIDTH @ d = t -4" 28.35.k @_ d = t- 4 "(w /o ties) NOT REQ'D. @ d = t-4" NOT REVD. = d/2 NOTES:- * 1.) Engineer must increase O.T.M. with any increase in footing thickness. Page 3 4/25/2011 11- 050 -000 WALLOT.XLS r ENGINEERS- NORTHWEST INC. P.S. 6869WOODLAWN AVE. N.E. (SUITE 205) SEATTLE, WA. 98115 SHEARWALL FOOTING SHEET 30 OF 32 rev.12/07/05 Property of Engineers Northwest, Inc., Seattle - Use by others unlawful JOB # 11- 050 -000 1 P1 = 0 PROJECT NAME : Segale Stormwater Building P2= 0 SHEARWALL MK : Typical X- Direction Wall 4 P3 = 0 Load Comb. W/ 60 % DL WALL HT. (ft.) = 13 O.T.M. (k-ft.) = 6.5 L1 (ft.)= 1.5 TOP OF SOIL or SLAB T.O.F. BURY (ft.) = 0.67 FTG. LENGTH (ft.) = 9.33 INPUT CELLS = Sds = WALL WEIGHT= WALL HEIGHT= WALL THICKNESS= FTG. TOE LEFT L1 = WALL LENGTH L2 = FTG. TOE RT. L3 = FTG. WIDTH B = FTG. THICKNESS t = Pc = Fy = CONCRETE ULTIMATE FACTOR = APPLIED LOADS P1 = P2 = P3 = P4 = DISTANCE X = * O.T.M. (inc.wall lateral) = Is O.T.M. Wind or Eq.? (W or E) _ P= DL factor OUTPUT ** OVERTURNING F.S. = SOIL BRd. qs1 = SOIL BRG. qs2 = FOOTING CONTACT W /SOIL L4 = MOMENT RESISTING (gross)= FOOTING 0.95 0.010 ksf 13. ft. 1. in. 1.5 ft. 6.83 ft. 1. ft. 2. ft. 11.25 in. 3000 psi 60000 psi 1.6 O.k O.k O.k O.k 0. ft. 6.5 k -ft. itZZIE1a 1.0 0.60 O.T.M. LEFT 2.18 0.000 ksf 0.393 ksf 7.64 ft. 14 k -ft. Mu DESIGN = BOT. AsREQt = VuDESIGN = Vu allowable = Ay REQUIRED. = Maximum tie spacing = (above grade) T.O.F. BURY = SOIL WT.= FTG. CONC.WT.= FTG. LENGTH = FTG. AREA = (conc.) (reinf.) 0.67 ft. 0.120 kcf 0.150 kcf 9.33 ft. 18.7 sq.ft. Vertical Toads @ left end SUM P1-P4 = O.k @ wall ctr. WALL DL = 0.93k (inc.to T.O.F.) @ right end SOIL DL. = 1.45k (above ftg.) @ distance x FTG. DL. = 2.62k (from left E.O.W.) SUM P = 5_ @ B.O.F. kip -ft.(@ B.O.F. or at S.O.G. if all shear leaves the wall @ S.O.G.) Earthquake controls overturning , p only used for earthquake design For this Load Combination, ALL shown loads assumed to be DL 60 %DL= 3.01k O.T.M. RIGHT F.S. must be > =1.0 2.14 F.S. must be > =1.0 1 k -ft 0.05 sq.in. 1.70 k 16.20 k NOT REQ'D. NOT REQ'D. 0.408 ksf 0.000 ksf 7.38 ft. 14 k -ft. 2 -415 tour, PER FTG.WIDTH @ d = t-4" @ d = t- 4 "(w /o ties) @ d = t-4" = d/2 NOTES:- * 1.) Engineer must increase O.T.M. with any increase in footing thickness. ** 2.) For Earthquake, rho & 0.6 Dead Load was used for calculating the F.S. Page 4 4/25/2011 11- 050 -000 WALLOT.XLS • i • ENWENGINEERS NORTHWEST, INC., P.S. — STRUCTURAL ENGINEERS 6869 WooDLAWN AvE. N. E., #205, SEATTLE, WA 98115 (206) 525-7560 FAx (206) 522-6698 PROJECT # 11- 050 -000 PROJECT Segale Southcenter - Stormwater Processing Building SUBJECT 7RIknI5VE1& Rem DATE SHEET BY 04/25/11 31 OF 32 JK i =1500 19s4J. B =6.o' ,« x. J =5.5") (g -t) /2 = 2;77'� /1= qP/ _ (1500)l2r?) ja = 5758 44= 61 048 Chin) T= „ /dd = 69.10.2.-25(11.27.3) = q.57 K C%151�l 6A4)aEa. - 1.KT /a / �j 4.57Y O _ o. 25 ,x,1711 . Vs6 401 I9" % w/ As = 025 -vow ir ENVYENGINEERS NORTHWEST, INC., P.S. ^• STRUCTURAL ENGINEERS 6869 WOODLAWN AVE. N. E., #205, SEATTLE, WA 98115 (206) 525-7560 FAx (206) 522-6698 PROJECT # 11- 050 -QQQ PROJECT Segale_S,QUthCenter - Stormwater Processing Building DATE 04/27/11 SUBJECT FOUORAVON 10ESULTS A it ti SHEET BY 32 of 32 JK COND. CO OPENINGS COND. ® HOLDOWN ANCHORS r Q Z 0 l` U co w w A -.t O X ,a - F L t b It r— . .. A- At rL .j.-.0 Y R It 6 ti SHEET BY 32 of 32 JK COND. CO OPENINGS COND. ® HOLDOWN ANCHORS r Q Z 0 l` U co City of Tukwila Jim Haggerton, Mayor Department of Community Development Jack Pace, Director STEVEN NELSON PO BOX 88028 TUKWILA WA 98138 RE: Permit No. D11 -149 SEGALE STORM WATER - TEMP Dear Permit Holder: In reviewing our current records, the above noted permit has not received a final inspection by the City of Tukwila Building Division. Per the International Building Code, International Mechanical Code, Uniform Plumbing Code and/or the National Electric Code, every permit issued by the Building Division under the provisions of these codes shall expire by limitation and become null and void if the building or work authorized by such permit has not begun within 180 days from the issuance date of such permit, or if the building or work authorized by such permit is suspended or abandoned at any time after the work has begun for a period of 180 days. Your permit will expire on 02/26/2012. Based on the above, you are hereby advised to: 1) Call the City of Tukwila Inspection Request Line at 206 - 431 -2451 to schedule for the