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Permit D07-312 - MIDLAND DISTRIBUTION BUILDING - SEISMIC RETROFIT
MIDLAND DISTRIBUTION BUILDING 350 MIDLAND DR D07 -312 Parcel No.: 8836500100 Address: 350 MIDLAND DR TUKW Suite No: Tenant: Name: MIDLAND DISTRIBUTION BUILDING Address: 350 MIDLAND DR , TUKWILA WA Owner: Name: NAVELLI ENTERPRISES Address: PO BOX 88259 , TUKVVILA WA 98138 Phone: Cityf Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206 -431 -3665 Web site: http: / /www.ci.tukwila.wa.us Contact Person: Name: KIM M. ALLEN Address: 12720 GATEWAY DR #110 , TUKWILA WA 98168 Phone: 206 241 -1103 DEVELOPMENT PERMIT Contractor: Name: SAUNDERS CONSTRUCTION INC Address: 1760 MONROVIA AV UNIT A -1 , COSTA MESA CA 92627 Phone: 949 646 -0034 Contractor License No: SAUNDCI953ND DESCRIPTION OF WORK: VOLUNTARY SEISMIC RETROFIT OF ENTIRE BUILDING AT ROOF Value of Construction: $110,000.00 Fees Collected: $2,151.78 Type of Fire Protection: SPRINKLERS International Building Code Edition: 2006 Type of Construction: IIB Occupancy per IBC: 0024 doc: IBC -10/06 * *continued on next page ** Permit Number: D07 -312 Issue Date: 09/11/2007 Permit Expires On: 03/09/2008 Expiration Date: 08/04/2009 D07 -312 Printed: 09 -11 -2007 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 Signatur I hereby certify that I have read an governing this work will be compile doc: IBC -10/06 City oa..eTukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206- 431 -3670 Fax: 206 -431 -3665 Web site: http: / /www.ci.tukwila.wa.us N Permit Number: D07 -312 Issue Date: 09/11/2007 Permit Expires On: 03/09/2008 Date: CAIN DI' ed this permit and know the same to be true and correct. All provisions of law and ordinances th, 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 erform work. I am authorized to sign and obtain this development permit. Signature: Q __ Date: V!' / 6 7 Print Name: r 4Y\ • f\ 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. D07 -312 Printed: 09 -11 -2007 Parcel No.: 8836500100 Address: Suite No: Tenant: doc: Cond -10/06 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206 - 431 -3665 Web site: http: / /www.ci.tukwila.wa.us 350 MIDLAND DR TUKW MIDLAND DISTRIBUTION BUILDING 1: ** *BUILDING DEPARTMENT COND1TiONS * ** PERMIT CONDITIONS Permit Number: Status: Applied Date: Issue Date: D07 -312 ISSUED 08/20/2007 09/11/2007 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 inspection of bolts to be installed in concrete prior to and during placement of concrete. 6: When special inspection is required, either the owner or the registered design professional in responsible charge, shall employ a special inspection agency and notify the Building Official of the appointment prior to the first building inspection. The special inspector shall furnish inspection reports to the Building Official in a timely manner. 7: 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. 8: All construction shall be done in conformance with the approved plans and the requirements of the International Building Code or International Residential Code, International Mechanical Code, Washington State Energy Code. 9: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 10: Remove all demolition rubble and loose miscellaneous material from lot or parcel of ground, properly cap the sanitary sewer connections, and properly fill or otherwise protect all basements, cellars, septic tanks, wells, and other excavations. Final inspection approval will be determined by the building inspector based on satisfactory completion of this requirement. 11: All plumbing and gas piping work shall be inspected and approved under a separate permit issued by the Cityof Tukwila Permit Center. 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. D07 -312 Printed: 09 -11 -2007 V City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite # 100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206 - 431 -3665 Web site: http: / /www.ci.tukwila.wa.us I hereby certify that I have read these conditions and will comply with them as outlined. All provisions of law and this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provision of any other work construction or the performance of work. Signature: C\. Print Name: V(e . ON. A \ V61 doc: Cond - 10/06 D07 - 312 Date: it ri ordinances governing or local laws regulating Printed: 09 -11 -2007 CITY OF TUKWILi. ,., Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http://www.ci.tukwila.wa.us Name: -im M. PrII£Y1 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 ** 22���� King Co Assessor's Tax No.: P ) (O 3 n Ion Site Address:350 Mtcl I&11c pr the Tenant Name: Voiuntew e\S(YI IC New Tenant: ❑ Yes 126 ..No Property Owners Name: 1"vcr ° GOp-pora"'on Mailing Address: 12720 Ccsl '),rive. 4110 1 1~ W 11a wA `1'81(08 City State Zip Mailing Address: 1212 0 Ca t DC V e x$110 E -Mail Address: - l \ef )atnb• Corin Company Name: 30 ndele3 60Y1S'YUC+1011. . Mailing Address: 1 O MOn'r'OV %a Ave.. On r\ 1s -1 Contact Person: ECI eobles _ E -Mail Address: el C0 Sc�ufldPir eonSAYt)(' On • Contractor Registration Number: 5 ONDCI 6 1553 Nb Co.:tact Person: E -Mail Address: Company Name:i. S• TJ ONtd OG15 Mailing Address: 2LI ERE () h S i1- -oO Contact Person: ief rej %ex' E -Mail Address: Q .A pplications\Fonns- Applications On Line'3 -2006 - Permit Application.doc Revised. 9 -2006 bh Building Pern No. Mechanical Permit No. Plumbing /Gas Permit No. Public Works Permit No. Project No. (For office use only) Suite Number: Floor: CONTACT PERSON - who do we contact when your permit is ready to be issued Day Telephone: 1l�0cDl 2 1 - 11 D3 '[v14-wl1a W\ c/AlLeR City State Zip Fax Number: (ZO (o) 21-1 1 - 21q 1 GENERAL CONTRACTOR INFORMATION (Contractor Information for Mechanical (pg 4) for Plumbing and Gas Piping (pg 5)) Co4a Mew CPi 6 1A027 Zip Day Telephone: ( 1f) (O - 0l 1 i Fax Number: ( ; (ON - 2119' Expiration Date: e /L-I / O� City Iry the State ARCHITECT OF RECORD - All plans must be wet stamped by Architect of Record Company Name: Mailing Address: Zip City Day Telephone: Fax Number: ENGINEER OF RECORD - All plans must be wet stamped by Engineer of Record C� cizzo l City State Zip Day Telephone: (q ) 29l4) - PeSR Fax Number: ( i) - (o - 0 Page 1 of 6 BUILDING PERMIT INFORM ION - 206 - 431 -3670 Valuation of Project (contractor's bid price): $ 10, OO() Existing Building Valuation: $ Scope of Work (please provide detailed information): Val) 1s 'n c_ Q t v l efl-hre, bl «tom ro Will there be new rack storage? ❑ Yes QAApplications\Forns- Applications On Lineal -2006 - Permit Application.doc Revised: 9 -2006 bh 7{.. 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: (N Sprinklers ❑ Automatic Fire Alarm ❑ None ❑ Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ Yes CIZ No If "yes', attach list of materials and storage locations on a separate 8 -1/2" x 11" paper including quantities and Material Safety Data Sheets. SEPTIC SYSTEM ❑ On -site Septic System — For on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. Page 2 of 6 Existing Interior Remodel Addition to , Existing Structure New Type of Construction per IBC Type of Occupancy per IBC 1" Floor "75, OC.b 2nd Floor 3` Floor Floors thru Basement Accessory Structure* Attached Garage Detached Garage Attached Carport Detached Carport Covered Deck Uncovered Deck BUILDING PERMIT INFORM ION - 206 - 431 -3670 Valuation of Project (contractor's bid price): $ 10, OO() Existing Building Valuation: $ Scope of Work (please provide detailed information): Val) 1s 'n c_ Q t v l efl-hre, bl «tom ro Will there be new rack storage? ❑ Yes QAApplications\Forns- Applications On Lineal -2006 - Permit Application.doc Revised: 9 -2006 bh 7{.. 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: (N Sprinklers ❑ Automatic Fire Alarm ❑ None ❑ Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ Yes CIZ No If "yes', attach list of materials and storage locations on a separate 8 -1/2" x 11" paper including quantities and Material Safety Data Sheets. SEPTIC SYSTEM ❑ On -site Septic System — For on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. Page 2 of 6 'PERMIT APPLICATION NOTES - Applicable to all permits in this application Value of Construction — In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the Permit Center to comply with current fee schedules. Expiration of Plan Review — Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. Building and Mechanical Permit The Building Official may grant one or more extensions of time for additional periods not exceeding 90 days each. The extension shall be requested in writing and justifiable cause demonstrated. Section 105.3.2 International Building Code (current edition). Plumbing Permit The Building Official may grant one extension of time for an additional period not exceeding 180 days. The extension shall be requested in writing and justifiable cause demonstrated. Section 103.4.3 Uniform Plumbing Code (current edition). I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. BUILDIN NER OR RIZED AGENT: Signature. �' Date: f/7 Print Name: Day Telephone: (ZO(o) 2i4 I I I tL3 Mailing Address: 1 2770 Qa`lfwei we IIp Tu -calla wPt 98 use City State Zip Date Application Expires: 1 Date Application Accepted: Cfbi2n191- Q:\Applications\Fortns- Applications On Line 3 -2006 - Permit Application.doc Revised: 9 -2006 bh Staff Initials: Page 6 of 6 Parcel No.: 8836500100 Permit Number: D07 -312 Address: 350 MIDLAND DR TUICW Status: APPROVED Suite No: Applied Date: 08/20/2007 Applicant: MIDLAND DISTRIBUTION BUILDING Issue Date: Receipt No.: R07 -01940 Initials: JEM Payment Date: 09/11/2007 04:21 PM User ID: 1165 Balance: $0.00 Payee: R.J. HALLISSEY CO., INC. City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 -431 -3665 Web site: http: / /www.ci.tukwila.wa.us RECEIPT TRANSACTION LIST: Type Method Description Amount Payment Check 5237 1,305.88 ACCOUNT ITEM LIST: Description BUILDING - NONRES 000/322.100 STATE BUILDING SURCHARGE 000/386.904 Account Code Current Pmts 1,301.38 4.50 Total: $1,305.88 Payment Amount: $1,305.88 21, Pc; 09/12 9710 TOTAL 1 AL i 30 5 8f: (1CX RArAint -Ofi PrintA 1. 