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HomeMy WebLinkAboutPermit D12-260 - KISSINGER BUILDING - LOADING BAY COVER REPLACEMENTKISSINGER BiTII.DING 5219 S 144 ST D12 -260 City ofTukwila 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.: 7999600066 Address: 5219 S 144 ST TUKW Suite No: Project Name: KISSINGER BUILDING DEVELOPMENT PERMIT Permit Number: D12-260 Issue Date: 11/01/2012 Permit Expires On: 04/30/2013 Owner: Name: KISSINGER R & T TRUST U/A Address: KISSINGER R & T TRUSTEES , 14415 53RD AVE S 98168 Contact Person: Name: LANCE KISSINGER Address: 12216 11 AV NW , SEATTLE WA 98177 Phone: 206 228 -4033 Contractor: Name: OWNER AFFIDAVIT ON FILE Phone: Address: , Contractor License No: Expiration Date: Lender: Name: Address: DESCRIPTION OF WORK: REPLACE EXISTING 480 SF LOADING BAY COVER (PREVIOUS STRUCTURE HAD DETERIORATED). Value of Construction: $4,000.00 Type of Fire Protection: NONE Type of Construction: Electrical Service Provided by: SEATTLE CITY LIGHT Fees Collected: $275.43 International Building Code Edition: 2009 Occupancy per IBC: 0011 * *continued on next page ** doc: IBC -7/10 D12 -260 Printed: 11 -01 -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: Sanitary Side Sewer: Sewer Main Extension: Storm Drainage: Street Use: Water Main Extension: Water Meter: Permit Center Authorized Signature: I hereby certify that I have read and governing this work will be complie N N N Number: 0 Size (Inches): 0 Start Time: Volumes: Cut 0 c.y. End Time: Fill 0 c.y. Start Time: End Time: Private: Profit: N Private: Public: Non - Profit: N Public: Date: it a1 \� ned this permit and know the same to be true and correct. All provisions of law and ordinances whether specified herein or not. The granting of this permit does not p construction or the perfo ance of work. to this permit. Signature: e to give authority to violate or cancel the provisions of any other state or local laws regulating I am authorized to sign and obtain this development permit and agree to the conditions attached Print Name: pCt ri !_ P Date: /»-J--/2--- This permit shall become null and void if the work is not commenced within 180 days from the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. PERMIT CONDITIONS: 1: ** *BUILDING DEPARTMENT CONDITIONS * ** 2: No changes shall be made to the approved plans unless approved by the design professional in responsible charge and the Building Official. 3: All 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. 4: When special inspection is required, either the owner or the registered design professional m 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. 5: 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. doc: IBC -7/10 D12 -260 Printed: 11 -01 -2012 6: All construction shall be done in conforman th the approved plans and the requiremen the International Building Code or International Residential Cociternational Mechanical Code, Washington Energy Code. 7: Remove all demolition rubble and loose miscellaneous material from lot or parcel of ground, properly cap the sanitary sewer connections, and properly fill or otherwise protect all basements, cellars, septic tanks, wells, and other excavations. Final inspection approval will be determined by the building inspector based on satisfactory completion of this requirement. 8: Manufacturers installation instructions shall be available on the job site at the time of inspection. 9: All construction noise to be in compliance with Chapter 8.22 of the City of Tukwila Municipal Code. A copy can be obtained at City Hall in the office of the City Clerk. 10: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Building Department (206- 431 - 3670). 11: Prior to final inspection for this building permit, a copy of the roof membrane manufacturer's warranty certificate shall be provided to the building inspector. 12: 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. doc: IBC -7/10 D12-260 Printed: 11 -01 -2012 CITY OF TUK Community Develop ent Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http: / /www.TukwilaWA.gov Building Pt it No. Project No. Date Application Accepted: Date Application Expires: (For office use only) CONSTRUCTION PERMIT APPLICATION 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: 5-'241 S t 1Lf /11 S Tenant Name: YU PROPERTY OWNER Name: 1 Kg -5.5 i in Jay- -fru S - Address: i (t q / M Q,,.,p F,4 r City: rit VIA" 14 State: 4) fr Zip: 9i(( (o( CONTACT PERSON — person receiving all project communication Name: 1,Q H Le N 9e..4,_ 16-.5s;. Address: Address: i ZZ (6 / l O^ 0-tic /L) 0 ' City: Sect, iik State: to lT Zip:9 x'/77 Phone: 06 Zrr//'x -$" L/033 Fax: / "� )41 Nce/C%55Ail, OLG,Y11G(�5Tr ite4 GENERAL CONTRACTOR INFORMATION Company Name: Address: Company Name: Address: 2124 n t ...w. 17 -- t 1 DD 4 t l 1SSttate% City: 5 e,a l e w Zip: ' D Lit City: State: Zip: Phone: Fax: City: State: Contr Reg No.: Phone: Exp Date: Tukwila Business License No.: H:\Applications\Forms- Applications On Line\2012 Applications\permit Application Revised - 2-7-12 docx Revised: February 2012 bh King Co Assessor's Tax No.: 799060 - 6066 —a6 Suite Number: Floor: New Tenant: ❑ Yes ❑..No ARCHITECT OF RECORD Name: Company Name: / ymcoo Company Name: Address: 2124 n t ...w. 17 -- t 1 DD 4 t l 1SSttate% City: 5 e,a l e w Zip: ' D Lit Architect Name: Email: Address: City: State: Zip: Phone: Fax: Email: ENGINEER OF RECORD Name: Company Name: / ymcoo Engineer Name: th vi l Address: 2124 n t ...w. 17 -- t 1 DD 4 t l 1SSttate% City: 5 e,a l e w Zip: ' D Lit Phone: (i� ` t- V3 `� ` t: Li �� '� l `' Email: LENDER/BOND ISSUED (required for projects $5,000 or greater per RCW 19.27.095) Name: Address: City: State: Zip: Page 1 of 4 BUILDING PERMIT INFORMATION — 206 - 431 -3670 Valuation of Project (contractor's bid prig: $ 17(/ 00 / 0 /) Existing lei ding Valuation: $ Describe the scope of work (please provide detailed information): >Qp fa tP el( 73 ci fgu) one as 4t,t_ 11i ttt c.