next or final inspection. Each inspection creates a new 180 day period, provided the inspection shows progress. -or- 2) Submit a written request for permit extension to the Permit Center at least seven (7) days before it is due to expire. Address your extension request to the Building Official and state your reason(s) for the need to extend your permit. The Building Code does allow the Building Official to approve one extension of up to 180 days. If it is determined that your extension request is granted, you will be notified by mail. In the event you do not call for an inspection and /or receive an extension prior to 02/26/2012, your permit will become null and void and any further work on the project will require a new permit and associated fees. Thank you for your cooperation in this matter. Sincerely, 7::::A "T...1 Bill Rambo Permit Technician File: Permit File No. D11 -149 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206- 431 -3665 PERMIT COORD C4PYr PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D11 -149 DATE: 05/27/11 PROJECT NAME: SEGALE STORM WATER - TEMP SITE ADDRESS: APN: 022204 -9015 X Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # Revision # after Permit Issued DEPART ENTS: Building Division �ublic Wo kA.c , tQ-i3 -t1 4revent ion ® PanI& ning g Division Structural Permit Coordinator DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Incomplete DUE DATE: 05/31/11 Not Applicable Comments: Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES/THURS ROUTING: Please Route [4 Structural Review Required No further Review Required n REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved ❑ Approved with Conditions Notation: REVIEWER'S INITIALS: DUE DATE: 06/28/11 Not Approved (attach comments) n DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: Documents /routing slip.doc 2 -28 -02 Contractors or Tradespeople Peer Friendly Page tio General /Specialty Contractor A business registered as a construction contractor with L &I to perform construction work within the scope of its specialty. A General or Specialty construction Contractor must maintain a surety bond or assignment of account and carry general liability insurance. Business and Licensing Information Name SEGALE PROPERITIES LLC UBI No. 602023533 Phone 2065752000 Status Active Address Po Box 88028 License No. SEGALPL902CQ Suite /Apt. License Type Construction Contractor City Tukwila Effective Date 2/18/2010 State WA Expiration Date 4/1/2012 Zip 981382028 Suspend Date County King Specialty 1 General Business Type Limited Liability Company Specialty 2 Unused Parent Company ed Licenses License Name Type Specialty 1 Specialty 2 Effective Date Expiration Date Status LAPIALP055MZ LA PIANTA LIMITED PARTNERSHIP Construction Contractor General Unused 7/9/1995 4/1/2001 Archived SEGALBP151M5 SEGALE BUSINESS PARK Construction Contractor General Unused 7/25/1985 7/9/1995 Archived LAPIAL'008J8 LA PIANTA LLC Construction Contractor General Unused 4/28/2000 4/1/2010 Inactive Business Owner Information Name Role Effective Date Expiration Date SEGALE, MARIO A Agent 02/18/2010 Amount SEGALE, MARIO A Partner /Member 02/18/2010 11DLS31006 Bond Information Page 1 of 1 Bond Bond Company Name Bond Account Number Effective Date Expiration Date Cancel Date Impaired Date Bond Amount Received Date 1 SAFECO INS CO OF AM 6115146 02/18/2010 Until Cancelled $12,000.00 03/28/2002 Assignment of Savings Information No records found for the previous 6 year period Insurance Information Insurance Company Name Policy Number Effective Date Expiration Date Cancel Date Impaired Dated Amount Received Date 3 Alaska National Ins Co 11DLS31006 04/01/2011 04/01/2012 $1,000,000.00 03/29/2011 2 ALASKA NATIONAL INSURANCE COMP 10DLS31006 04/01/2010 04/01/2011 $1,000,000.00 03/31/2010 1 ALASKA NATIONAL INSURANCE COMP 09DLS31006 02/18/2010 04/01/2010 $1,000,000.00 03/31/2009 Summons /Complaint Information No unsatisfied complaints on file within prior 6 year period Warrant Information No unsatisfied warrants on file within prior 6 year period https://fortress.wa.gov/lni/bbip/Print.aspx 07/06/2011 VICINITY MAP PROJECT TEAM CODE NOTES OWNER: ARCHITECT: GENERAL CONTRACTOR: SEGALE PROPERTIES 5811 SEGALE PARK DRIVE "C" TUKWILA, WA 98188 206 - 575 -2000 CONTACT: STEVE NELSON EMAIL ADDRESS: snelson ®segaleproperties.com LANCE MUELLER & ASSOCIATES 130 LAKESIDE, SUITE 250 SEATTLE, WA 98122 206 - 325 -2553 (FAX) 206 328 -0554 CONTACT: HAROLD CHRISTENSEN EMAIL