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HomeMy WebLinkAboutPermit D11-383 - SAHALE SNACKS - OPENINGS, WINDOWS AND DOORSSAHALE SNACKS 3411 S 120 PL SUITE 100 D11 -383 City okukwila • 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 Parcel No.: 1023049069 Address: 3411 S 120 PL TUKW Suite No: Project Name: SAHALE SNACKS DEVELOPMENT PERMIT Permit Number: D11 -383 Issue Date: 01/30/2012 Permit Expires On: 07/28/2012 Owner: Name: SABEY CORPORATION Address: 12201 TUKWILA INTL BLVD 4THFL , SEATTLE WA 98168 Contact Person: Name: SARAH DEVLIN Address: 2505 FIFTH AV, SUITE 324 , SEATTLE WA 98121 Contractor: Name: NORTHWAY CONSTRUCTION INC Address: 1433 VALENTINE AV SE , PACIFIC WA 98047 Contractor License No: NORTHCI905CQ Lender: Name: Address: Phone: 206 -720 -7001 Phone: 253 - 753 -8100 Expiration Date: 02/18/2014 DESCRIPTION OF WORK: NEW EXITERIOR OPENINGS, WINDOWS AND DOORS IN AN EXISTING BUILDING. Value of Construction: $40,000.00 Fees Collected: $1,337.95 Type of Fire Protection: SPRINKLERS International Building Code Edition: 2009 Type of Construction: ID -B Occupancy per IBC: 0008 Electrical Service Provided by: SEATTLE CITY LIGHT * *continued on next page ** doc: IBC -7/10 D11 -383 Printed: 01 -30 -2012 Public Works Activities: Channelization / Striping: N Curb Cut / Access / Sidewalk / CSS: N Fire Loop Hydrant: Flood Control Zone: Hauling: Land Altering: Landscape Irrigation: Moving Oversize Load: • N Number: 0 N Start Time: Volumes: Cut 0 c.y. Start Time: Size (Inches): 0 End Time: Fill 0 c.y. End Time: Sanitary Side Sewer: Sewer Main Extension: Private: Public: Storm Drainage: Street Use: Profit: N Non - Profit: N Water Main Extension: Private: Public: Water Meter: N Permit Center Authorized Signature: Date: I hereby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating construction or the performance of work. I am authorized to sign and obtain this development permit and agree to the conditions attached to this permit. Signature: Date: t 30/ l Z Print Name:�- r\e�— 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 CONDPI'fONS * ** 2: No changes shall be made to the approved plans unless approved by the design professional in responsible charge and the Building Official. 3: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (206/431- 3670). 4: All permits, inspection records, and approved plans shall be at the job site and available to the inspectors prior to start of any construction. These documents shall be maintained and made available until final inspection approval is granted. 5: The special inspections and verifications for concrete construction shall be required. 6: The special inspections for steel elements of buildings and structures shall be required. All welding shall be done by a Washington Association of Building Official Certified welder. 7: Installation of high- strength bolts shall be periodically inspected in accordance with AISC specifications. doc: IBC -7/10 011 -383 Printed: 01 -30 -2012 8: The special inspection of bolts to be instill in concrete prior to and during placement Oncrete. 9: When special inspection is required, either the owner or the registered design professional in responsible charge, shall employ a special inspection agency and notify the Building Official of the appointment prior to the first building inspection. The special inspector shall furnish inspection reports to the Building Official in a timely manner. 10: A final report documenting required special inspections and correction of any discrepancies noted in the inspections shall be submitted to the Building Official. The final inspection report shall be prepared by the approved special inspection agency and shall be submitted to the Building Official prior to and as a condition of final inspection approval. 11: All construction shall be done in conformance with the approved plans and the requirements of the International Building Code or International Residential Code, International Mechanical Code, Washington State Energy Code. 12: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 13: All wood to remain in placed concrete shall be treated wood. 14: 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). 15: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Building Department (206- 431 - 3670). 16: 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. 17: ** *FIRE DEPARTMENT CONDITIONS * ** 18:. The attached set of building plans have been reviewed by the Fire Prevention Bureau and are acceptable with the following concerns: 19: Maintain sprinlder coverage per N.F.P.A. 13. Addition/relocation of walls, closets or partitions may require relocating and/or adding sprinkler heads. (IFC 901.4)(EXTEND SPRINKLER PROTECTION TO THE CANOPY PER NFPA 13.) 20: All new sprinlder systems and all modifications to existing sprinlder systems shall have fire department review and approval of drawings prior to installation or modification. New sprinlder systems and all modifications to sprinkler systems involving more than 50 heads shall have the written approval of Factory Mutual or any fire protection engineer licensed by the State of Washington and approved by the Fire Marshal prior to submittal to the Tukwila Fire Prevention Bureau. No sprinlder work shall commence without approved drawings. (City Ordinance No. 2050). 21: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2050 and #2051) 22: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 23: 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 -383 Printed: 01 -30 -2012 CITY OF TUKI4.LA Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http://www.ci.tukwila.wa.us Building Permit No. V Mechanical Permit No. 1,1 460.5 Plumbing /Gas Permit Nc 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 Site Address: 3411 SOUTH 120TH PLACE Tenant Name: SAHALE SNACKS Property Owners Name: SABEY CORPORATION King Co Assessor's Tax No.: 1023049069 Suite Number: 100 New Tenant: Floor: ❑ Yes Mailing Address: 12201 TUKWILA INTERNATIONAL BLVD., 4TH FLR SEATTLE, WA City State ..No 98168 Zip CO A+ T PERSON — who do we contact hen your per is ready to be issued Name: SARAH DEVLIN / CRAFT ARCHITECTS Mailing Address: 2505 THIRD AVE, SUITE 324 E -Mail Address: SARAH @CRAFTARCHITECTS.COM Day Telephone: (206) 720 -7001 SEATTLE, WA City State Fax Number: (206) 720 -2949 98121 Zip GENERAL CONTRACTOR INFORMATION — (Contractor Information for Mechanical (pg 4) for Plumbing and Gas Piping (pg 5) Company Name: Mailing Address: City Contact Person: Day Telephone: E -Mail Address: Fax Number: Contractor Registration Number: Expiration Date: State Zip CHLTECT OF RECORD — All plans must be stamped y Architect o: Record Company Name: CRAFT ARCHITECTS / KATHY CRAFT -REICH Mailing Address: 2505 THIRD AVE, SUITE 324 SEATTLE, WA 98121 Contact Person: SARAH DEVLIN / CRAFT ARCHITECTS E -Mail Address: SARAH @CRAFTARCHITECTS.COM City State Day Telephone: (206) 720 -7001 Fax Number: (206) 720 -2949 Zip ENGINEER OF RECORD - All plans mus be stamped by Engineer of Record Company Name: ENGINEERS NORTHWEST Mailing Address: 6869 WOODLAWN AVE NE, SUITE 205 Contact Person: DAN LAKE E -Mail Address: DANL @ENGINEERSNW.COM H.A Appl icaiions\Forms- Applications On Line A2010 Applications V7 -2010 - Permit Application doe Revised: 7 -2010 SEATTLE, WA City State Zip Day Telephone: (206) 525 -7560 Fax Number: 98115 Page 1 of 6 BUILDING PERMIT INFORMATION 06 -431 -3670 Valuation of Project (contractor's bid price): $ " ►' J QQ a . 00 Existing Building Valuation: $ Scope of Work (please provide detailed information): NEW EXTERIOR OPENINGS, WINDOWS AND DOORS IN AN.6.14V,Agr, BUILDING. Will there be new rack storage? ❑ Yes Z.. No If yes, a separate permit and plan submittal will be required. Provide All Building Area in Square Footage Belo 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 m No if "yes ", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: m Sprinklers ❑ Automatic Fire Alarm ❑ None ❑ Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ Yes m No If "yes', attach list of materials and storage locations on a separate 8 -I /2" x I I " paper including quantities and Material Safely 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. 1] 1Applications \Forms - Applications On Line \2010 Applications \7 -2010 - Permit Application doc Revised. 7 -2010 bh Page 2o16 Existing Interior Remodel Addition to Existing Structure New Type of Construction per 113C Type of Occupancy per IBC 1St Floor 2nd Floor 3`d Floor Floors thru Basement Accessory Structure* Attached Garage Detached Garage Attached Carport Detached Carport Covered Deck Uncovered Deck PLANNING DIVISION: Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: 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 m No if "yes ", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: m Sprinklers ❑ Automatic Fire Alarm ❑ None ❑ Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ Yes m No If "yes', attach list of materials and storage locations on a separate 8 -I /2" x I I " paper including quantities and Material Safely 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. 1] 1Applications \Forms - Applications On Line \2010 Applications \7 -2010 - Permit Application doc Revised. 7 -2010 bh Page 2o16 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. BUILDING n WNE I• R A 1 HORIZE I• GENT: Sign Print Name: Mailing Address: Date: l-4 l l Day Telephone: City State Zip Date Application Accepted: 1)...--S...... I f Date Application Expires: (ii— k. p_ Staff Initials: /17/( J H. \ Applications \Forms-Applications On Line \2010 Applications \7 -2010 - Permit Application.doc Revised: 7 -2010 bh Page 6o16 w \q� 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.t;ov Parcel No.: 1023049069 Address: 3411 S 120 PL TUKW Suite No: Applicant: SAHALE SNACKS RECEIPT Permit Number: D11 -383 Status: APPROVED Applied Date: 12/05/2011 Issue Date: Receipt No.: R12 -00369 Payment Amount: $812.65 Initials: WER Payment Date: 01/30/2012 03:50 PM User ID: 1655 Balance: $0.00 Payee: SAHALE SNACKS INC TRANSACTION LIST: Type Method Descriptio Amount Payment Check 24672 812.65 Authorization No. ACCOUNT ITEM LIST: Description Account Code Current Pmts BUILDING - NONRES STATE BUILDING SURCHARGE 000.322.100 808.15 640.237.114 4.50 Total: $812.65 doc: Receiot -06 Printed: 01 -30 -2012 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 Parcel No.: 1023049069 Address: 3411 S 120 PL TUKW Suite No: Applicant: SAHALE SNACKS RECEIPT Permit Number: D11 -383 Status: PENDING Applied Date: 12/05/2011 Issue Date: Receipt No.: R11 -02630 Payment Amount: $525.30 Initials: WER Payment Date: 12/05/2011 03:38 PM User ID: 1655 Balance: $812.65 Payee: CRAFT ARCHITECTS TRANSACTION LIST: Type Method Descriptio Amount Payment Check 005370 525.30 Authorization No. ACCOUNT ITEM LIST: Description Account Code Current Pmts PLAN CHECK - NONRES 000.345.830 525.30 Total: $525.30 doc: Receiot -06 Printed: 12 -05 -2011 INSPECTION RECORD :Retain a copy with permit 01/-3G3 • INSPECTION NO. PERMIT NO. ' - CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 ..p___ (206) 431 -367 'Permit Inspectiori Request Line (206) 431 -2451 1. • • • • Project: .. gt1t .. Al 194 IC < Type of Inspection: / / NI L Address: • , .,.3 IN. ..S •. l2) Pt Date Called: f'tt&I 1 / Cs t-ie, /re-~ Inv /t 4,n/,ni Ge-.sp /o`l— Special Instructions: . . • Date Wanted: 4/ -2 3- /? Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. COM;MENTS;,. 'tr401;ti G _ A,OQ�N�,/ (.ZJ /,t/ -A�,O�� • 0/ !'"/�'1 ,�.0 %F;�P /� ,A.,- e `r f'tt&I 1 / Cs t-ie, /re-~ Inv /t 4,n/,ni Ge-.sp /o`l— • • Inspect9 . Dat :I PECTION FEE REQUIRE Prior t ext inspection. fee must be at 6300 Southcenter Blvd.. uite 10 . Call to schedule reinspection. 0-41 INSPECTION RECORD Retain a copy with permit • INSPECTION NO. • PERMIT NO. • CITY OF TUKWILA BUILDINGLDIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 , (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 0// -3,93 Project: S '4 ..SA/9*7K c Type Rif Inspection: 4 6 % —gfra' /// ,∎/ Address: .2.41// i•rS / 20 "'it Date Called: f„4)449/ Special Instructions: . Date W nted :. Y^.-.C— /2 P.m. Requester: Phone No: ,5 3 -2 66 ;.6-06-5- ISApproved per applicable codes. Corrections required prior to approval. COMMENTS: ,(2) / 4e4J /4/1\/ -' /fpp✓A/, ,c7 rz �in 'A1(. - 40 p /dv,,r/ 51i " . '''-/ - J,1;,,4/ Cells` f,, %:s -z 1 Ga c z irz t/U G `" 10'(A/e' I _ INSPECTION FEE REQUIRED. Prior tf(next inspection. fee must be aid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. 3• . s• t•- i, S_. r. • INSPECTION RECORD -• Retain a copy with-permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 IQ (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 3�� Project: , • Sg.NA , sAi'V' 'ZS Type of Inspection: r-007-!A1 C Address: • 71/1. s 1.2p PL Date Called: Special' Instructions: Date Wanted:. 3 "- f C. - / Z- P.m- Requester: Phone No: 02 3 -164 -0.s.- s- Q.Approved per applicable codes. ElCorrections required prior to approval. COMMENTS 0 C ( .. c p kkd 4, 4, C7-7.7c3 Insp 01 paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. NSPECTION FEE REQUIRED. Prior to yfext inspection. fee mint be f1 INSPECTION NUMBER INSPECTION RECORD Retain a copy with permit II el - rl !� ,f 1 »» - .195 • PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 444 Andover Park East, Tukwila, Wa. 98188 206 - 575 -4407 Project: y- ^ `1_,i,.) 1 � i "i �l � �..0 �r Fire Alarm: Type of Inspection: f c_'.. ! 1 c.c.--k / ���-1 � � ��1.^ C r. �1.; 1�i Address: _ c, ; , Suite #: r, a- , �- -- = j Contact Person: ' Special Instructions: Phone No.: • -aj ,Approved per applicable codes. Corrections required prior to approval. COMMENTS: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: . Occupancy Type: '.. I P A ,, ' • -aj max. `; -rJAL.. 0 4-, i i I .- .} r .J `.i i V! ._- 0 K C- C°G'11 b,' ,)e,- .'L..� ci:^ :�� �-'L, i�...�i l Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: %t Inspector: //A z\ c,` - Date: 1 �;: -: / ' 7 Hrs.: ' '.. $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. CaII to schedule a reinspection. Billing Address Attn: 1 Company Name: Address: City: State: Zip: Word /Inspection Record Form.Doc 6/11/10 T.F.D. Form F.P. 113 1 INSPECTION NUMBER INSPECTION RECORD Retain a copy with permit B //- 303 r2- 5- 033 PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 444 Andover Park East, Tukwila, Wa. 98188 206 - 575 -4407 'Project: 5q h 4. c 54.4<des T r Type of Inspection: 5p...i4 -)1 iir/% /J /e.vuC'' Address: 3'4II 5 Suite #: /Z.0 p'. Contact Person: ,4474,4 ,,,-7y Special Instructions: Pre -Fire: Phone No.: z ..f",J . / L G -- 32- 3 Z.. Approved per applicable codes. Corrections required prior to approval. COMMENTS: Sprinklers: Date: Fire Alarm: Hood & Duct: / Monitor: Pre -Fire: Permits: ...Occupancy Type: 5744 •ibe-- 0,4'0 ..mss- cai.1 ?;rre K'I'' f-gJ ZS ,040.1.' 