09-11 -9007 Receipt No.: R07 -01747 Payee: R.J. RALLISSEY CO., INC ACCOUNT ITEM LIST: Description PLAN CHECK - NONRES City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 -431 -3665 Web site: http: //www.ci.tukwila.wa.us RECEIPT Parcel No.: 8836500100 Permit Number: D07 -312 Address: 350 MIDLAND DR TUKW Status: PENDING Suite No: Applied Date: 08/20/2007 Applicant: MIDLAND DISTRIBUTION BUILDING Issue Date: Initials: JEM Payment Date: 08/20/2007 03:11 PM User ID: 1165 Balance: 51,305.88 TRANSACTION LIST: Type Method Description Amount Payment Check 5204 845.90 Account Code Current Pmts 000/345.830 845.90 Total: $845.90 Payment Amount: $845.90 1797 08/20 9710 TOTAL 845 =i0 doc: Receiot -06 Printed: 08-20 -2007 Project / / / 6 /0 L-7.12. 7 6 , ,, r Type of Inspect)on: _ / j 7 ,-.4 .04 Address: so 3 l'''f , 'a / 4... p , 2 Date Called: Special Instructions: Date Wanted: /7 C Cf a.m. (1 Requester: INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 981 88 Approved per applicable codes. COMMENTS: Inspect $58.00 REINSP paid at 6300 INSPECTION RECORD Retain a copy with permit 7 ' - L7-3' /)— PERMIT NO. (206)431-3670 El Corrections required prior to approval. 'Date: 6 .77 ON FEE REQUIRED. Prior to inspection. fee must be outhcenter Blvd.. Suite 100. Call the schedule reinspection. [Receipt No.: IDate: Project: Type of Inspection: Adddress: // J 56 /7-,,- Date Called: Special Instructions: Date Wanted: / (' / Or? �.m� P•rn• Requester: Phone No: /OU— 5 30 -6(.9- / y INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Approved per applicable codes. Ef Corrections required prior to approval. COMMENTS: H fk (Inspector (Date: j/ $58.00 REIN ECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call the schedule reinspection. (Receipt No.: Date: Pro ject :: L / /i�f��r��� ) / Type o spection: Ud, /x,4 4 2 Addres , Date Called: Special Instructions: Date Wanted: /U /— c9 7 (a.m, p.m. Requester: Phone No: INSPECTION NO. ❑ Approved per applicable codes. INSPECTION RECORD Retain a copy with permit 007 -3/2 PERMIT NO. /AL CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 COMMENTS: Pr / n o t TO i // /9‘,/z Ov /Hf/�a �4✓' /1 / l ' / ✓1 / (,/P � 't 6, , 'Inspect gr- 'Date : orrections required prior to approval. El $58.00 REI SPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call the schedule reinspection. 'Receipt No.: 'Date: Project:, z, j / � j � %) / / Type of Ins �� ion: c-, `G`f��N/ Addr s: -U / < Date Called: Special Instructions: -/ Date Wanted: 7 7/ 6 c P.m. Requester: Phone No: INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -367 J v; a7-3/2 Approved per applicable codes. El Corrections required prior to approval. $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call the schedule reinspection. 'Receipt No.: 'Date: Project:�� Type of Inspection: Address Date Called: Special Instructions: Date Wanted:, 10 '— / -0 - 7 C. p. P.m. Reque Phone No: 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- Approved per applicable codes. Corrections required prior to approval. COMMENTS: ./ Date: $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call the schedule reinspection. 'Receipt No.: 'Date: Project: ,i i Type of Inspection: /7 -- /-77-21 i Address: 3 cv ivt,i4p,/ ‘..- Date Called: Special Instructions: , 0/ 3 '71 r—cv i ' Date Wanted: a.m. /0 2-6 07 c Ti. Requester: Phone No: 7.,e9O- 2s Approved per applicable codes. LJ $58. REINSPECT1ON paid at 6300 Southcente 407- 3/2_ INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431-3670 jz1 Corrections required prior to approval. COMMENTS: ( REQUIRED. Prior to inspection, fee must be Blvd., Suite 100. Call the schedule reinspection. 'Receipt No.: 'Date: MAYES TESTING ENGINEERS, INC. October 24, 2007 City of Tukwila Building Department 6200 South Center Blvd Tukwila, WA 98188 -8188 Attn.: Building Official Re: Midland Distribution Center 350 Midland Drive Tukwila, WA MTE Project No. T7189 Gentlemen: This is to inform you that registered special inspections have been completed for this project as per our reports, copies of which have been sent to you. Special inspection was provided for: 1. Epoxy Grouted Bolts To the best of our knowledge, all work inspected was either performed in accordance with, or corrected to conform to, the approved project drawings, and specifications as well as engineer approved changes. We trust that this provides you with the information that you require. Should you have any questions, give us a call. Sincerely, MAYES TESTING ENGINEERS, INC. Timothy G. eckerle, P.E. Branch Manager FINAL LETTER Permit No. D07 -312 RECEIVED CITY OF TUKWILA !OCT 312007+ PPM' CENTER Lynnwood Office 20225 Cedar Valley Road Suite 110 Lynnwood, WA 98036 ph 425.742.9360 fax 425.745.1737 Tacoma Office 10029 S. Tacoma Way Suite E -2 Tacoma, WA 98499 ph 253.584.3720 fax 253.584.3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503.281.7515 fax 503.281.7579 Cc: Jeff Drew, J.S. Dyer and Associates — Kim Allen, AMB Property Corporation — Edward Robles, Saunders Construction, Inc. NI MAYES TESTING ENGINEERS, INC. October 10, 2007 City of Tukwila Building Department 6200 South Center Blvd Tukwila, WA 98188 -8188 Attn.: Building Official Re: Midland Distribution Center 350 Midland Drive Tukwila, WA MTE Project No. T7189 FINAL LETTER Permit No. D07 -312 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503.281.7515 fax 503.281.7579 Gentlemen: This is to inform you that registered special inspections have been completed for this project as per our reports, copies of which have been sent to you. Special inspection was provided for: 1. Epoxy Grouted Bolts Lynnwood Office 20225 Cedar Valley Road Suite 110 Lynnwood, WA 98036 ph 425.742.9360 fax 425.745.1737 Tacoma Office 10029 S. Tacoma Way Suite E -2 Tacoma, WA 98499 ph 253.584.3720 fax 253.584.3707 To the best of our knowledge, all work inspected was either performed in accordance with, or corrected to conform to, the approved project drawings, and specifications as well as engineer approved changes. We trust that this provides you with the information that you require. Should you have any questions, give us a call. Sincerely, MAYES TESTING ENGINEERS, INC. Timothy G.: eckerle, P.E. Branch Manager COMMUN.T DEVELOPhi EWT Cc: Jeff Drew, J.S. Dyer and Associates — Kim Allen, AMB Property Corporation — Edward Robles, Saunders Construction, Inc. MAYES TESTING ENGINEERS, INC. MTE NO: T7189 PROJECT: MIDLAND DISTRIBUTION CENTER Address: 350 Midland Drive Tukwila, WA PERMIT NO: D07 -312 RECEIVED Page 2 NOV 1 4 2001 COMMUNI l s. Owner: AMB Property Corporation DEVELOPMEN1 Architect: — Engineer: J.S. Dyer and Associates Contractor: Saunders Construction, Inc. Date: 10 -29 -07 Weather: Overcast Inspection: Reinforcing Steel Samples: N/A Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503.281.7515 fax 503.281.7579 A MTE inspector arrived on site for a preliminary reinforcement inspection for the exterior stem walls at perimeter (all stem walls), elevator slab, footing, stem walls and 4 interior spread footings (one at north of elevator and three at east of elevator). MTE checked for size, grade and spacing and was found to be within reasonable agreement with job requirements at the above noted locations. The hold downs and anchor bolts are in the process of being installed into templates. MTE will inspect these prior to concrete placement. MTE will check for clearances and cleanliness prior to concrete placement. PRELIMINARY: INSPECTOR: Mark Gordon Everett Office 917 -134th Street SW Suite A -1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Tacoma Office 10029 S. Tacoma Way Suite E -2 Tacoma, WA 98499 ph 253.584.3720 fax 253.584.3707 �1 Reviewed Shaun Sevg . ', Biianch Manager cc: Jeff Drew, J.S. Dyer and Associates — Kim Allen, AMB Property Corporation — Edward Robles, Saunders Construction, Inc. — Building Department, City of Tukwila MAYES TESTING ENGINEERS, INC. MTE NO: PROJECT: Address: PERMIT NO: Page 1 Owner: Architect: Engineer: Contractor: Date: Weather: Inspection: Samples: T7189 MIDLAND DISTRIBUTION CENTER 350 Midland Drive Tukwila, WA D07 -312 AMB Property Corporation J.S. Dyer and Associates Saunders Construction, Inc. 9 -26 -07 Sunny Epoxy N/A Everett Office 917 -134th Street SW Suite A -1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503.281.7515 fax 503.281.7579 A MTE inspector arrived on site to monitor epoxy bolt installation for the seismic upgrade to the roof diaphragm on the above referenced project. Bolts are to be installed to tie warehouse walls to purlins within grid lines A to M/1 to 7. Tacoma Office 10029 S. Tacoma Way Suite E -2 Tacoma, WA 98499 ph 253.584.3720 fax 253.584.3707 MTE monitored as the contractor installed bolts using a Hilti Hit HY 150, expiration date of 5/2008, lot #1601180 and lot #1501528. Project plans called for Simpson product to be used. After talking with the design professional Jeff Andrews of J.S. Dyer and Associates, it was verbally okayed and a RFI will be sent with this addendum. All bolts inspected were visually verified for cleanliness, size, and depth and found to be in accordance with project plans and addendums accepted by J.S. Dyer and Associates. To the best of our knowledge, all items inspected this date are in accordance with approved plans and specifications. INSPECTOR: Espy Lampkin RECE(".•` 1wY ' (.` 1 COMo, . DEVELOPtUL 1 Reviewed by: SA- 3- Shaun Sevig , nch Manager cc: Jeff Drew, J.S. Dyer and Associates — Kim Allen, AMB Property Corporation — Edward Robles, Saunders Construction, Inc. — Building Department, City of Tukwila Rev No. Description Date Engr A Building Department Submittal- Revised per 2006 IBC 27- Aug -2007 13- Aug -07 O.Salas JS. DYER & ASSOCIATES INC. STRUCTURAL ENGINEERS 24 Executive Park, Suite 200, Irvine, California 92614 (949) 296 -8858 Voice (949) 296 -0766 Fax www.jsdyer.com FILE COPY • Structural Calculations for Project 2007.296.00 Voluntary Seismic Retrofit 350 Midland Drive Tukwila, Washington 98188 IXWRES $11 1 REVIEWED FOR CODE COMPLIANCE APPROVEr AUG - 7 2001 ty Of Tukwila BUILDIN DM ION CITY O TU AUG 2 9 2007 PERMIT CEN I ER INCOMPLETE LTR # ..�.