�7itc_ J 1,21e,t/i3 rale., . Will there be new rack storage? ❑ ....Yes ❑ ..No If yes, a separate permit and plan submittal will be required. Provide All Building Areas in Square Footage Below PLANNING DIVISION: Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: Lot Area (sq ft): Floor area of principal dwelling: Floor area of accessory dwelling: *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: Compact: Handicap: Will there be a change in use? ❑ Yes ❑ No If "yes ", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: ❑ Sprinklers ❑ Automatic Fire Alarm XI None ❑ Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ Yes V'I No If 'yes', attach list of materials and storage locations on a separate 8 -1/2" x 11" paper including quantities and Material Sal : ata Sheets. SEPTIC SYSTEM ❑ On -site Septic System — For on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. H\Applications\Forms- Applications On Line12012 Applications\Permit Application Revised - 2- 7- 12,docx Revised: February 2012 bh Page 2 of 4 Existing Interior Remodel Addition to Existing Structure New Type of Construction per IBC Type of Occupancy per IBC 188 Floor 2nd Floor 3`d Floor Floors thru Basement Accessory Structure* Attached Garage Detached Garage Attached Carport J o W di Detached Carport Covered Deck Uncovered Deck PLANNING DIVISION: Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: Lot Area (sq ft): Floor area of principal dwelling: Floor area of accessory dwelling: *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: Compact: Handicap: Will there be a change in use? ❑ Yes ❑ No If "yes ", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: ❑ Sprinklers ❑ Automatic Fire Alarm XI None ❑ Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ Yes V'I No If 'yes', attach list of materials and storage locations on a separate 8 -1/2" x 11" paper including quantities and Material Sal : ata Sheets. SEPTIC SYSTEM ❑ On -site Septic System — For on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. H\Applications\Forms- Applications On Line12012 Applications\Permit Application Revised - 2- 7- 12,docx Revised: February 2012 bh Page 2 of 4 PERMIT APPLICATION NOTES — • • Value of Construction — In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the Permit Center to comply with current fee schedules. Expiration of Plan Review — Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. The Building Official may 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). I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. BUILDING OWNER OR Signature: Print Name: ,,./110RIZED AGENT: . _ 11 C ( (c � 5) 4v it S Day Telephone:. 2-4 G -27--5" YG 3 Date: - %� Mailing Address: / 2-2-t& / / 1 I k) �oQ 6_4- '3/27 City State Zip 1 H:WpplicationsWonns- Applications On Line\2012 Applications\Permit Application Revised - 2- 7- 12.docx Revised: February 2012 bh Page 4 of 4 PUBLIC WORKS PERMIT INFTION — 206 -433 -0179 Scope of Work (please provide detailed information): Call before you Dig: 811 Please refer to Public Works Bulletin #1 for fees and estimate sheet. Water District ❑ .. Tukwila ❑ ... Water District # 125 ❑ .. Water Availability Provided ❑ ... Highline 0... Renton Sewer District ❑ .. Tukwila ❑ ...Valley View 0... Renton ❑... Sea ❑ .. Sewer Use Certificate ❑ ...Sewer Availability Provided Septic System: ❑ On -site Septic System — For on -site ptic system, provide 2 copies of a current septic design ap . ved by King County Health Department. Submitted with Application (mark boxe which apply): ❑ .. Civil Plans (Maximum Paper Size — " x 34 ") ❑ .. Technical Information Report (Storm D °;'nage) ❑... Geotechnical R ❑ .. Traffic Impact Analysis ❑ .. Bond 0... Insurance ... Easement(s) 0... Maintenance eement(s) ❑ .. Hold Harmless — (SAO) ❑ .. Hold Harmless — (ROW) Proposed Activities (mark boxes that apply): ❑ .. Right -of -way Use - Nonprofit for less than 72 ho s ❑ .. Right -of -way Use - No Disturbance ❑ .. Construction/Excavation /Fill - Right -of -way ❑ Non Right -of -way ❑ 0... Rig , f -way Use - Profit for less than 72 hours ❑... Ri t -of -way Use — Potential Disturbance ❑ .. Total Cut cubic yards ❑ .. Total Fill cubic yards ❑ .. Sanitary Side Sewer ❑ .. Cap or Remove Utilities ❑ .. Frontage Improvements ❑ .. Traffic Control ❑ .. Backflow Prevention - Fire Protection Irrigation Domestic Water ... Work in Flood Zone 0... Storm Drainage ❑...Abandon , .tic ❑... Curb C 0... Pave t Cut 0... Loo d Fire Line O ... Grease Interceptor O ... Channelization ❑ ... Trench Excavation ❑... Utility Undergrounding ❑ .. Permanent Water Meter Size (1) WO # (2) WO # (3) " WO # ❑ .. Temporary Water Meter Size (1) ' " WO # (2) ' `. WO # (3) " WO # ❑ .. Water Only Meter Size WO # ❑ ,,F -duct Water Meter Size " ❑ .. Sewer Main Extension Pu.,`c ❑ Private ❑ ❑ .. Water Main Extension P lic ❑ Private ❑ FINANCE INFORMATION Fire Line Size at Property Li Number of Public Fire Hydrant(s) ❑ .. Water 4 .. Sewer ❑ .. Sewage Treatment Monthl Service Bill' to: Name: Mailing Address: Day Telephone: Water Meter Refund/Billing: Name: Mailing Address: City State Zip Day Telephone: City State Zip H:\Applications\Forms- Applications On Line \2012 Applicationi\Permit Application Revised - 2.7- 12.docx Revised: February 2012 bh Page 3 of 4 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -43 1 -3670 Fax: 206 - 431 -3665 Web site: http: / /www.TukwilaWA.gov RECEIPT Parcel No.: 7999600066 Permit Number: D12-260 Address: 5219 S 144 ST TUKW Status: PENDING Suite No: Applied Date: 08/03/2012 Applicant: KISSINGER BUILDING Issue Date: Receipt No.: R12 -02281 Payment Amount: $275.43 Initials: JEM Payment Date: 08/03/2012 01:36 PM User ID: 1165 Balance: $0.00 Payee: R & T KISSINGER TRUST TRANSACTION LIST: Type Method Descriptio Amount Payment Check 1159 275.43 Authorization No. ACCOUNT ITEM LIST: Description Account Code Current Pmts BUILDING - NONRES PLAN CHECK - NONRES STATE BUILDING SURCHARGE 000.322.100 000.345.830 640.237.114 Total: $275.43 164.20 106.73 4.50 doc: Receiot -06 Printed: 08 -03 -2012 INSPECTION NO. INSPECTION RECORD Retain a copy with permit r-,12-2-6 PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 Project: Ic IStA,1GCT2 Type of Inspection: II- 1? NI" tav L Address: 62 (Ct S 1 Li Li Date Called: Special Instructions: Date W nted: 11 f2/ 1 /2_ a:rd" Requester: Phone No: 2 ()6-- ZS 2 <A (......) pi_Approved per applicable codes. COMMENTS: Corrections required prior to approval. i R w - nigATA. 'Pnf vvtA Ocrwt?(I4e ApAled Inspector: . v ! ,' ( . rj \ & 4 4J 4 r7figt SPECTION FEE R UIRED. Prior to/next inspection, fee must be ped at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. . Date: �i -2 )7 INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. t 2 -2k 0 C- CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 rz (06) 431 -3670 Permit Inspection Request Line (206) 431 -2451 Prgject _SS' A�41 g.01' I19.�4& TYPeylrlrts�peCtion, A (0 ) Of_ -5/01° 0 Address: 7l t '21 /�- -_�I.. Date Called: ix r 5 ., pI A-- — . 0;1s1, u — C4 U: Z.:I• .-._ _.