4 plc) 5 )1.4 -if,.. . t. C ,, Needs Shift Inspection: Sprinklers: Date: Fire Alarm: Hood & Duct: / Monitor: Pre -Fire: Permits: ...Occupancy Type: Inspector: "4,353 Date: 3 /5-/ /z_. Hrs.: A' $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: 4 • Company Name: Address: City: State: 1 Zip: ti Word /Inspection Record Form.Doc 1 6/11/10 T.F.D. Form F.P. 113 1, April 13, 2012 OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing 6747 M. L. King Way South, Seattle, Washington 98118 -3216 USA Tel: (206) 725 -4600 • Toll Free: (888) OTTO -4 -US • Fax: (206) 723 -2221 WBE W2F5913684 • WABO Registered Agency • Website: www.ottorosenau.com City of Tukwila Building Department 6300 Southcenter Blvd, Suite 100 Tukwila, Washington 98188 -2544 .csov' FINAL REPORT aQR`� Project: Sahale Snacks Permit Number: D11 -382 Address: 3411 S. 120th Place, #100 Job Number: 12 -0078 We state that the work requiring special inspection was, to the best of our knowledge, in conformance with the approved plans and specifications and the applicable workmanship provision of the building code. Our knowledge is limited to our reports. All typewritten reports have been mailed to your office or are enclosed. All reports appear to be complete. This report should not be considered as a warranty for conditions and /or details of the building. Items inspected are: 1. Soil bearing 2. Subgrade evaluation 3. Anchor bolt installation — mechanical 4. Epoxy grouting 5. Reinforcing steel for concrete 6. Reinforced concrete Sincerely, OTTO ROSENAU & ASSOCIATES, INC. SuCcin -m - Susan Rosenau -Moser Vice President Email c: Northway Construction Attention: Mr. Frank Clary OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing CONCRETE REPORT Report Number: RC244799 Permit Number: DI1 -383 Job Number: 12 -0078 Project: Sahale Snacks Address: 3411 S 120th PI, #100, Tukwila Inspector(s): Darren Reid Client: Sahale Snacks Address: 3411 S 120th PI, #100, Tukwila Date: 3/21 /2012 RFCFIVED MAY 01 2-0121 COMMUNITY DEVELOPMENT Description /Location: Inspected concrete placement for east entry slab with (3) footings and plinths. The inspected work was found to be doner as per approved project documents. Resteel Verified: Yes 3/20/2012 John Reeder (Grade 60) Mfg: Nucor Placement Data Supplier: Mix Number: Slump Spec: W/C Ratio Spec: Air Spec: Total Yards: Placed Via: Consolidated: Required Strength: CalPortland (Glacier) 0255 5±1" .45 5 ±1.5% 9 Chute Yes 3000 psi Sampling and Testing Data ASTM C 172, C 31 Time Cubic Made Yards Cast Samples: 1-4 8:15 am Design p Actual ❑ Batch Weights /Cubic Yard 564# Type: 1/1I 1225# 1885# 3/8" Cement (Ibs/type): Fine Agg. (Ibs): Coarse Agg. (Ibs /size): Coarse Agg. (lbs/size): Coarse Agg. (lbs/size): Fly Ash (Ibs): Water (Ibs or gal): 267# Slag (Ibs): Admixtures (specify): 4 oz. DARAVAIR 100, 60 oz. DARASET 400 Water Slump Added C 143 9.00 0 gal. 5" Air % C 231 Conc.Temp C 1064 4.9% 70 °F Ambient Temp 42 °F Truck Ticket No. No. 7670 526640 Weather: Light Rain Date Samples Picked Up: 3/22/2012 Specimen Number Test Date Slump Range: Air % Range: Initial Curing Method: As-rm C31, Exclude C31- 12.1.5 Initial Curing Temp: ASTM C31, Exclude C31- 10.1.2 Comments REINFORCING / PLACEMENT: Conforms COMPRESSIVE TEST RESULTS Field Age Size Area Weight Max Load Strength Cure (Days) (in.) (Sq.ln.) (Lbs.) (Lbs.) (psi) Does Not Conform ❑ Fracture Type (other than cone) 1 3/28/12 2 4/18/12 3 4/18/12 4/18/12 4 = Discarded Tested in general accordance to: ASTMC39 ASTMC617 ❑ ASTMC1231 7 4 x 8 12.56 8.53 69,920 5570 28 4 x 8 12.62 8.57 89,050 7060 28 4 x 8 12.62 8.58 88,620 7020 28 4 x 8 12.62 8.55 85,930 6810 Copies to: Client 5 Engineer n Building Dept ❑ Owner 0 Contractor ❑ Batch Plant Technical Responsibility: /' • alter en, Project Manager Architect ❑ Others This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report except in full, without written permission from our firm is strictly prohibited. 6747 M.L. King Way S., Seattle, Washington 98118 — Phone (206) 725 -4600 or 1- 888 - OTTO -4 -US — Fax (206) 723 -2221 Form No.: ADMIN -62 -04 (Rev 09/06) Page 1 of 1 OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing REINFORCING STEEL INSPECTION REPORT �R 3 Report Number: 221-.. fp mattiast Project : --Sahale Snacks Address. th Place - #100, Tukwila Client: Sahale Snacks Permit- umber: 011 -383 Job Number: -00 3411 South 120"' Place - #100 Tukwila, WA 98168 Client Address: Description Grade: 60 Type of Bar: Inspector and Date John Reeder 03/20/2012 Manufacturer: Cascade Mills ® A-615 ❑ A -706 ❑ N/A SDQ Steel: ❑ Yes ❑ No Structural Elements / Location / Grid Lines Inspected reinforcing steel placement for size, grade and spacing for the slab on grade and three spread footings. The inspected work was found to be done per the approved plans and engineer of record's drawing. CONFORMS Copies to: Owner X Contractor X Architect X Building Dept. X Engineer X Client Technical Responsibility: a r Hansen, Project Manager This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 1 6747 M.L. King Way S., Seattle, Washington 98118 — Phone (206) 725 -4600 or 1- 888 - OTTO -4 -US — Fax (206) 723 -2221 Form No.: ADM /N -76 -02 (Rev 03/10) OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing Job Number: 12 -0078 CONCRETE REPORT Report Number: RC244799 Permit Number: D11 -383 Project: Sahale Snacks Address: 3411 S 120th PI, #100, Tukwila Inspector(s): Darren Reid Client: Sahale Snacks Address: 3411 S 120th PI, #100, Tukwila Date: 3/21/2012 Description /Location: Inspected concrete placement for east entry slab with (3) footings and plinths. The inspected work was found to be doner as per approved project documents. Resteel Verified: Yes 3/20/2012 John Reeder (Grade 60) Mfg: Nucor Placement Data Supplier: Mix Number: Slump Spec: W/C Ratio Spec: Air Spec: Total Yards: Placed Via: Consolidated: CalPortland (Glacier) 0255 5 ±1" .45 5 ±1.5% 9 Chute Yes Required Strength: 3000 psi Sampling and Testing Data ASTM C 172, C 31 Time Made Cast Samples: 1-4 8:15 am Design Cement (lbs/type): Fine Agg. (lbs): Coarse Agg. (lbs /size): Coarse Agg. (Ibs /size): Coarse Agg. (Ibs /size): Fly Ash (lbs): Water (Ibs or gal): Admixtures (specify): Cubic Water Slump Yards Added C 143 9.00 0 gal. 5" Actual ❑ 564# Type: 1/1I 1225# 1885# 3/8" Batch Weights /Cubic Yard Slag (lbs): 267# 4 oz. DARAVAIR 100, 60 oz. DARASET 400 Air % Conc.Temp Ambient Truck Ticket C 231 C 1064 Temp No. No. 4.9% 70 °F 42 °F 7670 526640 Weather: Light Rain Date Samples Picked Up: 3/22/2012 Specimen Number Test Field Date Cure Slump Range: Air % Range: Initial Curing Method: ASTM C31, Exclude C31- 12.1.5 Initial Curing Temp: ASTM C31, Exclude C31- 10.1.2 Comments Age (Days) REINFORCING / PLACEMENT: Conforms © Does Not Conform ❑ COMPRESSIVE TEST RESULTS Size (in.) Area Weight Max Load Strength Fracture Type (Sq.ln.) (Lbs.) (Lbs.) (psi) (other than cone) 1 3/28/12 = Discarded Tested in general accordance to: ASTMC39 7 4 x 8 12.56 8.53 69,920 5570 Copies to: Client n Engineer 15 Building Dept ❑ Owner M Contractor ❑ Batch Plant Architect ❑ Others El ASTMC617 ❑ ASTMC1231 Technical Responsibility: he Hansen, • roject Manager This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau 8 Associates, Inc. Reproduction of this report except in full, without written permission from our firm is strictly prohibited. 6747 M.L. King Way S., Seattle, Washington 98118 — Phone (206) 725 -4600 or 1- 888 - OTTO -4 -US — Fax (206) 723 -2221 Form No.: ADMIN -62 -04 (Rev 09/06) Page 1 of 1 • OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing PROPRIETARY ANCHOR MECHANICAL INSPECTION REPORT Job Number: 12 -0078 Report Number: 117413 Permit Number: D11 -383 Project: Sahale Snacks Client: Sahale Snacks Address: 3411 South 120t Place - #100, Tukwila Address: 3411 South 120th Place - #100, Tukwila, WA 98168 Inspector: Rick Hardy Date: 03/27/2012 Description /Location: Inspected the installation of 3/s" diameter Hlti KBTZ expansion anchor bolts for canopy frame. for (3) each Simpson Leg 5X buckets; three (3) each 9 "x14" bases plates and one (1) 5 "x3Y2" header. The inspected work was found to be done as per details on S -1 of the approved plans. Intended Use: Anchor bolts for canopy frame Building Code & Year: 2009 IBC Reference Standard(s) Used: Copies to: X Client X Engineer Owner X Contractor X Architect X Building Dept. Others Comments Conforms X / Does Not Conform Technical Responsibility: alter H nsen, Project Manager This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 1 6747 M.L. King Way S., Seattle, Washington 98118 — Phone (206) 725 -4600 or 1- 888-OTTO -4-US — Fax (206) 723 -2221 Fonn No.: ADMIN -87 -01 (Rev 7/09) Screw Anchor Size & Quantity: 3 /e" Anchor Type: ►�� Expansion • • Sleeve • Drop In ESR Number: 1917 Anchor Manufacturer: Hilti KBTZ Hole Diameter: 3/4" Hole Depth: 4" and 10" Required Embedment: 4" and 10" Anchor Length: 5W, 8" and 10" Concrete Thickness: 8" and 24" Concrete Strength: Base Material: 0 Normal Weight Concrete • Light Weight Concrete • CMU • Brick • Composite Deck Hole Cleaning: r Compressed Air • Hand Pump • Other: No ORA Torque Wrench ID: 6040 Torque: 110 ft-lbs Drill Bit (ANSI B212.15): -� Yes • Weather: Overcast Ambient Temperature: 54° F Reference Standard(s) Used: Copies to: X Client X Engineer Owner X Contractor X Architect X Building Dept. Others Comments Conforms X / Does Not Conform Technical Responsibility: alter H nsen, Project Manager This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 1 6747 M.L. King Way S., Seattle, Washington 98118 — Phone (206) 725 -4600 or 1- 888-OTTO -4-US — Fax (206) 723 -2221 Fonn No.: ADMIN -87 -01 (Rev 7/09) OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing Job Number: 12 -0078 PROPRIETARY ANCHOR ADHESIVE INSPECTION REPORT Report Number: 243620 Permit Number: Project: Sahale Snacks Client: Sahale Snacks Address: 3411 South 120th Place - #100, Tukwila Address: 3411 South 120th Place Inspector: John Reeder Date: 03/20/2012 IRECENE® 4ppR092012 011 -383 Description /Location: Inspected the epoxy grouted installation of reinforcing steel slab dowels at the east entryway. The inspected work was found to be done as per approved plans and drawings from Dale E. Kaemingk. Engineer of record with Engineers Northwest, Inc., P.S. Intended Use: Slab dowels Building Code & Year: 2009 IBC Anchor Length: 2' Hole Depth: 4" Required Embedment: 4° Hole Diameter: %fl Concrete Thickness: Concrete Strength: Base Material: ® Normal Weight Concrete ❑ Light Weight Concrete ❑ CMU ❑ Brick 0 Composite Deck Hole Cleaning: E Compressed Air ❑ Hand Pump ❑ Other: Compressed Air PSI: Brushed: ❑ Yes ❑ No Hole Condition: El Dry ❑ Damp ❑ Water Saturated ❑ Submerged Drill Bit (ANSI B212.15): ® Yes ❑ No Approved Diamond Cored Hole: ❑ Yes ❑ No Adhesive Type: Hilti HIT RE -500 SD Expiration Date: 11/2012 ICC ESR #: 2322 Weather: Overcast Ambient Temperature: 45° F Substrate Temperature: 53° F Reference Standard(s) Used: Copies to: X Client X Engineer Owner X Contractor X Architect X Building Dept. Others Comments Technical Responsibility: Conforms X Does Not Conform P' alter arisen, Project Manager This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 1 6747 M.L. King Way S., Seattle, Washington 98118 - Phone (206) 725 -4600 or 1- 888 - OTTO -4-US - Fax (206) 723 -2221 Form No.: ADM/N -86-01 (Rev 09/09) Thread 0 Reinforcing Steel • All Bar /Dowel Size & Quantity: #4 (10) Anchor Size & Quantity: Rebar Manufacturer: Cascade Mills Type of Steel (ASTM): A -36 Other: A -325 A-449 • • • Rebar Grade: • 40 0 60 • Other: • A -775 Other: Type of Bar: • A -615 • A -706 • • Yes No Special Ductile Quality (SDQ): • ►'I Anchor Length: 2' Hole Depth: 4" Required Embedment: 4° Hole Diameter: %fl Concrete Thickness: Concrete Strength: Base Material: ® Normal Weight Concrete ❑ Light Weight Concrete ❑ CMU ❑ Brick 0 Composite Deck Hole Cleaning: E Compressed Air ❑ Hand Pump ❑ Other: Compressed Air PSI: Brushed: ❑ Yes ❑ No Hole Condition: El Dry ❑ Damp ❑ Water Saturated ❑ Submerged Drill Bit (ANSI B212.15): ® Yes ❑ No Approved Diamond Cored Hole: ❑ Yes ❑ No Adhesive Type: Hilti HIT RE -500 SD Expiration Date: 11/2012 ICC ESR #: 2322 Weather: Overcast Ambient Temperature: 45° F Substrate Temperature: 53° F Reference Standard(s) Used: Copies to: X Client X Engineer Owner X Contractor X Architect X Building Dept. Others Comments Technical Responsibility: Conforms X Does Not Conform P' alter arisen, Project Manager This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 1 6747 M.L. King Way S., Seattle, Washington 98118 - Phone (206) 725 -4600 or 1- 888 - OTTO -4-US - Fax (206) 723 -2221 Form No.: ADM/N -86-01 (Rev 09/09) OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing GEOTECHNICAL INSPECTION REPORT RECEWED Report Number: 237075 MAR 23 2O121 Description: Soil Bearing Verification L MUNITif Project: Sahale Snacks Permit Number: D11 -383 hEy�".)PMENT Address: 3411 S 120th Place, #100, Tukwila Job Number: 12 -0078 Client: Sahale Snacks Client Address: 3411 S 120th Place, #100, Tukwila Inspector and Date Remarks Scott Hoobler, The Otto Rosenau & Associates (ORA) representative was on -site as requested to perform soil P.E. bearing verification for the three foundations for the new canopy (located east of K Line between 3/12/2012 Grids 2 and 3). The subgrade of the new foundations consists of approximately 8 inches of clean crushed 5/8 -inch aggregate overlying on -site soils. The foundation subgrade was probed and was found to have at least 16 inches of soft soils underlying the crushed aggregate materials. Based on our observations, we believe the subgrade soils will not support an allowable bearing value of 1500 pounds per square foot (psf). We recommend the soft soils underlying the 5/8 -inch crushed aggregate be over excavated to firm or unyielding soils and be replaced with approved structural fill or crushed aggregate material (clean). The bottom of the over excavation should be verified prior to placement of clean, crushed aggregate material or structural fill. Copies to: X Client X Engineer Owner X Contractor X Architect X Building Dept. Technical Responsibility: Anthony C. enior Engineer This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. except in full, without written permission from our firm is strictly prohibited. Page 1 of 1 6747 M.L. King Way S., Seattle, Washington 98118 - Phone (206) 725 -4600 or 1- 888 - OTTO -4 -US - Fax (206) 723 -2221 Form No.: ADMIN- 100 -01 (Rev 01/05) Reproduction of this report, . OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing GEOTECHNICAL INSPECTION REPORT Report Number: 237073 Description: Soil Bearing Verification & Subgrade Evaluation Project: Sahale Snacks Permit Number: D11 -383 Address: 3411 S 120th Place, #100, Tukwila Job Number: 12 -0078 Client: Sahale Snacks Client Address: 3411 S 120th Place, #100, Tukwila Inspector and Date Remarks Scott Hoobler, The Otto Rosenau & Associates (ORA) representative arrived on -site as requested to perform P.E. subgrade evaluation /soil bearing verification for the foundation of the new canopy (located east of K 3/13/2012 Line between Grids 2 and 3). The soft soils below the 5/8 -inch, clean, crushed aggregate were over - excavated 2 to 2.5 feet below the bottom of the footing elevation. The over - excavated areas were backfilled with approximately 14 to 20 inches of 2 to 4 -inch quarry spalls and 8 inches of 5/8 -inch clean, crushed aggregate (overlying the quarry spalls). The quarry spalls and 5/8 -inch crushed were compacted with the use of the bucket on the mini - excavator. The quarry spalls and the crushed aggregate were compacted to a firm and unyielding condition. Based on our observations, we believe the preparation of the foundation subgrade will provide an allowable bearing value of 1,500 pounds per square foot (psf). Copies to: X Client X Engineer Owner X Contractor X Architect X Building Dept. Technical Responsibility: Anthony Co e, Senior E • ineer This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, c. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 1 6747 M.L. King Way S., Seattle, Washington 98118 - Phone (206) 725 -4600 or 1- 888 - OTTO -4 -US - Fax (206) 723 -2221 Form No.: ADMIN- 100 -01 (Rev 01/05) OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing Report Number: 243954 Project: Address: Client: CONSTRUCTION INSPECTION REPORT Sahale Snacks 3411 S 120th PI, #100, Tukwila Sahale Snacks RECEIVED MAR 10 20121 COMMUNITY DEVELOPMENT Permit Number: D11 -383 Job Number: 12 -0078 Client Address: 3411 S 120th PI, #100, Tukwila Inspections Performed Steel Decking Structural Steel Fabrication Structural Steel Erection Other (specify): Epoxy X Other (specify): Inspector and Date Remarks Micah Ruoff 2/15/2012 Inspected epoxy installation of 5/8" all thread rod embedded 4" into east wall of building for anchoring of steel strong back. Epoxy used was Hilti- Hit -RE -500 SD, ESR #2322. All holes were clean and dry prior to epoxy installation. Conforms Copies to: X Client X Engineer Owner X Contractor X Architect X Building Dept. Others Technical Responsibility: Walter C Hansen, Project Manager This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 1 6747 M.L. King Way S., Seattle, Washington 98118 - Phone (206) 725 -4600 or 1- 888 - OTTO -4-US - Fax (206) 723 -2221 Fonn No.: ADMIN -63 -05 (Rev 10/10) f �• SPECIAL INSPECTIONS INSPECTIONS ARE TO BE PER THE CODE INDICATED ABOVE AND ARE TO BE BY AN INDEPENDENT TESTING LAB APPROVED PRIOR TO STARTING CONSTRUCTION BY THE BUILDING DEPT. AND THE ARCHITECT. INSPECT ALL SHOP WELDING UNLESS THE SHOP IS CERTIFIED BY THE LOCAL BUILDING DEPARTMENT. FOUNDATION: SOILS ENGINEER TO INSPECT FOOTING EXCAVATIONS AND PROVIDE COMPACTION TESTS AS NOTED ABOVE. CONCRETE: TAKE CONCRETE CYLINDERS AS REQUIRED, VERIFY SLUMP AND STRENGTH. SPECIAL INSPECTION IS REQUIRED DURING THE TAKING OF TEST SPECIMENS AND PLACING OF ALL REINFORCED CONCRETE. REINFORCING: VERIFY ALL REINFORCING IS PLACED IN ACCORDANCE WITH THESE DRAWINGS. CHECK FOR REQUIRED COVER, SIZE, SPACING, LAP AND GRADE. SPECIAL INSPECTION IS REQUIRED DURING THE PLACING OF REINFORCING STEEL. CONCRETE ANCHORS ALL FIELD INSTALLATION OF CONCRETE ANCHORS & ANCHOR & ANCHOR BOLTS: BOLTS ARE TO BE IN ACCORDANCE WITH CODE APPROVAL AND REQUIRE SPECIAL INSPECTION. (CONCRETE ANCHORS INCLUDE DRILLED IN ANCHORS & EPDXY ANCHORS IF SHOWN ON THESE DRAWINGS). WELDING: SPECIAL INSPECTION IS REQUIRED DURING ALL STRUCTURALL WELDING. INSPECT ALL FIELD WELDING - VERIFY CERTIFICATION OF WELDERS. CONTRACTOR SHALL PAY FOR REWELDING AND REINSPECTION OF ALL WELDS NOT MEETING SPECS. INSPECTOR SHALL NOTIFY STRUCTURAL ENGINEER OF WELDS NOT MEETING SPECS. b1L 3s3 RECEIVED JAN 0 9 2012 PERMIT CENTER Engineers Northwest, Inc., P.S. • Structural Engineers • 6869 Woodlawn Avenue NE • Seattle, WA 98115 • 206.525.7560 • fax 206.522.6698 2009 Washington State Energy Code Compliance Forms for Nonresidential and Multifamily Envelope Summary Zone 1 Non - Residential ENV -SUM 2009 Washington State Energy Code Compliance Forms for Nonresidential and Multifamily Residential Revised December 2010 Project Info Project Address SAHAT.r. SNACKS 0 Climate Zone 1 0 Climate Zone 2 ( See WSEC 302.3 for county list) Fenestration Area Calculation Date 12/5/2011 770.5 . 