— Pt% JOB NAME: Midland Distribution Center 350 Midland Drive, Tukwila JOB NO: 2007.296.00 SHEET NO: t ENGINEER: O.Salas DATE: Aug-07 ANALYSIS: Site Information This spreadsheet summartizes the site - specific information for the Voluntary Seismic Retrofit of a one - story rigid wall / flexible diaphragm structure in accordance with the 2006 International Building Code (IBC). Location Midland Distribution Building 350 Midland Drive Tukwila, Washington 98188 IBC Sec. 1613.5.3-1613.5.4 Site Ground Motion Parameters Latitude = Longitude = 42,206:: a Soil Profile Type (Class) = D Mapped Spectral Acceleration = S : 1.329 g Mapped Spectral Acceleration = S ;0.457 ' g Adjusted Mapped Spectral Acceleration = S = " L329 g Adjusted Mapped Spectral Acceleration = S = g Design Spectral Acceleration, S = 2S / 3 = 0.886 g Design Spectral Acceleration, SDI = 2SM1 / 3= 0.469 g Site Criteria Selection J.S. DYER & ASSOCIATES INC. ,.o :oso.... • ...,: ayas Seismic Use Group = Seismic Design Category = Importance Factor = I = I = 2007.296.00 Midland Drive, WA \Site 1 Site Information I IBCTable 1604.5 E IBC Tables 1613.5.2(1) and (2) 1.00 ASCE 7 Table 11.5 -1 JOB NAME: Midland Distribution Center 350 Midland Drive, Tukwila JOB NO: 2007.296.00 SHEET NO: Z. ENGINEER: O.Salas DATE: Aug-07 ANALYSIS: Voluntary Seismic Retrofit Roofing: 1 1/8" T&G Plywood Purlins: 4" x @ 5' oc: GLB Mechanical / Electrical Sprinklers: Suspended Ceiling System: Miscellaneous: TOTAL: Roof Weight IBC Sec. 1607.11.2 Minimum Roof Live Load 2007.296.00 Midland Drive, WA\Roof 3 J.S. DYER & ASSOCIATES INC. Roof Loads This spreadsheet calculates the roof loads for the Voluntary Seismic Retrofit of a one-story rigid wall / flexible diaphragm structure in accordance with the 2006 International Building Code (IBC). Girders 14.00 For Flat Roofs Live Load(Lr) = 20psf IBC Table 1607.1 psf Tributary Area (A) Live Load 0 to 200 ft 20 200 to 600 ft 1.2 - 0.001Ar over 600 fe 12 JOB NAME: Midland Distribution Center 350 Midland Drive, Tukwila JOB NO: 2007.296.00 SHEET NO: 3 ENGINEER: O.Salas DATE: Aug -07 ANALYSIS: Voluntary Seismic Retrofit J.S. DYER & ASSOCIATES INC. STRUCTURAL ENGINEERS Wall Anchorage - Longitudinal Perimeter Walls (Walls A and M) This spreadsheet performs supporting calculations for out -of -plane wall anchorage for the Voluntary Seismic Retrofit of a one -story rigid wall / flexible diaphragm structure in accordance with the 2006 International Building Code Tributary Wall Weight Top -Of -Wall Elevation = h Average Diaphragm Elevation = h„ Bottom -Of -Wall Elevation = hbot= Wall Thickness = T = 55 Wall Unit Weight = W w : °150 = pcf Tributary Wall Height = H = 13.375 ft Tributary Wall Weight = W = 920 #/ft ASCE 7 Sec. 12.11 Structural Walls and Their Anchorage Allowable Stress Design Basis Importance Factor = I = Design Spectral Acceleration = S = 1.00 0.886 F 0.4SosIEWw= 326 92.0 354 280 652 652 Fp2= 0.10Ww= Fp3= 400SDSIE= FP4= F = 0 . 8 SosIEWw F = Anchor Spacing = s = EASD Fp / F = sEASD F rei =1.4F 2007.296.00 Midland Drive. WA \Walls A and M 4 f10__ ft 466 #/ft 75 ft 15 = 'ft ft inch #/ft #/ft #/ft #/ft #/ft #/ft pounds pounds H = - h,J +0.5(h„ +h W =TWH/ 12 linked from Site linked from Site 12.11.2(a) 12.11.2(a) 12.11.2(b) 12.11.2(c) 12.11.2.1 largest [F F F F F for non -steel elements for steel elements NAME: Midland Distribution Center 350 Midland Drive, Tukwila 350 Midland Drive, Tukwila JOB NO: 2007.296.00 SHEET NO: 4 ENGINEER: ENGINEER: 0.Salas O.Salas DATE: DATE: Aug -07 Aug-017 ANALYSIS: Voluntary Seismic Retrofit Continuity Tie At Wall - Zone 4 Hardware (2) CT/T2 Paired Units - Model = 2 Number Of Bolts = Bolt Diameter = 7 '1 2 . inches Rod Diameter = . 'x.i3 /4 ` inches Number of Paired Assemblies = Wood Member Thickness = 5;;350 "' inches E Wood Capacity Each Pair = V ;50171 pounds Steel Capacity Each Pair = V, = 1 pounds Frog = F / 2N = 1862 pounds Total Wood Capacity = NV = F,rood (allow) = 5071 pounds Total Steel Capacity = NV, = F,e1 (allow) = 22503 pounds Wood Capacity Unity Check = F/ Fwood (allow) = 0.73 OK Steel Capacity Unity Check = F, / F,eel (allow) = 0.23 OK Continuity Tie At Wall - Simpson Hardware J.S. DYER & ASSOCIATES INC. STRUCTURAL ENGINEERS Wall Anchorage - Longitudinal Perimeter Walls (Walls A and M) (2) Paired Units - Model = HD610 Rod Strength = F„ , 35921; psi Rod Diameter = d„ = inches Number Of Bolts = Bolt Diameter = 7I8 inches Number of Paired Assemblies = N Wood Member Thickness = ' i nches Wood Capacity Each Pair = V = L 10', pounds Rod Area = A = 0.6013 in' Steel Capacity Each Pair = V, = 14256 pounds F = F / 2N = 1862 pounds Total Wood Capacity = NV„ = Fwood (allow) = 10210 pounds Total Steel Capacity = NV, = a F, (,now) = 35921 pounds Wood Capacity Unity Check = F/ Fwood (allow) = 0.36 OK Steel Capacity Unity Check = I l / F (,flow) = 0.15 OK 2007.296.00 Midland Drive, WA\Walls A and M 5 ICBO ER -5302, Table 2 ICBO ER -5302, Table 2 V, = 2(0.33Fo)A=od JOB NAME: Midland Distribution Center 350 Midland Drive, Tukwila JOB NO: 2007.296.00 SHEET NO: S ENGINEER O.Salas DATE: Aug-07 ANALYSIS: Voluntary Seismic Retrofit Anchorage Design of Threaded Rods in Concrete Using HILTI HIT HY -150 Adhesive System Based on ICBO ER-5193 Anchor Rod Data Anchorage Purpose, ;Out- of:plane wall anchors for longitudinal perimeterwalls Threaded Rod Diameter, d = 3/4 in Embedment Depth, Concrete Thickness, Embedment to Diameter Ratio, Applied Service Tension Load, Applied Service Shear Load, Allowable Tension Loads from Table 6 e t = Ps = Vs = :3.500 in :5.500: in 4.667 2,327 Ibs 0 Ibs Concrete Compressive Strength, f 'c = 3 ,000 psi Rod Material, ASTM A36 Min Anchor Spacing, s = ; 10:000 in Min Shear Toward Edge Distance, c = :::24 in Min Shear Not Toward Edge Distance, c = 12.000 in Load Factors Increase for Short -Term Loading, Inc = 1:333 Tension Capacity of Concrete, Tc = 3,078 Ibs Tension Capacity of Rod Steel, Ts = 8,455 Ibs Allowable Shear Loads from Table 7 Shear Capacity of Concrete, Vc = 4,495 Ibs Shear Capacity of Rod Steel, Vs = 4,355 Ibs Edge Distance & Spacing for Full Capacity from Table 6 Spacing Distance for Full Capacity, Edge Distance for Full Capacity, 2007.296.00 Midland Drive, WA\HiIti 1 ,J.S. DYER &ASSOCIATES INC. STRUCTURAL ENGINEERS 7.000 in 5.250 in Reduction Factors from Table 4 Min Anchor Spacing Distance Factor, 0.250 Min Anchor Spacing Distance, 1.750 in Min Anchor Edge Distance Factor, 0.330 Min Anchor Edge Distance, 1.733 in Tension Capacity Reduction Factors Based on Anchor Spacing, fn = 0.700 Based on Anchor Edge Distance, fn = 0.600 Shear Capacity Toward Edge Reduction Factors Based on Anchor Spacing, fv = 0.700 Based on Anchor Edge Distance, fv = 0.200 Shear Capacity Not Toward Edge Reduction Factors Based on Anchor Spacing, fv = 0.700 Based on Anchor Edge Distance, fv = 0.600 Calculated Reductions for Concrete Capacity Tension Capacity Reduction Based on Spacing, Rt1 = Based on Edge Distance, Rt2 = Reduction, Rt = Rt1 * Rt2 = Shear Toward Edge Capacity Reduction Based on Spacing, Re1 = Based on Edge Distance, Re2 = Reduction, Re = Re1 * Re2 = Shear Not Toward Edge Capacity Reduction Based on Spacing, Rn1 = Based on Edge Distance, Rn2 = Reduction, Rn = Rn1 * Rn2 = Adjusted Allowable Loads Concrete Allowables Tension, V Toward Edge, V Not Toward Edge, Rod Steel Allowabies Tension, Shear, Ptc = Tc* Inc* Rt Vtc = Vc* Inc* Re = Vnc = Vc * Inc * Rn = 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 4,103 Ibs 5,991 Ibs 5,991 Ibs Pts = Ts * Inc = 11,271 Ibs Vts = Vs * Inc = 5,805 Ibs Concrete Tension + Shear Toward Edge Interaction, Uct = (Ps / Ptc) + (Vs / Vtc) = 0.567 OK Concrete Tension + Shear Not Toward Edge Interaction, Ucn = (Ps / Ptc) + (Vs / Vnc) = 0.567 OK Rod Steel Tension + Shear Interaction, Us = (Ps / Pts) + (Vs / Vts) = 0.043 OK Concrete Thickness, Ut = t / e = 1.571 OK JOB NAME: 3 '-,_ VO fold ie lc , 5e 1 i 6. R6-1-4...V.X / / /0(1644 6 -,../ Lb 1"..t , 7, a , ./c.. JOB NO: 2 . 2 9. , pe.) SHEET NO: ENGINEER: 0 S c DATE Ay i 1,/ ! 706 ANALYSIS: IN 0 -./(/' I/ V, Afv et T ic, i Id 0 11 4r, I' , ,....4 .1 .. ,/,- (e... (. 1 e: 0 / N PI/45)-c y ,te fi Col J. S. DYER & ASSOCIATES INC. STRUCTURAL ENGINEERS Vcr 4 :5 ( W 6 tf/e?,// kr cit a ll (/..3 C ; • 1: ; 6 • (1{) 4. (OM Zq./4 t ---- 7" -, \\\7•••!:(./6. 1, <:. ://///' -: -7// tv:. //'‘;%...7// '//e . .'>"(7 ., is ?.."% :./...,;, VVA AxIC hay ( b F 4 ) -1;f;tu 4/,- } f YA (1a)0Z) 4 -! (q) jx2 f/21c C24) f9 f.; e_ 2-. JOB NAME: Midland Distribution Center 350 Midland Drive, Tukwila JOB NO: 2007.296.00 SHEET NO: 7 ENGINEER: O.Salas DATE: Aug -07 ANALYSIS: Wall Anchorage to Flexible Diaphragm, Rods Tributary Wall Weight Allowable Stress Design Basis Steel Anchor Road Design J.S. DYER & ASSOCIATES INC. STRUCTURAL ENGINEERS Wall Anchorage - Steel Anchor Rods Transverse Walls( Walls 1 and 7) @ Pilasters This spreadsheet performs supporting calculations for out -of -plane wall anchorage for the Voluntary Seismic Retrofit of a one -story rigid wall / flexible diaphragm structure in accordance with the 2006 International Building Code Wall Thickness @ Pilaster-' - .40 in Concrete Panel Thickness=_ j 4.5 ;,; in Wall Unit weight = - ;1;30; - pcf Tributary Wall Area = Tributary Wall Load =W, 14272 pounds ASCE 7 Sec. 12.11 Structural Walls and Their Anchorage Importance Factor = I = Design Spectral Acceleration = $ = f 0 Tributary Width(t " ft Fpi= 0.4SosIEW. 