ADDRESS: haroldc@lmueller.com SEGALE PROPERTIES 5811 SEGALE PARK DRIVE "C" TUKWILA, WA 98188 206 - 575 -2000 CODES: 2009 (IBC) INTERNATIONAL BUILDING CODE (W/ WASHINGTON STATE AMENDMENTS) 2009 (UPC) UNIFORM PLUMBING CODE (W/ WASHINGTON STATE AMENDMENTS) 2009 (IMC) INTERNATIONAL MECHANICAL CODE (W/ WASHINGTON STATE AMENDMENTS) 2011 (NEC) NATIONAL ELECTRICAL CODE (NFPA 70) (W /WASHINGTON L &I LAWS & RULES) 2009 (IFC) INTERNATIONAL FIRE CODE (W/ WASHINGTON STATE AMENDMENTS) 2009 WASHINGTON STATE ENERGY CODE CITY OF TUKWILA MUNICIPAL CODE LAND USE CODE: CITY OF TUKWILA ZONING: IBC CONSTRUCTION TYPE: IBC OCCUPANCY GROUPS: SQUARE FOOTAGE: STRUCTURAL ENGINEER: ENGINEERS NORTHWEST 6869 WOODLAWN AVE NE SEATTLE, WA 98115 206 - 525 -7560 (FAX) 206 - 522 -6698 CONTACT PERSON: DALE KAEMINGK E —MAIL ADDRESS: dalek ®engineersnw.com TVS — TUKWILA VALLEY SOUTH V —B U (UTILITY) B = 2,304 SF PLANNING APPROVED No changes can be made to these plans without approval from the Planning Division of DCD Approved By: , n' W A Date: — 557.00 I S 83 40 '56 '10" t' 293,75 11111.0111 MINN 6 No r''^'^.. i0 ill^ Scope (; . 1 ::;0 r F.,pproval of ', ;, :,; :iia Building Division. hiCTE. Revisions Includeiadd require iaal plan review fees. and y e 022204901 0222049015 SEPARATE PERMIT REQUIRED FOR: Mechanical Electrical Plumbing 'Gas Piping City of Tukwila BUILDING DIVISION N 88_34'09 "E 22136 'r 47T 1 T.T -: STr. fi'' F.•c -1�i. 0000:) L -�- N r 77 _ 77- - J 8 . 8:!..6 3' _ _ _ N 8920'00' .a 16`45'`E S 204 ST TEMPORARY STORM WATER FACILITY SCALE: 1:100 SITE PLAN 50 100 200 300 is) )4.52 FILE C PY L Permit No. Plan review approval is subject to errors and omissions. Approval of construction documents does not authorize the violation of any adopted code or ordinance. Receipt of approved Field Copy and conditions is acknowledged. BY Date: City Of 1lukwila BUILDING DIVISION INDEX OF DRAWINGS ARCHITECTURAL A1.0 GENERAL NOTES AND SITE PLAN A2.0 FLOOR PLAN A3.0 BUILDING SECTION STRUCTURAL 50.1 GENERAL NOTES 51 FOUNDATION PLAN AND SECTION S2 ROOF PLAN AND SECTIONS LEGAL DESCRIPTION TAX PARCEL: 0222049015 GOVERNMENT LOT 8 IN SECTION 2, TOWNSHIP 22 NORTH, RANGE 4 EAST, W.M.; EXCEPT THE SOUTH 40 FEET THEREOF TO KING COUNTY FOR ROADWAY AS RECORDED UNDER RECORDING NO. 258128; AND EXCEPT THE NORTH 22.8 FEET THEREOF TO KING COUNTY FOR ROADWAY AS RECORDED UNDER RECORDING NO. 1731274; AND EXCEPT THOSE PORTIONS THEREOF CONDEMNED UNDER KING COUNTY SUPERIOR COURT CAUSE NO. 47302 FOR DRAINAGE DITCHES BY THE BOARD OF COMMISSIONERS OF DRAINAGE DISTRICT NO. 2 OF KING COUNTY, WASHINGTON; AND EXCEPT THAT PORTION THEREOF CONVEYED TO THE CITY OF KENT BY DEED RECORDED UNDER RECORDING NO. 9705231403; TOGETHER WITH THAT PORTION OF THE NORTHEAST 1/4 OF THE SOUTHEAST 1/4 OF SECTION 3, TOWNSHIP 22 NORTH, RANGE 4 EAST; W.M., DESCRIBED AS FOLLOWS: BEGINNING AT THE NORTHEAST CORNER OF SAID SOUTHEAST 1/4 OF SECTION 3, (SAID POINT ALSO BEING THE NORTHWEST CORNER OF GOVERNMENT LOT 8 IN SECTION 2, TOWNSHIP 22 NORTH, RANGE 4 EAST, W.M.); THENCE SOUTH 00'30'45" EAST ALONG THE EAST LINE OF SAID SOUTHEAST 1/4 OF SECTION 3, A DISTANCE OF 22.8 FEET TO THE TRUE POINT OF BEGINNING; THENCE SOUTH 89'54'02" WEST ALONG A LINE 22.8 FEET SOUTH OF AND PARALLEL TO THE EAST —WEST CENTER LINE OF SAID SECTION 3, A DISTANCE OF 711.96 FEET; THENCE SOUTH 00'25'36" EAST, A DISTANCE OF 1,264.25 FEET TO A POINT 40 FEET NORTH OF THE SOUTH LINE OF SAID NORTHEAST 1/4 OF THE SOUTHEAST 1/4 OF SECTION 3; THENCE NORTH 89'40'00" EAST ALONG A LINE 40 FEET NORTH OF AND PARALLEL TO THE SOUTH LINE OF SAID NORTHEAST 1/4 OF THE SOUTHEAST 1/4, A DISTANCE OF 713.84 FEET TO THE EAST LINE OF SAID SOUTHEAST 1/4 OF SECTION 3; THENCE NORTH 00'30'45" WEST ALONG SAID EAST LINE, A DISTANCE OF 1,262.59 FEET TO THE TRUE POINT OF BEGINNING; EXCEPT THOSE PORTIONS THEREOF CONDEMNED UNDER KING COUNTY SUPERIOR COURT CAUSE NO. 47302 FOR DRAINAGE DITCHES BY THE BOARD OF COMMISSIONERS OF DRAINAGE DISTRICT NO. 2 OF KING COUNTY, WASHINGTON; AND EXCEPT THAT PORTION THEREOF CONVEYED TO THE CITY OF KENT BY DEED RECORDED UNDER RECORDING NO. 9705231403; SITUATE IN THE COUNTY OF KING, STATE OF WASHINGTON. SCOPE OF WORK CONSTRUCT A TEMPORARY STORM WATER FACILITY. SPACE TO BE SEMI — HEATED, UNOCCUPIED AND AUTOMATED. TEMPORARY TOILET FACILITIES TO REMAIN ONSITE. SMOKE DETECTORS AND FIRE ALARM PER NFPA 72. DEFERRED SUBMITTALS 1. ELECTRICAL SYSTEMS — BY LICENSED WASHINGTON STATE ENGINEER (BIDDER DESIGN, UNDER SEPARATE PERMIT). 