11410.5 X 100 = 6.8% 3411 S 120TH PLACE, SUITE 100 0 yes Allowable if project meets all requirements as defined in section 1310.2. Only allowed as prescriptive path and must be calculated separately from other conditioned spaces. Limited to 0 no reduced wall insulation levels. Requires other fuel heating and qualifying thermostat. For Building Department Use FILE COPY Entrance Door SEATTLE, WA98168 0. 6 Walls - Steel Framed Applicant Name: Craft Architects Skylights - With Curb Floors - Mass Applicant Address: PP 2505 Third Avenue Suite 324, Seattle, WA 98121- 12 •- Applicant Phone: 206 - 720 -7001 Slabs -on -Grade - Heated Project Description ❑ New Building ['Addition 12 Alteration ❑ Change of Use Compliance Option ❑ Prescriptive ❑ Component Performance (See Decision Flowchart (over) for qualifications) ❑ Seattle EnvStd ❑ Systems Analysis Occupancy Group C Nonresidential 0 Multifamily Residential Climate Zone 0 Climate Zone 1 0 Climate Zone 2 ( See WSEC 302.3 for county list) Fenestration Area Calculation Total Fenestration Electronic version: these values are automatically taken from ENV -UA. (rough opening) Gross Exterior (vertical & overhd) divided by Wall Area times 100 equals % Fenestration 770.5 . 11410.5 X 100 = 6.8% Semi- Heated Path • 0 yes Allowable if project meets all requirements as defined in section 1310.2. Only allowed as prescriptive path and must be calculated separately from other conditioned spaces. Limited to 0 no reduced wall insulation levels. Requires other fuel heating and qualifying thermostat. Envelope Requirements (enter values as applicable) Minimum Insulation R- values Roofs - Insulation Above Deck Vertical Fenestration Roofs - Metal Building Non -Metal Frame Roofs - Single Rafter Roofs - Attic and All Others Walls - Mass Entrance Door Walls - Metal Building 0. 6 Walls - Steel Framed Walls - Wood Framed and Other Skylights - With Curb Floors - Mass Floors - Steel Joist Floors - Wood Framed and Other Opaque Doors - Non - Swinging Maximum F- factors Slabs -on -Grade - Unheated Slabs -on -Grade - Heated Vertical Fenestration EVIEWED FOR E COMPLIANCE APPROVED JAN 10 2012 City of Tukwila ILDING DIVISION Envelope Requirements ( continued ) Maximum U- factors Vertical Fenestration Non -Metal Frame Metal Frame 0 . 4 Entrance Door 0. 6 Skylights - Without Curb Skylights - With Curb Opaque Doors - Swinging Opaque Doors - Non - Swinging Maximum SHGC (or SC) Vertical Fenestration Non -North North Skylights 10 -383 RECEIVED DEC 05 2011 PERMITCENTER 2009 Washington State Energy Code Compliance Forms for Nonresidential and Multifamily Envelope Summary (back)Zone 1 Non - Residential ENV -SUM 2009 Washington State Energy Code Compliance Forms for Nonresidential and Multifamily Residential Revised December 2010 Minimum Requirements for Prescriptive Option Use table to determine if project qualifies for the optional Prescriptive Option. All components must meet the stated Climate Zone - Climate Zone l Clitnate Zone 2 Occupancy Group Nonresidential Residential, Other than Single *Family " Nonresidential Resident's , Other Single-Family Opaque Elements Insulation Min. °R -Value Roofs Insulation Entirely above Deck R -30 c.i. R -38 c.i. R -38 c.i. R -30 c.i. Metal Building R -25 + R -11 Ls R -25 + R -11 Ls R -25 + R -11 Ls R -25 + R -1 I Ls Single -Rafter R -38 R -38 R -38 R -38 Attic and Other R -38 adv or R -49 R -38 adv or R -49 R -38 adv or R -49 R -38 adv or R -4 Walls, Above grade Mass R -5.7 c.i.1 R -11.4 c.i.1 R -7.6 c.i. R -13.3 c.i. Metal Building R -13 + R -7.5 c.i. R -19 + R -8.5 c.i. R -13 + R -7.5 c.i. R -19 + R -16 c.i Steel Framed R -13 + R- 7.5c.i. R -19 + R -8.5 c.i. R -13 + R -7.5 c.i. R -19 + R -14 c.i Wood Framed and Other R -21 R -13 + R- 6 c.i. R -13 + R -7.5 c.i., or R -21 + R -2.5 c.i. R -21 + R -5 c.i. Below Grade Wall Same as above grade Same as above grade Floors Mass R -30 c.i. R -30 c.i. R -30 c.i. R -30 c.i. Steel Joist R -38 + R -4 c.i. R -38 + R -4 c.i. R -38 + R -4 c.i. R -38.0 + R -4 c.i Wood Framed and Other R -30 R -30 R -30 R -30 Slab -On -Grade Floors Unheated R -10 for 24 in. (with thermal break) R -10 for 24 in. (with thermal break). R -10 for 24 in. (with thermal break) R -10 for 24 in. (w thermal break) Heated R -10 c.i.(with thermal break) R -10 c.i. (with thermal break) R -10 c.i. (with thermal break) R -10 c.i. (with ther break) Opaque Doors Maximum U- Factor Swinging U -0.600 U -0.400 U -0.600 U -0.400 Non - Swinging U -0.600 U -0.400 U -0.600 U -0.400 Fen t+; ti r it 0 -40% of `Wall Assembly Maximum TJ-factor FRC- Rated) Vertical Fenestration Nonmetal framing U -0.32 U -0.32 U -0.32 U -0.32 Metal framing U -0.40 U -0.40 U -0.4p0 U -0.40 Entrance doors U -0.60 U -0.60 U -0.60 U -0.60 Skylights Without curb (i.e. sloped U -0.50 U -0.50 U -0.50 U -0.50 With curb (i.e. individual unit U -0.60 U -0.60 U -0.60 U -0.60 Fenestration 0 -40% of Walt Assent y Ma>rimumSHGC Factor :: Vertical Fenestration SHGC -0.40 all, OR SHGC -0.45 all PLUS permanent PF > 0.50 on west, south, east No Requirement SHGC -0.40 all, OR SHGC -0.45 all PLUS permanent PF > 0.50 on west, south, east No Requirement Skylights SHGC -0.35 SHGC -0.35 SHGC -0.35 SHGC -0.35 The following definitions apply: c.i. = continuous insulation, Ls = liner system (see definitions) Footnote 1: Zone 1, nonresidential walls may be ASTM C90 concrete block walls, ungrouted or partially grouted at 32 inches or less on center vertically and 48 inches or less on center horizontally, with ungrouted cores filled with material having a maximum thermal conductivity of 0.44 Btu- in/h•ft2- F. Envelope UA Calculations Zone 1 Non - Residential ENV -UA 2009 Washington State Energy Code Compliance Forms for Nonresidential and Multifamily Residential Revised December 2010 Project Address SAHALE SNACKS Date 12/05/2011 Occupancy Group ® Nonresidential 0 Multifamily residential Clear For Building Department Use Climate Zone O Zone 1 0 Zone 2 Fenestration Area as % gross exterior wall area 6. 8% Max. Target: 40.0% Notes: 1: If fenestration area exceeds maximum allowed, then calculate adjusted areas on Target Area Adjustment sheet on the backside of the ENV -SHGC form. 2: U- factors shall come from chapter 10 or calculated per 1332. See the ENV -CHK worksheet for example of how to complete the rows on this form. Building Component Provide assembly ID & page /plan # for each bldg. element Proposed UA U- factor x Area (A) = UA (U x Aq Target UA U- factor x Area (A) = UA (U x A) N s8m Y o R= ID: R= ID: R= ID: 0.034 Above Deck Insulation U -0.034 -o 2 R= ID: - R= ID: R= ID: 0.031 Metal Building U -0.031 t R= ID: R= ID: R= ID: 0.027 Single raft, attic, other U -0.027 Opaque Walls - Above Metal Frm R= ID: R= ID: R= ID: R= ID: 0.064 Steel frame /metal bldg U -0.064 .c 0 °o 5 R= ID: R= ID: R= ID: R= ID: 0.057 Wood Frame, other U -0.057 a 4R= R=5.700 ID: EXISTING CONCRETE BUILDING R= ID: ID: R= ID: Proposed assembly U- factor from Tables 10 -5 thru 10 -5B 10640 0.150 10640 1596.0 Mass Wall U- 0.150 Below Grade Walls R= ID: R= ID: R= ID: Proposed assembly U- factor from Tables 10 -5 thru 10 -5B. Do NOT use Table 10 -1. 0.150 Assumed to be Mass Wall U- 0.150 Opaque Doors U= ID: U= ID: U= ID: 0.60 All Doors U -0.60 N 8 R= ID: R= ID: R= ID: 0.029 Floors U -0.029 F- factor x Perimeter = UA(U x A) F- factor x Perimeter = UA (U x A) Slab -on -grade lJnheate R= ID: R= ID: R= ID: 0.540 Slab -On- Grade U -0.540 Heated] R= ID: R= ID: Proposed assembly F- factors can use the unheated values in Table 10 -2 0.360 Heated Slab -On -Grade = U -0.360 with U value of .1 atherlmhanbTab e 1 O-bb values��ans entered clear y state too no a requirements. Continue on to back of form Page 1 Subtotal Area UA 10640 Area 10640 UA 1596 2009 Washington State Energy Code Compliance Forms for Nonresidential and Multifamily Envelope UA, continued. Zone 1 Non - Residential ENV -UA Project Address sAHAT.F SNACKS Date 12/05/2011 Fenestration Area as % gross exterior wall area 6.8% Max. Target: 40.0% For Building Department Use Notes: 1: If fenestration area exceeds maximum allowed, then calculate adjusted areas on Target Area Adjustment sheet on the backside of the ENV -SHGC form. 2: Provide NFRC or Table 10 -6 U- factor (See Section 1312.1) for fenestration assemby (combined See the ENV -CHK worksheet for example of how to complete the rows on this form. Building Component Provide assembly ID & page /plan # for each bldg. element Proposed UA U- factor x Area (A) = UA (U x A) Target UA U- factor x Area (A) = UA (U x A) Vertical Fenestration Metal Frame Ur 0.290 ID: ALL NEW EXTERIOR WINDOWS U= ID: U= ID: U= ID: 729 0.40 729 291.4 Metal Frame U -0,40 1 Non -Metal U= ID: U= ID: U= ID: U= ID: 0.32 Non -Metal Frame U-0.32 IMtl entrance U= 0.290 ID: NEW ENTRANCE, EAST WALL U= ID: U= ID: U= ID: 42 0.60 42 25.2 Metal Entance U -0.60 Door Skylights v o z U= ID: U= ID: U= ID: U= ID: 0.50 Without Curb U -0.50 IWith Curb U= ID: U= ID: U= ID: U= ID: 0.60 Including Curb U -0.60 Page 2 Subtotal Page 1 Subtotal To comply: Total 1) Proposed Total UA shall not exceed Target Total UA. 2) Proposed Total Area shall equal Target Total Area. Area 771 10640 11411 UA Area UA 771 317 10640 1596 11411 1913 2009 Washington State Energy Code Compliance Forms for Nonresidential and Multifamily SHGC Calculation Zone 1 Non - Residential 2009 Washington State Energy Code Compliance Forms for Nonresidential and Multifamil R 'd t' I ENV -SHGC y esi en la Project Address sAeAr.E SNACKS rtevlsea Uecemoer 2070 Date 12/05/2011 Fenestration Area as % exterior wall area 6.8% Prop q0 Max.Target For Building Department Use Prescriptive PF Credit O Yes 0 No Vertical North Facing Credit (1323.3 Exp. 2) 0 Yes 0 No Notes: To comply the Proposed total SHGC x A for all fenestration (vertical & skylights) shall not exceed Target total SHGC x A. If the north facing credit is used then the north and non -north must comply separately with skylights being included with the non -north vertical fenestration. Skylights Proposed SHGC List ID & page #, NFRC or glass only SHGC* x Area (A) = SHGC x P Target SHGC SHGC x Area (A) = SHGC x A ID: ID: ID: ID: ID: Totals 156.5 62.6 0.35 Criteria SHGC All 0.35 * Note: Manufacturer's SC may be used in lieu of SHGC. Totals Nonresidential compliance is based upon combined skylight and vertical 62.6 Totals only. All Non -North Vertical Fenestration ++ Proposed SHGC List ID & page #, NFRC or glass only SHGC+ PF PF Adjusted x Area (A) = SHGC x P Mult* SHGC Target SHGC SHGC x Area (A) = SHGC x A ID: EAST ELEVATION ID: ID: ID: ID: ID: ID: ID: ID: ID: 0.38 1.00 0.38 157 59 0.40 157 62.6 Criteria SHGC All 0.40 Prescriptive PF 0.45 + +Note: If projection factors or north vertical glazing credit are used Totals then vertical fenestration must be entered according to orientation. If neither are used then ventical fenestration can be entered in either section. Non -North + Note: Manufacturer's SC may be used in lieu of SHGC. Fenestration that ecnarnfne nnnrlifinncrl ennrn from .� r,.,..........1iH.......1 ... ................ra:..__.a 156.5 59.5 Totals 156.5 62.6 Total 59.5 62.6 shall be listed here with a proposed SHGC equal to the target value. * Note: Multipliers only apply if prescriptive PF credit not used. North Vertical Fenestration ++ Proposed SHGC List ID & page #, NFRC or glass only SHGC+ PF PF Adjusted x Area (A) = SHGC x P Mult* SHGC Target SHGC SHGC x Area (A) = SHGC x A ID: NORTH ELEVATION ID: ID: ID: ID: ID: 0.38 1.00 0.38 614 233 0.40 614 245.6 Criteria Mixed - North Orientation Separate All 0.40 0.45 Prescrpt P 0.45 0.50 North Total 614.0 233.3 614.0 245.6 For compliance: Proposed total SHGC x A shall not exceed Target total SHGC x A. If north glazing credit is used then north facing vertical fenestration must comply separately from non -north vertical fenestration and skylights. Grand Total Area SHGC x A 770.5 292.8 Grand Total Area SHGC x A 770.5 308.2 2009 Washington State Energy Code Compliance Forms for Nonresidential and Multifamily Target Area Adjustment Calculations 2009 Washington State Energy Code Compliance Forms for Nonresidential and Multifamily Residential IProjectAddress SA1ALE SNACKS !Date Revised December 2010 12/05/2011 If the total fenestration area as a % of gross exterior wall area (calculated on ENV -SUM) exceeds the maximum allowed in Table 13 -1, then this calculation must be submitted Use the resulting areas in the Target UA and SHGC calculations above. SKY= Skylight. Refered to as overhead glazing in WSEC 1333 & 1334 and equations 13 -1 & 13 -2. VF = vertical fenestration. Refered to as vertical glazing in WSEC 1333 & 1334 and equations 13 -1 & 13 -2. NW = net wall (excludes fenestration, BG, and doors.) DBG = Doors and below grade wall. Total Fenestration = SKY + VF. Gross Exterior Wall Area= VF + NW + DBG Fenestration -> Opaque -> Gross Exterior Wall Area Proposed Areas Above Grade Walls Doors & BG Walls SKY= VF= 770.5 NW= 10640.0 DBG. 11410.5 Total Fenestration 770.5 Total Fenestration 770.5 x Net AG Wall Area 10640.0 Max Fenestration % (Table 13 -1) 40.0% Maximum Target I 4564.2 100 Maximum Target Fenestration Area 4564.2 Excess Fenestration - 3793.7 0 II lesser - 3793.7 Excess Fenestration Excess Fenestration / Target Fenestration Total Fenestration Target VF Multiplier Excess Fenestration Vertical Fenestration metal frame non -metal frame metal entrance Skylight without curb with curb AG Wall Steel Frame /metal Wood /Other frame Mass Sum of Proposed SHGC Calculation Skylights (all) Non -North Vertical Fenestration North Vertical Fenestration 770.5 Target Net Wail Area 10640.0 Proposed Area 728.5 42.0 Proposed Area Proposed Area 10640.0 11410.5 Proposed Area 156.5 614.0 X X X X x X X X x X X 770.5 Net Wall 10640.0 Target VF Mult. 1.00 1.00 Target VF Mult. Target Net Wall Mult 1.00 1.00 Target Net Wall Mult. Sum of Target Target VF Muit. 1.00 1.00 1.00 Target Area 42.0 Target Area Target Area 10640.0 11410'.5 Target Area 156.5 614.