5058 pounds Fp2=0.10Ww 1427 pounds Fp3=400SosIE 354 #/ft F p3 =F 2835 pounds Fw= 280 #/ft Fp4=F 2240 pounds Fps = 0.8SosIEW = 10116 pounds F 10116 pounds Anchor Spacing = s = EAsD Fp /1.4= F= sE, F = 1.4F Anchor Road Material = Yield Strength, Fy = Ultimate Tensile Strength, Fu = Rod Diameter Gross Area of Rod, Ag = Net Tensile Area of Road, An = Allowable Stress Increase = Rod Tension Capacity: Yield Stress, T = Rod Tension Capacity: Ultimate Tensile Stress, T = Wall Anchorage Demand, Feral = Rod Tension Capcity, T = Steel Capacity Unity Check = F, / Fit ( , tto ,,, ) = 2007.298.00 Midland Drive, WAVtods rfil Pilaster walls 1 & 7 8.00 ft pounds pounds pounds 7226 10116 ASTM A36 36 ksi 58 ksi j3:/4 inches 0.442 in 0.334 i 1.33 12.692 k 12.900 k 10.116 k 12.692 k 0.80 OK 12.11.2(a) 12.11.2(a) 12.11.2(b) 12.11.2(c) linked from Site linked from Site 12.11.2.1 largest [F F 2 , F' F' F for non -steel elements for steel elements JOB NAME: Midland Distribution Center 350 Midland Drive, Tukwila JOB NO: 2007.296.00 SHEET NO: 3 ENGINEER: O.Salas DATE: Aug -07 ANALYSIS: Wall Anchorage to Flexible Diaphragm, Rods @ Pilaster Locations Anchorage Design of Threaded Rods in Concrete Using HILTI HIT HY -150 Adhesive System Based on ICBO ER -5193 Anchor Rod Data Anchorage Purpose, Cut of plane: rodslfortransverse- periineter Wags, 1Nalls 4 &7 Threaded Rod Diameter, Embedment Depth, Concrete Thickness, Embedment to Diameter Ratio, Applied Service Tension Load, Applied Service Shear Load, Concrete Compressive Strength, Rod Material, Min Anchor Spacing, d = 3/4 in e =: 3.500 in t = 5.500 in Ps =' Vs =. f 'c 4.667 3,613 Ibs 0 Ibs 3,000 psi ASTM A36 s= .:6,000in Min Shear Toward Edge Distance, c = ..24.000 in Min Shear Not Toward Edge Distance, c =:: 12;000 in Load Factors Increase for Short-Term Loading, Inc = t333 Allowable Tension Loads from Table 6 Tension Capacity of Concrete, Tc = 3,078 Ibs Tension Capacity of Rod Steel, Ts = 8,455 Ibs Allowable Shear Loads from Table 7 Shear Capacity of Concrete, Shear Capacity of Rod Steel, Vc = 4,495 Ibs Vs = 4,355 Ibs Edge Distance & Spacing for Full Capacity from Table 6 Spacing Distance for Full Capacity, Edge Distance for Full Capacity, 2007.296.00 Midland Drive, WA\Hilti 2 J. S. DYER & ASSOCIATES INC. STRUCTURAL ENGINEERS 7.000 in 5.250 in Reduction Factors from Table 4 Min Anchor Spacing Distance Factor, 0.250 Min Anchor Spacing Distance, 1.750 in Min Anchor Edge Distance Factor, 0.330 Min Anchor Edge Distance, 1.733 in Tension Capacity Reduction Factors Based on Anchor Spacing, fn = 0.700 Based on Anchor Edge Distance, fn = 0.600 Shear Capacity Toward Edge Reduction Factors Based on Anchor Spacing, fv = 0.700 Based on Anchor Edge Distance, fv = 0.200 Shear Capacity Not Toward Edge Reduction Factors Based on Anchor Spacing, fv = 0.700 Based on Anchor Edge Distance, fv = 0.600 Calculated Reductions for Concrete Capacity Tension Capacity Reduction Based on Spacing, Based on Edge Distance, Rt1 = Rt2 = Reduction, Rt = Rt1 * Rt2 = Shear Toward Edge Capacity Reduction Based on Spacing, Re1 = Based on Edge Distance, Re2 = Reduction, Re = Re1 * Re2 = Shear Not Toward Edge Capacity Reduction Based on Spacing, Rn1 = Based on Edge Distance, Rn2 = Reduction, Rn = Rn1 * Rn2 = Adjusted Allowable Loads Concrete Allowabies Tension, Ptc = Tc * Inc * Rt = V Toward Edge, Vtc = Vc * Inc * Re = V Not Toward Edge, Vnc = Vc * Inc * Rn = Rod Steel Allowables Tension, Shear, 0.943 1.000 0.943 0.943 1.000 0.943 0.943 1.000 0.943 3,869 Ibs 5,649 Ibs 5,649 Ibs Pts = Ts * Inc = 11,271 Ibs Vts = Vs * Inc = 5,805 Ibs Concrete Tension + Shear Toward Edge Interaction, Uct = (Ps / Ptc) + (Vs / Vtc) = 0.934 OK Concrete Tension + Shear Not Toward Edge Interaction, Ucn= (Ps /Ptc) +(Vs /Vnc)= 0.934 OK Rod Steel Tension + Shear Interaction, Us = (Ps / Pts) + (Vs / Vts) = 0.103 OK Ut=t/e= t / e = 1.571 OK Concrete Thickness, JOB NAME: Midland Distribution Center 350 Midland Drive, Tukwila ANALYSIS: Wall Anchorage to Flexible Diaphragm, Rods JOB NO: 2007.296.00 ENGINEER: O.Saias SHEET NO: C DATE: Aug -07I This spreadsheet performs supporting calculations for out -of -plane wall anchorage for the Voluntary Seismic Retrofit of a one -story rigid wall / flexible diaphragm structure in accordance with the 2006 International Building Code (IBC). Tributary Wall Weight Steel Anchor Road Design J.S. DYER & ASSOCIATES INC. STRUCTURAL ENGINEERS Wall Anchorage - Steel Anchor Rods Transverse Walls( Walls 1 and 7) Concrete Panel Thickness = _5.3 in Wall Unit weight = Y150 pcf Tributary Wall Area = X24.„ ' ft ^2 Tributary Wall Area =W 1650 pounds ASCE 7 Sec. 12.11 Structural Walls and Their Anchorage Importance Factor = = 1.00 linked from Site Design Spectral Acceleration = $ = 0.886 linked from Site Tributary Width(t, . 10 ft Fpi.4SosIEW.-= 585 pounds 12.11.2(a) Fp2= 0.10Ww= 165 pounds 12.112(a) Fp3= 400SosIE= 354 #/ft 12.11.2(b) F =F r 3544 pounds Fp4= 280 #/ft 12.11.2(c) Fp+ =F t,,,_ 2800 pounds F = 0.8S = 1170 pounds 12.1 1.2.1 F = 3544 pounds largest [F F F F Fp Allowable Stress Design Basis Anchor Spacing = s = 8.00 ft EAso = F, / 1.4 = 2531 • • unds F = sE, = 2531 pounds F„ = 1.4F 3544 pounds Anchor Road Material = ASTM A36 Yield Strength, Fy = 36 ksi Ultimate Tensile Strength, Fu = 58 ksi Rod Diameter = ' 13' inches Gross Area of Rod, Ag = 0.442 io Net Tensile Area of Road, An = 0.334 in Allowable Stress Increase = 1.33 Rod Tension Capacity: Yield Stress, T = 12.692 k Rod Tension Capacity: Ultimate Tensile Stress, T = 12.900 k Wall Anchorage Demand, g = 3.544 k Rod Tension Capcity, T = 12.692 k Steel Capacity Unity Check = F, / F (allow) = 0.28 OK 2007.296.00 Midland Drive, WA1Rods Walls 1 & 7 9 for non -steel elements for steel elements JOB NAME: Midland Distribution Center 350 Midland Drive, Tukwila JOB NO: 2007.296.00 SHEET NO: 10 ENGINEER: O.Salas DATE: Aug -07 ANALYSIS: Wall Anchorage to Flexible Diaphragm, Rods Anchor Rod Data Anchorage Purpose, Out -of -plane rods: for: transverse :pefimeterwallsiVflalls 1 8i. 7 Threaded Rod Diameter, d = 3/4 in Allowable Shear Loads from Table 7 Edge Distance & Spacing for Full Capacity from Table 6 2007.296.00 Midland Drive, WA\Hilti 3 JS. DYER &ASSOCIATES INC. STRUCTURAL ENGINEERS Anchorage Design of Threaded Rods in Concrete Using HILTI HIT HY -150 Adhesive System Based on ICBO ER -5193 Reduction Factors from Table 4 Min Anchor Spacing Distance Factor, 0.250 Min Anchor Spacing Distance, 1.750 in Min Anchor Edge Distance Factor, 0.330 Min Anchor Edge Distance, 1.733 in Embedment Depth, e = :3.500 in Tension Capacity Reduction Factors Concrete Thickness, t = :::5.500 in Based on Anchor Spacing, fn = 0.700 Based on Anchor Edge Distance, fn = 0.600 Embedment to Diameter Ratio, 4.667 Shear Capacity Toward Edge Reduction Factors Based on Anchor Spacing, fv = 0.700 Applied Service Tension Load, Ps = ' 1,265, Ibs Based on Anchor Edge Distance, fv = 0.200 Applied Service Shear Load, Vs = U; Ibs Shear Capacity Not Toward Edge Reduction Factors Based on Anchor Spacing, fv = 0.700 Concrete Compressive Strength, f'c = °:':3,000 psi Based on Anchor Edge Distance, fv = 0.600 Rod Material, ASTM A36 Calculated Reductions for Concrete Capacity Min Anchor Spacing, s = :6:000:. in Tension Capacity Reduction Based on Spacing, Rt1 = 0.943 Min Shear Toward Edge Distance, c = :::24:000 in Based on Edge Distance, Rt2 = 1.000 Min Shear Not Toward Edge Distance, c = :::12:000: in Reduction, Rt = Rt1 ' Rt2 = 0.943 Shear Toward Edge Capacity Reduction Load Factors Based on Spacing, Re1 = 0.943 Based on Edge Distance, Re2 = 1.000 Increase for Short-Term Loading, Inc = :.:::1. Reduction, Re = Ref* Re2 = 0.943 Shear Not Toward Edge Capacity Reduction Allowable Tension Loads from Table 6 Based on Spacing, Rn1 = 0.943 Based on Edge Distance, Rn2 = 1.000 Tension Capacity of Concrete, Tc = 3,078 Ibs Reduction, Rn = Rn1 * Rn2 = 0.943 Tension Capacity of Rod Steel, Ts = 8,455 Ibs Adjusted Allowable Loads Concrete Allowabies Shear Capacity of Concrete, Vc = 4,495 Ibs Tension, Ptc = Tc * Inc' Rt = 3,869 Ibs Shear Capacity of Rod Steel, Vs = 4,355 Ibs V Toward Edge, Vtc = Vc * Inc' Re = 5,649 Ibs V Not Toward Edge, Vnc = Vc * Inc * Rn = 5,649 Ibs Rod Steel Allowables Spacing Distance for Full Capacity, 7.000 in Tension, Edge Distance for Full Capacity, 5.250 in Shear, Pts = Ts* Inc = 11,271 Ibs Vts = Vs * Inc = 5,805 ibs Concrete Tension + Shear Toward Edge Interaction, Uct = (Ps / Ptc) + (Vs / Vtc) = 0.327 OK Concrete Tension + Shear Not Toward Edge Interaction, Ucn = (Ps / Ptc) + (Vs / Vnc) = 0.327 OK Rod Steel Tension + Shear Interaction, Us = (Ps / Pts) + (Vs / Vts) = 0.013 OK Concrete Thickness, Ut = t / e = 1.571 OK JOB NAME: Midland Distribution Center 350 Midland Drive, Tukwila JOB NO: 2007.296.00 SHEET NO: / 1 ENGINEER: O.Salas DATE: Aug -07 ANALYSIS: Diaphragm Analysis Bearing- Vlrall Sys"tein Bearr`ng Wall Syystem O rdinary Reinforced C oncrete Shear vt fis Ordinary Rein force .' . -t ConcreteSt ear Walls- ASCE 7 Sec. 12.8 Equivalent Lateral Force Procedure 2007.296.00 Midland Drive, WA1Diaphragm J.S. DYER & ASSOCIATES INC. STRUCTURAL ENGINEERS This spreadsheet summarizes the development of anchorage loads into the diaphragm for the Voluntary Seismic Retrofit of a one -story rigid wall / flexible diaphragm structure in accordance with the 2006 International Building IBC Sec. 1613.6.1 requires that the Equivalent Lateral Force Procedure of ASCE 7 -05, Sec. 12.8 be used. Soil Profile Type (Class) = D Mapped Spectral Acceleration = S = 0.457 g Design Spectral Acceleration = SDS = 0.886 g Importance Factor = I = 1.00 Average Diaphragm Elevation = h = - 26:7 <5 ft I Transverse 1 Lon tudinal Basic Seismic Force - Resisting System Response Modification Coefficient = R = nt4: System Overstrength Factor = 0 ASCE 7 Sec 12.10.1.1 Diaphragms redundancy factor = p = T = Ct(hn) / 4 = C S / (R/1) = CS(max) = SDI / T(R/I) = Cs(minl) x.01 = ;min .. SDC E or F) = 0 . 5 S1 / (R/I) = Cs(min) _ Seismic Lateral Loads For Diaphragm Design C C = F = C,W p = Fp(max) = 0.4S = Fp(min) = 0.2S = F = Fp(AsD) = F / 1.4 = Tributary Wall Weight = W„, = Roof Length = L = Roof Unit Weight = U = Roof Weight = LU = W„oof Total Weight = 2 W waii + Wroof = Wp = Roof Seismic Load = FP(ASD)Wp = Vroof Diaphragms -- =2a 0.24 0.222 0.942 0.010 0.000 0.010 0.222 0.24 0.222 0.942 0.010 0.000 0.010 0.222 Transverse 0.222 0.354 0.177 0.222 0.158 Longitudinal 0.222 0.354 0.177 0.222 0.158 11 seconds W W W W W #/ft ft psf #/ft #/ft #/ft linked from Site linked from Site linked from Site linked from Site Table 12.2 -1 Table 12.2.1, footnote g Table 12.8 -2 code interpretation for diaphragms Eq. 12.8 -7 Eq. 12.8 -2 Eq. 12.8 -3 Eq. 12.8 -5 Eq. 12.8 -6 Cs(min) = larger [Cs(minl), Cs(SDC E or F11 Cs(min) < Cs < Cs(max) Eq. 12.10 -1 Fp(min) < Fp < Fp(max) Transverse 920` 1: 3388 5228 827 Longitudinal 4340 6180 978 previously calculated previously calculated NAME: Midland Distribution Center 350 Midland Drive, Tukwila 350 Midland Drive, Tukwila JOB NO: 2007.296.00 SHEET NO: 1Z 11736 0.Salas O.Salas DATE: DATE: Aug-11 Aug -07 ENGINEER: ENGINEER: ANALYSIS: Diaphragm Analysis 2481 82. `. 241 r24 =24 . X3`10 ` 11736 9924 489 414 70416 59544 2934 2481 82. `. , 24 2 . 3 .1 =24 . X3`10 ` 100067 151590 323 626 6054054 11748225 19529 48546 Diaphragm Analysis L I DIAPHRAGM PLAN Vwx = V.oa.L /2 vwa = Vu.x /W .4:4119 DIAPHRAGM SHEARS Mwx = V11oo,L /8 Twx = MIMIC CHORD FORCES SubDiaphragm Analysis V.00r L I DIAPHRAGM PLAN Vw. = V.00.L /2 �It = Vwx /W .1111 1111 DIAPHRAGM SHEARS Mw. = Woo. 0/8 = Mr.x /W 4dHIIIIllhih CHORD FORCES J.S. DYER & ASSOCIATES INC. STRUCTURAL ENGINEERS Viva = L W = V max = Vmax Mmax = Tmax = V f = L= w V max = Vmax = M _ Tmax = 2007.296.00 Midland Drive, WA1Diaphragm 12 Diaphragms #/ft Seismic Lateral Load ft Diaphragm Length ft Diaphragm Depth pounds Maximum Shear #/ft Maximum Shear ft-# Maximum Moment pounds Maximum Chord Force #/ft Seismic Lateral Load ft Diaphragm Length ft Diaphragm Depth pounds Maximum Shear #/ft Maximum Shear ft-# Maximum Moment pounds Maximum Chord Force JOB NAME: Vc,)(UP I Gt v ,%). ,5 i,$),44 l.fl(47 JOB NO: .. 