� Special Instr ctions: \ Date Wanted:I / l t ^ I / C ra,m., p.m. Requester: 0 r;P: el■ ,P.i , Phone No lA i�Y ,r S 0IJ ❑ Approved per applicable codes. Corrections required prior to approval. "-we.-1 COMMENTS: (0 ) Of_ -5/01° 0 G.-A164 Al Are (021 v , 3', ix r 5 ., pI A-- — . 0;1s1, u — C4 U: Z.:I• .-._ A-no A ktt (1 if-) /1-11 sI, e •I 6 it D - C- . art 1 1I to ?� �J. qty 0 r;P: el■ ,P.i , ,......"..".....■ k t A k Insp ctor: Date:1 I REINSPECTION FEE REQUIRED. Prior to next inspection, fee must bey '• paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection.'t INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431 -36 Permit Inspection Request Line (206) 431 -2451 Project: 1-4I SILIE:c2 !3?.11Divl( Type of Inspection: x -trlki Address: S2 !S 5 ,IIt1S Date Called: Special Instructions: / / Date Wanted: . I ) f 4 12 , p.m. Requester: Phone No: 2 UCH - c120 -,+ -► 50, ZIApproved per applicable codes. Corrections required prior to approval. . COMMENTS: t- 19\J4 -2- / Inspector Date: t tn. REINSPECTION FEE REQUIRED. Prior o next inspectiori, fee .mustbe . , paid at 6300 Southcenter Blvd.. Suite 106. Call to schedule reinspection. • r ti SWENSON SAY FAGET REVISIONS No changes shall be made cf ‘voric without priop to the scope Tukwila Building Division. approval of NOTE: F :visions will require a new plan submittal cnd may in„,ude additional plan review foes. 2124 Third Avenue. Ste. 100 Seattle, WA 98121 T 206. 443. 6212 F 206. 443.4870 Construction Memorandum PROJECT: DA-1.F: TO: ATTN: FROM: RE: Kissinger Building 28 September, 2012 City of Tukwila Jennifer Marshall Gary MacKenzie Epotiy Special inspection FELE COPY Permit Rio. VT-- -/to Pl y l -view approval is subject to errors and ins. of construction documents does not newts ...31ation of any adopted code or ordinance. Receipt proved Fieid��py and conditions is acknowledg cd: By City Of lilkwila BUILDING DIVISION We have reviewed the need for special inspection for the installation of the 1/2" threaded rod and epoxy. Special inspection is not required in this application the connection is in shear only. The installation must follow the manufacture's, Hilti Inc., recommendations. INSPECTION FOR VERIFICATION OF DRILLED HOLES AND HOLE PREPARATION FOR EPDXY SHALL BE REQUIRED PRIOR TO INSTALLATION OF EPDXY AND RE -BAR (OR BOLTS IF APPLICABLE). INSPECTION SHALL BE INCLUDED WITH SEPARATE PERMIT REQUIRED FOR: Mechanical Electrical Plumbing Gas Piping BUILDING DIVISION OUNDATION OR CONCRETE INSPECTION. CORRECTION LTR# REVIEWED FOR CODE COMPLIANCE APPROVED OCT 3 0 2012 City of T kwila BUILDIN (VISION RECEIVED CITY OF TUKWILA SEP 2 8 2012 PERMIT CENTER 2 Pre t I Net ( *Cr; '.1:ttote deo, 4ed to 0,4 4t koo 104. (fl4or 0 ea O. 4"/ driel Abs? 4.0 117- V .3-141. thoouwit 0,114A 114141 1-41Nete 1 I ett. IsoirtaitistA Isoli MI 3 0 enidmutel 0 as0 0 to \110 1 ta.S+cr-S 2,,e > 0 40 oi c.r RC- 4. 1 L'i Lb' Iz IV G 9 tArs- Lf 213 a14- 7e HHOtote, + t d- „� Ga (� 1 /t)-- $� e - ca'OYjo4 ex $$ 4'6 i. .0As k4i ,. k. ,3Z. 1i ‘,/ h i X4. 04/ 4fi Al' X 3 2 h cf: c 9. 45: /Z Date SWOO ASTRUCTURALENSENGINEERING N SAY FAG CORPORATION Seattle: 2124 Third Avenue • Suite 100 • Seattle • WA 98121 Tel: 206.443.6212 Fax: 206 -443-4870 Tacoma 934 Broadway • Suite 100 • Tacoma • WA 98042 Tel: 253.284.9470 Fax: 253.284.9471 Project ep- Proj. No. Design Sheet 1 Of Washington tel www.e moomm , em Of Washingto www.c rnp onme . am ULTRA - PANE, The added rib and incredible lap makes Ultra -Panel easier to handle and stronger to walk on. Ultra -Panel installs squarely, maintaining its anti - siphon groove, eliminating the need for sidelap tape and stitch screws. 36" Coverage and 40 year warranty. 36" COVERAGE WIDTH 9 " -3 38" Custom lengths 3' to 40' (longer lengths, please inquire) Decimal Thickness COLORS & GAUGES AVAILABLE LB /LF 0) N 03 a1 m m a) z Co- ; J 0 Ts U m 0 0 m a) a) a) O a) z m 0 iu 131 a) W 0) GA .0165 2.50 29129129129129 29129129129129 c 0) mc� a1 i a1 REVIEWED FOR CODE COMPLIANCE APPROVED OCT 3 0 2012 a a 0 City of Tukwila LDING DIVISION 291291291291291291291 ALL CERAM -A -STAR 1050CC® SMP (SILICONE MODIFIED POLYESTER) PAINT SYSTEM SEE COLOR CHART FOR ACTUAL COLORS ULTRA -PANEL LOAD TABLE (REF. NOTES BELOW) SPAN (PSF) 29 Gauge 24" 30" 36" 48" 60" Live Load 158 101 70 36 19 Wind Load 205 131 91 47 25 CORRECTION NOTES: 1. Galvanized sheets to be Zinc- Coated (galvanized) steel sheets per ASTM A4460 1.25 commercial coating class per ASTM A525 and ASTM A446 Grade E. 2. Continuous over three spans. 3. Structural design analysis per AISI Specification the Design of Cold- Formed Steel Structural Members, 1968. 4. Weight of the sheet has been allowed. 5. For wind loads, a 1/3 increase in loads is allowed. INSTALLATION TIPS ON REVERSE SIDE 2■AZ IP 0 9 RECEIVED CITY OF TUKWILA SEP 2 8 2012 PERMIT CENTER TYPICAL APPLICATIONS 1 11 for valley 1 1/21 for crown fastening with no taaning of over -laps insulation. and valley fastening with V2 rigid insulation. 2" for fastening high rib 1 • or shorter and valley fastening with t• rigid insulation 21/ 2� for crown fastening with 1 • rigid insulation or valley fastening with 1 Vs rigid insulation. Apply in this Direction Arab Use Screws Because of the exceptional lap of Ultra - Panel, the use of stitch screws and sidelap tape is unnecessary. ULTRA -PANEL Prevailing Weather Custom lengths 3' to 40' (longer lengths, please inquire) Too Loose! Sealant Is not compressed to form seal. 10 . Too Tight! Metal backing of washer begins to turn up. form seal. Correct degree of Tightness. Note slight circle of sealant extrusion. turn up. form seal. e n 3 CRL POLYURETHANE CONSTRUCTION SEALANTS CRL M64 Polyurethane Construction Sealant • • One -Part Smooth Finish Formula With Primerless Adhesion on Most Common Construction Surfaces • AAMA Approved • Excellent Performance in Moving Joints fttpt SPE For Primo Visit Our Web Site or Call Us Toil Free at the Phone Numbers Shown on the Back Cover �,�, bA..,�. T— �-•tr Wisos "4* "` Description CRL M64 is a high performance, low modulus, component, moisture curing, modified polyurethane sealant, has a smooth, even consistency and surface when cured, M64 regUires no priming for common substrates such as brick, concretJuminum, wood, and granite. It applies with any standard cartridge size caulkin to clean, dry surfaces. r' Basic Uses CRL M64 was specifically developed for sealing dynamicall joints, such as: expansion and control joints, precast concrete joints, curtainwall joints, perimeter caulking (masonry, window panels), bedding of mullions, panels, and frames. Adheres