`0 Apply to all Proposed Fenestration Areas to get Target Fenestration Area Apply to all Proposed Opaque AG Wall Areas to get Target Area Target areas in shaded boxes shall be used as target areas on ENV -UA. Sum of Proposed must equal Sum of Target. SHGC target areas in shaded boxes shall be entered as target areas on ENV -SHGC Ai • FILE COPY SOLARBAN®60 SOLAR CONTROL LOW -E GLASS Solarban® 60 Solar Control Low -E Glass by PPG was engineered to control solar heat gain, which is essential to minimizing cooling costs. In a standard one -inch insulating glass unit, Solarban 60 glass offers an exterior appearance similar to clear, uncoated glass. With an excellent Solar Heat Gain Coefficient (SHGC) of 0.38, Solarban 60 glass blocks 62% of the total solar energy while allowing 70% of the visible light to pass through. This combination produces an exceptional Light to Solar Gain (LSG) ratio of 1.85, along with excellent insulation performance, as evidenced by its 0.29 winter nighttime U- Value. Aesthetics Options In addition to functioning as a clear glass, Solarban 60 glass can also be combined in insulating glass units with an outboard lite of PPG tinted or reflective- tinted glass to increase aesthetic and performance options (see performance data on back). Sustainable Design and Architectural Glass Sustainable design, green building, safeguarding the environment and the long -term management of energy costs are vital considerations for contemporary building designers. Like other high - performance architectural glasses from PPG, Solarban 60 glass gives architects and building owners a tool to reach their design objectives. In addition to making products that support sustainable design, PPG is also a pioneer in developing innovative technologies that reduce energy consumption during the glass- making process. PPG promotes environmentally responsible manufacturing by recovering and reusing virtually all of its glass manufacturing byproducts and by shipping its materials on reusable steel racks. PPG also promotes regional sourcing through its nationwide network of certified glass fabricators and laminators. sustainable design and LEED provided according to the 6�ecs�c��sM Glass • Coatings • Paint The David L Lawrence Convention Center in Pittsburgh, the world's largest Gold LEED - certified building, features Solarban 60 glass as well as environmentally progressive PPG coatings and paint. Architect Rafael Vinoly Architects Glass Contractor: Ajay Glass Glass Fabricator: J.E. Berkowitz, LP and Pdc Glass and Metal Services, Inc. 56! ' Ali k e snip • Solarban 60 glass gives the Salt Lake City Public Library energy savings along with a brilliant transparent aesthetic. Architect CVCBO Architecture L.L.C. and Moshe Safdie'✓ Associates Glazing Contractor: Steel Encounters Glass Fabricator: Northwestern Industries, Inc. Op`tlmrtmegii gyy Paha Dail fight &"IVigVa Innovation iVDesign Feature Ezcellenf`SHGC° U "vaILie and Tvis perfor nee? ,T,vis commentsr MBDC9Cradle to Cradlie Certification .7 : t rlef (Enhanceenergy "fipeaformance of`tiuild Connectivity to natural lightinggi "` (Selection ofe viionm ntally'fot mil 3 3 DEC 05 2011 PERMIT CENTER • SOLARBAN®60 SOLAR CONTROL LOW -E GLASS Fabrication and Availability Solarban 60 glass can be heat - strengthened, +> PPG Certified tempered and (R'` FABRICATOR° NETWORK laminated and is readily available as a standard product. Like other high - performance PPG architectural glasses, Solarban 60 glass is available through more than 60 locations of the PPG Certified Fabricator Network. PPG Certified Fabricators can meet tight construction deadlines and accelerate the delivery of replacement glass before, during and after construction. Additional Resources ecological Solarban 60 glass is just one of the Building n.a.wl.. -.- EcoLogical Building Solutions from PPG. For more information, or to obtain samples of Solarban 60 glass, call 1- 888 - PPG -IDEA, or visit www.ppgideascapes.com. All PPG architectural glass is Cradle to Cradle Certified?" PPG IdeaScapee Integrated products, people and services to inspire your design and color vision. Solarban® 60 Glass Performance - Commercial Insulating Glass Unit Comparisons Using 1/4" (6mm) Glass Insulating Vision Unit Performance Comparisons Glass a ryp 1 -inch (25nini) units with Transmittance 1/2 -inch (13mm) airspace Reflectance and two 1/4 -inch (6mm) U-Value ( mperial) lites Euro can European U -Value as shown below Shadin g Coefficient 0.46 Solar Heat Gain Coefficient 0.40 Light to g Solar Gain (LSG) 1.85 Ultra- vi let % Visible % Total Solar Energy 9% Visible Light Total Solar En gy Winter Summer e time SOLARBAN® 60 Solar Control Low -E Class SOLARBAN 60 (2) STARPHIRE" 25 74 38 11 43 0.29 0.27 1.55 SOLARBAN 60 (2) + Clear 19 70 33 11 29 0.29 0.27 1.55 0.44 0.38 1.85 irb SOLEXIA+ SOLARBAN 60 (3) Clear 10 61 25 11 11 0.29 0.27 1.55 0.42 0.36 1.70 N ATLANTICA+ SOLARBAN 60 (3) Clear 5 53 20 9 7 0.29 0.27 1.55 0.35 0.30 1.78 IN CARIBIA+ SOLARBAN 60 (3) Clear 8 54 20 9 7 0.29 0.27 1.55 0.35 0.31 1.74 AZURIA+ SOLARBAN 60 (3) Clear 13 54 21 9 7 0.29 0.27 1.55 0.36 0.31 1.75 PACIFICA+ SOLARBAN 60 (3) Clear 5 34 15 6 7 0.29 0.27 1.55 0.29 0.25 1.36 SOLARBLUE+ SOLARBAN 60 (3) Clear 10 45 21 8 13 0.29 0.27 1.55 0.37 0.32 1.39 SOLARBRONZE®+ SOLARBAN 60 (3) Clear 8 42 20 7 17 0.29 0.27 1.55 0.36 0.31 1.36 IIS SOLARGRAY + SOLARBAN 60 (3) Clear 8 35 17 7 13 0.29 0.27 1.55 0.32 0.28 1.26 ' OPTIGRAY 23 + SOLARBAN 60 (3) Clear 3 18 9 5 6 0.29 0.27 1.55 0.21 0.18 1.02 GRAYLITE+ SOLARBAN 60 (3) Clear VISTACOOC" Glass with SOLARBAN® 60 • VISTACOOL (2) AZURIA+ Low -E 2 Solar Control 11 11 Low -C 42 7 (3) 16 5 20 10 11 0.29 0.29 0.27 0.27 1.55 1.55 0.20 0.30 0.17 0.26 0.64 1.61 • VISTACOOL (2) CARIBIA+ Low -E 7 42 16 20 11 0.29 0.27 1.55 0.29 0.25 1.66 VISTACOOL (2) PACIFICA+ Low -E 4 26 12 11 9 0.29 0.27 1.55 0.24 0.21 1.23 VISTACOOL (2) SOLARGRAY+ Low -E 7 27 14 11 15 0.29 0.27 1.55 0.28 0.24 1.13 SOLARCOOL® Glass (Reflective) with SOLARBAN® 60 Solar Control Low -E (3) Its SOLARCOOL (2) SOLEXIA+ Low -E 3 24 10 24 15 0.29 0.27 1.55 0.22 0.19 1.26 ® SOLARCOOL (2) CAR IBIA+ Low -E 2 21 8 19 10 0.29 0.27 1.55 0.19 0.16 1.30 SOLARCOOL (2) AZURIA+ Low -E 4 21 8 19 10 0.29 0.27 1.55 0.19 0.16 1.31 SOLARCOOL (2) PACIFICA+ Low -E 2 13 6 10 8 0.29 0.27 1.55 0.17 0.15 0.89 SOLARCOOL (2) SOLARBLUE+ Low -E 3 17 9 14 15 0.29 0.27 1.55 0.21 0.18 0.97 SOLARCOOL (2) SOLARBRONZE + Low-E 3 17 9 14 18 0.29 0.27 1.55 0.21 0.18 0.92 itt SOLARCOOL (2) SOLARGRAY + Low -E 2 14 7 11 14 0.29 0.27 1.55 0.19 0.16 0.86 ■ SOLARCOOL (2) GRAYLITE+ Low -E _ <1 3 2 5 5 0.29 0.27 1.55 0.12 0.10 0.28 • Data based on using Starphire glass for both interior and exterior I'tes. All performance data calculated using LBNL Window 5.2 software, except European U- Value, which is calculated using WinDat version 3.0.1 software, For detailed information on the methodologies used to calculate the aesthetic and performance values in this table, please visit www.ppgideascapes.com or request our Architectural Glass Catalog. © 2010 PPG.Industries, Inc. All rights reserved. Atlantica, Azurla, Azurlite, Caribla, Grayllte, IdeaScapes, Oceans of Color, Optigray, Pacifica, Solarban, Solarblue, Solarbronze, Solarcool, Solargray, Solexia, Starphire, Sungate, Vlstacool, PPG, the PPG logo and the PPG Certified Fabricator Network logo are trademarks and EcoLogical Building Solutions is a service mark owned by PPG Industries, Inc. Cradle to Cradle is a certification mark for MBDC. Printed in U.S.A. 7071 2/10 10M � cradletocrcdle SILVER /dd(' ape . Glass • Coatings • Paint PPG Industries, Inc. Glass Business & Discovery Center 400 Guys Run Road Cheswick, PA 15024 1- 888 - PPG -IDEA www.ppgideascapes.com W STRUCTURAL ENGINEERS Engineers Northwest Inc., P.S. CFNLE Ct :�t P7 INTERGATE EAST BUILDING 1 TUKWILA, WA STRUCTURAL CALCULATIONS FOR SAHALE SNACKS T.I. CORRECTION LTR# /24-6)- December 29, 2011 ENW Project No. 01- 043010 -3 tt1383 RC VIC lND FOR COMPLIANCE CODE APPROVED JAN 102412 a My o4 'N& BUILDING DIVISION RECEIVED DEC 3 0 2011 PERMIT CENTER 0 0 6869 Woodlawn Avenue NE . Seattle, WA 98115 • 206.525.7560 . fax 206.522.6698 www.engineersnw.com • • ENSENGINEERS NORTHWEST, INC., P.S. STRUCTURAL ENGINEERS //� 6869 WOODLAWN AVE. N. E., #205, SEATTLE, WA 98115 (206) 5257560 FAX (206) 522-6698 JJ PROJECT # 010 T )0) 0 PROJECT S/144114 SAMUCS DATE /' ZV -k SUBJECT SHEET 1 OF _61L016 BY 10 mL C/cb7 haEC , , gq j DL — 2 3 4-4 ,°�carae 2- 4, 6 0 xlzrG -, `i. 2 2,O5 2_K/-f e z`- n(3) . 1, 9 3 s70 G ad CCL 2, 3 o /AUL& - /, v d 6,3 K GZ4,LA ' 2,7y- A/ fC, L L = 0,Ct) /5.0 NSF LL Wo 2q,1 -J (.cI, Al D z �G ��. rs� Cn L 17/1C7 - &) . 612/ '0 © -0*(11 (o0 W ) �' (1160(15'* /0) = 49;00° L4' 4$40914 24F ✓4 QF, 646 &,FIST, 63/f x 39 � h 6 . 21F - 3 4/11-) r ›1 S = 17/1 A-3 Cv' O,9-al( S'2- /336.6 -Z' 331 3 6 7 as, 2,4-63x) z 80,673) z 6b,,fLP (s33) l'`>74- 2- 2 f1 011/Z_ a /2 1 C.&7(.../, Z. L. IS.rtt �i J)frj- oitri MP) » CJ W iV i f1. • 441 '6Y011 t th t fit44 r `.111° • tr • ex 1 Sr zi47✓�4= v .. ..... ..... ..... .. ..:.: .:............, v., 1.......... v:? if�fiX •i"..::Y.•�•::Y:::Y.i�✓.•:•<S Page 1 / 3417 S 120th PI, Tukwila, WA 98168 • • Google Earth: Directions 9/12/2011 -- SDC =1-walls Date and Time: 9/12/2011 5:34:44 PM MCE Parameters - Conterminous 48 States • Latitude = 47.4951, Longitude = - 122.2880 Data are based on the 0.10 deg grid set _ _ Period - _ SA (sec) ( %g) 0.2 140.9 Map Value, Soil Factor of 1.0 1.0 048.7 Map Value, Soil Factor of 1.0 MCE Parameters x Specified Soil Factors 0.2 140.9 Soil Factor of 1.00 1.0 073.5 Soil Factor of 1.51 14) 5;z OV J3r/ z G�, � f t r &-keJ (k)i 8 - -€ L I i } ¢!o T 41 zz 11- 3d gat( ;onterminous 48 States 'CIEHRP Seismic Design Provisions .atiU de = 47.49510000000001 _ongitude = - 122.28800000000001 Spectral Response Accelerations Ss and S1 is and S1 = Mapped Spectral Acceleration Values >ite Class B - Fa = 1.0 ,Fv = 1.0 )ata are based on a 0.05 deg grid spacing Period Sa (sec) (g) 0.2 1.494 (Ss, Site Class B) 1.0 0.515 (S1, Site Class B) ;onterminous 48 States '003 NEHRP Seismic Design Provisions .atitude = 47.49510000000001 .ongitude = - 122.28800000000001 spectral Response Accelerations SMs and SM1 ;Ms = Fa x Ss and SM1 =FvxS1 ;i1Dass D - Fa= 1.0,Fv= 1.5 Period Sa (sec) (g) s-- I, 4 ®9 9-0-'1( 2 7 0.2 1.494 (SMs, Site Class D) 1.0 0.773 (SM1, Site Class D) :onterminous 48 States 003 NEHRP Seismic Design Provisions atitude = 47.49510000000001 ongitude = - 122.28800000000001 )esign Spectral Response Accelerations SDs and SD1 Ds = 2/3 x SMs and SD1 = 2/3 x SM1 ite Class D - Fa = 1.0 ,Fv = 1.5 Period Sa (sec) (g) 0.2 0.990 (SDs, Site Class D) 1411 0.515 (SD1, Site Class D) ” ,.) y - /Z -// ?T Input = Job number : Job name : 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 Shaded cells 01043010 SHEET OF 9/29/09 SDC -= 1 wall lateral loads Walls -ASCE 7 -05 Section 12.11.1 & 2 also 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 = Section 13.3.4 & 5 Input 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 = 2.5 26 26 26 1 0.939 D Y 1.0 psf Walls are (Structural) Section 11.2 ASCE 7 -05 Section 13.1.3 Parapets braced to framing below its cg. ASCE Table 13.5 -1) Parapets braced to framing below its cg. ASCE Table 13.5 -1) ft. from " ASCE EQ." Sheet ft. ft. VII el Wall Anchorage & Parapets Section 13.3.1 Output Ww = wall weight (psf) Concrete & Masonry Wall Lateral Loading - Out -of -plane force. 0.376 *Ww Main wall design (USD) Controls Wall 0.263 *Ww Main wall design (ASD @ 0.7*E) design 19.8 psf ASD 1673 (#- ft. /ft.) (ASD) simple span (neglecting parapet) 1673 (# -ftJft.) (ASD) reduced for cantilevered parapet 1673 ( #- ftift.) (ASD) simple span (neglecting parapet) 1673 (# -ftJft.) (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. 1.127 *Ww (Eq. 13.3-1) 1.502 *Ww (Eq. 13.3 -2) maximum 0.282 *Ww (Eq. 13.3 -3) minimum 1.127 *Ww USD - Controls 0.789 *Ww Working (0.7 *E factor ) 59.2 psf (ASD @ 0.7 *E ) 0 (# -ft. /fp (ASD @ 0.7 *E) min. parapet @ 0 ft. high 0 (# -ftJft.) (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 (pig Minimum USD @ point of anchorage Controls Anchorage Force Cs = 1.127 Wall anchorage Tributary Weight = 975 (plf) Max.@ point of anchorage Fpu = Cs * Tributary Weight Fpu = 1099 (plf) USD @ point of anchorage Fp design = 770 (plf) (ASD @ 0.7 *E) at point of anchorage Non-Structural Wall Element Force ( Non - Bearing - Non-Shear Walls ASEC 7 -05 Section 13.3.1 Non-Structural Wall Elements - Out-of-plane force. ap/Rp = 0.4 Wall Element ASCE Table 13.5 -1 Fpu a 0.451 *Ww (Eq. 13.3-1) Fpu = 1.502 *Ww (Eq. 13.3 -2) maximum Fpu = 0.282 *Ww (Eq. 13.3-3) minimum Fpu = 0.451 *Ww USD - Controls Fp design = 0.316 *Ww (ASD @ 0.7 *E) Controls -. Component Seismic Wall Anc_ho_ rage - 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 loads 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 -1/2 ". Walls - - 9/12/2011 ASCE7 -05 20091 BC Seismic ENGINEERS- NORTHWEST, INC.P.S. 6869 WOODLAWN AVE. N.E. (SUITE 205) SEATTLE, WA. 98115 * * * ill Property of Engineers Northwest, Inc., Seattle - Use by others unlawful Input = Shaded cells Job number : . Job name : SDC -= 1 wall lateral toads • SHEET 9/29/09 R EV. 1: 7/7/10 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 thls considered a Building Structure? Is Diaphragm considered Flexible? hn = Ss = S1 = T� = 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 5 Stories? Al Special reinforced concrete shear walls = 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 Output Site Coefficient Fa = 1.000 Table 11.4 -1 Site Coefficient Fv = 1.513 Table 11.4 -2 Sms = 1.409 Sms = FaSs Section 11.4.3 (Eq. 11.4 -1) Sm1 = 0.737 Sm1 = FvS1 Section 11.4.3 (Eq. 11.4 -2) Sds = 0.939 Sds = 2/3Sms Section 11.4.4 (Eq. 11.4 -3) Sd1 = 0.491 Sd1 = 2/3Sm1 Section 11.4.4 (Eq. 11.4 -4) Seismic Design Category (SDC) = D Section 11.6 & Tables 11.6 -1 & 11.6 -2 To = 0.105 0.2Sd1 /Sds Section 11.4.5 Ts = 0.523 Sd1 /Sds Section 11.4.5 Ct = 0.02 Section 12.8.2.1 Table 12.8 -2 Table 12.8 -1 Period = T = 0.230 seconds - Section12.8.2.1 (Eq. 12.8-7) Cu = 1.4 Sa = 0.939 Section 11.4.5 (Eq. 11.4 -5)or (Eq.11.4 -6)or (Eq. 11.4 -7) R = 5 Table 12.2 -1 Response Modification Coefficient (reduces forces to USD) Clo = 2 System Overstrength Factor modified for flexible diaphragm Cd = 5 Deflection Amplification Factor for use in Sections 12.8.6, 12.8.7 & 12.9.2 IE = 1 Occupancy Importance Factor - Table 11.5 -1 Detailing Reference Section = 14.2 0.188 Section 12.8.1.1 (Eq. 12.8 -2) 0.427 Section 12.8.1.1 (Eq. 12.8 -3 & Eq. 12.8 -4) 0.041 Section 12.8.1.1 (Eq. 12.8 -5 & Eq. 12.8 -6) 0.188 Section 12.8.1.1 (Eq. 12.8 -2 thru Eq. 12.8 -6) 0.188 *W At strength level USD (Eq. 12.8-1) 0.132 *W Working (0.7*E ) ASD W = Building weight (# or kips) Cs calc. = Cs max. Cs min. = Cs use = Vu design = V design = Ev = 0.188 *D = +1-.2 Sds D (Eq. 12.4 -4) - May be Zero for proportioning foundations. Diaphraqms Fpu calc. = Fpu min.= Fpu max.= Fpu design = Fp design = wp = The weight tributary to the diaphragm at that level 0.188 *wp (Eqs. 12.8 -2 thru 12.8 -6 above) 0.188 *wp (min. Section 12.10.1.1) 0.376 *wp (max. Section 12.10.1.1) 0.188 *wp USD 0.131 *wp ASD (0.7 *USD) EQ. 9/1212011__ _ ASCE 7-05 2009IBC Seismic 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: 01043010 PROJECT NAME:. SSDC -1 wall out of plane LOCATION: Sahali Snakcs - Tukwila WIND LOADS PER ASCE 7 -05 Method 2 - Section 6.5.12.2.2 - Low -Rise Buildings HEIGHT OF PARAPET, hp = 26.00 ft. BLDG. RIDGE HEIGHT, hr = 26.00 ft. BLDG. EAVE HEIGHT, he = 26.00 ft. MEAN ROOF HEIGHT, hmr= 26.00 ft. Distance diaphragm is below roof = 2.0 in. Joist depth © MBS buildings Wall Support Elevation at Ridge = 25.73 ft. Wall Support Elevation at Eave = 25.73 ft. 2a = 20.80 ft. a= 10.40 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 = For MWFRS Corner design Toad For Wall "Corner" design load Zones Loads 1E &4E 11.45psf 1 & 4 7.60 psf 2 -9.58 psf 3 -6.06 psf 2E -13.77 psf 3E -7.82 psf 5 & 6 0.00 psf All 16.52 psf All -11.01 psf ALSO Create a separate Toad 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 Corner load (up to) 20.8 ft. from corners = Non-corner load (more than) 20.8 ft. from corners = 160 plf 100 plf MWFRS - Diaphpagm loading perpendicular to the ridge Corner Toad (up to) 20.8 ft. from corners = Non-corner load (more than) 20.8 ft. from corners = MWFRS - Roof Uplifts 160 plf 100 plf Roof uplift load up to 20.8 ft. from exterior walls = -13.8 psf Roof uplift Toad more than 20.8 ft. from exterior walls = -9.6 psf Components & Cladding USE 4 USE USE 1 USE 4 USE 4-- USE Wall Design @ 222 sq.ft. trib. (Inward) _ Wall Design @ 222 sq.ft. trib. (Outward) = Wall Design @ 222 sq.ft. trib. (Outward at Corners) _ Wall Design @ 25 sq.ft. trib. (Inward) = Wall Design @ 25 sq.ft. trib. (Outward) = Wail Design @ 25 sq.ft. trib. (Outward at Corners) = Parapet only Resign 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) = 9.5 psf -10.5 psf -11.1 psf 11.2 psf -12.2 psf -14.5 psf 18.5 psf 18.5 psf 544.0 sq.ft. -7.9 psf -10.9 psf Wall anchorage load at comers = 150 plf Non -comer anchorage load 10.4 ft. from corners = 140 plf - -- Wall anchorage load at ridge = - -140 plf 2 4 USE 4 USE 1 USE �--- USE -4-- USE a USE 1 USE 4 USE 4 USE -4--- USE f-- USE i USE • 4= USE SHEET .J ='OF 5/11/08 9/12/2011 ASCE7 -05 2009IBC WindMeth2 -_ • F4INV,PT ENGINEERS NORTHWEST, INC., P.S. STRUCTURAL ENGINEERS PROJECT # 0/ 64 301 6 PROJECT SUBJECT 6869 WOODLAWN AVE. N. E., #205, SEATTLE, WA 98115 (206) 525-7560 FAX (206) 522-6698 SMfrJLS 'CT, cads z 6,S33 U c c tl 72 Wit, ts7, Aet ff 4--1- WV 4/W4K /4-/-2 Oi&(O.93 tot 2 0 , n / w( CAr 2-4 2 C,o4-6A) o 4.ro 6,1- (,_ 6)(, 0,523 14_4F 4 2, 1/w° syn70<so.J /-t 77/ 4 c4, z 3,los� /4L DATE /, 2 e -/1 SHEET OF OF Al BY Di,/ L LC, e c5/1- XtO Zxt3Li , T - S l & cr T7 / 9 2 '-t Shrs -w Gs /4 c 2 =b`` X to' vst IZ' ml/1 - Qs/1PilRAGM 2< r c/ 7 R3 L G /fs R�3)►0 V> C,5`1 Wit3 e 2 . K- fYi 2 3g, vs' �ZGy 3, 2" kti ' ,'x/ q' Z 15 f 20 /SI ok �Asr L07 /o4 -.4-/q �.Sa 6/6 3�s /14-P4 5.213-01 1A LE G2.I--3 4`t Coaltt,ilte0 ALT. U?DLOck (9it /573 Z" COX %--)751 1/ 3.2' 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 # 01 0430/0 PROJECT S /4 / -,9 (.