2,7, 2 i 4, c 3 c.. SHEET NO: ( S 3_90 Al i d/..,. ...A ri"(/ , i , 7 4-cal fi ENGINEER: r .....- , 4 ..),(A.-1. 4 ! '.. DATE: A v _e; , 26:4') -,) ANALYSIS: :"...5,c,'s ".., ; c S ti cl: eri p it ye:, 0) ;., , Di? A 5 / 0 6 ; , err „.., ., ,...t.: , Li J. 5. DYER & ASSOCIATES INC. STRUCTURAL ENGINEERS -/keY le, I , ;41 7 t ( 3-7 0Cvs.1 " • ,.•! e (fa VO A A C - 2_ ( (J /1 • 52s 5 ji R. - (41.9 b 5 / ; (.1 t,-/•( ( 5 &. 'le" A1 2. ' hi/4w f7. . e, e 2" O f 7 '(.( //).; JOB NAME: V) I / f/fr' / Il ( e l',.. 0- Te- g-iraP , , N -21 -,--,(...., M i 1 i. c 61,0 i 1)6 v , 7 ic" ca/ . (c JOB NO: 9r - 7 4 7 / C7 ') A • % ... , 5 - - SHEET NO: lq ENGINEER: . 0 , ( , f.- ,: DATE: ittil v 5,1 2 (70 ANALYSIS: ..— . , 4: Se ,50, C ----' V) Of■ 9 PI:/A / • V ( ; .;! 11 T bi qf tym pq .,,,, / • 'li 4 p 1 it, 3 le , 4 -1 k . .- . . c, ( (.. • 6 ;, fo!,.ci fi ' AI r Wel N c LJ J. S. DYER & ASSOCIATES INC. STRUCTURAL ENGINEERS ±0' 4_. (N— 5 z r, 2 t/./ / b4 I / ii I i See 5t-i Yi 1 1)0 ---1- i i ! (') 4 --.•:"' 6 57 /-4( I i : c.f IV.toac)ia .1 f Gt C, t^, I rc1:1 I I i t ' i i _I.. ;1 1 1.i I ., 1 [ Li_ .-\i T ,.., - r20 »J/ b 1 1` A _PAsj -- /9s ti 1 6 tj,s,, I 78sq s = 7 (` S)( likat t k 1 b-ec4 1/4 le I- oic-. 725(-(12 - 3 21(14 2 q G PI • , I o cif g 4 ./ /1 (0 &.,4 4 S-1 /tp- 6 31/ 1' 0 pi/ 1 0,/k"1/1 it, 5 i ' ef I'f - d r r k 1152.- 1- 1 1 .4 - 12-6 (LI! JOB NAME: Midland Distribution Center 350 Midland Drive, Tukwila JOB NO: 2007.296.00 SHEET NO: i< ENGINEER: O.Salas DATE: Aug-07 ANALYSIS: Diaphragm Continuity Ties ASCE 7-Sec. 12.14.7.1 Wall Force Allowable Stress Design Basis 2007.296.00 Midland Drive, WA \Tie (WE) 13 J.S. DYER & ASSOCIATES INC. STRUCTURAL ENGINEERS Continuity Ties - Longitudinal Direction (EW Forces) This spreadsheet performs supporting calculations for continuity ties for the Voluntary Seismic Retrofit of a one -story rigid wall / flexible diaphragm structure in accordance with the 2006 International Building Code (IBC). Dead =D= :14.00 psf Live = L = psf Area = A = ` 38) UT °- ft F = 0.05(D +L)A = 4953 pounds ASCE 7- Sec.12.14.7.1 Design Spectral Acceleration = SDS = g w p = DA = 53340 pounds Fp2 = 0 . 20 SDSwp = 6285 pounds F = 0.05W = 2667 pounds Wall Anchorage Force = F = x:``920`` : -; #/ft Tie Spacing = s = 2400 ' ft F = F = 22080 pounds Subdiaphragm Force Number Subdiaphragms = N = Edge Reaction = Vmax = = ` I113 6? pounds F = NV„.„ = 11736 pounds F = 4953 pounds F = 6285 pounds F = 2667 pounds F = 22080 pounds F = 11736 pounds F = 22080 pounds F = F / 1.4 15771 pounds Fsteo = 1.4F 22080 pounds ASD Basis roof dead load roof live load area tributary to tie strength level previously calculated weight tributary to tie previously calculated strength level previously calculated strength level largest [Fp,, Fp2, Fp3, Fpa, Fps] for non -steel elements for steel elements JOB NAME: Midland Distribution Center 350 Midland Drive, Tukwila JOB NO: 2007.296.00 SHEET NO: Ito ENGINEER: O.Salas DATE: Aug -07 ANALYSIS: Diaphragm Continuity Ties Continuity Tie At Wall - Zone 4 Hardware J.S. DYER & ASSOCIATES INC. STRUCTURAL ENGINEERS Continuity Ties - Longitudinal Direction (EW Forces) (2) CT/T2 Paired Units - Model = 46-8; Number Of Bolts = Bolt Diameter = _: t4 ` inches Rod Diameter = } =s1; ' inches Number of Paired Assemblies = N= Wood Member Thickness = ' inches Wood Capacity Each Pair = V = „2332-2;. pounds Steel Capacity Each Pair = V, = ;.39966'`; pounds F„ = F / 2N = 7886 pounds Total Wood Capacity = NV = Fwood (allow) = 23322 pounds Total Steel Capacity = NV, = Fated ( = 39966 pounds Wood Capacity Unity Check = F / Fwood (,now) = 0.68 OK Steel Capacity Unity Check = Fted / Fated ( = 0.55 OK Continuity Tie At Wall - Simpson Hardware (2) Paired Units - Model = ?HD14A Rod Strength = F„ _ ' 5800 ' psi Rod Diameter = d„ Y' ``:' # inches Number Of Bolts = Bolt Diameter = F _ 1 inches Number of Paired Assemblies = N Wood Member Thickness = qta.-s inches Wood Capacity Each Pair = V = ° 22 pounds Rod Area = A, = 0.7854 i Steel Capacity Each Pair = V, = 27200 pounds F ro(' = F / 2N = 7886 pounds Total Wood Capacity = NV = Fwood (allow) = 22160 pounds Total Steel Capacity = NV, = Fated (allow) = 27200 pounds Wood Capacity Unity Check = F / Fwood (allow) = 0.71 OK Steel Capacity Unity Check = Reel / Fated (allow) = 0.81 OK 2007.296.00 Midland Drive, WA1Tie (WE) 14 ICBO ER -5302, Table 2 ICBO ER -5302, Table 2 V, = 2(0.33F,JArod JOB NAME: Midland Distribution Center 350 Midland Drive, Tukwila JOB NO: 2007.296.00 SHEET NO: 1 7 ENGINEER: O.Salas DATE: Aug -07 ANALYSIS: Diaphragm Continuity Ties ASCE 7 Sec. 12.14.7.1 Wall Force Allowable Stress Design Basis J.S. DYER & ASSOCIATES INC. STRUCTURAL ENGINEERS Continuity Ties - Transverse Direction (NS Forces) This spreadsheet performs supporting calculations for continuity ties for the Voluntary Seismic Retrofit of a one -story rigid wall / flexible diaphragm structure in accordance with the 2006 International Building Code (IBC). Dead = D = 1'4800 psf Live = L = 4200 ` psf Area = A = )a0.25z% ft F = 0.05(D +L)A = 3933 pounds ASCE 7 Sec. 12.14.7.1 Design Spectral Acceleration = SDS = 0: 886 ` g w = DA = 42350 pounds Fp2 = 0.20SDSwp = 4990 pounds F = 0.05w = 2118 pounds Wall Anchorage Force = F = 920 : #/ft Tie Spacing = s = 24.00 ft F = F = 22080 pounds Subdiaphragm Force Number Subdiaphragms = N = ; 1. Edge Reaction = V. = : j:9924 pounds F = = 9924 pounds 2007.296.00 Midland Drive, WA \Tie (NS) 15 F = 3933 pounds F = 4990 pounds Fpi = 2118 pounds F = 22080 pounds F = 9924 pounds F 22080 pounds F = F / 1.4 — 15771 pounds Fsteei = 1.4F 22080 pounds ASD Basis roof dead load roof live load area tributary to tie strength level previously calculated weight tributary to tie previously calculated strength level previously calculated strength level largest [Fp1, Fp2, Fps, Fpa, Fps) for non -steel elements for steel elements JOB NAME: Midland Distribution Center 350 Midland Drive, Tukwila JOB NO: 2007.296.00 SHEET NO: 12? ENGINEER: O.Salas DATE: Aug -07 ANALYSIS: Diaphragm Continuity Ties Continuity Tie At Wall - Zone 4 Hardware (2) CT/T2 Paired Units - Model = Number Of Bolts = Bolt Diameter = Rod Diameter = Number of Paired Assemblies = N= Wood Member Thickness = Wood Capacity Each Pair = V = Steel Capacity Each Pair = V, F rod =F /2N= Total Wood Capacity = NV = Fwood ( _ Total Steel Capacity = N V , = F 1 (allow) = Wood Capacity Unity Check = F / Fwood ( = Steel Capacity Unity Check = F , « c I / F ,�i (allow) = Continuity Tie At Wall - Simpson Hardware 2007.296.00 Midland Drive, WA \Tie (NS) 16 J.S. DYER & ASSOCIATES INC. STRUCTURAL ENGINEERS Continuity Ties - Transverse Direction (NS Forces) -46= 14 inches 23322'; pounds 3996b ", pounds 7886 pounds 23322 pounds 39966 pounds 0.68 OK 0.55 OK (2) Paired Units - Model = HDI4A' Rod Strength = F„ = ;8000': psi Rod Diameter = d,od = 1 inches Number Of Bolts = Bolt Diameter = .'., ` =1 = inches Number of Paired Assemblies = N= Wood Member Thickness = 6 f4. inches Wood Capacity Each Pair = V 22160; pounds Rod Area = A rod = 0.7854 in Steel Capacity Each Pair = V, = 27200 pounds F d = F / 2N = 7886 pounds Total Wood Capacity = NY„ = Fwood(ulow) = 22160 pounds Total Steel Capacity = NV, = Fated ( = 27200 pounds Wood Capacity Unity Check = F / Fwood (allow) = 0.71 OK Steel Capacity Unity Check = & / F, tee1 ( a ll ow ) = 0.81 OK t. inches pinches ICBO ER -5302, Table 2 ICBO ER -5302, Table 2 V, = 2(0.33Fu)Arod August 21, 2007 Kim M. Allen 12720 Gateway Dr #110 Tukwila WA 98168 RE: Letter of Incomplete Application # 1 Development Permit Application D07 -312 Midland Distribution Building — 350 Midland Dr Dear Permit Applicant: This letter is to inform you that your permit application received at the City of Tukwila Permit Center on August 20, 2007 is determined to be incomplete. Before your application can continue the plan review process the following items from the following department need to be addressed: BuildinE Department: Allen Johannessen at 206 433 -7163 if you have any questions concerning the attached comments. Please address the comment above in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that four (4) sets of revised plans, specifications and/or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal a `Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Revisions must be made in person and will not be accepted throueh the mail or by a messenger service. If you have any questions, please contact me at the Permit Center at (206) 431 -3670. Sincerely, arshall Permit clinician Enclosures File: D07 -312 City of Tukwila Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director P:\Permit Center\Incomplete Letters \2007\D07 -312 Incomplete Ltr #1.DOC jem 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 Determination of Completeness Memo Date: August 21, 2007 Project Name: Midland Distrubution Building Permit #: D07 -312 Plan Review: Allen Johannessen, Plans Examiner Tukwila Building Division Allen Johannessen, Plan Examiner The Building Division has deemed the subject permit application incomplete. To assist the applicant in expediting the Department plan review process, please forward the following comments. (GENERAL NOTE) PLAN SUBMITTALS: (Min. size 11x17 to maximum size of 24x36; all sheets shall be the same size). Of applicable) Structural Drawings and structural calculations sheets shall be original signed wet stamped, not copied.) 