to ommon substrates such as brick, concrete, aluminum, vinyl, wood, a granite. CRL M64 is compatible with I.G. sealants when glazing un' s and City of Tukwila applied as a toe or heel bead. M64 exhibits tenacious adhesi nitlat�LDING DIVISIO will not dissipate with time. This unique weather- resistant for u�at!SM possesses a balanced adhesive strength, low modulus, and hig recovery, making it Ideal to withstand the following adverse conditions common to such installations: moisture, movement, shear, and deflection. Withstands temperatures after full cure from -40 °F to 180 °F ( -40 to 82 °C). M64 is suitable for continual immersion in water with the use of the appropriate primer. It is paintable after full cure (minimum 72 hours). REVIEWED OR CODE COMPLIA APPROVED moving .adoonal rs, OC 1 T 3 0 201 Off Whit Technical Data Conforms to U.S. Federal Specification TT- S- 00230C, Type II, Class A; ASTM C 920 -98, Type S. Grade NS, Class 25, Use NT, M, A. G, and 0; CAN /CGSB 19.13 -M87, Type MCG- 225 -A -N with QPL #81050; AAMA 802.3 -92 Type 1. 802.3 -92 Type 2, and 808.3 -92. USDA Approved. Meets California Air Resources Board 2003 requirements for Volatile Organic Compound (VOC) content. Qualifies for LEED* (Leadership in Energy and Environmental Design) Green Building Rating SystemT"' credit. Black Bronze estone Tan 10.1 Fl Oz (300 ml); 30 Cartridges Per Case; 1440 Cartridges Per Pallet Gray Almond COR R E CT I Nshown are approximate LTR#. 1 • Cost - Saving Sausage Packs Limitations Do not apply over damp or contaminated surfaces. Use with adequate ventilation. Not recommended for surfaces with special protective or cosmetic coatings without prior consultation of the manufacturer. Should not be applied to mirrors or unpredictably absorptive surfaces such as marble, limestone or granite unless a standard of appearance has been agreed on as a result of testing for stain and/or discoloration. Check cartridge label and Specification Data Sheet for additional limitations. Comparable Sealants CRL: M66 Polyurethane Sealant, M65W PermaWhite. Tremco®: Vulkem 921, Vulkem' 116, DyMonic, Dymonic" FC, TremGlaze U1400, TremPro 626. Sika®: 1A, 15LM. Sonneborn®: NP1. Record': Dynatrol 1, OS1®: PR -255. Schnee Moorehead: 7100. Bostik: Chem -Calk 900. C.R. LAURENCE COMPANY crlaurence,com - - - -- Gill crlaurence.ca crlaurence.com.au crlaurence.co.uk crlaurence.de crlaurence.eu I N129 SYf?tnurcthnnc" ,ConstrUCtr y setttanti� ue. 20 3 FI. Oz. (600 ml); 15 Sausages Per Case, 990 Sausages Per Pallet CRL M64 is also available in cost- saving sausage packs for sausage loading guns, such as our GA1205 (manual), LD717 (cordless) or WG6100620 (air). Bulk sausage packing means less waste and better economy per use, so you get the same great quality with less expense. 10.1 FL. OZ. (300 ML) CARTRIDGES cAT NO M640FW M64BL M64BRZ M64GRY M64L M64T mil/._.___ _ _• __ M r\unun. order 1 -eiseri Cartridges VP sausages cs^ a COrtibined to, o, City I ng E 20.3 FL. OZ. (600 ML) SAUSAGGIT 30 PER CASE COj Off White Black Bronze Gray Limestone Tan R CASE M64SOFW SEP 2 8 2012 Ciff Whi" Bronze M64SBRZ Gray M643AL M M64S _PERMIT CENTER-Almond _AL .. _. Maw rumor -; C75 eadr eAndges end sausages can ge oombmed to waxily pacing The Hillman Group - Item # 375665, 1/2 x 3 -1/2" Strike Anchor Page 1 of 2 The Hillman Group 10590 Hamilton Ave ""Al. ti FILE COPY Cincinnati, OH 45231 US Phone: 513- 851 -4900 • Fax: 513- 851 -4997 Toll -free: 800 - 321 -1630 Perref "f"'. - E -Mail: infoCcilhillmangroup.com • Web site: www.hillmangroup.com Q�y While Hillman doesn't sell to individuals, we do sell our products at various retailers and mass merchants across the globe. For quality Hillman products, please visit your local hardware store and ask for us by name. These stores may also be able to special order products as well. �AII categories > Anchors > Solid Wall Anchors > Strike Anchor > Item # 375665 Item # 375665, 1/2 x 3 -1/2" Strike Anchor larger image Specifications • Holds Up to • Technical Information Max. Allowable Load REVIEWED FOR CODE COMPLIANCE APPROVED OCT 3 0 2012 City of Tukwila Specifications Size Packaging 1/2 x 3 -1/2" C -Pak larger image Drill Size 1/2 in Min. Embedment 2 -1/2 in Pieces per Pak 25 UPC 008236109467 W--42 koo CORRECTION Holds Up to Holds Up to (2000 psi Concrete) 1 400 Ibs RECEIVED CITY OF TUKWILA SEP 2 8 2012 PERMIT CFNTER 1 The load values listed are the Maximum Allowable Load capacities for the specified materials. For 1/2" drywall the Maximum Allowable Load is based on a 2:1 safety factor using an average of ultimate tension and shear loads. For concrete, block, and brick, the Maximum Allowable Load is based on a 4:1 safety factor using an average of ultimate tension and shear loads. Technical Information This catalog provides helpful installation and maximum allowable load information. For complete load capacity http: / /wedo. hillmangroup .com /printitem/solid- wall - anchors / strike - anchor /3 75665 ? &plpver... 9/20/2012 The Hillman Group - Item # 375665, 1/2 x 3-1/2" Strike Anchor Page 2 of 2 and installation details please call Hillman Customer Service at 1 -800- 800 -4900 or visit www.powers.com Max. Allowable Load The Maximum Allowable Load is calculated based on applying a safety factor to the average ultimate shear and tension loads obtained from laboratory testing. The Maximum Allowable Load can be found on most Hillman Anchor packages to assist in locating the proper anchor for your project. • Maximum Allowable Load for drywall (1/2 ") and plaster is based on 2:1 safety factor using an average of ultimate tension and shear loads. • Maximum Allowable Load for concrete (4,000 PSI), block (C -90) and brick is based on 4:1 safety factor using an average of ultimate tension and shear loads. The Maximum Allowable Load is a guide only and cannot be guaranteed. Pound ratings are based on the anchor only. Effectiveness can be diminished based on the material and conditions of the base material. Print Back http: // wedo. hillmangroup .com /printitem/solid- wall - anchors / strike - anchor /375665 ? &plpver... 