„ L C5AMOC S DATE // - 20 -. df SUBJECT SHEET 7 OF __Larr By L)/n L 411 k3 Z6.51.oLS)+ / ?0(.012) z R 154 /LO (pts) z O,.i32(4,0tb) UM Lo,i '51- (`•LS) 0,5-3/9- gte- " 2- 6.5/ (12 7 ¢6.3 POW ikt?- Vc 2 C7, SG( ( _ 32, it V I 7° (4( '1"- (3)(05)(,111-) . , /06.(04 • 451/' 2G.(5- 3o S I >JL 1 ito 1/D tv � • • ENGINEERS- NORTHWEST, INC.P.S. 6869 WOODLAWN AVE. N.E. (SUITE 205) SEATTLE, WA. 98115 SHEET ) OFL- 5/24/07 * ** 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 -06 for Sections, PROJECT NUMBER: 010430104 Figures, Tables & Equations PROJECT NAME: SahaII Snacks - Intergate East - Building 1 (Sabey) LOCATION: DESIGN BY: PROGRAM LIMITATIONS: `Chebwld i en to >nar i a rig! fu ;100 MUSTNOT: exceed fl5:degr BUILDING AND SITE INFORMATION )NPUT BUILDING WIDTH, B = 170.00 ft. (PARALLEL TO RIDGE) BUILDING LENGTH, L = 580.00 ft. (PERPENDICULAR TO RIDGE) BLDG. EAVE HEIGHT, he = 26.50 ft. BLDG. RIDGE HEIGHT, hr = 28.00 ft. ROOF SLOPE, s = 0.25 inJft. IS ROOF A HIP OR GABLE? Gable HEIGHT OF PARAPET, hp = 26.50 ft. (EL ate' to T.O.W.) WIND VELOCITY, v = 85 mph (3 second gusts only 1111) SITE EXPOSURE = B Section 6.5.6.3 IMPORTANCE FACTOR, I = 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 Seo. 2.3 & 2.4 Building internal pressure condition = ENCLOSED Determines GCpi in Figure 6-5 Note:- III = Pub is Assembly &/or Hazardous ( See ASCE 7 Section 6.2 for definitions of Enclosure Classifications) Substance & IV = Essential Facility Roof slope = 1.1935 degrees Importance Factor - I 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 27.26 It 28.60 ft. 28.00 ft. 26.50 ft. (WIND PERPENDICULAR TO RIDGE) (WIND PARALLEL TO RIDGE) 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 = 0.7006 qh = 0.00256 Kz Kzt Kd V2 I (Eq. 6-15) qh = 11.01 psf @ EL.26.5 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 0.40 4.41 psf 1 0.40 4.41 psf 2 -0.69 -7.60 psf 2 -0.69 -7.60 psf 3 -0.37 -4.08 psf 3 -0.37 -4.08 psf 4 -0.29 -3.19 psf 4 -0.29 -3.19 psf 5 -0.45 -4.96 psf 5 -0.45 -4.96 psf 6 -0.45 -4.96 psf 6 -0.45 -4.96 psf 1E 0.61 6.72 psf 1E 0.61 6.72 psf 2E -1.07 -11.79 psf 2E -1.07 -11.79 psf 3E -0.53 -5.84 psf 3E -0.53 -5.84 psf 4E -0.43 -4.74 psf 4E -0.43 -4.74 psf Windward Parapets = 16.52 psf Leeward Parapets = -11.01 psf a= 10.60 ft. 2a= 21.20 ft. UB = 3.41 B/L = 0.29 hmr /B = 0.160 hmr /L = 0.047 Internal pressure = +/ -1.98 psf NOTE: - Internal pressure for the main frame cancels when Zones 1 & 4 and 1 E & 4E are combined but adds or subtracts at Zones 2, 3, 2E and 3E that do not have directly opposing frame loads. 11/29/2011 1 ASCE7 -05 2009IBC WindMeth2 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: 010430103 PROJECT NAME: Sahali Snacks - Intergate East - Building 1 (Sabey) LOCATION: 0 WIND LOADS PER ASCE 7-05 Method 2 - Section 6.5.12.2.2 - Low -Rise Buildings HEIGHT OF PARAPET, hp = 26.50 ft. BLDG. RIDGE HEIGHT, hr = 28.00 ft. BLDG. EAVE HEIGHT, he = 26.50 ft. MEAN ROOF HEIGHT, hmr = 27.25 ft. Distance diaphragm is below roof = 2.0 in. Wall Support Elevation at Ridge = 27.73 ft. Wall Support Elevation at Eave = 26.23 ft. 2a= 21.20 ft. a= 10.60 ft. Loads to MWFRS Location Zones Walls @ comers = 1E & 4E Walls = 1 & 4 Windward roof = 2 Leeward roof = 3 Windward roof = 2E Leeward roof = 3E Walls parallel to the wind = 5 & 6 Windward Parapets = All Leeward Parapets = All Joist depth @ MBS buildings For MWFRS Corner design Toad For Wall "Cornet' design load Loads 11.45 psf 7.60 psf -9.58 psf -6.06 psf -13.77 psf -7.82 psf 0.00 psf 16.52 psf -11.01 psf ALSO Create a separate Toad 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 Corner Toad (up to) 21.2 ft. from comers = 160 pif Non-comer load (more than) 21.2 ft. from comers = 100 plf MWFRS - Diaphpagm loading perpendicular to the ridge Comer load (up to) 21.2 ft. from corners = 160 plf Non-corner Toad (more than) 21.2 ft. from corners = 110 plf MWFRS - Roof Uplifts Roof uplift load up to 21.2 ft. from exterior walls = Roof uplift load more than 21.2 ft. from exterior walls = Components & Cladding -13.8 psf -9.6 psf 41--- USE USE 4-- 4 USE 4 USE 4- USE �---- USE Wall Design @ 231 sq.ft. trib. (Inward) = Wall Design @ 231 sq.ft. trib. (Outward) = Wall Design @ 231 sq.ft. trib. (Outward at Comers) = Wall Design @ 25 sq.ft. trib. (Inward) = Wall Design @ 25 sq.ft. trib. (Outward) = Wall Design @ 25 sq.ft. trib. (Outward at Corners) = 9.5 psf 4 USE -10.5 psf 4-- USE -11.1 psf -4 USE 11.2 psf 4- USE -12.2 psf 4- USE -14.5 psf 4 USE Parapet only Design at Comers = 18.4 psf 4 USE Parapet only Design NOT at Corners = 18.4 psf USE Roof overhang Or-Canopy Roof Slope = Roof overhang Or Canopy Area = Roof overhang & canopies uplift (Zone 3) = -8.8 psf 4-- USE Roof overhang & canopies uplift (Zone 2) _ -12.1 psf 4--- USE Wall anchorage load at corners = Non-comer anchorage Toad 10.6 ft. from corners = Wall anchorage load at ridge = 150 pif 4 USE 140 plf 4 USE 130 plf 4---- USE SHEET OF REV. 1: 05/11/08 REV. 2: 11/14/11 0 t � 9)(4) 2 11/29/2011 ASCE7 -05 20091 BC WindMeth2 • • • f-' EAS ELEVATION' 4 • • -0" 44- -40 • 14" CAP FE EA. H.S.S. (SEAL WELD ALL AROUND) 6fg.7. '444, ZW 3 4 NEW SAW CUT OPNG. USE PACOMETER 0 GRID f...3 TO AVOID CUTTING EXIST. A. FACE VERTICAL REBAR \ // DTV 2 EXIST. MAN DOOR GRID K. ELEVATION (VIEWED FROM INSIDE FACE) NOTE: 1/8" = 1 -0" 1.) USE OVERSIZE SAW TO AVOID OVER CUTTING. 2.) INSTALL REINFORCING & MEZZANINE FRAMING PRIOR TO CUTTING OPENINGS. • • • ENGINEERS - NORTHWEST INC. P.S. SHEET OF 6869 WOODLAWN AVE. N.E. (SUITE 205) Rev. 6/25104 SEATTLE, WA. 98115 Property of Engineers Northwest, Inc., Seattle - Use by others unlawful * * * * * JOB # 01043010 -3 JOB NAME :- SAHALI SNACKS - SDC -1 FOR : - DESIGN of Square Tube Steel (HSS) Strong backs @ new wall openings, etc. WALL STRONG BACK LOCATION:- EAST WALL NEW SAW CUT TALL WINDOW Input cells = WALL HSS. STRONGBACK OPENING Conn. must occur between 1st. conn. above top of door & floor (60" o/c max.) HSS TOP = 12.003 ft. Y ss __ h3 ft 0.33 hft= ROOF ( Wall support ht. ) A �- Hft= 14.00 uPLF= 169 ft _ ft_ W2 — W3 = 0.00 5.5x5.5x1/4 21.7 in .4 4.50 in .4 7.9 in.3 1.72 in.3 0.23 in. 1.12 in. Trial Sq. HSS size = I PROVIDED= IREQ'D.= S PROVIDED= SREQ'D.= ACTUAL DEFLECTION ALLOWABLE DEFL.(12H /150) = Duration factor = wind Toad = seismic load = lateral design load = T = C = T= C= MEXIST= MTUBE = 1.00 1450 28.20 28.20 1324 1184 4145 4345 strength psf psf psf # (conn.just above door) # (top connection) ( IN WALL HEIGHT "H" ) #-ft loading T max. = 1324 # WALL CONNS. V max. = 1184 # @ TS BASE CONN. WALL WITH HSS 5.5x5.5x1/4 STRONG BACK IS OK FOR LATERAL LOAD SHOWN HSS 5.5x5.5x1/4 weighs 17.32 plf Strongback 12/5/2011 Pagel STRBACK www.hilti.us Company: Specifier: Address: Phone I Fax: E -Mail: vy %1G• :� j! ri;rn: < /<:..rG'.Fi'fayFrr rd :: ? ? % %r. %/ ENGINEERS NORTHWEST INC., PS DML Page: Project: Sub - Project I Pos. No.: Date: PROFIS Anchor 2.2.3 1 SAHALI SNACKS TI TYPICAL WALL ANCH 11/29/2011 Specifiers comments: SIESMIC EXIST WALL 1. Input data Anchor type and diameter: Effective embedment depth: Material: Evaluation Service Report:: Issued I Valid: Proof: Stand -off installation: Anchor plate: Profile Base material: Reinforcement: Seismic loads (cat. C, D, E, or F): Geometry (in.] & Loading (Ib, in. -lb] KWIK HUS -EZ (KH -EZ), 1/2 (3) h„ = 2.160 In., h = 3.000 in. Carbon Steel ESR 3027 12/1/20101 - design method ACI 318 / AC 193 e, = 0.000 in. (no stand -off); t = 0.250 in. x I, x t = 3.000 x 3.000 x 0.250 in. (Recommended plate thickness: not calculated) no profile cracked concrete , 3000, f, = 3000 psi; h = 6.000 in. tension: condition B, shear: condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar no pes Input data and results must be checked for agreement with the existing conditions and for plausibility) PRORS Anchor ( c ) 2003 -2009 Hitt) AG, FL -9494 Schaan Hilti is a registered Trademark of Hill AG, Schaan www.hilti.us Company: Specifier. Address: Phone I Fax: E -Mail: :CL %i: rn. xn�O:ti4 rr,vr.4Y:i:!i riiY f.4ri +fii'fi::• PROFIS Anchor 2.2.3 ENGINEERS NORTHWEST INC., PS DML Page: 2 Project: SAHALI SNACKS TI Sub - Project I Pos. No.: TYPICAL WALL ANCH Date: 11/29/2011 2. Load case /Resulting anchor forces Load case (governing): Anchor reactions [lb] Tension force: ( +Tension, - Compression) Anchor Tension force Shear force Shear force x Shear force y 1 1500 0 0 0 max. concrete compressive strain [%o]: 0.00 max. concrete compressive stress [psi]: 0 resulting tension force in (x/y)= (0.000 /0.000) [lb]: 1500 resulting compression force in (x/y) =(0/0) [Ib]: 0 3. Tension Toad Proof Load Nu, [lb] Capacity SR, [lb] Utilization I3 [04] = N„ f4N, y Ten ion x Steel Strength* 1500 11778 Pullout Strength* N/A N/A Concrete Breakout Strength" 1500 1921 • anchor having the highest loading "anchor group (anchors in tension) Steel Strength Equations N. = ESR value 4) Islam 2 Nua Variables n 1 Calculations N. [lb] 18120 Results N. [lb] 18120 Asa,N [l ] 0.16 refer to ICC -ES ESR 3027 ACI 318-08 Eq. (D -1) fu. [psi] 112540 +steel • N. [lb] Nua [lb] 0.650 11778 1500 13 N/A 78 Status OK N/A OK Input data and results must be checked for agreement with the existing conditions and for plausibility) PROFIS Anchor ( c ) 2003 -2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan www.hilti.us Company: Specifier. Address: Phone I Fax: E -Mail: »Yi %='u;r: ?.r,!�a.K Mm. ,:c fu•Yf /, PROFIS Anchor 2.2.3 ENGINEERS NORTHWEST INC., PS DML Page: 3 Project: SAHALI SNACKS TI Sub - Project I Pos. No.: TYPICAL WALL ANCH Date: 11/29/2011 Concrete Breakout Strength Equations N� _ ( ; :) Wed •N 111c,N Wcp,N Nb ACI 318-08 Eq. (D -4) 4) Nth t Nua ACI 318-08 Eq. (D -1) ANa see ACI 318 -08, Part D.5.2.1, Fig. RD.5.2.1(b) ANcO = 9 hef ACI 318-08 Eq. (D-6) y, = (1+1 2eN ) 51.0 ACI 318-08 Eq. (D -9) 3 her Wed,N = 0.7 + 0.3 (c--=-a) 5 1.0 Wm.N = MAX(cab 1.5hefl 51.0 cac cac J Nb kbXh Variables he [in.] 2.160 to [psi] 3000 Calculations ANe [in -21 41.99 Results Nth [lb] 2956 ect.N n.1 0.000 ANeo Cin21 ACI 318 -08 Eq. (D -11) ACI 318 -08 Eq. (D -13) ACI 318 -08 Eq. (D -7) ea,N [in.] 0.000 Gamin [in-] 3936.969 WaN cac [in.1 ka 1.000 3.670 Wect,N Wec2,N W d.N W F,N 41.99 1.000 1.000 1.000 1.000 4/concrete 0.650 4) Nth [lb] 1921 Nua [lb] 1500 17 1 Nb [Ib1 2956 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 20032009 Hilt! AG, FL -9494 Schwan HIM is a registered Trademark of Hitti AG, Schaan • • 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 Job Number = 01043010 I Job Name = Sahali Snacks Location/direction = Wall on Grid L Original Wall loads 0.1 SHEET OF Wall relative rigidities with direct shears & moments to each pier ( No rotation included ) t = wall thickness (in.) V /pier = kips h = wall height (ft.) Mom. /pier = kip -ft d = wall length (ft.) f = wall is foxed top & bottom c = wall is cantilevered (pinned top or bottom) Total shear on wall =(( 120 Jicips (including wall self - weight shear Total OTM = 1200 k -ft. have.= 10.00 ft. 1 pier # t h d d f or c multiple R* /pier % /100 V / pier MomJ pier v /pier 1 6 10 28.17 0.35 c 1 8.0392 0.192 23.00 230.00 0.82 kff 2 6 10 0.56 AM 42507 0.101 12.16 121.61 0.68 kff 3 6 10 3.5 2.86 0.0982 0.002 0.28 2.81 0.08 kif 4 6 10 21.17 0.47 5.4386 0.130 15.56 155.60 0.73 klf 5 6 10 28.17 0.35 8.0392 0.192 23.00 230.00 0.82 kff 6 6 10 0.35 8.0392 0.192 23.00 230.00 0.82 kff 1 28.17 0.35 8.0392 0.0000 0.0000 0.192 0.000 0.000 0.00 0.00 230.00 0.00 0.00 0.82 klf, 0.00 kif 0.00 kif 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.0000 0.000 0.0000 0.000 0.00 f 1 0.0000 2S 0 0 0 0.00 0.0000 29 0 0 0 0.00 0.0000 30 0 0 0 0.00 f 1 0.0000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 kff 0.00 kif 0.00 klf 0.00 klf 0.00 kff 0.00 kff 0.00 kff 0.00 kff 0.00 kff 0.00 kif 0.00 kif 0.00 klf 0.00 kff 0.00 kif 0.00 kff 0.00 0.00 kff 0.00 0.00 kff 0.00 0.00 klf 0.000 0.000 0.000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 kff 0.00 klf 0.00 kif lax.thk. 6 TOTALS = 41.9445 1.000 120.00 * = Based on a wall thickness of 6 inches Maximums = 23.00 k 230 k -ft. Total wall length = 155.35 ft. Percentage of wall total = 19.17 % Rigidity 0.82 kif 11/20/2011 Rigidity2 • • 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 Job Number = 01043010 Job Name = Sahali Snacks Location /direction = Wall on Grid L Proposed wall loads with out 3-4 opening SHEET OF Wall relative rigidities with direct shears & moments to each pier ( No rotation included ) t = wall thickness (in.) V /pier = kips h = wall height (ft.) Mom. /pier = kip -ft d = wall length (ft.) f = wall is fixed top & bottom c = wall is cantilevered (pinned top or bottom) otal shear on wall = 110 skips (including wall self - weight shear Total OTM = 1100 k -ft. h ave. = 10.00 ft. pier # t h d h/d f or c multiple R" /pier % /100 V / pier Mom./ pier v /pier 1 6 10 9 1.11 c 1 1.1337 0.038 4.19 41.89 0.47 kif 6 10 12.833 0.78 2.3638 0.079 8.73 87.34 0.68 klf 3 6 10 18 0.56 4.2507 0.143 15.71 157.06 0.87 klf 4 6 10 3.5 2.86 0.0982 0.003 0.36 3.63 0.10 klf 5 6 10 21.33 0.47 5.4986 0.185 20.32 203.17 0.95 klf 6 10 28.167 0.36 8.0381 0.270 29.70 297.01 1.05 klf 6 10 3.33 IIIIII 0.0632 0.002 0.23 2.34 0.08 kif 0.53 1 10 0.1429 0.005 ' 5.28 0.13 klf 9 .......6... .... 0 2.50 10 6 10 28.167 0.36 in 8.0381 0.270 29.70 .a 297.01 1.05 klf 11 0 0 0 0.00 0.0000 0.000 .10 0.00 0.00 kit 12 0 0 0 0.00 0.0000 0.000 0.00 0.00 0.00 kit 13 0 0 0 0.00 0.0000 0.000 0.00 0.00 0.00 kit 0 0 0 0.00 ; 0.0000 0.000 0.00 0.00 0.00 kif 0 0 0 0.00 c 0.0000 0.000 0.00 0.00 0.00 kif 16 0 0 0 0.00: 0.0000 0.000 0.00 0.00 0.00 kit 17 0 0 0 0.00 0.0000 0.000 0.00 0.00 0.00 klf 0 0 0 0.00 0.0000 0.000 0.00 0.00 0.00 kit 19 0 0 0 0.00 0.0000 0.000 0.00 0.00 0.00 kit 20 0 0 0 0.00 0.0000 0.000 0.00 0.00 0.00 kif 21 0 0 0 0.00 0.0000 0.000 0.00 0.00 0.00 kif 0 0 0 0.00 an 0.0000 0.000 0.00 0.00 0.00 klf 23 0 0 0 0.00 0.0000 0.000 0.00 0.00 0.00 kit .................... 24 ..............................: 0 0 0 0.00 0.0000 0.000 0.00 0.00 0.00 klf 25 0 0 0 0.00 f 1 0.0000 0.000 0.00 0.00 0.00 klf 26 0 0 0 0.00 f 1 0.0000 0.000 0.00 0.00 0.00 klf 27 0 0 0 0.00 f 1 0.0000 0.000 0.00 0.00 0.00 kif 28 • 0 0 0 0.00 f 1 0.0000 0.000 0.00 0.00 0.00 kif 29 0 0 0 0.00 f 1 0.0000 0.000 0.00 0.00 0.00 kif 30 0 0 0 0.00 f 1 0.0000 0.000 0.00 0.00 0.00 klf lax.thk. 6 TOTALS = 29.7703 1.000 110.00 * = Based on a wall thickness of 6 inches Maximums = 29.70 k 297 k -ft. Total wall length = 132.00 ft. Percentage of wall total = 27.00 % Rigidity 1.05 kif 11/20/2011 Rigidity2 • • 7 5) JOINT -- £XISTI )OOR, iN U. WITH GLAZIN e- 1 Zil EAST ELEVATION; 1/16" = 1, -0" • • EN 1 ® ENGINEERS NORTHWEST, INC., P.S. — STRUCTURAL ENGINEERS PROJECT # 6/04 3 616 PROJECT 6869 WOODLAWN AVE. N. E., #205, SEATTLE, WA 98115 (206) 525-7560 FAX (206) 522-6698 L5 fOLL 6;44c/lets DATE 1/ - Z O'Il SUBJECT SHEET /S OF BY Q1121) , Z0„5-1_ OTnc 1,74 36.64) 4- . 3056/4') * ,2V003.2r) �a 7- T= C Z 6/ 2z z3 0,6 OZ o.6(6 VC ,"L) • L /� -S-3'3 & 26.I 2 41. 