2. TRUSS SHOP DRAWINGS — BY. LICENSED WASHINGTON STATE ENGINEER 3. FIRE ALARM AND SMOKE DETECTORS. LEGEND REVIEWED FOR CODE COMPLIANCE APPROVED JUL 01 2011 • Pi— ff‘/V City of a ila BUILDING VISION 11 111_111= 11 iii —iii= 111111111111111 EARTH GRAVEL /ROCK CONCRETE ASPHALT PAVING WOOD FRAMING BLOCKING OR SHIM FINISH WOOD 100A DOOR NO. ELEVATION SHEET NUMBER DETAIL SHEET NUMBER SECTION SHEET NUMBER GLASS (ELEVATION) GLASS (SECTION) GYPSUM WALL BOARD CAULKING /SEALANT PLYWOOD BRICK ACOUSTIC TILE RIGID INSULATION BATT INSULATION METAL DOOR TAG INTERIOR ELEVATION DETAILS BUILDING SECTIONS REVISIONS WALL TYPES ,- - - -\ ENLARGED 1 PLANS /DETAILS \ / COLUMNS OR GRID LINES RECEIVED CITY OF TUKWILA MAY 27 2011 PERMIT CENTER lye 16/A3.0 (0 50'-0" 4'- 6" 36'-4" cj Cs/ CURB INSULAT D O.H. DO R (1n 7') A I I ! t. • MOTORIZED VENTILATION LOUVERS, ABOVE 18" TALL CONCRETE CURB INSULATED • , • : • ! ! ! ! I • 96'-0" 46'-0" 3'-0" 6'-2" H.M. DOOR 4 4 LINE OF ROOF OVERHANG, ABOVE I 1 I I 111 CLEAR PLASTIC I I CURTAIN DOOR .11 I 4'-0" 3'-O" / ) 1'-5" 1'-5" INSULATED H.M._ DOOR 29'-0" tri -INSULATED_O.H_DOOR_ .1,p1pR1Ar STORM WATER EACILITY-.E.003P.AN_______ VENTILATION FAN cj (0 INSULATED 0.H. DOOR (12')(10') // 1'-2" j 20'-9" 4'-0" 21'-3" NI 12 16/A3.0 REVIEWED FOR CODE COMPLIANCE APPROVED JUL 0 1 2011 City of Tukwila 131.11LDING DIVIS/ON RECEIVED CITY OF TUKWILA MAY 27 2011 PERMIT CENTER STANDARD 24 FOOT TRUSS 4/12 PITCH ROOF CONSTRUCTION • . Y" CDX • WATER PROOF MEMBRANE • METAL ROOFING BEAMS ABOVE, FOR PIPE HANGER HARD POINTS R -38 BATT INSULATION IN CEILING, TYP. R -21 BATT INSULATION IN WALLS, TYP. TYPICAL WALL CONSTRUCTION • Y" PLYWOOD • 2X6 STUD • Y2" CDX • AIR /MOISTURE BARRIER • METAL SIDING CONT. FOOTING PER STRUCTURAL REVIEWED FOR CODE COMPLIANCE APPROVED JUL 01 2011 City of Tukwila BUILDING DIVISION MOTORIZED VENTILATION LOUVERS BEAMS ABOVE FOR PIPE HANGER HARD POINTS ROOF CONSTRUCTION\ • Y2" CDX • WATER PROOF MEMBRANE • METAL ROOFING V) 0 0 w W v) ce W F-- Q 0 0 W I- V) 2 0 v) L() 00 CV C1 0 0' Q. F-- I tt tt tt 11 tt t 11111 tttl t /ttI It t ttlt 111, III /t /11l1�111111111��It /t /t /1 111t111�I�t /t /11t111111 �11111i�1111� 11111111 ► /111 /1��IIIt11�1�11111 110i►11 4 It/t44111 //IitiWi /i /iti /Diititi /i/ f 4 Ii1i1i11111i1i1i1itiW i /ii4 • 4 Ii1i1i1iMi/ ititi /i /64itititiW i1i1i1i4 6 iiiti1r1 Ii1i1Pi/% INA1 4VMA NM 1414 WINIV C TAV R -21 BATT INSULATION IN WALLS, TYP. TYPICAL WALL CONSTRUCTION • Y2" PLYWOOD • 2X6 STUD • Y" CDX • AIR /MOISTURE BARRIER • METAL SIDING CONT. FOOTING PER STRUCTURAL Y STORM WATER FACILITY - LONGITUDINAL SECTION N InO °3 v 1PERMITAPPLICATION 5Ef 0 '.(7) ` .0 1 0 c WI 0 o c 1 .0 0 SMC drawn HC checked Liiimimi5/18/11 date CONT. FOOTING PER STRUCTURAL REVIEWED FOR CODE COMPLIANCE APPROVED JUL 01 2011 City of Tukwila BUILDING DIVISION MOTORIZED VENTILATION LOUVERS BEAMS ABOVE FOR PIPE HANGER HARD POINTS ROOF CONSTRUCTION\ • Y2" CDX • WATER PROOF MEMBRANE • METAL ROOFING V) 0 0 w W v) ce W F-- Q 0 0 W I- V) 2 0 v) L() 00 CV C1 0 0' Q. F-- I tt tt tt 11 tt t 11111 tttl t /ttI It t ttlt 111, III /t /11l1�111111111��It /t /t /1 111t111�I�t /t /11t111111 �11111i�1111� 11111111 ► /111 /1��IIIt11�1�11111 110i►11 4 It/t44111 //IitiWi /i /iti /Diititi /i/ f 4 Ii1i1i11111i1i1i1itiW i /ii4 • 4 Ii1i1i1iMi/ ititi /i /64itititiW i1i1i1i4 6 iiiti1r1 Ii1i1Pi/% INA1 4VMA NM 1414 WINIV C TAV R -21 BATT INSULATION IN WALLS, TYP. TYPICAL WALL CONSTRUCTION • Y2" PLYWOOD • 2X6 STUD • Y" CDX • AIR /MOISTURE BARRIER • METAL SIDING CONT. FOOTING PER STRUCTURAL Y STORM WATER FACILITY - LONGITUDINAL SECTION L: \2011files \11050 \SOUTHCENTER STORM WATER- SO.1 -GEN NGTES- 16- 11050000,dwg, 05- 24 -11, 9:01am, bharatp, 16 TEMPORARY STORM WATER FACILITY TUKWILA, WA 98188 SFcALH LLC GENERAL NOTE THE FOLLOWING NOTES APPLY UNLESS NOTED OTHERWISE - ASTM'S NOTED ARE TO BE LATEST EDITION 1. DESCRIPTION Building Name & Site Location - Temporary Storm Water Facility Tukwila, WA 2. DESIGN CODE AND STANDARDS Applicable Code (Edition /Name) - 2009 International Building Code (IBC) Other documents referenced by these notes' shall be the specific edition referenced by the building code specified', above, or if not specified, shall be the latest edition. 