1. Plans and engineer calculations reference outdated 2003 International Building codes. The 2006 International codes came effective as of July 1 2007. Please review the enclosed plans and documents for structural compliance with the 2006 International Building Codes and reference the current codes. Should there be questions conoeming the above requirements, contact the Building Division at 206 -431 -3670. No further comments at this time. ACTIVITY NUMBER: D07 -312 DATE: 08 -29 -07 PROJECT NAME: MIDLAND DISTRIBUTION BUILDING SITE ADDRESS: 350 MIDLAND DR Original Plan Submittal X Response to Incomplete Letter # 1 Response to Correction Letter # Revision # After Permit Issued DEPARTMENTS: ing I 'vision Public Works Complete Comments: Documentshouting slip.doc 2 -28-02 PLAN REVIEW /ROUTING SLIP t ,,PERMIT COON COPY Fire Prevention Structural DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Incomplete ❑ TUES/THURS ROU ING: Please Route Structural Review Required REVIEWER'S INITIALS: n ❑ Permit Coordinator n DATE: DATE: Planning Division DUE DATE: 08-30-07 Not Applicable ❑ Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: ❑ No further Review Required El DUE DATE: 09-27-07 APPROVALS OR CORRECTIONS: Approved ❑ Approved with Conditions Not Approved (attach comments) ❑ Notation: REVIEWER'S INITIALS: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D07 -312 DATE: 08 -20 -07 PROJECT NAME: MIDLAND DISTRIBUTION BUILDING SITE ADDRESS: 350 MIDLAND DR X Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # Revision # After Permit Issued DEPARTMENTS: Btii�l�in kisik Documents/routing slip.doc 2 -28-02 Permit Center Use Only �qQ INCOMPLETE LETTER MAILED: 6 v APPROVALS OR CORRECTIONS: PERMIT COORD COPY �.. TUES/THURS ROUTING: Please Route ❑ Structural Review Required REVIEWER'S INITIALS: ������ � Fire Structural P bli Works 114 041 D RMINATION OF COMPLETENESS: (Tues., Thurs.) Complete ❑ Incomplete Comments: LETTER OF COMPLETENESS MAILED: DUE DATE: 08-21-07 Not Applicable ❑ Departments determined incomplete: Bldg T` Fire ❑ Ping ❑ PW ❑ Staff Initials: 1 1 . No further Review Required DATE: DUE DATE: 09-18-07 Approved ❑ Approved with Conditions ❑ Not Approved (attach comments) ❑ Notation: REVIEWER'S INITIALS: DATE: PI iriing Division Permit Coordinator ❑ Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: Plan Checic/Permit Number: D07-312 Response to Incomplete Letter # 1 ❑ Response to Correction Letter # ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: Project Address: 350 Midland Dr Contact Person: 1 PI S 1-I K. Phone Number: ' 44 -29 -8855 I t21 1 Summary of Revision: g>.V 16(,9 Ne '¶a R ,� �-�. C ?L4 1,,K Vg4f3=4<fs9 1 4 0..cb o 45.r 2.00 y g . Ncrr 2itq3 � G 06.S OR I (t ••==••t—.L. .. 11404 ?,4 4J o be7 Lc> tJ 'F g.V15CO ?t,otJ S>E -IBS 1 5 tJ I - I (o 1 " " p '' 2003 Sheet Number(s): 61J I . I °I' C/.4..,Lt) Lil $1 o N S "Cloud" or highlight all areas of revision including date of revision Re eived at the City of Tukwila Permit enter by: / / Entered in Permits Plus on City of Tukwila \ applications'forms- applications on line \revision submittal Created: 8 -13 -2004 Revised: Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206-431 -3665 Web site: http:/lwww.ci.tukwila.wa.us Midland Distribution Building Steven M. Mullet, Mayor Steve Lancaster, Director CInRoFT �o �4 QGG 2 9 2007 P ERM t c6AirER License Information License SAUNDCI953ND Licensee Name SAUNDERS CONSTRUCTION INC Licensee Type CONSTRUCTION CONTRACTOR UBI 602518261 Ind. Ins. Account Id PRESIDENT Business Type CORPORATION Address 1 1760 MONROVIA AVE UNIT A -1 Address 2 City COSTA MESA County OUT OF STATE State CA Zip 92627 Phone 9496460034 Status ACTIVE Specialty 1 GENERAL Specialty 2 UNUSED Effective Date 8/4/2005 Expiration Date 8/4/2009 Suspend Date Separation Date Parent Company Previous License Next License Associated License Business Owner Information Name Role Effective Date Expiration Date CASILLAS, PATRICIA AGENT 08/04/2005 Bond Amount SAUNDERS, STEVEN PRESIDENT 08/04/2005 HILL, SUSAN SECRETARY 08/04/2005 Bond Information Bond Bond Company Name Bond Account Number Effective Date Expiration Date Cancel Date Impaired Date Bond Amount Received Date DEVELOPERS SURETY & Until Look Up a Contractor, Electrkian or Plumber License Detail Page 1 of 2 No Now Washington State Department of Labor and Industries General/Specialty Contractor A business registered as a construction contractor with L &I to perform construction work within the scope of its specialty. A General or Specialty construction Contractor must maintain a surety bond or assignment of account and carry general liability insurance. https: // fortress. wa. gov /lni/bbip /printer.aspx ?License= SAUNDCI953ND 09/11/2007 TYPE APPLICABLE CODE FIRE PROTECTION N/A BUILDING SEE GENERAL NOTE #23 ON SHEET SN1.1 PLUMBING N/A MECHANICAL N/A ELECTRICAL N/A HANDICAPPED N/A co N STRUCTURAL T1 COVER SHEET SN1.1 GENERAL NOTES 51.1 PARTIAL ROOF FRAMING PLAN SD1.1 DETAILS : INDICATES (N) WALL ANCHORAGE OR TIES AND SUB- PURLIN CONTINUITY Westfield Baker Blt Southcenter Southcenter Mall Stran er Bl d w r r } Minkler Blvd g -= Tu iCwiia 1 E ' 3 ED M Dr y U ; l S 18 St I Y 6th 1 .S 18 EL 7 C CI r S 187th St Y 3/4188th S • �� g, S S loth St 'o rh SW 39th 54 SW 41st 5 t8Oth St f BUILDING CODE DATA DESCRIPTION OF SCOPE OF WORK THE SCOPE OF WORK PROVIDED IN THESE DOCUMENTS SHALL BE CONSIDERED AS A PARTIAL SEISMIC REHABIUTATION AND IS NOT INTENDED TO ADDRESS ALL ASPECTS OF STRUCTURAL VULNERABILITY. VOLUNTARY SEISMIC RETROFIT OF WALL ANCHORAGE AND CONTINUITY TIES. OCCUPANCY GROUP UNCHANGED TYPE OF CONSTRUCTION TYPE III -N BUILDING USE UNCHANGED ALLOWABLE FLOOR AREA CALCULATIONS UNCHANGED S 172nd 5 5 173rd St 5 17 th S 178th 7th 5t .. S'eat ac - .BPPlak� F ---- - '1 St \ ', r 5 1t Stj 1 7gj ` rn , 179th 51 LS 180th St _s �181s� S 11- S 181 st St - �T S } S182ndSt ,U t oa S 1 1 8 83rd 5t > . S 4tf; St S 184t eX • ri —� )=s �at�r 1;1 5 f 92 ,nd_St AwsiVocLi cainFiudimpuw&com 8246 AVTE0 4 a 50 C") • tee: -" ,., s 19Pth st 5' 194th St r i s_ 9th Pi SITE PLAN S 192nd at 3 194th 5t 0 R BUILDING ADDRESS ADDRESS NAME ADDRESS MIDLAND DISTRIBUTION BUILDING 350 MIDLAND DRIVE TUKWILA, WASHINGTON 98188 BUILDING OWNER AMB PROPERTIES PIER ONE, BAY ONE SAN FRANSISCO, CAUFORNIA 94111 SR. PROJECT MANAGER NAME ADDRESS CONTACT PHONE KIM M. ALLEN, PORTFOUO MANGER R.J. HALUSSEY CO. INC. IS AN AUTHORIZED AGENT OF AMB PROPERTY CORPORATION 12720 GATEWAY DRIVE, SUITE 110 TUKWILA, WASHINGTON 98168 NAME ADDRESS PHONE KIM ALLEN (206) 957 -8860 BUILDING DEPARTMENT TUKWILA PERMIT CENTER 6300 SOUTHCENTER BOULEVARD TUKWILA, WA 98188 (206) 431 -3670 STRUCTURAL ENGINEER NAME ADDRESS CONTACT PHONE J.S. DYER AND ASSOCIATES, INC. 24 EXECUTIVE PARK, SUITE 200 IRVINE, CA. 92614 JEFF DREW (949) 296 -8858 SEPARATE PERMIT REQUIRED FOR �Me hanieal Electrical �Plurnbing I Gas Piping City of Tukwila B UILDING DIVISION RECEIVED CITY OF TUKWIIA AUG 2 9 2007 RtHMI I CbN I ER CODE ice• BY FILE COPY N Permit Na D ?. drI review approval Is subject to errors and omii., paprow.:l ci c :ns documents does not authorz Lit: viuiuuo;l c,i 4 y accepted code or ordin3nt."2. Receipt apps o �u i , . end cond :tier. o i3 cckno1 v Icdgeda Date: / 0 City of Tukwila BUILDING DIVISION REVISIONS No changes shall be made to approval scope of work without prior Tukwila Building Division. NOTE: ma 5nclude additional will plan review feesal • and may INCOMPLETE LTR# 1 a 0 0 Lehi 0 U z 0 0 cn In 0 z w d cri w 0 1— z cn w z 0 z w I" rn 0, w a Lu acc Q co c cats Cc Lu crj 0 • "REVISIONS ni, n A A A A IOC; DFPT STIR OA -13.07 DRAWN MJT DATE 07 -30 -07 SCALE JOB NO. 2007.296.00 SHEET T1 1 1 1 11.1 ITEM C REQ'D. W HEC KED D CHECKED REMARKS GRADING AND SOILS COMPLIANCE PRIOR TO FOUNDATION INSPECTION SEE FOUNDATION THIS SHEET. SECTION 1616.2 TO BE PROVIDED BY THE GEOTECHNICAL ENGINEER DURING THE TAKING OF TEST SPECIMENS AND PLACING OF ALL REINFORCED CONCRETE, WITH THE EXCEPTION OF FOUNDATION CONCRETE WHEN THE STRUCTURAL DESIGN STRENGTH IS NO GREATER THAN F'C = 2500 PSI. SEISMIC DESIGN CATEGORY: E EQ. 16 -40 DURING PLACING OF AND STRESSING OF PT TENDONS EQ. 16 -41 DESIGN SPECTRAL ACCELERATION (ONE SECOND), SD1 .469g ALL STRUCTURAL FIELD WELDING, INCLUDING WELDING OF STRUCTURAL STEEL, REINFORCING STEEL, AND STEEL DECKING. 1617.4 & ASCE 7 TABLE 9.5.2.2 RESPONSE MODIFICATION COEFFECIENT, R =4 INSTALLATION AND TIGHTENING OPERATIONS FOR ALL HIGH- - STRENGTH BOLTING (A325F) AND (A490F). INSTALLATION AND TIGHTENING OPERATIONS FOR HIGH - STRENGTH ANCHOR BOLTS. BUILDING SYSTEM = ORDINARY REINFORCED CONCRETE SHEARWALL ASCE 7 TABLE 9.5.5.3.2 -1 DURING INSTALLATION OF EPDXY AND /OR EXPANSION ANCHORS. • SEISMIC BASE SHEAR, V = .220 (STRENGTH BASIS) DURING THE PLACEMENT OF AND TAKING OF TEST SPECIMENS FOR ALL MASONRY UNLESS SPECIFICALLY INDICATED AS NOT REQUIRING SPECIAL INSPECTION. 4x7/16 4x1/2 DURING PLACING OF REINFORCING STEEL. ANCHOR BOLTS IN CONCRETE AND /OR MASONRY. FABRICATION AND ERECTION OF STRUCTURAL STEEL IF FABRICATOR I5 NOT REGISTERED AND APPROVED BY THE BUILDING DEPARTMENT REFERENCE DESIGN PARAMETER TABLE 1615.1.1 SOIL PROFILE CLASS: D ASSUMED SECTION 1616.2 SEISMIC USE GROUP: 1 TABLE 1616.3 SEISMIC DESIGN CATEGORY: E EQ. 16 -40 DESIGN SPECTRAL ACCELERATION (SHORT PERIOD), SDS = .8869 EQ. 16 -41 DESIGN SPECTRAL ACCELERATION (ONE SECOND), SD1 .469g CRITERIA FOR DIAPHRAGM 1617.4 & ASCE 7 TABLE 9.5.2.2 RESPONSE MODIFICATION COEFFECIENT, R =4 ASCE 7 TABLE 9.5.2.2 BUILDING SYSTEM = ORDINARY REINFORCED CONCRETE SHEARWALL ASCE 7 TABLE 9.5.5.3.2 -1 PERIOD, T = .24 s EQ. 16 -36 SEISMIC BASE SHEAR, V = .220 (STRENGTH BASIS) BOLT SIZE STEEL SQUARE WASHERS ROUND MALL IRON ROUND 1/2" 2 1/2x2 1/2x1/4 2 1/4x1/4 2 1/2x1/4 5/8" 2 1/2x2 1/2x1/4 2 3/4x1 /4 2 3/4x5/16 3/4" 3x3x5/16 3x5/16 3x7/16 7/8" 3x3x5/16 3 1/2x3/8 3 1/2x7/16 1" 4x4x3/8 4x7/16 4x1/2 ZONE FOUR T2 HARDWARE INSTALLATION REQUIREMENTS 1. BOLTS SHALL BE ASTM A307, GRADE A. 2. RODS SHALL BE ASTM A449 OR A36. 3. NUTS AND COUPLERS SHALL BE ASTM A563, GRADE A. 4. ROD OR ALLTHREAD ROD MAY NOT BE SUBSTITUTED FOR BOLTS. 5. HOLES FOR T2 BOLTS IN TIMBER ELEMENTS SHALL GENERALLY BE BORED 1/32 TO 1/16 INCH (MAXIMUM) LARGER IN DIAMETER THAN THE NOMINAL BOLT DIAMETER. WITH APPROVAL FROM THE DESIGN ENGINEER, HOLES FOR T2 BOLTS IN EXISTING TIMBER ELEMENTS NOT SUBJECT TO FURTHER SHRINKAGE MAY BE BORED 0 TO 1/16 INCH (MAXIMUM) LARGER IN DIAMETER THAN THE NOMINAL BOLT DIAMETER. HOLES FOR T2 BOLTS OVERSIZED MORE THAN 1/8 INCH LARGER IN DIAMETER THAN THE NOMINAL BOLT DIAMETER SHALL BE CONSIDERED TO BE UNACCEPTABLE. 6. HOLES FOR T2 BOLTS SHALL BE BORED SMOOTH USING SHARP DRILL BITS, A PROPER DRILL SPEED„ AND AN APPROPRIATE RATE OF FEED. DRILLING THAT PRODUCES A ROUGH BORE SURFACE IS UNACCEPTABLE. BOLT HOLES SHALL BE DRILLED SUCH THAT ONLY LIGHT TAPPING IS REQUIRED TO INSERT THE T2 BOLT THROUGH THE HOLE. T2 BOLTS THAT REQUIRE EXCESSIVE DRIVING IN ORDER TO BE INSTALLED MAY CAUSE UNACCEPTABLE SPUTTING OF THE TIMBER ELEMENT. 