6 k 4-14s c D e✓ L .J 3o s, �.s 4- (00-r EN .STRUCTURAL t NG1NE E1 . PROJECT: CLIENT : JOB NO. : Shaar Wal #:Design SasedonlAl PAGE: DESIGN BY : REVIEW BY : INPUT DATA CONCRETE STRENGTH (ACI 318 5.1.1) fc' REBAR YIELD STRESS fy FACTORED AXIAL LOAD FACTORED MOMENT LOAD FACTORED SHEAR LOAD LENGTH OF SHEAR WALL THICKNESS OF WALL DEPTH AT FLANGE WIDTH AT FLANGE TOTAL WALL HEIGHT TO TOP REINF. BARS AT BULB WALL DIST. HORIZ. REINF. WALL DIST. VERT. REINF. HOOP REINF - WIDTH, B, DIR. HOOP REINF - LENGTH DIR. ksi ksi ft -k k ft in DESIGN SUMMARY SHEAR WALL LENGTH SHEAR WALL THICKNESS BULB END WIDTH BULB END DEPTH BULB REINFORCING WALL HORIZ. REINF WALL VERT. REINF HOOP REINF - WIDTH, B, 1 HOOP REINF - LENGTH DI in. o.c. 12;> in. o.c. L B D + 23.91 2 # 2 # 2 # 1 # 1 # 5 5 5 3 3 THE WALL DESIGN IS ADEQUATE. L 28.17 ft 6.00 in 6.00 in 23.92 in • 12 in o.c. • 12 in o.c. • 8 in o.c. • 8 in o.c. t ANALYSIS 5000 4000 3000 Pn (k) 2000 1000 0 -1000 -2000 • T r !!r r'r 5000 .. ✓1(1600 15000 20000 25000 30 00 • Mn (ft-k) 0 T, Cs FORCE DIAGRAM fy /F. C T CHECK MINIMUM REINFORCEMENT RATIOS AND SPACING (ACI 318-05 21.7.2.1 & 14.3) (Pt )min. = 0.0020 (P1 ),i,,, = 0.0012 (Pt )awd. = 0.0086 (Pt )tad. = 0.0086 [ for Ac„ (f e )O.5 = [ for Ad„ (f0 )0.5 = > (Pt )min. > (PI )mia STRAIN DIAGRAM 128.26 kips > Vu , and bar size # 5 horizontal] 128.26 kips > Vu , and bar size # 5 vertical] [Satisfactory] [Satisfactory] where Ac„ = 2028 if2 (gross area of concrete section bounded by web thickness and length in the shear direction) The proposed spacing is less than the maximum permissible value of 18 in and is satisfactory. Since wail V„ < 2 Am, (fu' )° 5 one curtain reinforcement required. (ACI 318-05 21.7.2.2) CHECK SHEAR CAPACITY (ACI 318-05 21.7.4.1 & 21.7.4.4) •Vd =MIN [ Ate, (ac (fa) °'S + Pt fy), + 8 Ad„ (fc )os 1 = 615.66 kips > V„ [Satisfactory] where b = 0.60 (conservatively, AC1318 -05 9.3.4 a) ac= 3.0 (for hW /L = 0.94 <1.5) Pt > Pt [Satisfactory] (only for hw / L > 2.0, ACI 318-05 21.7.4.3) 0 0 0 0 U) oo 0 1 CHECK FLEXURAL & AXIAL CAPACITY MAXIMUM DESIGN AXIAL LOAD STRENGTH (ACI 318 -05 21.7.5.1 & Eq.10 -2) Pmax =0.8 (I) [ 0.85 lc' (A9 - Ast) + fy Ast] = 4154 kips. > P„ [Satisfactory] where di = 0.65 (ACI 318-05 9.3.2.2) Ag = 2028 in2• Ast = 19.32 in'. DESIGN MOMENT CAPACITY AT MAXIMUM AXIAL LOAD STRENGTH ARE FROM 0 TO 10936 ft -kips. FOR THE BALANCED STRAIN CONDITION UNDER COMBINED FLEXURE AND AXIAL LOAD, THE MAXIMUM STRAIN IN THE CONCRETE AND IN THE TENSION REINFORCEMENT MUST SIMULTANEOUSLY REACH THE VALUES SPECIFIED IN ACI 318-0510.3.2 AS Eb = 0.003 AND Et = fy / Es = 0.002069 . THE DEPTH TO THE NEUTRAL AXIS AND EQUIVALENT RECTANGULAR CONCRETE STRESS BLOCK ARE GIVEN BY Cb = d Ec / (Sb + Ss) = 200 in a = Cb 131 = 170 in pt = 0.85 ( ACI 318-0510.2.7.3 ) = 0.65 + (st -0.002)(250/3) = 0.656 (ACI 318-05 Fig. R9.3.2) d = (L - 0.5D) = 338 in DESIGN AXIAL AND MOMENT CAPACITIES AT THE BALANCED STRAIN CONDITION ARE 2376 kips AND 20026 ft -kips. IN ACCORDANCE WITH ACI 318-05 9.3.2 THE DESIGN MOMENT CAPACITY WITHOUT AXIAL LOAD IS Mn = 0.9 Mn = 12562 kips. TO KEEP TENSION SECTION WITH SHEAR CAPACITY PER ACI SEC. 11.10.6, THE PURE AXIAL TENSION CAPACITY IS — 4,P,=- 0.9MIN(AstFy,3.3f0054Lt)= -1043 kips. SUMMARY OF LOAD VERSUS MOMENT CAPACITIES ARE SHOWN IN THE TABLE BELOW, AND THEY ARE PLOTTED ON THE INTERACTION DIAGRAM AT FRONT PAGE. 4, Pn (kips) 4, Mn (ft-kips) AT AXIAL LOAD ONLY = 4154 0 AT MAXIMUM LOAD = 4154 10936 AT 0 % TENSION = 4154 10141 AT 25 % TENSION = 3600 15175 AT50 %TENSION = 3105 17733 AT s t= 0.002 = 2398 19776 AT BALANCED CONDITION = 2376 20026 AT E t = 0.005 = 1717 25316 AT FLEXURE ONLY = 0 12562 AT TENSION ONLY = -1043 0 DESIGN FORCES P„ & Mu ARE ALSO PLOTTED ON THE INTERACTION DIAGRAM. FROM THE INTERACTION DIAGRAM. THE ALLOWABLE MOMENT AT AN AXIAL LOAD P„ IS GIVEN BY Mn = 13261 kips. > M„ [Satisfactory] where 4, = Min {0.9, Max[0.65 + (st - 0.002)(250/3) , 0.65]) = 0.900 (ACI 318-05 Fig. R9.3.2) CHECK BOUNDARY ZONE REQUIREMENTS AN EXEMPTION FROM THE PROVISION OF BOUNDARY ZONE CONFINEMENT REINFORCEMENT IS GIVEN BY ACI318-05 21.7.6.2, 21.7.6.3, and 21.7.6.5(a) PROVIDED THAT c < (L hW) / (600 5 „) and < 0.2 f, [Satisfactory] where c = 48 in. ( distance from the extreme compression fiber to neutral axis at P„ & Mn loads. ) Su = 2.2 in. ( design displacement, assume 0.007h, as a conservative short cut, see ACI 318-05 21.7.6.2a. ) = (Pu / A) + (Mu y /1) = 0.090 ksi. ( the maximum extreme fiber compressive stress at Pu & Mu Toads. ) Y= A = I= 169 in. ( distance from the extreme compression fiber to neutral axis at Pu & Mu loads. ) 2184 in2. ( area of transformed section. ) 20787776 in4. ( moment of inertia of transformed section. ) And the longitudinal reinforcement ratio at the wall end = 10.333 > 400 / fy [Unsatisfactory] HENCE SPECIAL BOUNDARY ZONE DETAILING REQUIRED 1 The boundary element length = MAX( c - 0.1 L , 0.5 c ) = 23.92 in. ( ACI 318 -05 21.7.6.4 ) The maximum hoop spacing = MIN[ B/4 , 6db , 6 , 4 +(14 -h) /3 ] = 8 in.o.c. ( ACI 318-05 21.4.4.2 & 21.7.6.5a ) ENGINEERS - NORTHWEST, INC.P.S. SHEET OF 6869 WOODLAWN AVE.N.E. (SUITE 205) SEATTLE, WA. 98115 Property of Engineers Northwest, Inc., Seattle - Use by others unlawful Special Reinforced Concrete Shearwall Ultimate (USD) Shear (kips /ft.) ACI 318 -08 Section 21.9.2 & 21.9.4 Definitions : - I„ = length of segment of wall considered (in.) h„ = height of segment of wail considered (in.) f, = concrete compressive strength (ksi) s = reinforcing spacing (in.o /c) fY = reinforcing yield strength (ksi) $ = 0.6 ACI 318-05 Sec. 9.3.4(a) A,,, = the gross area of concrete bounded by web thickness and length of section. A,„, = the area of concrete section of the individual pier / horizontal wall segment considered. Input : - fc= Po increments = fr = 3.00 ksi 0.5 ksi 60 ksi Wall thickness increments = Shearwall height/length (ratio) = h /IW = Normal weight concrete only Equations : - ac= 2.50 V, _ $V„ = $(V, +V,) = $(A, a, Alf c + Acv Pt fy) (van= = $10A.,1/f, p = 0.0025 min. Max. Ultimate Shear (k/ft.) {Concrete onl thickness fc (ksi) Pc (ksi) fc (ksi) fc (ksi) h (in.) 3 3.5 4.0 4.5 5 4.92 5.32 5.69 6.03 5.5 5.42 5.85 6.26 6.64 6.0 5.91 6.38 6.83 7.24 6.5 6.40 6.92 7.39 7.84 7.0 6.90 7.45 7.96 8.45 7.5 7.39 7.98 8.53 9.05 8.0 7.88 8.51 9.10 9.65 8.5 8.38 9.05 9.67 10.26 9.0 8.87 9.58 10.24 10.86 9.5 9.36 10.11 10.81 11.47 10.0 9.85 10.64 11.38 12.07 10.5 10.35 11.18 11.95 12.67 11.0 10.84 11.71 12.52 13.28 11.5 11.33 12.24 13.09 13.88 12.0 11.83 12.77 13.66 14.48 Max. Ultimate Shear (k/ft.) (Reinforcing only} (one layer) Eq. (21 -7) Sec. 21.9.4.1 Sec. 21.9.4.5 Sec. 21.9.2.1 Max. Ultimate Shear (k/ft.) Concrete+Reinforcin thickness fc (ksi) fc (ksi) fc (ksi) Pc (ksi) h (in.) 3 3.5 4.0 4.5 5 19.71 21.29 22.76 24.14 5.5 21.68 23.42 25.04 26.56 6.0 23.66 25.55 27.32 28.97 6.5 25.63 27.68 29.59 31.39 7.0 27.60 29.81 31.87 33.80 7.5 29.57 31.94 34.15 36.22 8.0 31.54 34.07 36.42 38.63 8.5 33.52 36.20 38.70 41.05 9.0 35.49 38.33 40.98 43.46 9.5 37.46 40.46 43.25 45.88 10.0 39.43 42.59 45.53 48.29 10.5 41.40 44.72 47.81 50.71 11.0 43.37 46.85 50.09 53.12 11.5 45.35 48.98 52.36 55.54 12.0 47.32 51.11 54.64 57.95 NOTE:- This is based on 10 $ d(Pc) and is for any single pier, use 80% of this max. for average of mu tiple piers. Reinf. Spcg #3 #4 #5 #6 #7 #8 #9 #10 #11 @p„= min. • 18 2.64 4.80 7.44 10.56 14.40 18.96 24.00 30.48 37.44 0.864 17 2.79 5.08 7.87 11.18 15.24 20.07 25.41 32.27 39.64 0.864 16 2.97 5.40 8.37 11.88 16.20 21.33 27.00 34.29 42.12 0.864 15 3.16 5.76 8.92 12.67 17.28 22.75 28.80 36.57 44.92 0.864 14 3.39 6.17 9.56 13.57 18.51 24.37 30.85 39.18 48.13 0.864 13 3.65 6.64 10.30 14.62 19.93 26.25 33.23 42.20 51.84 0.864 12 3.96 7.20 11.16 15.84 21.60 28.44 36.00 45.72 56.16 0.864 11 4.32 7.85 12.17 17.28 23.56 31.02 39.27 49.87 61.26 0.864 10 4.75 8.64 13.39 19.00 25.92 34.12 43.20 54.86 67.39 0.864 9 5.28 9.60 14.88 21.12 28.80 37.92 48.00 60.96 74.88 0.864 8 5.94 10.80 16.74 23.76 32.40 42.66 54.00 68.58 84.24 0.864 7 6.78 12.34 19.13 27.15 37.02 48.75 61.71 78.37 96.27 0.864 6 7.92 14.40 22.32 31.68 43.20 56.88 72.00 91.44 112.32 0.864 5 9.50 17.28 26.78 38.01 51.84 68.25 86.40 109.72 134.78 0.864 4 11.88 21.60 33.48 47.52 64.80 85.32 108.00 137.16 168.48 0.864 • multiply by " h " for ultimate shear at (p„)„,1,, = 0.0025 ACI318-08 12/5/2011 ACI318-08 Concrete Wall Shear FN S'TkUCrr:i&AL ENGINEERS PROJECT: CLIENT : JOB NO. : PAGE: DESIGN BY : REVIEW BY : Shear INa11 Deslgm ased on AC1318-0 !IBC 2q.Q:C INPUT DATA CONCRETE STRENGTH (ACI 3185.1.1) fc. REBAR YIELD STRESS fy FACTORED AXIAL LOAD Pu FACTORED MOMENT LOAD Mu FACTORED SHEAR LOAD Vu LENGTH OF SHEAR WALL L THICKNESS OF WALL t DEPTH AT FLANGE D WIDTH AT FLANGE B TOTAL WALL HEIGHT TO TOP h,, = REINF. BARS AT BULB WALL DIST. HORIZ. REINF. WALL DIST. VERT. REINF. HOOP REINF - WIDTH, B, DIR. HOOP REINF - LENGTH DIR. DESIGN SUMMARY SHEAR WALL LENGTH SHEAR WALL THICKNESS L = 4.00 ft t = 5.50 in END REINFORCING 0 # 3 WALL HORIZ. REINF 1 # 4 12 in o.c. WALL VERT. REINF 2 # 4 @ 12 in o.c. in. o.c. in. o.c. THE WALL DESIGN IS ADEQUATE. L la ANALYSIS 500 400 300 Pn (k) 200 100 0 -100 -200 1 QJl_ 200 300 400 • Mn (ft -k) c, fy /Es L FORCE DIAGRAM STRAIN DIAGRAM CHECK MINIMUM REINFORCEMENT RATIOS AND SPACING (ACI 318-05 21.7.2.1 & 14.3) (Pt = 0.0020 [ for Ac, (005 = 14.46 kips > Vu , and bar size # 4 horizontal] (P1 )min. = 0.0012 [ for Acv (fc')0 5 = 14.46 kips > Vu , and bar size # 4 vertical] (Pt )pro„c. = 0.0030 > (pt )min. [Satisfactory] (131 )P. = 0.0061 > (pt )„a,,. [Satisfactory] where Ac„ = 264 in2 (gross area of concrete section bounded by web thickness and length in the shear direction) The proposed spacing is less than the maximum permissible value of 18 in and is satisfactory. Since wall Vu < 2 Acv (fC.)° 5 one curtain reinforcement required. (ACI 318-05 21.7.2.2) CHECK SHEAR CAPACITY (ACI 318-05 21.7.4.1 & 21.7.4.4) •V° =MIN [ 4, Ac„ (ac (f')°5 + Pt fy), 4) 8 Ac„ (fa 5 ] = 46.15 kips > Vu [Satisfactory] where 4, = 0.60 (conservatively, ACI 318-05 9.3.4 a) a °= 2.0 (for hW /L = 3.50 >2) pl > Pt [Satisfactory] (only for hw / L > 2.0, ACI 318-05 21.7.4.3) O O 0 CHECK FLEXURAL & AXIAL CAPACITY MAXIMUM DESIGN AXIAL LOAD STRENGTH (ACI 318 -05 21.7.5.1 & Eq.10 -2) Pmax =0.8 44 0.85 (A9 - As.) + fy Ast] = 409.6 kips. > P❑ [Satisfactory] where 4) = 0.65 (ACI 318-05 9.3.2.2) Ag = 264 1112. Ast = 1.99 1112• DESIGN MOMENT CAPACITY AT MAXIMUM AXIAL LOAD STRENGTH ARE FROM 0 TO 159 ft -kips. FOR THE BALANCED STRAIN CONDITION UNDER COMBINED FLEXURE AND AXIAL LOAD, THE MAXIMUM STRAIN IN THE CONCRETE AND IN THE TENSION REINFORCEMENT MUST SIMULTANEOUSLY REACH THE VALUES SPECIFIED IN ACI 318-0510.3.2 AS E, = 0.003 AND Et = fy / Es = 0.002069 . THE DEPTH TO THE NEUTRAL AXIS AND EQUIVALENT RECTANGULAR CONCRETE STRESS BLOCK ARE GIVEN BY Cb = d Ec / (Es + Es) = 28 in a = Cb 13t = 24 in Ri = 0.85 ( ACI 318 - 0510.2.7.3 ) = 0.65 + (Et -0.002)(250/3) = 0.656 (ACI 318-05 Fig. R9.3.2) d = (L - 0.5D ) = 47.95 in DESIGN AXIAL AND MOMENT CAPACITIES AT THE BALANCED STRAIN CONDITION ARE 235 kips AND 281 ft-kips. IN ACCORDANCE WITH ACI 318-05 9.3.2 THE DESIGN MOMENT CAPACITY WITHOUT AXIAL LOAD IS Mn = 0.9 Mn = 196 kips. TO KEEP TENSION SECTION WITH SHEAR CAPACITY PER ACI SEC. 11.10.6, THE PURE AXIAL TENSION CAPACITY IS — 4Pn=- 0.9MIN(AstFy,3.3f,054Lt)= -108 kips. SUMMARY OF LOAD VERSUS MOMENT CAPACITIES ARE SHOWN IN THE TABLE BELOW, AND THEY ARE PLOTTED ON THE INTERACTION DIAGRAM AT FRONT PAGE. 4' Pn (kips) $ Mn (ft-kips) AT AXIAL LOAD ONLY = 410 0 AT MAXIMUM LOAD = 410 159 AT 0 % TENSION = 410 143 AT 25 % TENSION = 359 213 AT 50 % TENSION = 309 248 AT Et= 0.002 = 237 277 AT BALANCED CONDITION = 235 281 AT E t= 0.005 = 162 357 AT FLEXURE ONLY = 0 196 AT TENSION ONLY = -108 0 DESIGN FORCES P„ & Mu ARE ALSO PLOTTED ON THE INTERACTION DIAGRAM. FROM THE INTERACTION DIAGRAM. THE ALLOWABLE MOMENT AT AN AXIAL LOAD P„ IS GIVEN BY Mn = 223 kips. > M„ [Satisfactory] where 4) = Min {0.9, Max[0.65 + (St - 0.002)(250/3) , 0.65]) = 0.900 (ACI 318-05 Fig. R9.3.2) CHECK BOUNDARY ZONE REQUIREMENTS AN EXEMPTION FROM THE PROVISION OF BOUNDARY ZONE CONFINEMENT REINFORCEMENT IS GIVEN BY ACI318-05 21.7.6.2, 21.7.6.3, and 21.7.6.5(a) PROVIDED THAT c < (1 hW) / (600 Su) and fc < 0.2 fc' [Satisfactory] where c = 9 in. ( distance from the extreme compression fiber to neutral axis at P„ & Mn Toads. ) S„ = 1.2 in. ( design displacement, assume 0.007h,,,, as a conservative short cut, see ACI 318-05 21.7.6.2a. ) fc _ (Pu / A) + (Mu y /1) = 0.111 ksi. ( the maximum extreme fiber compressive stress at P„ & Mu loads. ) Y= A = I= 24 in. ( distance from the extreme compression fiber to neutral axis at Pu & Mu loads. ) 283 in2. ( area of transformed section. ) 54243 in4. ( moment of inertia of transformed section. ) And the longitudinal reinforcement ratio at the wall end = 0.000 < 400 / fy [Satisfactory] HENCE BOUNDARY ZONE DETAIL REQUIREMENTS ARE NOT NECESSARY AND OMIT THE CALCULATIONS BELOW. The boundary element length = MAX( c - 0.1 L , 0.5 c ) = 4.36 in. ( ACI 318-05 21.7.6.4 ) The maximum hoop spacing = MIN[ 8/4 , 6db , 6 , 4 +(14- hy,) /3 ] = 8 in.o.c. ( ACI 318-05 21.4.4.2 & 21.7.6.5a ) Ash, B DIR = (0.09 s he fc. ) / fyr, = N/A in 2 . Ash, L DIR = (0.09 s he fc ) / fyh = N/A in2. • • • Job number = 01043010 -3 Job name = Location = east wall new opening ridgidity ENGINEERS- NORTHWEST,INC. P.S. 6869 WOODLAWN AVE.N.E. (SUITE 205) SEATTLE, WA. 98115 Ir SHEET OF t Property of Engineers Northwest, Inc., Seattle - Use by others unlawful Overall height = Horizontal dimension h1 = Horizontal dimension h2 = Horizontal dimension h3 = Vertical dimension v2 = Vertical dimension v1 = Is left jamb fixed at bottom ? Is right jamb fixed at bottom ? Load to wall = Wall Thickness Standard = st be >0) st be >0) st be >0) 26.5 ft. Output Overall length = 27.6633 ft. 27.6633 ft x 13.5 ft. W dim. v2= 13 ft. dim. h1 = dim. h2 = 4.4133 ft. �� 14 ft. )< dim. h3 = 9.25 ft. 2 PIER WALL dim. v1 = 0 ft. 1.) Deduct from solid wall the effect of the opening Solid wall 1234 CONDITIONS:- 1.) Opening may be a door, v1 =0. 2.) Wall is of uniform thickness. h/d = 0.9579 Rc solid = 1.5649 Deduct deflection of middle strip h/d = 0.4699 2.) Add deflection of middle piers Pier 1 Pier 2 Ac solid = 0.6390 - Af = 0.1514 A = 0.4877 h/d = 2.9456 Rc = 0.090 h/d = 1.4054 Rf = 1.430 ER = 1.520 A= EA = 3.) R 1234 = 0.873 < Rc solid@ 1.565 4.) % of the panel load to each pier Pier 1 = 5.92 % Pier 2 = 94.08 % 100 % 5.) Shear to each pier Pier 1 = 59.22 kips Pier 2 = 940.78 kips 1000.00 kips 0.6578 1.1455 R 1234 = 0.873 Adjusted wall thickness = 3.07 in. For an equivalent solid wall (w /o openings) • 1 opening 11/4/2011 Rigidity2 • • • • ENGINEERS- NORTHWEST,INC. P.S. 6869 WOODLAWN AVE.N.E. (SUITE 205) SEATTLE, WA. 98115 SHEET k OF 14( * * * * * Property of Engineers Northwest, Inc., Seattle - Use by others unlawful * * * * * Job number = 01043010 -3 Job name = SDC -1 Sahali Snacks TI Location = east wall existing opening ridgidity Input Overall height = 26.50 ft. Horizontal dimension hi = 5.00 ft. ( ust be >0) Horizontal dimension h2 = 5.00 ft. ( ust be >0) Horizontal dimension h3 = 17.67 ft. ust be >0) 26.5 ft. Vertical dimension v2 = Vertical dimension v1 = Is left jamb fixed at bottom ? N (Y or N) Is right jamb fixed at bottom ? Y (Y or N) Load to wall = Wall Thickness Standard = 27.67 ft. Output Overall length = 27.67 ft. 4 3 dim. h1 = dim. h2 = dim. h3 = 5 ft. < 5 ft. 17.67 ft. 2 PIER WALL 18.5 ft. dim. v2 = 8 ft. dim. v1 = 0 ft. 1.) Deduct from solid wall the effect of the opening Solid wall 1234 CONDITIONS:- 1.) Opening may be a door, v1 =0. 2.) Wall is of uniform thickness. h/d = 0.9577 Rc solid = 1.5657 Deduct deflection of middle strip h/d = 0.2891 2.) Add deflection of middle piers Pier 1 Pier 2 As solid = 0.6387 - Af = 0.0892 A = 0.5495 h/d = 1.6000 Rc = 0.472 h/d = 0.4527 Rf = 6.892 ER = 7.364 A= EA = 3.) R12.34 = 1.459 < Rc solid@ 1.566 4.) % of the panel load to each pier Pier 1 = 6.41 % Pier 2 = 93.59 % 100 % 5.) Shear to each pier Pier 1 = 64.11 kips Pier 2 = 935.89 kips 1000.00 kips 0.1358 0.6853 R 1234 = 1.459 Adjusted wall thickness = For an equivalent solid wall (w /o openings) 1 opening 11/4/2011 Rigidity2 • • Eli®♦ ENGINEERS NORTHWEST, INC., P.S. — STRUCTURAL ENGINEERS PROJECT # 01043010 PROJECT SUBJECT 6869 WOODLAWN AVE. N. E., #205, SEATTLE, WA 98115 (206) 525-7560 FAX (206) 522-6698 (W/Atts Safe/4 s77 . & tc'. ,t g17 - I i, I (Pe 480 cStvi — 0,4( 939607 07510.—.) 15, / 9, .4—P ,s, DATE SHEET OF BY z r Gli2a xs �ne<J4- ai ST7 /ii 41 /S -= r .O9 /t • • JOB # ENGINEERS - NORTHWEST INC. P.S. SHEET OF 6869 WOODLAWN AVE. N.E. (SUITE 205) Rev. 6/25/04 SEATTLE, WA. 98115 Property of Engineers Northwest, Inc., Seattle - Use by others unlawful 01043010 -3 JOB NAME :- SAHALI SNACKS - SDC -1 FOR : - DESIGN of Square Tube Steel (HSS) Strong backs @ new wall openings, etc. WALL STRONG BACK LOCATION:- Input cells = WALL HSS. STRONGBACK OPENING Conn. must occur between 1st. conn. above top of door & floor (60" o/c max.) EAST WALL NEW SAW CUT TALL WINDOW HSS TOP = 25 ft. • • ft- 12.50 Trial Sq. HSS size = I PROVIDED = IREQ'D.= S PROVIDED= SREQ'D.= ACTUAL DEFLECTION = ALLOWABLE DEFL.