3. DESIGN LOADS a. I. Roof Live Load II. Slab live load b. Snow Load c. Seismic d. Wind Load e. Dead loads f. Special Loads g. Load Combinations See snow load 350 psf Basic ground snow load - Pg = 25.0 psf Basic roof snow load' - Pf = 25.0 psf Thermal factor - Ct = 1.0 Importance factor - Is = 1.0, Snow exposure factor- Ce = 1.0 Drifting snow is not required in the design. Ss = 1.428 S1 = 0.489 Ie = 1.0, Site Class "D" and Seismic Design Category = "D ". SDS = 0.953 SD1 = 0.493 Basic Seismic Force Resisting System = Light frame walls with shear panels (steel or wood). Cs = 0.147 (USD) R ='6.5 Equivalent Lateral Force Procedure used. Basic wind speed (3 sec. gust) = 85 (mph) - Exposure C Importance factor Iwo= 1.0. Internal pressure coefficient GCpi - + 0.18 Components & cladding = 20.0 psf Weight of structure. The following special loads are to be considered: Mechanical equipment on roof. Sprinkler lines, canopy & other reactions as noted on structural drawings.' All Code required load combinations are to be used in the building design. OSHA STANDARDS THE GENERAL CONTRACTOR SHALL BE RESPONSIBLE FOR ALL PROVISIONS OF THE CURRENT OSHA STANDARDS. THE GENERAL CONTRACTOR SHALL, REVIEW THESE STRUCTURAL DRAWINGS FOR ANY NONCOMPLIANCE WITH OSHA STANDARDS, TAKING INTO ACCOUNT THE GENERAL CONTRACTOR'S MEANS AND METHODS. THE GENERAL 'CONTRACTOR SHALL INFORM ENW OF ANY NONCOMPLIANCE SO THE DRAWINGS MAY BE MODIFIED FOR COMPLIANCE PRIOR TO CONSTRUCTION. THE GENERAL CONTRACTOR IS TOTALLY RESPONSIBLE FOR MEANS AND METHODS AS WELL AS JOBSITE SAFETY ON THIS PROJECT. FOUNDATION THE FOUNDATION WAS DESIGNED WITH AN ASSUMED SOIL BEARING CAPACITY OF 1500 PSF, WITH A 1/3 ALLOWABLE INCREASE FOR SHORT TERM ;WIND OR SEISMIC. SOILS ASSUMED TO BE ADEQUATE FOR SHALLOW SPREAD FOOTING FOUNDATIONS, WITH MINIMAL POTENTIAL FOR SETTLEMENT OR LIQUEFACTION. SEISMIC SITE CLASS D ASSUMED. BEAR ALL FOOTINGS AND SLABS ON PREPARED NATIVE SOILS OR ON FILL COMPACTED TO 95% MODIFIED PROCTOR - ASTM D -1557. EXTEND ALL EXTERIOR FOOTINGS',18 MIN. BELOW FINAL FINISHED GRADE, AND ALL INTERIOR FOOTINGS 8" MIN. BELOW FINAL FINISHED GRADE, UNLESS NOTED OTHERWISE ON PLANS. CAST -IN -PLACE CONCRETE F'c = 4000 PSI FOR ALL CAST -IN -PLACE CONCRETE. CONCRETE MAY BE PROPORTIONED ON THE BASIS OF FIELD EXPERIENCE AND /OR TRIAL MIXTURES AS DESCRIBED IN CODE. SUBMIT MIX DESIGN AND DATA AS REQUIRED FOR EACH METHOD. MIXING AND PLACING OF ALL CONCRETE AND SELECTION OF MATERIALS SHALL BE IN ACCORDANCE WITH ACI CODE 318. PROPORTION AGGREGATE TO CEMENT TO PRODUCE A DENSE WORKABLE MIX WITH 4" MAXIMUM SLUMP WHICH CAN BE PLACED WITHOUT SEGREGATION OR EXCESS FREE SURFACE WATER. SEE SPECIFICATIONS FOR ADMIXTURES. PROVIDE 5% + 1 -1/2% TOTAL AIR CONTENT FOR CONCRETE EXPOSED TO FREEZING AND THAWING EXPOSURES. LIMIT WATER - CEMENT RATIO TO .45 AND USE TYPE V CEMENT WHERE CONCRETE IS EXPOSED TO SOIL CONTAINING WATER SOLUBLE SULFATE IN EXCESS OF, .2 %. ADD NO WATER AT SITE. WATER REDUCING OR SUPERPLASTICIZING ADMIXTURES MAY BE USED TO INCREASE WORKABILITY WITHOUT INCREASING WATER- CEMENT RATIO OF DESIGN MIX SUBMITTAL. SEE SPECIFICATIONS FOR CURING. 3/4" CHAMFER ALL EXPOSED CONCRETE EDGES UNLESS INDICATED OTHERWISE ON ARCHITECTURAL DRAWINGS. METAL - PLATE- CONNECTED WOOD TRUSSES DESIGN FOR GRAVITY AND WIND UPLIFT LOADS SHOWN ON LOADING DIAGRAMS OR AS NOTED. DESIGN BOTTOM CHORD FOR A MINIMUM OF 5 PSF DEAD LOAD. ACCOUNT FOR HORIZONTAL WIND OR SEISMIC REACTIONS FROM WALLS TO TRUSS CHORDS INDICATED ON DRAWINGS. VERIFY SIZE AND LOCATION OF ALL LOADS DUE TO MECHANICAL, ELECTRICAL, PLUMBING AND SPRINKLERS. SEE PLANS FOR SPECIAL ADDED LOADS SUCH AS CATWALKS, FOLDING DOORS, ETC. SECTIONS AND DETAILS ON PLANS INDICATED ONLY THE OUTLINE OF THE TRUSSES. MANUFACTURER SHALL SELECT THE CONFIGURATION OF WEB AND CHORD MEMBERS TO PROPERLY CARRY THE REQUIRED LOADS. DESIGN & FABRICATION. 1) ALL DESIGN AND FABRICATION IN ACCORDANCE WITH THE CODE, THE NATIONAL DESIGN STANDARD FOR WOOD CONSTRUCTION (NDS -05) AND THE NATIONAL DESIGN STANDARD FOR METAL - PLATE - CONNECTED WOOD 'TRUSS CONSTRUCTION (TPI -1). 2) ALL LUMBER TO BE KILN DRIED (MAX. 19% MG). ALL MEMBERS D.F. TRUSS FABRICATOR SHALL: 1) HAVE AT LEAST FIVE YEARS EXPERIENCE IN COMMERCIAL TRUSS FABRICATION. 2) PROVIDE, UPON REQUEST, INDEPENDENTLY CERTIFIED, FULL SCALE LOAD TEST RESULTS RUN BY AN INDEPENDENT TEST LAB ON SIMILAR TRUSSES. PLATE MANUFACTURER SHALL: 1) BE A MEMBER OF THE TRUSS PLATE INSTITUTE (TPI). SHOP DRAWINGS: 1) ALL PLANS AND CALCULATIONS MUST BE STAMPED BY ONE QUALIFIED ENGINEER, LICENSED IN THE STATE IN WHICH THE PROJECT IS TO BE BUILT. 2) IN ADDITION TO THE ITEMS LISTED IN SECTII,ON 2303.4.1 THE SHOP DRAWINGS SHALL INCLUDE TRUSS CALCULATIONS, LAYOUT AND PLACEMENT PLANS, ALL REQUIRED BRIDGING, BLOCKING AND BRACING. 