7. HOLES FOR T2 BOLTS IN TIMBER ELEMENTS SHALL BE BORED USING ZONE FOUR DRILL TUBES INSERTED INTO THE BOLT HOLES OF THE T2. THIS ALLOWS THE T2 TO BE USED AS A DRILL JIG SO THAT THE HOLES BORED IN A TIMBER ELEMENT FOR THE T2 BOLTS CAN BE DRILLED STRAIGHT, TRUE, AND ACCURATELY, WITH A MINIMUM OF OVERSIZING, IF ANY, FOR PAIRED T2 INSTALLATIONS. 8. A ZONE FOUR DRILL TUBE ONLY ALLOWS FOR A BORED HOLE EQUAL TO THAT OF THE NOMINAL BOLT DIAMETER. FOR T2 BOLT HOLES BORED 1/32 TO 1/16 INCH (MAXIMUM) LARGER IN DIAMETER THAN THE NOMINAL BOLT DIAMETER, AN INITIAL HOLE SHALL BE BORED USING THE ZONE FOUR DRILL TUBE, AND SHALL BE FOLLOWED BY A SECOND HOLE BORED WITH A DRILL BIT SIZED TO PROVIDE A HOLE 1 /32 TO 1/16 INCH (MAXIMUM) LARGER IN DIAMETER THAN THE NOMINAL BOLT DIAMETER WITH THE DRILL TUBE REMOVED. 9. T2'S TO BE USED AS DRILL JIGS SHALL BE NAILED TO THE TIMBER ELEMENT WITH 2 - 20D COMMON NAILS BEFORE DRILLING. NAIL HOLES ARE PROVIDED AT EACH END OF THE T2. 10. T2'S SHALL BE LOCATED TO PROVIDE A MINIMUM BOLT END DISTANCE OF 8 T2 BOLT DIAMETERS BETWEEN THE END OF THE TIMBER ELEMENT AND THE FIRST T2 BOLT. 11. T2 RODS SHALL BE INSTALLED STRAIGHT. BENDING IS NOT ALLOWED. 12. ALL T2 ROD NUTS SHALL BE INSTALLED WITH LOCKWASHERS. 13. THE T2 ROD OFFSET DISTANCE IS THE DISTANCE BETWEEN THE FACE OF THE TIMBER ELEMENT AND THE CENTERLINE OF THE T2 ROD. THIS MAY BE MAXIMIZED IN ORDER TO AVOID OBSTRUCTIONS, OR MINIMIZED IN ORDER TO REDUCE THE ECCENTRICITY BETWEEN THE TIMBER ELEMENT AND THE T2 ROD. 14. THE DIMENSION FROM THE FACE OF THE T2 TO THE NEAR END OF THE MEMBER SHALL BE KEPT TO A MINIMUM WHILE MAINTAINING THE MINIMUM T2 BOLT END AND EDGE DISTANCE REQUIREMENTS SPECIFIED. 15. COUPLERS FOR RODS OF EQUAL SIZE SHALL HAVE INSPECTION HOLES. 16. (E) HARDWARE SHOULD ONLY BE REMOVED IF IT INTERFERES WITH NEW HARDWARE. 17. SHIMS ON EITHER SIDE OF A FRAMING MEMBER SHALL BE SAME THICKNESS U.N.O. 18. HARDWARE SHALL BE INSTALLED PARALLEL TO THE ROOF FRAMING MEMBER U.N.O. 19. T2 HARDWARE I5 MANUFACTURED BY ZONE FOUR LLC. 2336 MERCED STREET SAN LEANDRO, CALIFORNIA 94577. ICC -ES NUMBER IS ER -5302. SPECIAL INSPECTION PROGRAM AND STRUCTURAL TEST 1. THIS SECTION APPUES TO THE STRUCTURAL PORTIONS OF THE PROJECT REQUIRING SPECIAL INSPECTION. THE SPECIAL INSPECTOR'S DUTIES ARE AS DESCRIBED IN IBC 1704.1 AND IBC 1704.1.2. COPIES OF TEST RESULTS AND FINAL REPORTS SHALL BE FURNISHED TO THE ENGINEER IN ADDITION TO OTHER NORMAL DISTRIBUTIONS WITHIN ONE WEEK OF THE TEST OR INSPECTION. 2. ALL TEST AND INSPECTIONS SHALL BE PERFORMED BY AN INDEPENDENT TESTING AND INSPECTION AGENCY EMPLOYED BY THE OWNER OR THE ENGINEER OR THE ARCHITECT AND NOT THE CONTRACTOR PER IBC SECTION 109. JOB SITE VISITS BY THE STRUCTURAL ENGINEER DO NOT CONSTITUTE A SPECIAL INSPECTION. 3. THE CONTRACTOR SHALL BE RESPONSIBLE FOR PROVIDING THE TEST AND INSPECTION FIRM WITH A SCHEDULE TO FACILITATE THE PROPER COORDINATION OF WORK. 4. IN ADDITION TO THE REQUIRED INSPECTIONS, THE FOLLOWING CHECKED ITEMS WILL REQUIRE SPECIAL INSPECTION IN ACCORDANCE WITH SECTION 1704 OF THE INTERNATIONAL BUILDING CODE. 5. APPROVED FABRICATORS: (MUST SUBMIT CERTIFICATE OF COMPLIANCE) FOR ALL OFFSITE FABRICATION SUCH AS STRUCTURAL STEEL, GLU -LAMS, PRECAST CONCRETE, ETC. 6. ALL STRUCTURAL CONCRETE SHALL BE TESTED IN ACCORDANCE WITH IBC SECTION 1905.6. RESULTS OF TESTS SHALL BE SUBMITTED BY THE TESTING AGENCY TO THE ENGINEER FOR REVIEW. WHERE STRENGTH TEST RESULTS INDICATE A STRENGTH LOWER THAN THE SPECIFIED COMPRESSIVE STRENGTH, FURTHER INVESTIGATION SHALL BE MADE PER IBC SECTION 1905.6.5 AT THE EXPENSE OF THE CONTRACTOR. 7. ALL STRUCTURAL MASONRY SHALL BE TESTED IN ACCORDANCE WITH IBC SECTION 2105 (INCLUDING MORTAR AND GROUT). MASONRY PRISMS SHALL BE PREPARED AND TESTED IN ACCORDANCE WITH ASTM C 1314. (NOTE - FULL ALLOWABLE MASONRY STRESSES HAVE BEEN USED IN DESIGN) ADDITIONAL TESTING AND WORK REQUIRED AS A RESULT OF DEFICIENT MASONRY STRENGTH SHALL BE AT THE EXPENSE OF THE CONTRACTOR. TEST RESULTS SHALL BE SUBMITTED BY THE TESTING AGENCY TO THE ENGINEER FOR REVIEW. STRUCTURAL LUMBER (CONT) 9. PROVIDE 2x SOLID BLOCKING AT ALL JOINT AND RAFTERS BEARING LOCATIONS, MORE THAN EIGHT INCHES IN DEPTH AT NOT MORE THAN 8' -0" ON CENTER UNLESS HUNG IN AN ICC -ES APPROVED METAL HANGER. 10. DO NOT NOTCH JOISTS, RAFTERS OR BEAMS EXCEPT WHERE SHOWN ON THE DETAILS. HOLES THROUGH SILLS, PLATES, STUDS AND DOUBLE PLATES IN WALLS SHALL NOT EXCEED 1/3 OF THE PLATE WIDTH. USE BORED HOLES LOCATED IN CENTER OF MEMBER OR USE METAL STRAP ON NEAR SIDE. NO HOLES PERMITTED IN STUDS. SILL PLATES OR TOP PLATES OF SHEAR PANELS WITHOUT EXPRESSED APPROVAL. 11. USE MALLEABLE IRON WASHERS UNDER EXPOSED EXTERIOR BOLT HEADS AND NUTS. MALLEABLE WASHERS TO HAVE A DIAMETER 4 TIMES BOLT DIAMETER AND THICKNESS 1/2 BOLT DIAMETER. 12. DOUBLE TOP PLATES AT ALL EXTERIOR WALLS AND ALL BEARING PARTITIONS (NOT OTHERWISE DETAILED) SHALL LAP 4' -0" MINIMUM AT SPLICES AND SHALL HAVE 6 -16d NAILS MINIMUM THROUGH EACH SIDE OF SPLICE IN PLATES. 13. ALL WALLS NOT SOLIDLY SHEATHED OR CONTAINING SHEAR PANELS SHALL HAVE A 1x6 DIAGONAL LET-IN OR APPROVED STEEL X BRACE AT THE ENDS AND AT NOT MORE THAN 25' ON CENTER. BRACE SHALL EXTEND FROM BOTTOM OF LOWEST PLATE TO TOP OF UPPER PLATE. 14. ALL WALL ANCHOR & CONTINUITY TIE HARDWARE SHALL BE AS MANUFACTURED BY "SIMPSON COMPANY" OR ENGINEER APPROVED EQUAL. ALL "CT" AND 1 HARDWARE SHALL BE ZONE 4 HARDWARE 15. ADHESIVES USED FOR ANY FIELD GLUEING SHALL CONFORM TO APA PERFORMANCE SPECIFICATION AFG -01. 16. WHERE (E) HOLES IN ROOF FRAMING MEMBERS ARE LESS THAN 2 1/2" FROM (N) BOLT HOLES FOR (N) HARDWARE, THE (E) HOLE SHALL BE FILLED W/ EPDXY. EPDXY ANCHORS 1. EPDXY FOR EPDXY ANCHORS SHALL BE: SET -HS EPDXY BY " SIMPSON STRONG -TIE" (ICC -ES ESR -1772) 2. ANCHORS USED FOR EPDXY ANCHORS SHALL BE ASTM A -307 OR A36 THREADED RODS UNO. SIZE AND EMBEDMENT SHALL BE AS INDICATED ON PLANS. 3. ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH THE EPDXY MANUFACTURER'S RECOMMENDATIONS AND THE CURRENT ICC -ES REPORT. 4. SPECIAL INSPECTION SHALL BE PROVIDED IN ACCORDANCE WITH IBC -2003 SECTION 1704 AND IN ACCORDANCE WITH THE SPECIFIC SPECIAL INSPECTION REQUIREMENTS SET FORTH IN THE CORRESPONDING ICC -ES REPORT. 5. DRILLED HOLES SHALL BE CLEANED OF DUST AND ANY DEBRIS USING NYLON BRUSH AND COMPRESSED AIR. OIL, SCALE, AND RUST SHALL BE REMOVED FROM THREADED RODS PRIOR TO INSTALLATION. 6. EMBEDMENT SHALL BE NOT LESS THAN AS SHOWN ON DRAWINGS. STRUCTURAL STEEL 1. ALL STRUCTURAL STEEL MATERIALS AND WORKMANSHIP SHALL BE IN ACCORDANCE WITH THE LATEST REVISED EDITION OF THE RISC MANUAL OF STEEL CONSTRUCTION, WHICH INCLUDES THE SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS, THE CODE OF STANDARD PRACTICE AND THE AWS STRUCTURAL WELDING CODE. IDENTIFY AND MARK STEEL PER IBC 2203. 2. STRUCTURAL STEEL SHALL CONFORM TO THE FOLLOWING: MATERIAL SPECIFICATIONS: W - SHAPES ASTM A992 OR ASTM A572 GRADE 50 C -, S -, M -, HP -, AND ANGLE SHAPES ASTM A36 BARS AND PLATES ASTM A36 MACHINE BOLTS ASTM A307 ANCHOR BOLTS AND PINS ASTM A307 AND /OR A325 PIPE (STANDARD WEIGHT, UNO) ASTM A53 GRADE B FY = 35 KSI STRUCTURAL TUBES ASTM A500 GRADE B FY =46 KSI 3. LICENSED FABRICATORS APPROVED BY THE BUILDING DEPARTMENT SHALL FURNISH SHOP DRAWINGS FOR REVIEW BY THE STRUCTURAL ENGINEER PRIOR TO FABRICATION OF STRUCTURAL MEMBERS. 4. NO HOLES OTHER THAN THOSE SPECIFICALLY DETAILED SHALL BE ALLOWED THRU STRUCTURAL STEEL MEMBERS. BOLT HOLES SHALL CONFORM TO AISC SPECIFICATION, AND SHALL BE STANDARD HOLES UNLESS OTHERWISE NOTED. NO CUTTING OR BURNING OF STRUCTURAL STEEL WILL BE PERMITTED WITHOUT PRIOR CONSENT OF THE ENGINEER. 5. ALL CONNECTIONS NOT DETAILED ON THE PLANS SHALL BE DETAILED BY THE STEEL FABRICATOR AND SHALL BE SHOWN ON THE SHOP DRAWINGS SUBMITTED TO THE ENGINEER FOR REVIEW. 6. ALL STRUCTURAL STEEL SHAPES SHALL BE PRIMED WITH A RUST RESISTANT PRIMER BEFORE SHIPMENT TO THE PROJECT SITE. 7. AFTER ERECTION IS COMPLETE, TOUCH -UP ALL SHOP PRIMING COATS DAMAGED DURING TRANSPORTATION AND ERECTION. 8. HIGH STRENGTH BOLTS WHERE INDICATED IN THE PLANS OR DETAILED SHALL CONFORM TO ASTM A325 OR A490, AND BE PROVIDED WITH HARDENED WASHERS CONFORMING TO ASTM F436 SUP - CRITICAL TYPE BOLTS (A325 -SC OR A490 -SC) SHALL BE TWIST- OFF -TYPE TENSION - CONTROL BOLT ASSEMBLY. AT CONTRACTOR'S OPTION, THE COMBINATION OF HIGH STRENGTH BOLTS AND DIRECT TENSION LOAD INDICATING WASHERS CONFORMING TO ASTM F -959 ARE ACCEPTABLE SUBSTITUTIONS. CONTACT SURFACES SHALL BE CLEAN MILL SCALE OR CLASS A QUALIFIED COATINGS. 9. ALL SHOP AND FIELD BOLTED CONNECTIONS SHALL BE IN ACCORDANCE WITH ASTM A -307 USING UNFINISHED AMERICAN STANDARD REGULAR BOLTS, UNLESS OTHERWISE NOTED. 10. ALL STRUCTURAL STEEL EXPOSED TO EARTH SHALL HAVE 3" CONCRETE COVER. WASHER SCHEDULE 1. WASHERS SHALL BE USED UNDER HEADS AND NUTS OF ALL BOLTS BEARING ON WOOD. THE WASHERS LISTED BELOW SHALL BE USED IN THE FOLLOWING LOCATIONS: A. SOLE PLATES TO FOUNDATION. B. WOOD LEDGERS AND CAPS TO CONCRETE AND MASONRY WALLS AND TO STEEL MEMBERS. C. AGAINST 2x MEMBER WHEN 2x MEMBER IS BOLTED TO A HEAVIER MEMBER OR IS USED TO MAKE A BEAM. D. STANDARD CUT WASHERS MAY BE USED ELSEWHERE UNLESS NOTED ON THE DRAWINGS. GENERAL 1. THE CONTRACTOR SHALL ASSUME SOLE AND COMPLETE RESPONSIBILITY FOR JOB SITE CONDITIONS DURING THE COURSE OF CONSTRUCTION, INCLUDING THE SAFETY OF ALL PERSONS AND PROPERTY, AND THIS REQUIREMENT SHALL APPLY CONTINUOUSLY AND NOT BE LIMITED TO NORMAL WORKING HOURS. 2. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL MEANS AND METHODS OF CONSTRUCTION AND SHALL TAKE ALL MEASURES NECESSARY TO PROTECT THE STRUCTURE DURING CONSTRUCTION. INCLUDING, BUT NOT UMITED TO, SHORING, BRACING, AND TEMPORARY EXCAVATIONS, AND SHALL BE IN ACCORDANCE WITH ALL STATE AND FEDERAL SAFETY REQUIREMENTS. 3. THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS, ELEVATIONS, AND SITE CONDITIONS BEFORE STARTING WORK AND SHALL NOTIFY THE ARCHITECT AND ENGINEER IMMEDIATELY OF ANY DISCREPANCIES. 4. ALL OMISSIONS AND CONFUCTS BETWEEN THE VARIOUS ELEMENTS OF THE WORKING DRAWINGS AND /OR SPECIFICATIONS SHALL BE BROUGHT TO THE ATTENTION OF THE ARCHITECT AND ENGINEER BEFORE PROCEEDING WITH WORK SO INVOLVED. 5. RESOLVE ANY CONFUCTS ON THE DRAWINGS WITH THE ENGINEER BEFORE PROCEEDING WITH CONSTRUCTION. 