9/20/2012 Vendor Dunn Dunn Dunn Dunn Dunn Dunn Dunn Dunn Dunn Dunn Dunn Dunn Dunn Dunn Dunn Dunn Dunn Dunn Dunn Dunn Dunn Dunn Dunn Dunn Dunn Dunn Dunn Home Depot Home Depot Home Depot Home Depot Parts List for Kissinger Building Loading Area Roof Inv Part# 12189990 APCL21016 12189990 APCL2616 12189990 APCL2816 12189990 APCL2816 12189990 ASDG588OC 12267680 ASDG588OC 12189990 CDX12 12189990 CHAMPEFPT 12189990 CHAMPETPT 12189990 CHAMPGTPT 12189990 CHAMPPS15PT 12189990 CHAMPULTRAPT29 12190230 HIL229 12190230 HIL449 12190230 HIL47846 12267680 HIL47849 12190230 HIL69 12190230 HIL75 12190230 HIL811079 12189990 NS4612 12190230 NCHGCA314120S 12189990 RF22FELT200 12190230 SIMLUS28Z 12189990 SPF2612 12189990 SPF2616 12189990 SPF2808 12189990 SPF2816 58926 030699076840 58926 022078901744 58926 CLU 1 /2X31 /2LSCG 58926 030699084764 Items remaining to purchase Home Depot Materials List Description Qty Per Pressure Treated Std / #2 &Btr Hem -Fir 2x10 -16 Incised S4S 2 ea Pressure Treated Std / #2 &Btr Hem -Fir 2x6 -16 Incised S4S 2 ea Pressure Treated Std/#2 &Btr Hem -Fir 2x8 -16 Incised S4S 2 ea Pressure Treated Std / #2 &Btr Hem -Fir 2x8 -16 Incised S4S 2 ea Arauco Sdg 5/8- 8'8 "OC (19/32 ") 6 ea Arauco Sdg 5/8- 8'8 "OC (19/32 ") 6 ea 1/2" 4x8 CDX Sheathing Plywood 4 -ply (net 15/32 ") 16 ea Champ Painted Endwall Flashg (for EF Panel) Brown 4 ea Champ Painted Eave trim (for EF Panel) Brown 4 ea Champ Painted Gable Trim (for EF Panel) Brown 7 ea Champion Painted 1.5" Screw Brown 2 ea Champ EF Ultra -Panel Rfg Painted 29ga Brown 176 If 1/2x3 -1/2" strike anchor 10 ea Hillman Fastener ©8.49 (5/8 "x 12" Galvenized grade 5 bolt) 10 ea Scw Star Dr lm HR 8x1 -3/4 (11b) 2 ea Scw Star Dr 1m HR 9x2 -1/2 (11b) 2 ea Hillman Fastener @.69 10 ea Hillman Fastener @.75 10 ea HDG Malleable Washer 5/8 10 ea Pressure Treated Std /2 &Btr Hem -Fir 4x6 -12 Indised S4S 2 ea Collated 3 -14x. 120 Scr Shank HDG Csg 1 Box Felt #30 2sq Premium 200sqft roll 2 roll Hanger Simpson Z -mas 2x8 Dbl Shear Jo 25 ea SPF 2x6 -12 Premium #2 &Btr Dry Framing Lumber 25 ea SPF 2x6 -16 Premium #2 &Btr Dry Framing Lumber 2 ea SPF 2x8 -8 Premium #2 &Btr Dry Framing Lumber 12 ea SPF 2x8 -16 Premium #2 &Btr Dry Framing Lumber 23 ea 1/2" Cut Washers 4 ea Liq Nails 20 LN Heavy Duty 20oz 2 ea Lag Screw Galvenized 1/2x3 -1/2 4 ea Lag Shield Short 1/2 In 4 ea CORRECTION LTR #T ea ea ea ea „doe FILE COPY Ppm,'"e+. Ps,�. Usage Building Ledger board for Roof joists Wall Mud Sill Roof Joist - Outside boards North and S Facia Boards for Roof Joists T111 siding for outside wall T111 siding for outside wall Roof decking Metal roof material Metal roof material Metal roof material Metal roof material Metal roof material Strike anchor stud washer & nut for wall Through bolt for building ledger Used to attach Hangers to ledger Used to toenail roof joist to the ledger hanger Galvanized fender washer 5/8" ID X 1 3/4" OD used under head of through bolts Galvanized 5/8" hex nut used on through bolts on ledger Washer for inside wall of through bolts Wall end studs Framing nails with screw shank and glue Used on top of roof decking Attached to Ledger with (6) HIL47846 screws Wall Studs Wall top plate Blocking material Roof Joist - Inside Used with 4 lag screws on south end of ledger board Used on Ledger Board in addition to through bolts Used with 4 lag screws on south end of ledger board Used with 4 lag screws on south end of ledger board t REVIEWED FOR CODE COMPLIANCE APPROVED OCT 3 0 2012 City of Tukwila BU LDING DIVISION H: \R &TKissingerTrust \Building Info \Loading Bay \LoadingBaylnfo.xls RECEIVED CITY OF TUKWILA SEP 2 8 2012 PERMIT CENTER Of Washington, Inc. 1-800-562-1014 www.championmetal.com Exposed Fastener Installation Guide REVIEWED FOR CODE COMPLIANCE APPROVED OCT 3 0 2012 ly of Tukwila ING DIVISION 1111 NVit Jokit .*AL4111 iitttot0;1440,241440 41f CORRECTION LT RL4. 1.)fts- 4.1k•O CEIVED CITY OF TUKWILA SEP 2 8 2012 PERMIT CENTER 10/7/2009 Of Washington, Inc. Exposed Fastener Panel and Trim Installation Guide This manual is prepared to assist you in the application of your Champion Metal of WA roofing project. It cannot possibly answer the infinite situations every project may encounter, but it will provide you with the basics of applying metal roofing sheets and trim in the most common situations. The dealer from whom you purchased your material is very knowledgeable and well - trained to assist you with unique questions regarding your roofing. Step 1. RECEIVING MATERIAL Review the roof layout and the material list, making sure you are familiar with the pieces that have arrived and how they should be stored. NOTE: Delivery. Handling and Storage ❑ Handle bundles and individual panels with care to avoid damage. ❑ Store panels and other materials in a dry, well - ventilated area away from traffic. ❑ Storing panels in a wet condition can cause the deterioration of the panels. ❑ Wear clean, non - marking, soft-soled shoes when walking on the panels to avoid damage to the finish. Step 2. ASSEMBLE TOOLS Before starting, have the following tools assembled and in good working condition: Required Tools: ❑ Screw gun - 1/4" and /or 5/16" hex sockets are required, 2,000 rpm minimum. ❑ Snips - Three pair required for left edge, right edge, and centerline cuts. ❑ Chalk line - Used to assist alignment. ❑ Caulk and caulking gun - for ProSeal 34® caulking application. ❑ Marking Tools - Indelible markers, pencils, or scratching tool. ❑ Utility Knife - for miscellaneous cutting. ❑ String Line - General alignment and measuring. ❑ Tape Measure - 25 foot (additional 50 ft. is handy) ❑ Locking Pliers, both standard and "duckbill" style. Optional Tools: ❑ Electric Metal Shears - for metal cutting, such as for the hips and valleys. ❑ Electric Drill - Used to drill holes. NOTE: Cutting. Steel roofing and trim should be cut with nibblers, tin snips or a profile shear. Although Champion Metal of WA. does not advocate the use of a saw, the reality is many people use a power saw in some manner. There are two concerns when using a saw. First, be sure that no burrs are left on the ends of the panel. The rough edges are not protected and will rust. Second, the filings coming off the blade are hot and will adhere to the surface of the panels and these will rust. Be sure all filings are removed from the surface as they will rust and pit the surface of the sheet. 