(12H /150) = • • ft= ft_ W2 < w3 - 2.00 0.00 ft- ft � hZ - hft= hft= 0.33 ECM 10.17 ROOF ( Wall support ht. ) H = 26.50 uPL.F= 163 7X7X3/16 36 29.33 10.3 5.70 1.73 2.12 in.4 in.4 in.3 in.3 in. in. Duration factor = wind load = seismic Toad = lateral design load = T =C= T = C = MExIST= MTUBE = T mAx. = V MAX. = 1.00 11.10 19.70 19.70 1639 1138 14267 14413 1639 2153 strength psf psf psf # (conn.just above door) # (top connection) ( IN WALL HEIGHT "H" ) loading #-ft # WALL CONNS. # ©TS BASE CONN. WALL WITH HSS 7X7X3/16 STRONG BACK IS OK FOR LATERAL LOAD SHOWN HSS 7X7X3/16 weighs 17.08 pif Strongback 12/15/2011 Pagel STRBACK • • • JOB # 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 01043010 -3 JOB NAME :- SHEET OF Rev. 6/25/04 SAHALI SNACKS - SDC -1 FOR : - DESIGN of Square Tube Steel (HSS) Strong backs @ new wall openings, etc. WALL STRONG BACK LOCATION:- EAST WALL NEW SAW CUT TALL WINDOW Input cells = WALL HSS. STRONGBACK OPENING Conn. must occur between 1st. conn. above top of door & ter; HSS TOP = 25 ft. floor (60" o/c max.) W1 ft- 12.50 ft yy = z h ft_ f 3 hz ft= 11 ft - hft= 0.33 REM 10.17 ROOF ( Wall support ht. ) A Hft= 26.50 uPLF= 202 Trial Sq. HSS size = I PROVIDED = IREQ'D.= S PROVIDED= SREQ'D.= ACTUAL DEFLECTION = ALLOWABLE DEFL.(12H /150) = W3 ft 3 - 4.00 0.00 7X7X1/4 46.5 36.44 13.3 7.08 1.66 2.12 in.4 in.4 in.3 in.3 in. in. Duration factor = wind Toad = seismic Toad = lateral design load = T =C= T =C= MEXIST= MTUBE = 1.00 strength 11.10 psf 19.70 psf 19.70 ,psf 2036 # (conn.just above door) 1413 # (top connection) 17725 (IN WALL HEIGHT "H" ) 17907 #-ft loading T MAX. = V MAX. = 2036 # @ WALL CONNS. 2676 # @TS BASE CONN. WALL WITH HSS 7X7X1/4 STRONG BACK IS OK FOR LATERAL LOAD SHOWN HSS 7X7X1/4 weighs 22.42 plf Strongback Pagel 12/15/2011 STRBACK PE t t h � O� F jE: i `� Litt it xt` v PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D11 -383 PROJECT NAME: SAHALE SNACKS SITE ADDRESS: 3411 S 120 PL Original Plan Submittal Response to Incomplete Letter # DATE: 12 -30 -11 X Response to Correction Letter # 1 Revision # After Permit Issued DEPARTMENTS: uuilding Division Public Works ,\hn Fire Pre e ti n am Planning Division Structural ❑ Permit Coordinator DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Incomplete DUE DATE: 01 -03-12 Not Applicable Comments: Permit Center Use Only INCOMPLETE LETTER MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: LETTER OF COMPLETENESS MAILED: TUES/THURS ROUTING: Structural Review Required No further Review Required Please Route REVIEWER'S IN TIALS: DATE: APPROVALS OR CORRECTIONS: Approved Approved with Conditions g Notation: REVIEWER'S INITIALS: DUE DATE: 01 -31 -12 Not Approved (attach comments) DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: Documents/routing slip.doc 2 -28 -02 • PLAN • ING SLIP ACTIVITY NUMBER: D11 -383 PROJECT NAME: SAHALE SNACKS SITE ADDRESS: 3411 S 120 PL, SUITE 100 X Original Plan Submittal Response to Correction Letter # DATE: 12 -05 -11 Response to Incomplete Letter # Revision # After Permit Issued DEPARTMENTS ullding Division [ �ublic WAc ,c64 virit Ire Prev4htion Structural Planning Division Permit Coordinator DETERMINATION OF COMPLETENESS: (Tues., Thurs.) DUE DATE: 12-06-11 Complete Incomplete ❑ 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 7 Structural Review Required ❑ No further Review Required REVIEWER'S INITIALS: DATE: n APPROVALS OR CORRECTIONS: Approved ❑ Approved with Conditions Notation: REVIEWER'S INITIALS: DUE DATE: 01 -03 -12 Not Approved (attach comments) DATE: Permit Center Use Only r 1 CORRECTION LETTER MAILED: 1� l �D Departments issued corrections: Bldg Fire Ping ❑ PW ❑ Staff Initials: w2 Documents /routing slip.doc 2 -28 -02 • City of Tukwila • Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206 - 431 -3665 Web site: http: / /www.ci.tukwila.wa.us Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: 19-17-1124( Plan Check/Permit Number: D 1 1 -3 83 ❑ Response to Incomplete Letter # ® Response to Correction Letter # 1 ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: Sahale Snacks Project Address: 3411 S 120 P1 Contact Person: sWizAti V I.l h4 Phone Number: 2o - 720.160 Summary of Revision: t-tACt ' -G+itq co d -tcfCN L 12 - CITY OFTUKwILA IOEC 3 0 7011 PERMIT CENTER Sheet Number(s): 111 t l) S .01) St I S 2 "Cloud" or highlight all areas of revision including date of revisAon ✓ ,R,ii, Received at the City of Tukwila Permit Center by: Entered in Permits Plus on \applications \forms- applications on line \revision submittal Created: 8 -13 -2004 Revised: ti • • December 27, 2011 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, WA 98188 Attn: Dave Larson, Senior Plans Examiner RE: Sahale Snacks: D11 -383 Dave: Please accept this response to the permit application regarding Sahale Snacks: 1. On page S1, detail D -1 appears to be a new exterior canopy over the east entrance however it is not shown in other parts of the plans. Please provide a foundation plan, complete cross - section including foundation and connection to the foundation, roof framing plan and add this structure to the key plan, mezzanine plan and east elevation or remove this detail if this scope is not intended for this permit application. The details and calculations for this scope will need to be stamped by the structural engineer of record. Please see the additional architectural sheet A3.1 regarding the canopy scope of work. Also please see sheets S1 illustrating details regarding the canopy. `Section C -1' shows a cross - section including the foundation and `Section B -1' shows a cross - section including the framing and attachment to the existing building. Also on sheet S1, you will find foundation & roof framing plans. Attached you will also find (2) sets of wet - stamped calculations regarding the canopy. Owner Revisions: Sahale Snacks in conjunction with Engineers Northwest has changed the method of reinforcing the new openings on the East wall. Please see the revised sheets S2 with revised details regarding the opening. All changes in scope have been clouded for clarification. The two new structural sheets, S1 and S2 include all scope of work. They are the most current details regarding the canopy and the strengthening of the existing building for the new openings. Pleaselet me know if there is any other clarification that you need, or if you have any additional comments. We look forward to obtaining the permit and proceeding with the improvements to Sahale Snacks. Thanks in advance, Sarah Devlin CORRECTION LTR #_I- D l 1- 383 RECEIVE DEC 302011 P RMTCENTER 2505 Third Avenue, Suite 324 Seattle, Washington 98121 Phone 206.720.7001 Fax 206.720.2949 City of Tukwila Jim Haggerton, Mayor Department of Community Development Jack Pace, Director December 16, 2011 Sarah Devlin Craft Architects 2505 Third Av, Suite 324 Seattle, WA 98121 RE: Correction Letter #1 Development Permit Application Number D11 -383 Sahale Snacks — 3411 S 120 PI Dear Ms. Devlin, This letter is to inform you of corrections that must be addressed before your development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the Building and Fire Departments. At this time the Planning and Public Works Departments have no comments. Building Department: Dave Larson at 206 431 -3678 if you have questions regarding the attached comments. Fire Department: Al Metzler at 206 575 -4407 if you have questions regarding the following comment. 1) Provide details on the canopy including elevation drawings. Please address the attached comments 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. Corrections /revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions, please contact me at (206) 431 -3670. Sincerely Bill Rambo Permit Technician encl File No. D11 -383 W:\Pennit Center \Correction Letters U011011-383 Correction Letter #l.doc 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 Tukwila Building Division Dave Larson, Senior Plan Examiner Building Division Review Memo Date: December 9, 2011 Project Name: Sahale Snacks Permit #: D11 -383 Plan Review: Dave Larson, Senior Plans Examiner The Building Division conducted a plan review on the subject permit application. Please address the following comments in an itemized format with revised plans, specifications and /or other applicable documentation. (GENERAL NOTE) PLAN SUBMITTALS: (Min. size 11x17 to maximum size of 24x36; all sheets shall be the same size). (If applicable) Structural Drawings and structural calculations sheets shall be original signed wet stamped, not copied.) 1. On page S1, detail D -1 appears to be a new exterior canopy over the east entrance however it is not shown in other parts of the plans. Please provide a foundation plan, complete cross - section including foundation and connection to foundation, roof framing plan and add this structure to the key plan , mezzanine plan and east elevation or remove this detail if this scope is not intended for this permit application. The details and calculations for this scope will need to be stamped by the structural engineer of record. Should there be questions concerning the above requirements, contact the Building Division at 206 -431- 3670. No further comments at this time. Contractors or Tradespeople *ter Friendly Page • General /Specialty Contractor A business registered as a construction contractor with LEI 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 NORTHWAY CONSTRUCTION INC UBI No. 602977633 Phone 2537358100 Status Active Address 1433 Valentine Ave Se License No. NORTHCI905CQ Suite /Apt. SUITE 102 License Type Construction Contractor City Pacific Effective Date 2/18/2010 State WA Expiration Date 2/18/2014 Zip 98047 Suspend Date County King Specialty 1 General Business Type Corporation Specialty 2 Unused Parent Company Other Associated Licenses License Name Type Specialty 1 Specialty 2 Effective Date Expiration Date Status POECOI'247QZ POE CONSTRUCTION INC Construction Contractor General Unused 11/9/1976 5/1/2013 Active Business Owner Information Name Role Effective Date Expiration Date FRY, KYLE RAY President 02/18/2010 Bond Amount FRY, SONYA LEIGH Secretary 02/18/2010 250161C 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 2 DEVELOPERS SURETY & INDEM CO 250161C 02/01/2011 Until Cancelled $12,000.0001/24 /2011 1 UNITED STATES FIRE INSURANCE COMPANY 615978077 02/01/2010 Until Cancelled 02/25/2011 $12,000.0002/18 /2010 Assignment of Savings Information No records found for the previous 6 year period Insurance Information Insurance Company Name Policy Number Effective Date Expiration Date Cancel Date Impaired Date Amount Received Date 4 Continental Western Ins Co CWP291938422 01/18/2012 01/18/2013 $1,000,000.0001 /16/2012 3 Continental Western Ins Co cwp2919384 p 01/18/2011 02/18/2012 $1,000,000.00 02/09/2011 2 CAPITOL SPECIALTY INS CORP 3600500058 05/07/2010 05/07/2011 $2,000,000.00 05/14/2010 1 ATLANTIC CAS INS CO L179000099 02/01/2010 02/01/2011 $1,000,000.00 02/18/2010 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 01/30/2012 12/29/11 - 3:39pm 11- 458_T1.1 (COVER SHEET - SMALL).dwg 3'-0' /4' -10/ 3' -0' 4 -0" 1 2'-6" TIG ENERGY CODE COMPLIANCE: 1. PROJECT SHALL COMPLY WITH 2009 WASHINGTON STATE ENERGY CODE INCLUDING BUT NOT LIMITED TO THE FOLLOWING PROVISIONS: A. 1310.2 SEMI- HEATED SPACES: FOR SEMI - HEATED SPACES HEATED BY OTHER FUELS ONLY, WALL INSULATION IS NOT REQUIRED FOR THOSE WALLS SEPARATE SEMI - HEATED SPACES FROM THE EXTERIOR PROVIDED THAT THE SPACE IS HEATED SOLELY BY A HEATING SYSTEM CONTROLLED Y A THERMOSTAT WITH A MAXIMUM SET POINT CAPACITY OF 45 DEGREES, MOUNTED NO LOWER THAN THE HEATING UNIT. B. 1314 AIR LEAKAGE: 1314.1 BUILDING ENVELOPE SEALING: THE FOLLOWING AREAS OF THE BUILDING ENVELOPE SHALL BE SEALED, CAULKED, GASKETED OR WEATHER- STRIPPED TO MINIMIZE AIR LEAKAGE: • JOINTS AROUND FENESTRATION AND DOOR FRAMES; • JUNCTIONS BETWEEN WALLS AND FOUNDATIONS, BETWEEN WALLS AT BUILDING CORNERS, BETWEEN WALLS AND STRUCTURAL FLOORS OR ROOFS, AND BETWEEN WALLS AND ROOF OR ROOF PANELS; • OPENINGS AT PENETRATIONS OF UTILITY SERVICES THROUGH THE ROOFS, WALLS AND FLOORS; • SITE -BUILT FENESTRATION AND DOORS; • BUILDING ASSEMBLIES USED AS DUCTS OR PLENUMS; • JOINTS, SEAMS AND PENETRATIONS OF VAPOR RETARDERS; AND • ALL OTHER OPENINGS IN THE BUILDING ENVELOPE. C. 1314.2 GLAZING AND DOORS: AIR LEAKAGE FOR FENESTRATION AND DOORS SHALL BE DETERMINED IN ACCORDANCE WITH NFRC 400 OR AAMA /WDMA /CSA 101/IS2/A440 OR ASTM E283 AS SPECIFIED BELOW. AIR LEAKAGE SHALL BE DETERMINED BY A LABORATORY ACCREDITED BY A NATIONALLY RECOGNIZED ACCREDITATION ORGANIZATION, SUCH AS THE NATIONAL FENESTRATION RATING COUNCIL, AND SHALL BE LABELED AND CERTIFIED BY THE MANUFACTURER. AIR LEAKAGE SHALL NOT EXCEED: • 1.0 CFM /FT2 FOR GLAZED SWINGING ENTRANCE DOORS AND REVOLVING DOORS, TESTED AT A PRESSURE OF AT LEAST 1.57 POUNDS PER SQUARE FOOT (PSF) IN ACCORDANCE WITH NFRC 400, AAMA /WDMA /CSA 101/IS2/A440, OR ASTM E283. • 0.04 CFM /FT2 FOR CURTAIN WALL AND STOREFRONT GLAZING, TESTED AT A PRESSURE OF AT LEAST 1.57 POUNDS PER SQUARE FOOT (PSF) IN ACCORDANCE WITH NFRC 400, AAMA /WDMA /CSA 101/IS2/A440, OR ASTM E283. • 0.2 CFM /FT2 FOR ALL OTHER PRODUCTS WHEN TESTED AT A PRESSURE OF AT LEAST 1.57 POUNDS PER SQUARE FOOT (PSF) IN ACCORDANCE WITH NFRC 400 OR AAMA /WDMA /CSA 101/IS2/A440, OR 0.3 CFM /FT2 WHEN TESTED AT A PRESSURE OF AT LEAST 6.24 POUNDS PER SQUARE FOOT (PSF) IN ACCORDANCE WITH AAMA /WDMA /CSA 101/I.S/A440. D. 1314.6 CONTINUOUS AIR BARRIER: NOT REQUIRED FOR BUILDINGS LESS THAN FIVE STORIES TIG TIG 3� N TIG EAST ELEVATION SCALE: 1/8" = 1' -0" GENERAL NOTES: 1. GLAZING TYPE IG TYPICAL, UNLESS OTHERWISE NOTED 2. TIG INDICATES TEMPERED, INSULATED GLAZING TYPICAL 3. ALL GLAZING SHALL BE CERTIFIED & LABELED WITH ITS MAX. U- FACTOR OF 0.40 & SOLAR HEAT GAIN, COEFFICIENT OF 0.40 BY AN INDEPENDENT AGENCY LICENSED BY THE NFRC. KEY NOTES: 0 1. NEW ANODIZED ALUMINUM WINDOW SYSTEM IN EXISTING OPENING TO MATCH EXISTING 2. NEW PAIR 3'- 0 "x7' -0" FULL GLASS STOREFRONT DOOR W/ ACCESSIBLE HARDWARE TYPE: EXTERIOR ENTRANCE TYPE LOCKSET, CLOSER, PULL /PUSH BAR, WEATHER STRIPPING, DROP SEAL. SIGNAGE TO SAY: "THIS DOOR TO REMAIN UNLOCKED DURING BUSINESS HOURS. ". 3. NEW OPENING TO ACCOMMODATE NEW WINDOW SYSTEM TO MATCH EXISTING PER STRUCTURAL DRAWINGS 4. INFILL EXISTING 3'- 0 "x7' -0" OPENING WITH WINDOW SYSTEM 5. REMOVE EXISTING DOCK DOOR, INFILL WITH WINDOW SYSTEM TO MATCH EXISTING 6. EXISTING OPENING, STOREFRONT SYSTEM TO REMAIN 7. EXISTING ACCESSIBLE ENTRANCE /EXIT TO REMAIN 8. EXISTING TILT -UP CONCRETE PANEL, TYPICAL CODE /ZONING INFORMATION ZONING DISTRICT: CODE EDITION: CONSTRUCTION EXISTING OCCUPANCY CLASSIFICATION: TYPE OF CONSTRUCTION: SPRINKLER SYSTEM: AREA SEPARATION: NON- SEPARATED, UNLIMITED: PER 2009 IBC ACTUAL FLOOR AREAS: OFFICE (EXISTING) (B) OFFICE (NEW) (B) MANUFACTURING (EXISTING) (F -1) WAREHOUSE (EXISTING) (S -1) TOTAL ACTUAL FLOOR AREA: OCCUPANCY LOAD: (SEC. 1004.1 TABLE 1004.1.1) OFFICE (B) MANUFACTURING (F -1) WAREHOUSE (S -1) TOTAL OCCUPANCY LOAD MIC /H 2009 IBC/ 2009 FIRE CODE TENANT MPROVEMENT B (OFFICE) /F -1 (MANUFACTURING) /S -1 (WAREHOUSE) III B FULLY S'RINKLERED 302.3.1, SECTION 506, AND 3,014 SQ FT 3,196 SQ FT 16,550 SQ FT 18,307 SQ FT 41,067 SQ FT 6,210 SQ FT / 100 16,550 SQ FT / 100 18,307 SQ FT / 500 41,067 SQ FT EXIT REQUIREMENTS: (SEC. 1021 TABLE 1021.1 & 1021.2) NUMBER REQ'D NUMBER PROVIDED OFFICE MANUFACTURING WAREHOUSE 2 2 2 2 2 2 PLANNING APPROVED No changes can be made to tOese plans without approval from the Planning Division of DCD Approved By: Date: 507 = 62 = 165 = 37 = 264 NORTH ELEVATION SCALE: 1/8" = 1 ' -0" PROJECT DIRECTORY ARCHITECT /CONTACT: ARCHITECT OF RECORD: OWNER: TENANT: STRUCTURAL ENGINEER: VICINITY MAP NTS CRAFT ARCHITECTS, PLLC. 2505 THIRD AVE, STE. 324 SEATTLE, WASHINGTON 98121 KATHRYN M. CRAFT SABEY CORPORATION 12201 TUKWILA INTERNATIONAL BLVD. FOURTH FLOOR SEATTLE WA, 98168 CONTACT: PHONE: EMAIL: CONTACT: PHONE: EMAIL: SAHALE SNACKS CONTACT: 3411 SOUTH 120TH PLACE, SUITE 100 PHONE: SEATTLE, WA 98168 EMAIL. ENGINEERS NORTHWEST 6869 WOODLAWN AVE NE, STE. 205 SEATTLE, WA 98115 N CONTACT: PHONE: EMAIL: TAX PARCEL # 1023049069 LEGAL DESCRIPTION PORTION OF GOV LOT 15 IN SW 1/4 OF SECTION 10 -23 -04 BEGIN NW CORNER OF SW 1/4 TH S 01 -46 -02 W 107.22 FT TH S 87 -33 -12 E 512.24 FT TO POINT OF BEGINNING TH S 87 -33 -12 E 214.16 FT TH N 78 -40 -52 E 415.05 FT TO WLY MARGIN OF E MARGINAL WAY TH S 16 -31 -41 E 241.92 FT TH S 28 -02 -57 E 104.42 FT TH S 17 -01 -47 E 100.50 FT TH S 11 -19 -15 E 13.28 FT TH N 58 -13 -58 W 473.87 FT TH S 01 -46 -02 W 37 FT TH N 88 -13 -58 W 307.80 FT TH N 01 -46 -02 E 373.93 FT TO POINT OF BEGINNING - LOT 1 OF CITY OF TUKWILA BOUNDARY LINE ADJUSTMENT NO L2000 -042 RECORDING NO 20000828900001 ENERGY REQUIREMENTS SCOPE OF WORK TO MEET OR EXCEED ENERGY CODE REQUIREMENTS. LIGHTING REQUIREMENTS NO LIGHTING MODIFICATIONS ARE PROPOSED. REVISIONS No champs:; shall be made to the scope cf wok without prior approval of u' .,r.fa Bu:iding Division. t'., ;_,: i",�i .:aorta will r�quiro a new plan submittal c J may include additional plan review fees. FILE COP Permit No. Ph! r"ilaw approval is subject to errors and omtsslona. of c:;ns ruction documents does not authorize t: , :3 Lion of a.ny :adapted code or ordinance. Receipt o L; proved Rob =y and . t''''ons is acknowledged: By Date: City Of Tukwila BUILDING DIVISION SARAH DEVLIN (206) 720 -7001 SARAH @CRAFTARCHITECTS.COM GLENN PARRY (206) 277 -5212 GLENNP @SABEY.COM SEPARATE- PERMIT REQUIRED FOR: Irlochanical F lectrical C. 