6. ALL MATERIAL AND WORKMANSHIP SHALL CONFORM TO THE REQUIREMENTS OF THE LATEST EDITION OF THE INTERNATIONAL BUILDING CODE (I.B.C.) AND SHALL COMPLY WITH AND BE INSTALLED IN ACCORDANCE WITH ALL THE REQUIREMENTS OF ALL LEGALLY CONSTITUTED PUBLIC AUTHORITIES HAVING JURISDICTION, INCLUDING ALL COUNTY AND LOCAL ORDINANCES, AND THE SAFETY ORDERS OF THE STATE INDUSTRIAL ACCIDENT COMMISSION, OSHA. 7. WHERE A SECTION OR TYPICAL DETAIL IS SHOWN FOR ONE CONDITION IT SHALL APPLY FOR ALL LIKE OR SIMILAR CONDITIONS UNLESS OTHERWISE NOTED. 8. NO CHANGES ARE TO BE MADE TO THESE PLANS WITHOUT THE KNOWLEDGE AND WRITTEN CONSENT OF J.S. DYER & ASSOCIATES INC. STRUCTURAL ENGINEERS. 9. ANY REFERENCE TO THE WORDS APPROVED, OR APPROVAL IN THESE DOCUMENTS SHALL BE HERE DEFINED TO MEAN GENERAL ACCEPTANCE OR REVIEW AND SHALL NOT RELIEVE THE CONTRACTOR AND /OR HIS SUB - CONTRACTORS OF ANY UABIUTY IN FURNISHING THE REQUIRED MATERIALS OR LABOR SPECIFIED. 10. OBSERVATION VISITS TO THE SITE BY THE STRUCTURAL ENGINEER SHALL NOT INCLUDE OBSERVATION OF SAFETY METHODS, BRACING OR SUPPORT AND SHALL NOT BE CONSTRUED AS INSPECTION NOR APPROVAL OF CONSTRUCTION. 11. ALL INFORMATION SHOWN ON THE DRAWINGS RELATIVE TO EXISTING CONDITIONS IS GIVEN AS BEST AS POSSIBLE, BUT WITHOUT GUARANTEE OF ACCURACY. WHERE ACTUAL CONDITIONS CONFLICT WITH THE DRAWINGS, THEY SHALL BE REPORTED TO THE ENGINEER SO THAT THE PROPER REVISIONS MAY BE MADE. MODIFICATIONS OF DETAILS OF CONSTRUCTION SHALL NOT BE MADE WITHOUT WRITTEN APPROVAL FROM THE ENGINEER. 12. REPLACE ALL DAMAGED & REMOVED GYPSUM BOARD SHEATHING TO PREVIOUSLY CONSTRUCTED CONDITION. 13. EXISTING SUBPURLIN, PURLIN AND FLOOR JOIST HANGERS SHALL BE INSPECTED FOR CORROSION WHERE READILY AVAILABLE. ANY HANGERS NOTED WITH CORROSION SHALL BE REPORTED TO THE ENGINEER. 14. WALL ANCHOR BOLTS MAY BE ANGLED AT UP TO 1:10 WITHOUT ENGINEER NOTIFICATION U.N.O. 15. CONTRACTOR SHALL EXHIBIT THE NECESSARY CAUTION AND CARE WHILE DRILUNG INTO EXISTING CONCRETE WALL PANELS TO PREVENT SPALUNG. 16. DESIGN BASED ON 2006 EDITION OF INTERNATIONAL BUILDING CODE. STRUCTURAL LUMBER 1. ALL VISUALLY GRADED FRAMING LUMBER SHALL CONFORM TO THE GRADING RULES SET FORTH BY THE WEST COAST LUMBER INSPECTION BUREAU (WCLIB) OR THE WESTERN WOOD PRODUCTS ASSOCIATION (WWPA). EACH PIECE SHALL BEAR THE GRADE STAMP AND THE APPROVED GRADING AGENCY, EXCEPT EXPOSED LUMBER SHALL BEAR NO MARKINGS WHICH WILL BE VISIBLE AFTER INSTALLATION. 2. ALL FRAMING LUMBER SHALL BE DOUGLAS FIR- LARCH, UNLESS OTHERWISE NOTED. 2x AND 4x SAWN LUMBER SHALL HAVE A MOISTURE CONTENT NOT MORE THAN 19% AT TIME OF FABRICATION. THE FOLLOWING GRADES SHALL BE THE MINIMUM ACCEPTABLE GRADES, UNLESS OTHERWISE NOTED: ITEM MINIMUM GRADE STUDS: 2" THICK, 4" WIDE (STUD HT. =8' -1" MAX) STUD GRADE 2" THICK, 4" TO 8" WIDE NO. 2 3" THICK, 4" TO 8" WIDE NO. 2 PANEUZED ROOF RAFTERS: 2" THICK, 4" WIDE NO. 1 2" THICK, 6" AND WIDER NO 1 3" THICK, 4" AND WIDER NO 1 4" THICK, 4" AND WIDER NO 1 STRUCTURAL JOISTS AND LIGHT FRAMING: 2 TO 4" THICK, 4" AND WIDER NO. 1 BEAMS AND STRINGERS: 5" AND THICKER, 6" AND WIDER NO 1 POST AND COLUMNS. NO. 1 3. SILL PLATES IN CONTACT WITH CONCRETE OR MASONRY SHALL BE PRESSURE TREATED DOUGLAS FIR. ALL WOOD BEARING ON CONCRETE OR MASONRY IF LESS THAN 4' -0" ABOVE GRADE SHALL BE PRESSURE TREATED DOUGLAS FIR. 4. MAXIMUM STUD HEIGHT SCHEDULE AT INTERIOR NON- BEARING WALLS (LATERALLY UNSUPPORTED HEIGHT): 2x4 AT 16" OC 14' -O" 2x6 AT 16" OC 28' -0" 2x8 AT 16" OC . . . . . 35' -0" UNO MAXIMUM CEILING JOIST SPANS SHALL BE PER IBC SPAN TABLES. PROVIDE BLOCKING AT 8' -0" OC. 5. STRUCTURAL PLYWOOD SHALL CONFORM TO U.S. PRODUCTS STANDARD PS 1 -95. STRUCTURAL USE PANELS SHALL CONFORM TO PS 2 -92 (APA PRP -108). APA GRADE STAMP SHALL BE PROVIDED ON ALL SHEATHING. SHEATHING SHALL BE EXPOSURE 1 (EXTERIOR GLUE). INSTALL WITH FACE GRAIN ACROSS SUPPORTS EXCEPT WHERE NOTED ON PLANS OR DETAILS. PROVIDE GAPS AT ALL EDGES AS RECOMMENDED BY APA. GAPS PROPERLY SPACED INITIALLY, BUT CLOSED DURING CONSTRUCTION NEED NOT BE SAWCUT. ROOF AND FLOOR SHEATHING AND SHEAR WALL PANELS SHALL BE IN PLACE AND INSPECTED BY THE BUILDING OFFICIAL PRIOR TO COVERING. 6. FRAMING HARDWARE SHALL BE "SIMPSON STRONG -TIE" OR APPROVED EQUAL LATEST EDITION UNLESS OTHERWISE NOTED. FILL ALL ROUND AND TRIANGLE NAIL HOLES WITH NAILS TYPICAL. CONNECTORS USED OTHER THAN "SIMPSON STRONG -TIE" PRODUCTS SHALL BE AT THE RISK OF THE CONTRACTOR. J.S. DYER & ASSOCIATES, DOES NOT ACCEPT ANY RESPONSIBILITY NOR GUARANTEE THAT OTHER CONNECTORS ARE EQUIVALENT IN ALL RESPECTS INCLUDING LOAD CAPACITY, QUALITY AND /OR PERFORMANCE TO " SIMPSON STRONG -TIE" PRODUCTS. 7. WOOD SCREWS SHALL BE IN CONFORMANCE WITH ANSI B18.6.1. 8. BOLTS AND LAG SCREWS SHALL CONFORM TO ANSI B18.2.1. ALL BOLTS THRU WOOD SHALL HAVE STANDARD CUT WASHERS EXCEPT WHERE METAL SIDE PLATES ARE SPECIFIED, BOLT HOLES SHALL BE BORED 1/32" TO 1/16" LARGER THAN THE BOLT DIAMETER, UNLESS OTHERWISE NOTED. ALL BOLTS SHALL BE RETIGHTENED PRIOR TO APPLICATION OF PLASTER, PLYWOOD, ETC. 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FOR GENERAL NOTES, SEE SHEETS SN1.1 TYP TYP TYP ROOF FRAMING NOTES 2. CONTRACTOR SHALL FIELD VERIFY ALL DIMENSIONS. 3. CONTRACTOR TO NOTIFY OWNER OF ROTTEN OR DAMAGED ROOF FRAMING MEMBERS AND SHEATHING AND REPLACE WITH THEIR PERMISSION 4. EXISTING SUBPURL.IN, PURUN AND FLOOR JOIST HANGERS SHALL BE INSPECTED FOR CORROSION WHERE READILY AVAILABLE. ANY HANGERS NOTED WITH CORROSION SHALL BE REPORTED TO THE ENGINEER. 5. WOOD SHIMS MAY BE REQUIRED EACH SIDE OF ROOF MEMBER TO ALLOW HARDWARE CLEARANCE AT PANEL JOINTS, PIPING AND ELECTRICAL EQUIPMENT. SEE DETAIL 4/SD1.1 FOR TYPICAL WOOD SHIM INSTALLATION. CONTRACTOR SHALL DETERMINE LOCATIONS REQUIRING SHIMS AND INCLUDE COST FOR SHIMS IN BASE BID TO OWNER. RECEIVED CITY OF TUKWILA AUG 2 9 2007 puimit CtIVI t::: , 1 211b z 0 z CC LL I O O cc w F- 1- 0 0 0 0 0 [n 0 0 0 w Q W a 0 w co 0 z (3 z 0 cn 0 z W 11_ O ti W cn z UJ O 0 w aM CL 05) U ▪ W z 0 L 0 0 aF w O N Ci 5 CO z 0 z 0 co h L— E y t- o) cp M 1 co 0, I PURLIN WALL ANCHORAGE SCHEDULE MARK MIN. MEMBER TYPE ZONE 4 SIMPSON ALTERNATE EPDXY ANCHOR SIZE MIN. MEMBER T2 -46 -8 4x6 T2 -24 -6 HD6A PER HARDWARE GLB TIE SCHEDULE (FOR 5 1/8x OR LARGER) MARK MIN. MEMBER ZONE 4 TYPE SIMPSON ALTERNATE T2 -46 -8 5 1/8 T2 -46 -8 HD14A CONTINUITY TIE SCHEDULE MARK ZONE 4 TYPE SIMPSON ALTERNATE 3 1/2" T2 -46 -8 HD14A MARK EMBED WALL THICKNESS 3 1/2" 51/2" (E) 4x14 PURLIN (E) PILASTER g DETAIL SCALE: 3/4 " =1' — O " PLAN 19 L (E) GLB PER PLAN WASHER 1/2" THICK x3 "x6" HIGH TYP. SEE (E) WALL ROD SIZE 3/4 "0 DETAIL SCALE: 3/4 " =1' -0" 14 DETAIL SCALE: 3/4 " =1' -0" (DETAIL SCALE: 3/4 " =1' -0" 20 15 DETAIL SCALE: 3/4 " =1' -0" 1 (E) ROOF FRAMING . 11 (E) OR (N) SISTERING PLAN (E) ROOF FRAMING WHERE REQUIRED, ADD 1/2" TO 1 1/2" PLYWOOD SHIM TO ONE SIDE OF ROOF FRAMING UNDER CONTINUITY TIE. GLUE AND NAIL WITH A MIN OF (12) 16d NAILS. PLAN r II 11 II 11 4 \: ROOF FRAMING (E) OR (N) ROOF FRAMING (E) OR (N) (N) SISTERING TO MATCH OTHERSIDE, ADD ADDITIONAL M. BOLTS WITH SAME SIZE AND SPACING AND QUANTITY AS CONTINUITY TIE BOLTS CONTINUITY TIE SHIM SCALE: 3/4 " =1' —O" DETAIL SCALE: 3/4 " =1' -O" DETAIL SCALE: 3/4 " =1' -0" 10 11 DETAIL SCALE: 3/4 " =1' —O" 12 SECOND PAIR WHERE OCCURS (E) GLB I w -- J 1 1 1 _ _ 1 —b rt= = = .7 =1'1= NOTE: 1. A LARGER CALLOUT THAN SPECIFIED MAY BE USED. ZONE 4 T2 CONTINUITY TIE PER SCHEDULE EA. SIDE AND EA. FACE (4 TOTAL UNO) W/ THREADED ROD h/4 MIN. h/4 MIN. (E) 4x OR (E) GLB SHIM IF REQUIRED PER DETAIL CONTINUITY TIE SCALE: 3/4 " =1' -0" 5 3/8 "x2 3/4' PLATE W /COUNTERSUNK HOLE 3 "0x3/8" THICK ROUND WASHER U.N.O. 0 HOT DIPPED GALV. OR PAINT W /RUST INHIBITIVE PAINT NOTE: ® AND PERMISSION ONLY. EMBED.( L (E) CONC. PANEL (E) LEDGER WASHER AND NUT (OPTIONAL) COUPLER WITH WITNESS HOLES WHERE REQUIRED EPDXY ANCHOR BOLT DIAMETER TO SUIT HARDWARE SEE PLANS AND DETAILS A307 THRU BOLT PER HARDWARE SPECIFIED FLATHEAD SLOTTED CAP SCREW 80 TO BE FLUSH WITH PLATE PROVIDE NON- SHRINK GROUT BETWEEN PLATE AND FACE OF HOLE IN (E) CONC. PANEL A307 THRU BOLT PER HARDWARE SPECIFIED NOTE: SEE "EPDXY ANCHORS" NOTES ON SHEET SN1 ALTERNATIVES WITH BUILDING OWNER'S AND PROPERTY MANAGER'S DETAIL SCALE: 3/4 " =1' -0" PURLIN ANCHORAGE SCALE: 3/4 " =1' -0" SUB- PURLIN ANCHORAGE SCALE: 3/4 " =1' -0" 1 SEE (E) CONC. PANEL (E) LEDGER W/ HANGER COUPLER WHERE REQUIRED ADD NEW HARDWARE TO EACH SIDE OF (E) BEAM W/ 3/4 "0 THREADED ROD PER SCHEDULE LOCATE (N) HARDWARE SUCH THAT 3 BOLTS " FROM (N) BOLT HOLES INIMUM PLAN z CO sr z (E) HARDWARE, REMOVE AS REQUIRED ( E ) R PURLIN (E) GLB OR FOR PURLIN LOCATED NEAR CONC. WALL PANEL JOINTS SEE 2 I I 1 I I1 - - -- ----------- If -- — �-- - - II -- DOES NOT OCCUR 11 - - -- ___ II i I II--- I---- I - - - -I 11 1 PLAN ROD SIZE 3/4 "o - n i (E) 4x LEDGER 8" WHERE PARAPET FUTURE FINAL ROOF NAILJNG SHALL BE A MINIMUM OF 10d ® 4" OC TO EACH SUB -- PURLIN ADJACENT TO NEW TIE ROD —� (N) COUPLER WITH WITNESS HOLES TYP. WHERE REQUIRED V � (N) TIE ROD THREADED ONE END (N) 1/4" THK. x 3" SQUARE PLATE WASHER (N) LOCK WASHER (N) NUT P ER PLAN' IXI (N) TIE ROD I1I THREADED EACH END NOTE: LOCATE (N) ANCHOR EQUAL DISTANCE BETWEEN EXISTING SUB - PURLINS (N) 1/4" THK. x 3" SQUARE PLATE WASHER (E) PURUN (N) SIMPSON "TUD" TAKE UP DEVICE OR ZONE 4 "AT 75" TAKE UP OR lr ZONE FOUR CN (CINCH NUT) (N) DOUBLE NUT I 1 I (N) LOCK WASHER i.7 3 SEE TYP (E) HARDWARE TO REMAIN (E) LEDGER BOLTS DETAIL 7 (E) CONC. PANEL (E) LEDGER FR I 1 I�11 1 1 J - - 1 1 1 1 1 Ir 1 1 � Yf 1 I 1 � i_r ° �� 9" MIN. 18" MAX. LOCATE (N) HARDWARE SUCH THAT (E) BOLT HOLE ARE A MIN. 3" FROM (N) BOLT HOLES 2x, 4x OR fix #1 EA. SIDE GLUED W /ADDmONAL M.B. W/ SAME SIZE, SPACING, �, AND QUANTITY AS BOLTS ON 1 HARDWARE 1_ � (E) PILASTER I PLAN -1 1/4" MIN. PER (E) HARDWARE REMOVE AS REQUIRED (E) 4x PURLIN OR GLB (E) 2x SUB- PURLIN 6 " MIN. TYP _L__ 1 1/4" MIN.- SEE DETAIL RECEIVED CITY OF TUMILA AUG 2 9 2007 PtJHMJ (JE N JER FOR ADDITIONAL INFORMATION SCALE: 3/4 " =1' - 0" 4 J h (E) GLB h/4 MIN. h/4 MIN. SECOND PAIR WHERE OCCURS (E) GLB 12" MIN. 12" MIN. GLB CONTINUITY TIE HARDWARE EACH SIDE PER SCHEDULE SHIM IF REQUIRED PER DETAIL SCALE: 3/4 " =1' -0" 8 DO13 cri rn a w w x 1- 1- 0 z 1- w r) 0 I U ray 0 A w rn J 0 U z U 0 cn (!1 z ce w 4 w 0 1- z w 0 U z w V) rn w w 0 C— O 0 0 N • Q) (n d7 —j LLI J 5 CO co Z co Z 0 S wF- CC >z CO a Q Z Z w-1 J 2 co I- 1- LL 0 cc 1- w CC 0) w CO Q 1 — Z J 0 • ae A A A REVISIONS LDG DEPT SUB 07 -31 -0 DRAWN DATM SCALE: AS NOTED JOB NO. 2007.296.00 SHEET SD1.1 1/