3 Step 3. ROOF PREPARATION For your roof to provide years of service, prevent wood decay and simplify the task of application, the roof must be properly prepared. If your job is a re -roof with irregular surfaces or has any type of debris, it needs to be cleared off before you start the job. The underlayment should be checked at this time, and any decayed lumber must be replaced. The foundation of your roof should be sound. When the metal panels are installed over purlins 24" or 30" o.c., installation of a condensation control blanket (CCB) is recommended prior to installing the metal panels. Both the CCB and the metal panels are installed perpendicular to the purlins and parallel with the rafters. If the metal panels are installed over plywood or OSB board, a 30 Ib. felt should be laid horizontal prior to installation of the metal panel, and a #14 Type "S" screw should be used. Working on any roof can be dangerous...... Note: Safety Considerations ❑ Never use unsecured or partially installed panels as a working platform. ❑ Metal roofing panels are slippery when wet, dusty, frosty, or oily. ❑ Do not walk on the panel seams. ❑ Always be aware of your position on the roof. ❑ Wear proper clothing in order to minimize the potential for cuts, abrasions, and other injuries. ❑ Use care when operating electrical and power equipment. ❑ Roof installation on windy or stormy days can be dangerous. Use Fall Protection Equipment. Step 4. INSTALLING CURBS AND FLASHINGS Installation of eave and valley flashings, roof to wall connections, splash plates, or curbing is required prior to panel installation. Make sure that caulking and sealing is properly completed. Step 5. INSTALLING ROOF PANELS Both roofing and siding should be started vertically at the end of the building, opposite the direction of the prevailing winds. It is imperative, when installing Hi -Rib and Ultra - Panel, that the short leg of the panel be installed on top of the full load- bearing leg. When installing Wide -Rib, you must make sure that the side of the panel with the anti - siphon groove is the bottom lap. (See appendix 1) Girt spacing should be no more than 36" for normal siding applications. It is recommended that the purling spacing for roofing be no more than 24" for normal application with a slope of at least 2 -1/2" per foot. The recommended slope is 4" per foot for larger buildings with long runs. End lapping, if required, should never be less than 12". If your building is not insulated, we recommend that you install a condensation control blanket (CCB) prior to installing the panels. This will help prevent your building from sweating. On all exposed fastener profiles, except Ultra- Panel, installers should use sidelap tape and stitch screws where the sides of the panels overlap. Although it is not required, these accessories will offer better leak protection as well as a better wind uplift protection. Because of the superior lap of the Ultra -Panel profile, these products are generally not needed. 4 For more complete weatherproofing, use closure tapes, regardless of pitch. When endlapping panels, ProSeal 34® should be used at the end of both the top and bottom sheets where the sheets overlap. Your dealer has provided the proper length fastener, but only proper tightening and location will insure a leak- resistant roof. Check the fastening patterns recommended by your dealer. *See appendix 2 Proper Installation of Gasketed Screws Panel Placement: • Place an alignment line along the gable end where the first roof panel will be installed. Check roof for squareness by making a 3' line across the eaves. (See illustration No. 1). Completing the 3' x 4' x 5' right angle triangle should place the 4' edge of the triangle parallel with the gable. Illustration #1 ALIGNMENT LINE DIRECTION OF PANEL APPLICATION 3' X 4' X 5' TRIANGLE , ai Remember, on this application: 1. Always use screws. Nails will back out. 2. Use the proper screw gun, not a drill with a socket. • Align the edge of the first panel with the alignment line constructed along the starting gable. Allow the panel to overhang the eaves 1" minimum. • Lay down the second and third panels, checking the alignment, and making sure they are square. This will ensure that a sawtooth effect at the eaves and ridge is avoided. (See illustration No. 2). Illustration #2 Prevailing Wind PANEL SIDE LAP 1" MINIMUM OVERHANG SEE LOAD TABLES FOR MAXIMUM SPACING SPACED SUPPORTS 5 Step 6. INSTALLING TRIM See Trim Application Guide Proper trim installation not only enhances the attractiveness of your roof, but is critical in the protection of your roof as well. ProSeal 34® and closure strips should be applied to ensure against water penetration. Apply gable trim matching the existing color or, to accent, use a different color. Use the proper flashing around vents. Flash all exposed edges with standard or custom flashings. * See Appendix 1 -B Install the ridge cap using the proper closures (matching outside closure is used for the Hi- Rib, Wide -Rib, and Ultra -Panel profiles and universal closure tape is used for the 2 -1/2" Corrugated and 4 -V profiles.) Apply ridge cap as shown, fastening through the ridge cap, through the closure and the roofing at every rib. Venting the ridge may be required depending on the building code. *See Appendix 1 -C Step 7. SPRAY PAINT We do sell spray paint. The paint is usually used to paint existing flashings, pipe boots, and other items that can enhance the appearance of your building. DO NOT SPRAY DIRECTLY ONTO YOUR ROOF TO TOUCH UP SCRATCHES OR ABRASIONS. No spray paint can match a baked -on silicone modified polyester (SMP) paint finish. It will fade at a different rate and be extremely visible at a later date. Steel building panels don't necessarily rust when they are scratched or cut. These panels are galvanized before they are painted. The zinc undercoating will protect the exposed areas with mild scratches. Step 8. YOU ARE FINISHED! Remove all tools and debris from the roof. (Remember, the smallest amount of metal shavings may cause rust - discoloration.) Be proud of a job well done! Thank you for selecting Champion Metal of WA roofing and siding. 6 1 3 -1/2" Of Washington, Inc. wwwchampinnrn tal.cnm Ridge Cap Ridge Cap — Standard * TRC #9 x 1.5" or #14 x 1.5" screw Closure 28" Wide Ridge Cap * TWR Ridge Cap Application Apply ridge cap as shown, fastening through cap and roofing at every rib. Universal Ridge Cap #9 x 1.5" or #14 x 1.5" screw Outside Closure Shed Metal * TSM Shed Metal (Clear Story) is simply a ridge cap for a single slope roof. Install the roof panels. You may want to use matching closure strips to help seal under the shed metal. Fasten the cap down from behind into the wall, using an exposed painted trim fastener. You may also wish to fasten the cap into the top of the panel ribs with the same exposed trim fastener. 4- Denotes Colored Side * Pitch Needed ** Two Pitches Needed All Items in 10 foot lengths only Available in all colors or plain galvanized. All Part Numbers end with Color Code. 7 Gable Tri m 4 -1/2" Ate'''. r " 1 -2" hem Gable Trim — Standard TGT 1 -2" hem Of Washington, Inc. www,champi nmeta1.c:nm Gable Trim 1" 1/2., 4-1/2. 