't''Iumbfng t as Piping City of Tukwila BUILDING DIVISION APPROVED BY: Initials Date MIKE DEVLIN (206) 947 -4463 MDEVLIN @SAHALESNACKS.COM DAN LAKE (206) 525 -7560 DANL ®ENGINEERSNW.COM SITE PLAN NTS REVIEWED FOR CODE COMPLIANCE APPROVED JAN 10 2412 City of Tukwila BUILDING DIVISION PROJECT INFORMATION 3411 SOUTH 120TH PLACE, SUITE 100 TT E, . 9 168 PROJECT DESCRIPTION NEW EXTERIOR OPENINGS, WINDOWS AND DOORS IN EXISTING BUILDING NEW EXTERIOR CANOPY INDEX OF DRAWINGS RECEIVED S1 MEZZANINE PLAN, SECTIONS DEC 3 0 2011 S2 WALL ELEVATIONS PERMIT CENTER PARKING REQUIREMENTS NOTE: PARKING STALLS ARE EXISTING. SCOPE OF WORK DOES NOT INVOLVE OCCUPANCY CHANGES OR BUILDING SQUARE FOOTAGE AMENDMENTS. PLUMBING FIXTURE REQ'�R #RECL N NOTE: PLUMBING FIXTURES ARE EXISTING; SCOPE OF WORK DOES NOT INVOLVE OCCUPANCY CHANGES OR BUILDING SQUARE FOOTAGE AMENDMENTS AND DOES NOT INCREASE FIXTURE REQUIREMENTS. i383 2505 Third Avenue Suite 324 Seattle, WA 98121 206. 720. 700 1 phone 206.720.2949 fax www.craftarchitects.com 0 0 W C0 Ct� Se w 00 Q Z W O J N Q Q Cn D 0 U) SEATTLE, WA 98168 CONSULTANT 7052 REGISTERED ARCHITECT KA I' RYN M CRAFT STATE F WASHINGTON ,---r5:531 REVISIONS: 12/05/11 PERMIT 12/20/11 CITY COMMENTS 12/27/11 OWNER CHANGES SHEET TITLE: GENERAL INFORMATION, SITE PLAN & ELEVATIONS DATE: DESIGN: 12/27/11 DRAWN: PROJECT NO: APPROVED: SAD 11- 458.06 KMC ORIGINAL DRAWING IS 24" x 36 ". SCALE ENTITIES ACCORDINGLY IF REDUCED SHEET NO: T1.1 COPYRIGHT CRAFT ARCHITECTS 2011 12/29/11 - 3:37pm 11- 458_A3.1 (EXTERIOR ELEVATIONS).dwg CANOPY: SOUTH ELEVATION SCALE: 1/4" = 1 ' -0" 3 2 'fE o � 8' -0" 7' -0" 4' -0" T (2 CANOPY: NORTH ELEVATION SCALE: 1/4" = 1' -0" 18' -5 1/8" 7' -0„ 7' -0,' 2' -0" • CANOPY: EAST ELEVATION SCALE: 1/4" = 1' -0" GENERAL NOTES. 1. BOLT PATTERNS TO BE COORDINATED WITH ARCHITECT 2. SEE SHEET S1 REGARDING STRUCTURAL DETAILS KEY NOTES: 0. 1. GALVANIZED STEEL HANGER, TYPICAL OF (3) 2. SIMPSON CC51/4 -8 POST CAP TYPICAL OF (3) 3. 2X10 JOISTS, 1' -0" ON CENTER 4. 5 1x15 PT GLULAM TYPICAL OF (3) 5. 6X8 COLUMN 6. DOUBLE 2X8 W/ SPACER 7. 5 Eix6 SPACER 8. GALVANIZED STEEL KNIFE BLADE BRACKET BOLTED TO CONCRETE 9. STANDING SEAM METAL ROOF OVER 3/4" MARINE AND APPEARANCE GRADE PLYWOOD 10. PAINTED METAL GUTTER & RAIN CHAIN TO GRAVEL 'RIVER' TO DRAINAGE 11. EXISTING TILT -UP CONCRETE PANEL, TYPICAL 12. FRY 'SM' SURFACE MOUNTED REGLET AND FLASHING. INTEGRATE WITH ROOFING MANUFACTURER'S STANDARD ROOFING FLASHING. bW383 REVIEWED FOR E COMPLIANCE APPROVED JAN 10 212 . City BUILDING DIVISION RECEIVED DEC 30 2011 PERMIT CENTER 2505 Third Avenue Suite .324 Seattle, WA 98121 206.720.7001i phone 206,720.2 949 fax www.craft:arc:hitects.cam O 0 W CD CD W 0 QQ 6-2 W O -J N QT < �- �D 0 r SEATTLE, WA 98168 CONSULTANT REGISTERED ARCHITECT REVISIONS: 12/05/11 PERMIT 12/20/11 CITY COMMENTS 12/27/11 OWNER CHANGES SHEET TITLE: ELEVATION: CANOPY DATE: DESIGN: 12/27/11 DRAWN: PROJECT NO: APPROVED: SAD 11- 458.06 KMC ORIGINAL DRAWING IS 24" x 36 ". SCALE ENTITIES ACCORDINGLY IF REDUCED SHEET NO: A3.1 COPYRIGHT CRAFT ARCHITECTS 2011 SA GENERAL NOTE THE FOLLOWING NOTES APPLY UNLESS NOTED OTHERWISE - ASTM'S NOTED ARE TO BE LATEST EDITION ►n e gate.east A 1. DESCRIPTION Building Name & Site Location - Sahale Snacks, Tukwila, WA Building Dept. Contact - Mr. Alan Johanson, telephone 208- 431 -3870. 2. DESIGN CODE AND STANDARDS Applicable Code (Edition/Name) - 2009 International Building Code (IBC) ther 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. Code supplement & Date - N/A 3. DESIGN LOADS a. Roof Live Load b. Snow Load c. Seismic d. Wind Load e. Dead loads f. Special Loads g. Load Combinations See snow load Basic ground snow load - Pg - 25 psf Basic roof snow load - Pf - 25 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 = 1.409 S1 = 0.487 Ie = 1.0, Site Class "D" and Seismic Design Category = "D ", Seismic Use Group I. SDS = 0.939 SD1 = 0.49 Basic Seismic Force Resisting System = SRCSW Cs = 0.188 R = 5 Equivalent Lateral Force Procedure used. Mech. & Refrigeration unit loads will be picked up at the point of the units & transferred into the lateral system. Sprinkler lines will be braced to top of girders or top chord of steel truss, by the sprinkler contractor. Basic wind speed (3 sec. gust) = 85 (mph) - Expoeure B Importance factor lw - 1.0. Internal pressure coefficient GCpi - + 0.18 Components & cladding - 14.5 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 ALLOWABLE SOIL BEARING CAPACITY OF 1500 PSF. THIS VALUE TO BE VERIFIED BY A LICENSED SOILS ENGINEER PRIOR TO CONSTRUCTION. PREPARE THE SITE PER SOILS ENGINEER'S RECOMMENDATIONS. BEAR ALL FOOTINGS AND SLABS ON PROPERLY PREPARED NATIVE SOILS OR ON COMPACTED STRUCTURAL FILL, SEE SOILS REPORT. COMPACT ALL STRUCTURAL FILL AND BACKFILL PER SOILS ENGINEER'S RECOMMENDATIONS. DETERMINE MAXIMUM DENSITY BY ASTM D 1557. EXTEND ALL EXTERIOR FOOTINGS 18" MIN. BELOW FINAL FINISHED GRADE. SEE ARCHITECTURAL AND SOILS REPORT FOR SLAB ON GRADE UNDERLAYMENT. S\A KS B F'c 8 •0P R A CA BIN -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 SUPERPLASTICIZJNG 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. STRUCTURAL STEEL ALL WORK IN ACCORDANCE WITH "AISC SPECIFICATION FOR THE DESIGN. FABRICATION AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS ", AND THE "CODE OF STANDARD PRACTICE ". STRUCTURAL STEEL SHALL CONFORM TO THE FOLLOWING STANDARDS: WIDE FLANGE SHAPES ASTM A 992 Fy- 50,000 PSI OTHER SHAPES & PLATES ASTM A 36 F 36,000 PSI TUBE SHAPES ASTM A 500, GRADE B Fy -46,OW PSI PIPE SHAPES ASTM A 53, TYPE E OR S, GRADE B Fy- 35,000 PSI WELDHEAD STUDS ASTM A 108 Fy- 50,00D PSI ANCHOR BOLTS ASTM F 1554, GRADE 38 Fy =38,000 PSI HIGH STRENGTH BOLTS ASTM A 325 BASE PLATE GROUT ASTM C 1107 ALL STRUCTURAL STEEL BOLTED CONNECTIONS ARE ASTM A 325 TYPE N CONNECTIONS - BEARING TYPE WITH THREADS INCLUDED IN SHEAR PLANE. CONNECTIONS ARE NON -SLIP CRITICAL AND BOLTS NEED BE TIGHTENED "SNUG TIGHT" ONLY, UNLESS OTHERWISE NOTED. PROVIDE WASHERS AT OUTER PLYS WITH SLOTTED HOLES. INSTALL A 325 BOLTS IN ACCORDANCE WITH "SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A 325 OR A 490 BOLTS' (6/23/00). ALL WELDING TO CONFORM WITH AWS D1.1 'STRUCTURAL WELDING CODE - STEEL'. WELDS NOT SPECIFIED SHALL BE 1/4' CONTINUOUS FILLET MINIMUM. ALL WELDS BY WAD) CERTIFIED WELDERS. USE LOW HYDROGEN FILLER METAL WITH A MINIMUM TENSILE STRENGTH OF 70 KSI. ALL WELDED JOINTS SHALL BE AWS PREQUALIFIED. WELDHEAD STUDS (MIS) ARE TO BE MACHINE WELDED WITH PROPER EQUIPMENT AS REQUIRED BY MANUFACTURER. COORDINATE WORK WITH JOIST MANUFACTURER. SEE SPECIFICATIONS FOR ITEMS TO BE GALVANIZED. ALL STEEL ERECTION, INCLUDING OPEN WEB JOISTS AND METAL DECK SHALL BE IN ACCORDANCE WITH THE CURRENT OSHA STEEL ERECTION STANDARD. DO NOT PLACE ANY CONSTRUCTION LOADS ON MEMBERS UNTIL THEIR CONNECTIONS ARE COMPLETE. MEMBERS DESIGNATED "POSTS" ARE NOT DESIGNED TO CARRY THE OSHA 300 POUND ECCENTRIC LOAD. 2.9VOIMIREVAfArgArrIfitraUGLAS FIR CONFORMING WITH ANSI /AITC A190.1- 02 AND AITC 117 OF APA -EWS Y117. USE COMBINATION EWS24F -V4 (DF /DF) Fb -2400. Fvx = 190 PSI FOR SIMPLE SPAN BEAMS AND COMBINATION EWS24F -V8 (DF/DF) Fb -2400, Fvx - 190 PSI FOR CANTILEVERED BEAMS. BOTTOM LAM TO BE FREE OF UNSOUND KNOTS LARGER THAN 1/2" DIAMETER. MATERIAL MUST BE OBTAINED FROM AN APPROVED FABRICATOR. ALL GLU -LAM BEAMS SHALL FIT SNUG AND TIGHT IN THEIR CONNECTIONS AND DEVELOP FULL ,BEARING AS INDICATED. PROVIDE AITC OR APA -EWS STAMP ON EACH MEMBER AND SUBMIT A1TC OR APA -EWS CERTIFICATE. ADHESIVE TO BE "WET USE ". INDUSTRIAL APPEARANCE GRADE. RGRA� STRESSES SSES SHALL CONFORM WITH LATEST EDITION OF "WESTERN LIMBER 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 STUDS - WHERE NOTED JOISTS & RAFTERS - TYPICAL JOISTS & RAFTERS - WHERE NOTED PLATES & LEDGERS BEAMS & HEADERS - TYPICAL VISUALLY GRADED TIMBERS (5 "X5" & LARGER) BEAMS & STRINGERS (WIDTH MORE THAN 2" OF THICKNESS) POSTS & TIMBERS (WIDTH 2" OR LESS OF THICKNESS) DOUG FIR DOUG FIR DOUG FIR DOUG FIR DOUG FIR DOUG FIR DOUG FIR DOUG FIR STANDARD 02 #1 #2 02 #1 01 550 PSI 900 PSI 900 PSI 1000 PSI 900 PSI 900 PSI 1350 PSI 1200 PSI EACH PIECE SHALL BEAR A VALID GRADE STAMP THAT IS NOT TO BE REMOVED. BOLT HEADS AND NUTS BEARING AGAINST WOOD SHALL BE PROVIDED WITH STANDARD CUT WASHERS. ALL BASE VALUE STRESSES TO BE ADJUSTED WITH APPROPRIATE SIZE FACTORS. ALL WO>D IN CONTACT WITH CONCRETE OR MASONRY SHALL BE PRESERVATIVE TREATED. USE STANDARD LENGTH COMMON NAILS CONFORMING WITH FEDERAL SPECIFICATION FF-N -1058 FOR ALL NAILING EXCEPT WHERE SHORTER NAILS PROVIDE THE REQUIRED PENETRATION IN DIAPHRAGMS. PROVIDE MIN. NAILING PER IBC TABLE 2304.9.1 UNLESS NOTED OTHERWISE. ALL HANGERS, TIES AND CONNECTORS ARE SIMPSON. OTHER MANUFACTURERS WITH ICC -ES APPROVED LOAD CAPACITIES DUAL TO OR GREATER THAN THAT SPECIFIED MAY BE USED. NAIL ALL HOLES WITH NAILS AS SPECIFIED BY MANUFACTURER. CUT NO HOLES IN ANY STRUCTURAL FRAMING WITHOUT ENGINEERS APPROVAL, EXCEPT THAT 1 -INCH DIAMETER HOLES MAY BE DRILLED IN 2X STUDS AND PLATES --NO MORE THAN ONE HOLE EVERY 8- 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 (FOG) PER ASTM A123 FOR CONNECTORS AND ASTM A153 FOR FASTENERS, OR MECHANICALLY GALVANIZED FASTENERS PER ASTM B896, CLASS 55 OR GREATER. D use1"T#'''h "1-9 . ALL PANELS RATED EXPOSURE 1. SEE PLANS FOR NAILING SPACING. FLOOR SHEATHING: 23/32 ", T & G, CDX 48/24. GLU -NAIL WITH 10d (.148" DIAMETER) RINGSHANK NAILS WITH 1 -1/2" MINIMUM PENETRATION. GLUE PLYWOOD TO SUPPORTS AND AT T & G JOINTS WITH ADHESIVE CONFORMING TO APA SPECIFICATION AFG-01. p AT METAL STUD FRAMING USE #12. SHOP SUBMIT 4 wUIN $$TS (U.N.O. BY ARCHITECT) OF SHOP DRAWINGS TO ENGINEER FOR REVIEW AFTER CONTRACTOR HAS REVIEWED & STAMPED FOR COMPLIANCE AND PRIOR TO FABRICATION FOR: STRUCTURAL STEEL, MISCELLANEOUS STEEL AND REINFORCING STEEL. 'SHOP DRAWINGS ARE AN ERECTION AID, AND STRUCTURAL DRAWINGS SHALL TAKE PRECEDENT OVER THE SHOP DRAWINGS...". NL DV ` !FY ALL DIMENSIONS IN THE FIELD AND SHALL PROVIDE ADEQUATE SHORING AND BRACING OF ALL STRUCTURAL MEMBERS DURING CONSTRUCTION. CONTRACTOR SHALL NN�OTTIFFY ENGINEER OF ALL FIELD CHAANGES�PRIIOORR TO INSTALLATION. $ CONTRACTOROS ��CPL AMIING LOCH ,ALOAI AID 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. REVIATIOICHITECT B. OR BOT. = BOTTOM BTWN. = BETWEEN BLDG. = BUILDING C.I.P. = CAST IN PLACE CLR. - CLEAR CNTR. - CENTER CON. - CONCRETE CONT. - CONTINUOUS CONTR. - CONTRACTOR DIA. - DIAMETER EA. - EACH EL. OR ELEV. = ELEVATION E.N.W. OR ENW = ENGINEERS NORTHWEST E.F. - EACH FACE E.W. F.D.C. F.O.P. F.O.S. F.O.W. FTG. H. OR HORIZ. H.S.S. I.F. INC. KB L.L.H. L.L.V. - EACH WAY - FACE OF CONCRETE - FACE OF PLYWOOD = FACE OF STUD = FACE OF WALL M.A.S. M.B.S. N.F. N.T.S. O.F. OPNG. 0.T.0. PNL. REINF. R.O. SW SIM. SYMM. T. T.D.F. T.S. TYP. U.N.O. = FOOTING V. OR VERT. = HORIZONTAL V.I.F. = HOLLOW STRUCTURAL SECTION = INSIDE FACE V.O.F. = KWIKUDBOLT W/ = LONG LEG HORIZONTAL = LONG LEG VERTICAL = MASONRY (CLAY OR CMU) = METAL BLDG SUPPLIER = NEAR FACE = NOT TO SCALE - OUTSIDE FACE - OPENING = OUT TO OUT - PANEL - REINFORCING - ROUGH OPENING - SISHME BALL = SYMMETRICAL ■ TOP OF FOOTING ■ TUBE STEEL ■ TYPICAL AT ALL SIMILAR PLACES = UNLESS NOTED OTHERWISE = VERTICAL = VERTICAL INSIDE = VERTICAL OUTSIDE FACE = WITH bU-3S3 REVIEWED FOR CODE COMPLIANCE APPROVED JAN 10 312 City ofTukwila BUILDING DIVISION RECEIVED DEC 3 0 2011 PERMIT CENTER o I cq o N 12 -05 -11 I Z O sv) OC PERMIT SET SUBMIT FOR PERMIT O Z W z CL 0 Z C1� W t z a) w LLJ H 0 z J LLJ z W 0 Z W =O U Z ▪ : a 0 ._ . 0 -Y e O 0›- I- CO N Z a QV CL � H_d Q o U a 4,..• (o ( Cl) �► N LLJ JOB NO: 01043010 -3 ENGINEER: D. LAKE DRAWN: Taloa /Reid DATE: 12-01-11 SHEET NO: 50.1 OF 3 EXIST. P.C. PANEL SIMPSON LTT -19 0 2' -0 "oc w/ "0 HILTI KWIK HUS -EZ (EMBD4 ") EXIST. 2x14 LEDGER AREA OF WORK �q q • • 4" EMBED KEY PLAN Ercp N.T.S. 2 ROWS 10D 0 6 "oc FLAT STRAP BELOW PLYWOOD 22GA. x 60x12' -0" 0 2' -0 "oc ALIGN w/ WALL STRAP x 4x BLKG. 2x FLAT BLKG. 0 STRAP & PLYWOOD EDGES (TYP.) LET IN D.F. #2 2x14 0 2' -0 "oc 4x BLKG. 0 STRAP LOCATIONS SECTION A -1 i" = 1' -0" m II ifj OP N 1 JjJ n 11 11 11 11 11 Fr 8' -0" 4" EMBED -2" m i OPEN JjJ 1 C Fr " GALV. KNIFE R w/ -4 "0 THRU -BOLTS STANDING SEAM METAL ROOF & FLASHING PER ARCH HEM FIR SELECT STRUCTURAL 2x10 0 1' -0 "oc w/ SIMPSON H -5 0 COLUMNS & H -1 BAL. 2 ROWS 10d 0 4 "oc i" MARINE GRADE & APPEARANCE w/ 10d 0 4 "oc EDGES & 12 "oc FIELD 5x15 NOTE; ALL WOOD EXPOSED TO WEATHER TO BE PCP -A OR C PRESERVATIVE TREATED 2- 2x8 LUMBER GRADE INDUSTRIAL CLEAR'D. w/ 2- "0 THRU -BOLT T. & B. G -90 GALV. SIMPSON CC 5* -8 8x6 PPT COL. 4' -0" w 5ixq "O THRU B ARCH.) O T HF #2 PPT 4x6 w/ i"0 HILTI KWIK BOLT TZ 0 2' -0 "oc (EMBED 4 ") INSPECT PER ICC -ESR -1917 G 90 GALV. SIMPSON LEG -5 (w /o TOP FLANGE) w/ 4- i" 0 HILTI KWIK BOLT TZ (EMBED 4 ") INSPECTED PER ICC REPORT ESR -19I 2 & 2- 1"0 GALV. THRU BOLTS r M == __= 11 11 11 JL - -- -- ?" GALV. BASE R x 8" x 1' -2" w/ 4- "0 x 0' -6" W.H.S. 0 8 "GA. E.W. EMBED DETAIL NOTE; ALL STEEL EXPOSED TO EARTH / WEATHER TO BE G90 GALVANIZED MIN. w a 4' -0" SELECT STRUCTURAL HF 6x8 PPT COL. EXIST. P.C. PNL. 2- 2x8 LUMBERGRADE INDUSTRIAL CLEAR D COLUMN 1' -4" fr PLINTH 10 "x1' -4" w/ 4- fi5V. & 2- #4 H. 0 1 "oc TOP BAL. 0 6 "oc 0 r N 0 a CO r 0 8 "_ HAUNCH J 0 REVIEWED FOR 'A PRO COMPLIANCE D JAN 10 2U12 BUILDING Dl�ukVISION 4" SLAB -ON -GRADE w/ #4 O 16 "oc E.W. #4x2' -0 "oc H. SLAB DWLS. O 18 "oc w/ HILTI RE -500 EPDXY (EMBED 4 ") 4" EMBED FTG. 3'- 0 "x3' -0 "x 1' -0" w/ 4- #4 T. & B. EA. WAY RECEIVED DEC 3 0 2011 PERMIT CENTER b ll� 383 1— a T. 7 N N 12 -05 -11 I r r N N r r r N N r DRAWN: z 0 N Ce N m ffi d SUBMIT FOR PERMIT OWNER CHANGES BLDG. DEPT. COMMENTS SHEET NO: z CC w z w U)� 0 3 C ai oA z O E Z ai 8 e a 3 C `a rn w §a W H O Z W W z 0 MEZZANINE fn 0 W Cl) JOB NO: 01043010 -3 ENGINEER: D. LAKE DRAWN: Taloa /Reid DATE: 12-01-11 SHEET NO: 0F,3 GRID EOELEVATION (VIEWED FROM INSIDE FACE) NOTE: 1.) USE OVERSIZE SAW TO AVOID OVER CUTTING. 2.) EXISTING PANELS ARE PRE — DESIGNED FOR MIN. 4' -0" JAMBS EACH END "FUTURE" SAW CUT OPENINGS. EXIST. PANELS H.S.S. ST PER PLA NGBACK NEW SAW CUT OPNG. USE PACOMETER ® G ID ®TO AVOID CUTTING XIST. EA. FACE VERTICAL R BAR L's4x4xi x 0' -4" EA. SID H.S.S. w /g5 "0 AN HORS (EMBED 5" MIN.) SEE NOTE BELOW SECT. X —X.X TYP. DTL. b1 SIM. ABV EXIST. MAN DOOR NOTE: PRIOR TO H.S.S. FABRICATION CONTR. TO VERIFY THE H.S.S. & CONNS. WILL MISS ROOF FRAMING MEMBERS & CONNS. TOP, BOT. & NEAR SIDE TYP. ® ALL ANGLES NEW SAW CUT OPNG. ED FROM INSIDE FACE) " = 1' -0" NOTES: 1.) CONCRETE ANCHORS: USE 1'93 w /HIT —RE 500 —SD ADHESIVE IN CONCRETE, INSPECT PER I.C.C. ESR -2322. 2.) DO NOT SUBSTITUTE OTHER ADHESIVES FOR THE HILTI HIT —RE 500 —SD WITHOUT PRIOR WRITTEN AUTHORIZATION FROM E.N.W. 3.) DO NOT OVER CUT OPENINGS AT CORNERS, TYPICAL. (PER PLAN) v\ DETAIL b2 c4I REVIEWED REVIEVVED FOR CODE COMPUANCE APPROVED 'JAN 10 2012 CIty ofTukwils BUILDING DIVISION b 11 -383 RECEIVED DEC 3 0 2011 PERMIT CENTEF C3 1- I N 12 -05 -11 1- r- N N D. LAKE DRAWN: REVISION PERMIT SET SUBMIT FOR PERMIT OWNER CHANGES SHEET NO: S2 0 I Z <- ELEVATIONS cri z 10 t!)0 C) Q ga" 3 /� ° z ( —1 W >..1' CO IV -9 N Z v F-: tilV 0 N U to . <C �I n0 z c ..... N J JOB NO: 01043010 -3 ENGINEER: D. LAKE DRAWN: B.PATEL DATE: 12 -01 -11 SHEET NO: S2 OF 3