3) SHOP DRAWINGS ARE TO BE PREPARED UNDER THE DIRECT SUPERVISION OF THE TRUSS ENGINEER. INSPECTIONS: 1) PER SECTION 2303.4 OF CODE. 2) THE TRUSS ENGINEER OR HIS AGENT IS TO VISIT THE SITE TO VERIFY THAT TRUSSES HAVE BEEN FABRICATED AND INSTALLED IN ACCORDANCE WITH THE TRUSS ENGINEER'S DESIGN. THE TRUSS ENGINEER OR HIS AGENT SHALL ALSO VERIFY THAT MECHANICAL, ELECTRICAL, PLUMBING & SPRINKLERS HAVE BEEN PLACED IN ACCORDANCE WITH HIS DESIGN PARAMETERS. THE TRUSS ENGINEER SHALL THEN SUBMIT A LETTER TO THE ARCHITECT AND ENGINEER CERTIFYING THAT THIS INSPECTION HAS OCCURRED AND THAT ALL OF THE ABOVE REQUIREMENTS WERE MET. MARKINGI EACH TRUSS SHALL BE LEGIBLY BRANDED, MARKED OR OTHERWISE HAVE PERMANENTLY AFFIXED THERETO THE FOLLOWING INFORMATION LOCATED WITHIN 2 FEET (610 mm) OF THE CENTER OF THE SPAN ON THE FACE OF THE BOTTOM CHORD. 1) IDENTITY OF THE COMPANY MANUFACTURING THE TRUSS. 2) THE DESIGN LOAD. 3) THE SPACING OF TRUSSES. FRAMING LUMBER GRADES & STRESSES SHALL CONFORM WITH LATEST EDITION OF "WESTERN LUMBER GRADING RULES ", WWPA OR "STANDARD NO. 17 GRADING RULES FOR WEST COAST LUMBER ", WCLIB. ALL LUMBER S4S AND S -DRY UNLESS NOTED OTHERWISE. UNLESS NOTED OTHERWISE, USE THE FOLLOWING: SPECIES GRADE BASE VALUE Fb VISUALLY GRADED DIMENSION LUMBER (2" TO 4" THICK BY 2" & WIDER) STUDS - TYPICAL DOUG FIR STANDARD 575 PSI PLATES & LEDGERS DOUG FIR #2 900 PSI BEAMS & HEADERS - TYPICAL DOUG FIR #2 900 PSI EACH PIECE SHALL BEAR A VALID GRADE STAMP THAT IS NOT TO BE REMOVED. BOLT HEADS AND NUTS BEARING AGAINST WOOD SHALL BE PROVIDED WITH STANDARD CUT WASHERS. ALL BASE VALUE STRESSES TO BE ADJUSTED WITH APPROPRIATE SIZE FACTORS. ALL WOOD IN CONTACT WITH CONCRETE OR MASONRY SHALL BE PRESERVATIVE TREATED. USE STANDARD LENGTH COMMON NAILS CONFORMING WITH FEDERAL SPECIFICATION FF- N -105B FOR ALL NAILING EXCEPT WHERE SHORTER NAILS PROVIDE THE REQUIRED PENETRATION IN DIAPHRAGMS. PROVIDE MIN. NAILING PER IBC TABLE 2304.9.1 UNLESS NOTED OTHERWISE. ALL HANGERS, TIES AND CONNECTORS ARE SIMPSON. NAIL ALL HOLES WITH NAILS AS SPECIFIED BY MANUFACTURER. CUT NO HOLES IN ANY STRUCTURAL FRAMING WITHOUT ENGINEERS APPROVAL, EXCEPT THAT 1 -INCH DIAMETER HOLES MAY BE DRILLED IN 2X STUDS AND PLATES - -NO MORE THAN ONE HOLE EVERY 6- INCHES. ALL FASTENERS, CONNECTORS AND ANCHORS IN CONTACT WITH PRESSURE TREATED WOOD SHALL BE STAINLESS STEEL, ZMAX (G185 HDG PER ASTM A653), HOT -DIP GALVANIZED (HDG) PER ASTM A123 FOR CONNECTORS AND ASTM A153 FOR FASTENERS, OR MECHANICALLY GALVANIZED FASTENERS PER ASTM B695, CLASS 55 OR GREATER. SPECIAL CONDITIONS CONTRACTOR SHALL VERIFY ALL DIMENSIONS IN THE FIELD AND SHALL PROVIDE ADEQUATE SHORING AND BRACING OF ALL STRUCTURAL MEMBERS DURING CONSTRUCTION. CONTRACTOR SHALL NOTIFY ENGINEER OF ALL FIELD CHANGES PRIOR TO INSTALLATION. NOTE TO MECHANICAL AND ELECTRICAL TRADES CONTRACTOR SHALL SUBMIT PLANS SHOWING LOCATION, LOAD AND ANCHORAGE OF ALL HANGERS SUPPORTING ANY MECHANICAL, ELECTRICAL, PLUMBING OR SPRINKLER LOADS IN EXCESS OF 50 POUNDS. ANY ROOF MOUNTED EQUIPMENT SHALL BE INCLUDED IN THESE PLANS AND SHALL SHOW LOADS AND LOCATIONS. THESE SHALL BE SUBMITTED TO ENGINEERS NORTHWEST FOR APPROVAL PRIOR TO INSTALLATION OF ANY OF THIS EQUIPMENT. ALL DETAILS OF CONNECTIONS TO THE STRUCTURE FOR EQUIPMENT SHALL BE BY THE SUPPLIER OF THAT EQUIPMENT. IF THE BUILDING DEPARTMENT REQUIRES A SUBMITTAL REGARDING THE DESIGN OF THESE DETAILS, IT WILL BE THE RESPONSIBILITY OF THE EQUIPMENT SUPPLIER TO PROVIDE THIS SUBMITTAL. ABBREVIATIONS = ARCHITECT = BOTTOM = BETWEEN = BUILDING = CAST IN PLACE = CLEAR = CENTER = CONCRETE = CONTINUOUS = CONTRACTOR = DIAMETER = EACH ARCH. B. OR BOT. BTWN. BLDG. C.I.P. CLR. CNTR. CON. CONT. CONTR. DIA. EA. M.A.S. M.B.S. N.F. N.T.S. O.F. OPNG. O.T.O. PNL. REINF. R.O. SW SIM. EL. OR ELEV. = ELEVATION SYMM. E.N.W. OR ENW = ENGINEERS NORTHWEST T. E.F. = EACH FACE T.O.F. E.W. = EACH WAY T.S. F.O.C. = FACE OF CONCRETE TYP. F.O.P. = FACE OF PLYWOOD F.O.S. = FACE OF STUD U.N.O. F.O.W. = FACE OF WALL FTG. = FOOTING V. OR VERT. H. OR HORIZ. = HORIZONTAL V.I.F. H.S.S. = HOLLOW STRUCTURAL SECTION I.F. = INSIDE FACE V.O.F. INC. = INCLUDING KB = KWIK BOLT W/ L.L.H. = LONG LEG HORIZONTAL L.L.V. = LONG LEG VERTICAL = MASONRY (CLAY OR CMU) = METAL BLDG SUPPLIER = NEAR NOT TO SCALE = OUTSIDE FACE = OPENING = OUT TO OUT = PANEL = REINFORCING = ROUGH OPENING = SHEARWALL = SIMILAR = SYMMETRICAL = TOP = TOP OF FOOTING = TUBE STEEL = TYPICAL AT ALL SIMILAR PLACES = UNLESS