1/2" hem Gable Trim - Large TGL Stitch Screws @ 2'0 "o.c. W Sidelap Tape or Sealant (optional) It s • #9 x 1" wood screw @ 2'0" o.c. Gable Trim -Mini TMG 4 -1/2" 1/2" 1/2" hem Gable Trim - Special TGTS 1/2" 1/2" hem Gable trim is applied on top of the panel over the outside rib before the ridge cap is ap- plied. It is fastened to the fascia board with ex- posed painted trim fasteners. On the standard, large and special gable trim, you can also fasten through the hem on the upper hemmed edge but be sure to use sidelap tape under the hemmed edge to stop water from siphoning under the edge. `5 -In• / rr Eave Trim * TET -- Eave Trim 6" Special Eave Trim * TETS -- Eave trim is applied prior to applying the roofing panels. It is usually applied with bugle screws. Champion Metal recommends the application of a bead of ProSeal34® between the eave trim and the roofing panel to stop water from wicking back up under the panel. Guttered Eave Trim * TSLETG -- 1/2" hem 1° Closure For enclosed structures, use closure tape (or matching Inside Closure for Ultra - Panel, Wide -Rib or Hi -Rib) applied under the panel at the eave before fastening. 4 •Denotes Colored Side * Pitch Needed ** Two Pitches Needed All Items in 10 foot lengths only Available in all colors or plain galvanized. All Part Numbers end with Color Code. Eave (Optional) 8 4" Of Washington, Inc. www.championmetal.com Endwall and Sidewall Flashing Endwall Flashing * TEF -- S -1/2" 6" Roof to Wall* / TRW -- 5 -1n° A/ 4 -1n° Sidewall Flashing TSF -- Endwall and Sidewall flashings are applied before the siding panels are installed; fastening into the wall. Endwall is used where the end of the panel runs into the wall. Sidewall Flash- ing is used where the side of the panel is running against the wall. Inside and Outside Corner Inside Corner TIC -- 4_1/2• 1" 1/2" 1/2" 4 -1/2" 1" •■■••• Denotes Colored Side * Pitch Needed ** Two Pitches Needed All Items in 10 foot lengths only Available in all colors or plain galvanized. All Part Numbers end with Color Code. Outside Corner TOC -- Custom Flashings Available Please inquire TCU 9 1 -1/2" C -Metal TCM -- Of Washington, Inc. www.championmetal.com Window and Door Trims 1" 1/1" hem 1.5" x 5.5" Rake TR1 -- ," 5 -1/2" 1.1n» l n„ 2 -1r�° 21fa^ 1.5" x 5.5" Special Rake IRIS-- 1-12" 2" / 2" x 3" Rake TR2 -- 3" 7" AV 1.5" x 7" Rake TR7 -- 3 -1j° 1/2" 1 3 -1/4.. 1 -1/1° 1.5" x 7" Special Rake TR7S -- Base Flashing TBF -- 7 1 -1,2" \n" Installed before siding panels for a clean base. Wall Flashings Wallite Flashing TWF -- 1" 1" 11" Installed between siding pan- els and light panels (Sunsky) on a wall application. f. Denotes Colored Side * Pitch Needed ** Two Pitches Needed All Items in 10 foot lengths only Available in all colors or plain galvanized. All Part Numbers end with Color Code. 1 -1/2" Z -Metal TZM -- AZ 1" 11" 10 Single Track Cover TST 2" 6" Combo Single Track Cover TST P 1-url 1ys 6 -15/16" 1 -5/16" 3/4" Of Washington, Inc. www. championmetal. com Track Covers Double Track Cover TDT 2" 6 -1/2" 6" `2" Combo Double Track Cover TDT P 1 -1 /2 2 -1/4° \C"-"" s -1/4" 1/2" ✓1" Transition Flashings 6" x 6" Transition - Standard ** TTF 6" 6" x 6" Transition — Gambrel ** TTF Please list upper pitch first and lower pitch second when ordering these two trim items. 4 Denotes Colored Side * Pitch Needed ** Two Pitches Needed All Items in 10 foot lengths only Available in all colors or plain galvanized. All Part Numbers end with Color Code. 11 W- Valley TWV -- Of Washington, Inc. www.championmetal.com 13" 13" 1" 1" Cut across the panels at the angle of your valley. Be sure to lay a bead (or two) of Pro -Seal 34® under the panels as you install them. The sealant should be downhill of the fasteners. It is important to leave 4 to 6 inches between the end of the panels and the middle "V" of the w- valley to allow water and debris to drain off properly. Note: When a steep pitch is involved, the large distance between the ribs can present complications. Some installers cut the panels, eliminating the ribs and leaving an inch of flat pan extra. They then fold the inch of flat pan under. By creating a "back hem ", you will find that the panel will lay flatter and you will not have a straight line up your w- valley to look at. Please note: Black w- valley is only available 14" wide. Denotes Painted Side * Pitch Needed ** Two Pitches Needed All Items in 10 foot lengths only Available in all colors or plain galvanized. All Part Numbers end with Color Code. Storage of Metal Roofing Materials It is not a good idea to store metal roofing flat for an extended period of time. When the product is stored flat, water and condensation can siphon in between the panels. Over time, the combination of expansion and contraction, the weight of the panels, tempera- ture change and dampness will soften the coatings. Once the coatings are compromised, the life expectancy of the steel is sacrificed. If you are planning on storing your metal roofing, the banding on the bundles should be cut; the panels should be separated and stood up vertically to ensure water does not get trapped between them. It is our intent to provide you with the information to ensure you the longest lasting life expectancy for your metal roof. If you have any questions regarding this issue, please contact your local distributor or one of our sales representatives. 12 Of Washington, Inc. www.championmetal.com APPENDIX 1 -LAP AND FASTENING PATTERNS LAP ULTRA -PANEL * Wind Direction WIDE -RIB FASTENING PATTERNS * Note: Ultra -Panel does not require sidelap tape or stitch screws. Sidelap Tape HI -RIB Sidelap Tape 4 -V Sidelap Tape 2 1/2" CORRUGATED 4/ Sidelap Tape Note: This panel must be double - lapped on all roof applications. Only use screws / do not nail. * Note: "Stitch Screws" are optional and are used in high wind areas or severe weather conditions. 13 Of Washington, Inc. 1. Ridge Cap * 2. 28" Wide Ridge Cap * 3. Shed Metal * 4. Eave Trim 5. Gable Trim 6. Large Gable Trim 7. Special Gable Trim 8. Mini Gable Trim 9. Endwall Flashing * 10. Outside Corner 11. Inside Corner 12. C -Metal 13. 2" x 3" Rake 14. 1.5" x 5.5" Rake 15. 4" x 4" Roof to Wall * 16. Sidewall Flashing 17. Base Flashing 18. Z -Metal 19. Wallite Flashing 20. Single Track Cover 21. Combo Single Track 22. Double Track Cover 23. Combo Double Track 24. 6 x 6 Standard Transition 25. 