NOTED OTHERWISE = VERTICAL = VERTICAL INSIDE = VERTICAL OUTSIDE FACE = WITH REVIEWED FOR CODE COMPLIANCE APPROVED JUL o 1 2011 BUILD NG of DIVISION c�TVO��wu► MAY '2'7 2011 PERMIT CENTER W Q 0 r r 7 d' N ! u) 0 DRAWN: L. MARTINEZ DATE: 04-19-11 SHEET NO: S 0.1 z ,0,^ V) I.L PERMIT APPLICATION SET 0 z DATE SIGNED: 05 -24 -11 J oz Ce z I— z fA W I0 00 0 II Ct ) N z E '8 a°C Lo ti ^� N � rn•- JOB NO: 11050000 ENGINEER: J. KIPPLE DRAWN: L. MARTINEZ DATE: 04-19-11 SHEET NO: S 0.1 L: \2011files \11050 \SOUTHCENTER STORM WATER- S1 -FDN PLAN AND SECTIONS- 48- 11050000,dwg, 05- 24 -11, 9:01arn, bharatp, 48 95' -114" 49'- 46' -5 SW -6 40' -10" 3' -0” SW -6 A -1 TYP. ►t) 0 SSW A -1 TYP. 6'- 0" ;hs r —� FTG. SSW r 1' -6" L —J L THICKENED EDGE B -1 18" HIGH CURB, INCLUDING OH DOOR OPENING 0 ''1 i0 VANTIVA ea ro: ti7 SW -3 SW -3 6" CONC. CURB 52" CONCRETE SLAB -ON- GRADE. SLAB REINFORCING w / #4 0 16" D.C. EA. WAY 0 SLAB MID- DEPTH. TOP OF SLAB ELEVATION ARE SHOWN THUS 0' -0" . SEE CIVIL DWGS. FOR BAL. OF ELEVATIONS. 6' -0" r FTG. L 6" CONC. CURB 0 N oL U 6" CONC. CURB 3' -6" 4W -4 0 (0 FTG. J 00 +I1�w� v SW -4 SW-6 C-1 0" 3'- 0" SW -6 29' -0" A -1 TYP. 10' -0" SHEATHING PER SCHEDULE ORIENT AS SHOWN w/ FASTENING PER SCHEDULE [PER PLAN] -0" i_____ PLYWOOD SHEATHING PER PLAN SINGLE ROW OF 2x BLKG. 0 ELEV. 10' -0" DBL. 2x TOP R CONT. FULL HEIGHT DBL. 2x STUD EA. END OF WALL TYP. U.N.O. /FULL HEIGHT 2x STUD w/ SPACING PER SCHEDULE A 'd SPACING TYPICAL STUD WALL ELEV. HOLDDOWN 0 WALL END PER SCHEDULE CONT. 2x BOT. . FASTEN TO SLAB w/ i"0 WEDGE -ALL ANCHORS 48 "o.c. STAGGERED WAL (4 MIN. w/ 3" MIIN.REMBED (SEE NOTE 1 BELOW) NOTES; I" = 1' -0" 4 1.) IF THE WALL IS 7' -0" LONG OR LESS, PROVIDE SIMPSON BP3 3 "X3" BEARING Rs OR SIMILAR AT EACH WEDGE -ALL ANCHOR BALANCE REMAINDER PER "TYPICAL STUD WALL ELEVATION" [PER PLAN] 2x CRIPPLE STUD OVER OPENING 6x HEADER PER PLAN PER ARCH. 0 0'- 0" x KING STUD EA. SIDE • 4 A R.O. ER ARCH 2x JACK EA. SIDE TYPICAL WALL OPENING -0" 4 - 6" C.I.P. STEM WALL LOC. PER PLAN #4 L VERT. 0 18" 0.C. ALT. HOOKS s(1' -6 ") FINISH GRADE BY OTHERS Z 0 —J 0 J 0 SW -6 47' -2" o� U FOUNDATION PLAN NOTES; 1" = 1' -0" 1. TOP OF SLAB ON GRADE IS AT DATUM ELEVATION 10' -01 (U.N.0.) 2. TOP OF FOOTING ELEVATIONS INDICATED THUS: ( '- "). 3. CENTER FOOTINGS ON WALLS OR COLUMNS, (U.N.O.) WALL FRAMING SCHEDULE WALL CALLOUT DESIGNATION SHEATHING SIZE & GRADE EDGE NAILING (SEE NOTE 1 FIELD NAILING (SEE NOTE 1) HOLDDOWN (SEE NOTE 2) PERMIT APPLICATION SET si 0 z PRE -FAB STRONG WALL SIMPSON STEEL STRONG WALL SSW24x12 N/A N/A SIMPSON I PAB8 ANCHOR BOLT PRE - DRILLED BASER HOLES SSW WOOD SHEARWALL 15/32" PLYWOOD 1 SIDE 2x6 DOUG -FIR STUDS 0 24 "o.c. 10d 0 3 "o.c. 10d 0 12 "o.c. SIMPSON HD12 w/ SIMPSON PAB8 ANCHOR NCHOR B BOLT SW -3 WOOD SHEARWALL 15/32" PLYWOOD 1 SIDE 2x6 DOUG -FIR STUDS 0 24 "o.c. 10d 0 4 "o.c. 10d 0 12 "o.c. SIMPSON HD9B ANCHOR B w/ SIMPSON PAB7 ANCHOR BOLT [ SW -4 WOOD SHEARWALL 15/32" PLYWOOD 1 SIDE 2x6 HEM -FIR STUDS 0 24 "o.c. 10d 0 6 "o.c. 10d 0 12 "o.c. SIMPSON HTT4 ANCHOR BOLT SW -6 NOTES: 1.) NAILS TO HAVE 12 PENETRATION MINIMUM (3" LONG MIN.) 2.) PRE -CAST ANCHOR BOLTS REQ. PRECISE PLACEMENT FOR PROPER FIT AND PERFORMANCE SEE MANUFACTURER'S GUIDELINES FOR BOLT INSTALLATION. 3.) SEE FOUNDATION PLAN FOR WALL CALLOUTS 4P_ WALL & FTG. 1 -1 I I— III —I 1I- I1- 111 =11I I1, 1� p 4- If111111111111f1ii111111 -1 HOLD 3" STUD WALL PER PLAN 3 - #4 CONT. HORIZ. EQUALLY SPACED 2' -6" #4 1 0 2' -0" 0.C. HORZ. CONC. S.O.G. PER PLAN • — 1111, —f 11- 111 -11 „III — CLR. 0' -0" ‘p • #4 0 15" 0.C. TRANVERSE 3' -6" WIDE & LARGER FTGS. 4 1 Q PER PLAN ��III„III 2- 5 CONT. 0 2' -0" W FTG. 4- 5 CONT. 0 3' -6" W FTG. 7- 5 CONT. 0 6' -0" W FTG. SECTION A -1 4 " - 1' -0" WALL & FTG. SHEARWALL ANCHOR BOLT PER SCHED. 0' -0" 1_ n a ! p '111111111111 „III —' • 111 -1I I- 111 -1I I1I- �p - #4 CONT. 2' -0" #4 "' -a" 0 2' -0" O.C. HORZ. 3 MIN. 0 EA. OPNG. I I =1 1 1=11 I —i 111_111 =111= -1 I 1 -11 I -1 / Y • C.,== o , p ,2111 • ilflililC��111�� Illlillllllllllllllll„ —,III 4 ' , 0 COND. © HOLDOWN ANCHORS COND. © OPENINGS 0' -0" 6" C.I.P. CURB LOC. PER PLAN AL (1' -6 ") MAX. #4 L VERT. 0 18" O.C. ALT. HOOKS REVIEWED FOR CODE COMPLIANCE APPROVED JUL 01 2011 of BUILD NG DIVIS ION , 4 / ri- 11111111 ;.111 -1 PER PLAN 3 - #4 CONT. HORIZ. EQUALLY SPACED CONC. S.O.G. PER PLAN =I1I (3) #4 CONT. SECTION B -1 0'- 0" i" - 1' -0" 4 - RECEIVFJ_ CITY OF TUKKV IL.A MAY -2 7 2011 PERMIT CENTER W I-- 0 05 -24 -11 I ENGINEER: J. KIPPLE DRAWN: L. MARTINEZ DATE: z 0 PERMIT APPLICATION SET si 0 z a 0 JOB NO: 11050000 ENGINEER: J. KIPPLE DRAWN: L. MARTINEZ DATE: 04-19-11 SHEET NO: si L : \2011files \11050 \S❑UTHCENTER STORM WATER -S2 -ROOF PLAN AND SECTI ❑NS- 48- 11050000,dwg, 05- 24 -11, 9 :02am, bharatp, 48 12 95' -11i" 49,— 46' -5 Pt A -2 A -2 10d x 0' -3" COMMON TO BLKG. 6" 0.C. WOOD TRUSS PER PLAN PLYWOOD SHEATH. PER PLAN 2' -0" CONT. 2x BLKG. BTWN. TRUSSES, FASTEN TO 2x TOP R's w/ 10d x 3" TOE NAILING CO 6" 0.C. WOOD STUD WALL PER PLAN SECTION A -2 i" = 1' -0" [PER ARCH.] A -2I PLYWOOD SHEATH. PER PLAN 2' -0" DBL. TRUSS WALL END s [PER ARCH.] WOOD STUD WALL PER PLAN DIAGONAL BRACING AS REQ. BY TRUSS MANUFACTURER SECTION B -2 2" = 1' -0" 4 ROOF FRAMING PLAN NOTES; 23 3.) SEE ARCH. DWGS. FOR TOP OF BEARING WALL & ROOF ELEVATIONS. CONTRACTOR AND TRUSS SUPPLIER TO VERIFY WEIGHT AND LOCATION OF MECH. UNITS. AND PLUMBING NOTES. VERIFY ALL DIMENSIONS w/ ARCH. DRAWINGS 2x6 TYP. 2x6 TYP. PREMANUFACTURED WOOD TRUSSES ® 2' -0" 0.C. PER PLAN 2x BLKG. BTWN. TRUSSES (3 BAYS MIN.) ®I 24" 0.C. w/ DEPTH TO MATCH BOT. CHORD SIMPSON HGA10 TIES 0 24" 0.C. WOOD STUD WALL PER PLAN 2 —ROWS 10d 0 6" O.C. PLYWOOD SHEATH. PER PLAN [PER PLAN] 0 SECTION [PER ARCH.] 0 PREMANUFACTURED WOOD TRUSSES O 2' -0" O.C. PER PLAN A -2 REVIEWED FOR CODE COMPLIANCE APPROVED JUL 01 2011 2' -0" B -2' 24' -0" 2' -0" BUILDING GDIVISI�YP. PREMANUFACTURED TRUSS ELEV. i" 1.-0" 2x BLKG. BTWN. TRUSSES (2 BAYS MIN.) O 24" O.C. w/ DEPTH TO MATCH BOT. CHORD ALIGN w/ WALL STUDS C-2 " = 1' -0" 4 WOOD TRUSS DESIGN LOADS P SNOW = 25.0 psf P DEAD = 6.0 psf P WIND = 17.0 psf HANGING POINT LOADS (SEE NOTE 6 BELOW) WOOD TRUSS LOADS DIAGRAM NOTES: 1) ALL LOADS ASD w/ DIRECTIONALITY INDICATED BY ARROWS 2) DEAD LOAD DOES NOT INCLUDE SELF WEIGHT OF TRUSS 3) DESIGN GABLE PARALLEL TO RIDGE FOR OUT —OF —PLANE ASD WIND LOAD OF 19.0 psf 4) WIND LOADS ARE 85 MPH EXPOSURE C 5) COMPONENTS & CLADDING DESIGN LOAD = 20.0 psf [ASD] 6) DESIGN FOR MECHANICAL & PLUMBING POINT LOADS HANGING FROM BOT. CHORD, SEE MEP DWGS. FOR WEIGHTS & LOCATIONS. HEADER SCHEDULE MARK SIZE & GRADE H -1 6x12 DF —L NO. 2 H -2 6x8 DF —L NO. 2 z 0 0 z _ H -2 C -2 i—r _ — —I rI H _: 0 �� CI H H 1..:1261> 1.1., . = H L H -2 _ N ® H -1 N LL_ CDX K 3" NAILS O.C. FIELD PLYWOOD CO ORIENT w/ 6" O.C. AS EDGES SHOWN & N 1 n J 15/32" 10d 12" L Z 10d x 0' -3" COMMON TO BLKG. 6" 0.C. WOOD TRUSS PER PLAN PLYWOOD SHEATH. PER PLAN 2' -0" CONT. 2x BLKG. BTWN. TRUSSES, FASTEN TO 2x TOP R's w/ 10d x 3" TOE NAILING CO 6" 0.C. WOOD STUD WALL PER PLAN SECTION A -2 i" = 1' -0" [PER ARCH.] A -2I PLYWOOD SHEATH. PER PLAN 2' -0" DBL. TRUSS WALL END s [PER ARCH.] WOOD STUD WALL PER PLAN DIAGONAL BRACING AS REQ. BY TRUSS MANUFACTURER SECTION B -2 2" = 1' -0" 4 ROOF FRAMING PLAN NOTES; 23 3.) SEE ARCH. DWGS. FOR TOP OF BEARING WALL & ROOF ELEVATIONS. CONTRACTOR AND TRUSS SUPPLIER TO VERIFY WEIGHT AND LOCATION OF MECH. UNITS. AND PLUMBING NOTES. VERIFY ALL DIMENSIONS w/ ARCH. DRAWINGS 2x6 TYP. 2x6 TYP. PREMANUFACTURED WOOD TRUSSES ® 2' -0" 0.C. PER PLAN 2x BLKG. BTWN. TRUSSES (3 BAYS MIN.) ®I 24" 0.C. w/ DEPTH TO MATCH BOT. CHORD SIMPSON HGA10 TIES 0 24" 0.C. WOOD STUD WALL PER PLAN 2 —ROWS 10d 0 6" O.C. PLYWOOD SHEATH. PER PLAN [PER PLAN] 0 SECTION [PER ARCH.] 0 PREMANUFACTURED WOOD TRUSSES O 2' -0" O.C. PER PLAN A -2 REVIEWED FOR CODE COMPLIANCE APPROVED JUL 01 2011 2' -0" B -2' 24' -0" 2' -0" BUILDING GDIVISI�YP. PREMANUFACTURED TRUSS ELEV. i" 1.-0" 2x BLKG. BTWN. TRUSSES (2 BAYS MIN.) O 24" O.C. w/ DEPTH TO MATCH BOT. CHORD ALIGN w/ WALL STUDS C-2 " = 1' -0" 4 WOOD TRUSS DESIGN LOADS P SNOW = 25.0 psf P DEAD = 6.0 psf P WIND = 17.0 psf HANGING POINT LOADS (SEE NOTE 6 BELOW) WOOD TRUSS LOADS DIAGRAM NOTES: 1) ALL LOADS ASD w/ DIRECTIONALITY INDICATED BY ARROWS 2) DEAD LOAD DOES NOT INCLUDE SELF WEIGHT OF TRUSS 3) DESIGN GABLE PARALLEL TO RIDGE FOR OUT —OF —PLANE ASD WIND LOAD OF 19.0 psf 4) WIND LOADS ARE 85 MPH EXPOSURE C 5) COMPONENTS & CLADDING DESIGN LOAD = 20.0 psf [ASD] 6) DESIGN FOR MECHANICAL & PLUMBING POINT LOADS HANGING FROM BOT. CHORD, SEE MEP DWGS. FOR WEIGHTS & LOCATIONS. HEADER SCHEDULE MARK SIZE & GRADE H -1 6x12 DF —L NO. 2 H -2 6x8 DF —L NO. 2 CRYTRIKtMLA MAY -g7, 2011 PERMIT CENTER 111 -1'f q 1- 0 ENGINEER: J. KIPPLE DRAWN: L. MARTINEZ DATE: 04 -19 -11 SHEET NO: S2 z 0 0 z J W UZ Ce▪ Z CO W 0 C rn ai ao co 8 E N "' 8 a°C co w g�� N a) ff:: JOB NO: 11050000 ENGINEER: J. KIPPLE DRAWN: L. MARTINEZ DATE: 04 -19 -11 SHEET NO: S2