6 x 6 Gambrel Transition 26. W- Valley TRC TWR_ TSM_ TET TGT TG L_ TGTS TMG TEF TOC TIC TCM TR2 TR1 TRW TS F_ TBF TZM TWF TST TST P TDT_ TDT P TTF TTF TWV Numbers listed above pertain to this drawing only. When ordering, please use the name of the trim piece or the part number. Some trim items not shown brim .Application Guide F Aol ALE CO" Petra mn. , Attachecare" page(s) from the 2011 Hilti North American Product Technical Guide. For complete details on this product, including data development, product specifications, general suitability, installation, corrosion, and spacing & edge distance guidelines, please refer to the Technical Guide, or contact Hilti. CORRE�RI TIO LTR# REVIEWED FOR CODE COMPLIANCE APPROVED OCT 3 0 2012 City of Tukwila BUILDING DIVISION bLL21oO RECEIVED CITY OF TUKWILA SEP 2 8 2012 PERMIT CENTER Hilts, Inc. 5400 South 122nd East Avenue Tulsa, OK 74146 1 -800- 879 -8000 www.hilti.com Adhesive Anchoring Systems 3.2.9 HIT -HY 70 Hybrid for Masonry ConstructiOh 3.2.9.2 Material Specifications Material Properties for HIT -HY 70 — Cured Adhesive Compressive Strength ASTM D 695/DIN 53454 7,252- 10,153 psi 50 -70 MPa Modulus of elasticity (Compression test) ASTM D 790 /DIN 53452 246,568 psi 1,700 MPa Water Absorption ASTM D 570 /DIN 53495 3 -8 % 3 -8 % Electrical Resistance VDE/DIN 0303T3 4.2 • 10" ohm /in. 1.065 • 1012 ohm /cm Material Specifications Mechanical fy ksi (MPa) Properties min. f ksi (MPa) Standard HAS -E rod material meets the requirements of ISO 898 Class 5,8 58 (400) 72,5 (500) High Strength or "Super HAS" rod material meets the requirements of ASTM A 193, Grade B7 105 (724) 125 (862) Stainless HAS rod material meets the requirements of ASTM F 593 (AISI 304/316) Condition CW 3/8" to 5/8" 65 (448) 100 (689) Stainless HAS rod material meets the requirements of ASTM F 593 (AISI 304/316) Condition CW 3/4" 45 (310) 85 (586) Carbon Steel HIS -N Insert confirming to DIN 10277 -3 54.4 (375) 66.7 (460) Stainless Steel HIS -RN Insert conforming to DIN 10088 -3 50.8 (350) 101.5 (700) Carbon Steel HIT -IC Insert conforming to DIN 10277 -3 54.4 (375) 66.7 (460) HAS -E Carbon Steel and Stainless Steel Washers meet dimensional requirements of ANSI B18.22.1 Type A Plain HAS Stainless Steel Nut material meets the requirements of ASTM F 594 HAS -E Carbon Steelarid $tainless Steel Washers•meet dimensional requirements of ANSI B18.22.1 Type A Plain HAS Stainless Steel Washers meet the requirements of AISI 304 or AISI 316 conforming to ASTM A 240 HAS Super and HAS -E Standard Washers meet the requirements of ASTM F 884, HV All HAS -E and HAS Super Rods and HAS -E Standard, HIS -N inserts, nuts and washers are zinc plated to ASTM B 633 SC 1 Note: Special Order'steel rod material may vary from standard materials. • .�� 214 Hdti. Inc. IUS) 1. 800 -879 -8000 www.us.hitti.com I en espanol 1- 800 -879 -5000 I Hilh tCanaea) Corp 1. 800 -363 -4458 i www.hilti.ca 1 Anchor Fastening Technical Guide 2011 Adhesive. Anchor inq Systit111s HIT -HY 70 Hybrid for Masonry Construction 3.2.9 HIT -HY 70 Installation Specifications for HAS Rods and HIT -IC Inserts in Hollow CMU and Brick with Holes HAS Emu HIT -IC 1t Ib exati 12x50' h foam 12x85 16x50 *Imo 15x85`: 4004 16x50 i 16x851 eft 18x50 xessi 18x85; 2318 33/4 , 33 23% 2 3314 31/8 23/8 2 3314 3143 11/ 34.5 HA, M' HIT -SC' HMTRB dr 8n 'xisexi 12x50 N 12x85, 88I 16x50;::: xes5li 16x85 i xesai 16x50' otess4 16x85! «semi 18x50! e8aae :18x85; 14 46 M M10 HIT-SC 12x5012x85 MD 2500 / HDM E03500A/HOE 500•A x50 16 61 i0 Approximate number of trigger pulls 11 40 3/8x2 3/x331 x2 1x33118 cif oast 16x50 16x85 8 t 22x50 H 22 x85 3/4 i 22x50; R 22x85, i 23/s 2 3314 364 23/8 ' 2 33/4 1 33/4 23/3 2 33/4 3' . HIT•R8 hs ch nch 1t kb /8 -1 34. x80 M10x5 M10x60 M12x50- M12x80 HI,,SC dotal xessel 16x50 t 16x855 22x60 foam 22x85 xtiami 22x50 taw 22 x85 h HIT-R8 dJ 60 ! 50 16 95 ; 80 60 50 95 80 22 60 1 50 r B0 Nm HITSC M0 25500 / H0M A /HCE 500-A: 8tisx2 %sx33,4s 34x2 3/8x33ft6 :'/2x2 1/2663 -'-. M8x50 148880 M10x50 M10x80 M12x50 M12x80 16x50 16x85 22x50 22x85 22x50 22885 Approximate number of trigger pulls HIT -HY 70 Installation Specifications for HAS Rods, HIS Inserts, and Rebars in Grout - Filled Concrete Masonry Units orb} HAS HAS HIT-R8 7hs - 33/4 33/4 1/14 yq8', 46. 3/46 43/4 ! 41 3/46 I 8 /16 5 7.5 3/4 558 /e 53 314 3 5 7.5 63/4 6314: 7/ I / 510 Reber Reber 010 02! HIT-R8 85 85, 115.. ;r 115 145 145 175 175 HIS-N 43/8 43%8.. ' 1118 5 5 HIS de[mml 1f!n + 6 M10 HIT-R8 10...25 t' S8 12..30 11.0 Hilt;, Inc. (US) 1- 800 - 879 -8000 1 www.us.hilti.com I en espanol 1- 800 - 879 -5000 I Hill (Canada) Corp. 1- 800 - 363 -4458 I www.hilti.ca I Anchor Fastening Technical Guide 2011 215 Adhesive: Anchoring Systc-�rns 3.2.9 HIT -HY 70 Hybrid for Masonry Construction HIT -HY 70 Installation Specifications for HAS Rods and Rebars in Solid Multi -Wythe Wall as HA HIT SC do [tnchj he inch HIT RB T inch 8Ib 16x85 • 16x85 16x85 16x8$ 16x85 ra 18x85 1 18x85 1 18x85 + 18x85 ' 18x85 22x85 22185 22x85 22x85 22x85 o 1 26x200 +tea pj 26x125 • ! 26x200 `t 131/4 Rebar Rebar HIT SC do [inch] h inch inch Rebar HIT --SC (mm} hn mm MM; HIT -RB HAS t ' HITSG dr, ImMi hn h RB d Imo +aim 16x85 ^' 16x85 16x85 Itsme 16x85 16x85 +ii 18x85 t 18x85 M12 emme 18x85 :41sega 18x85 18x85 1 22x85 22x85 M16 ! ,lEEN 22x85 Teem 22x85 22x85 00 M20 : e_ 26x125 *(660 26x200 216 Hilti, Inc. (US) 1- 800 -879 -8000 1 www.us.hilti.com I en espanol 1- 800 -879 -5000 I Hilti (Canada) Corp. 1 -800- 363 -4458 I www.hilti.ca I Anchor Fastening Technical Guide 2011 Adhesive Anchoring Systems HIT -HY 70 Hybrid for Masonry Construction 3.2.9 3.2.9.3 Technical Data HIT -HY 70 Allowable Tension and Shear Values for Threaded Rods Based on Steel Strength'• 2.3 Anchor Diameter in. (mm) Tension Ib (kN) Shear Ib (kN) ISO 898 Class 5.8 ASTM A193 B7 ASTM F 593 CW (304/316) ISO 898 Class 5.8 ASTM A193 B7 ASTM F 593 CW (304/316) 1/4 1175 2025 1620 605 1040 835 (6.4) (5.2) (9.0) (7.2) (2.7) (4.6) (3.7) 5/16 1835 3160 2530 945 1630 1300 (7.9) (8.2) (14.1) (11.3) (4.2) (7.3) (5.8) 3/8 2640 4555 3645 1360 2345 1875 (9.5) (1 1.7) (20.3) (16.2) (6.1) (10.4) (8.3) 1/2 4700 8100 6480 2420 4170 3335 (12.7) (20.9) (36.0) (28.8) (10.8) (18.6) (14.8) 5/8 7340 12655 10125 3780 6520 5215 (15.9) (32.7) (56.3) (45.1) (16.8) (29.0) (23.2) 3/4 10570 18225 12390 5445 9390 6385 (19.1) (47.0) (81.1) (55.1) (24.2) (41.8) (28.4) 1 Allowable load used in the design must be the lesser of bond values and tabulated steel values. 2 The allowable tension and shear values for threaded rods to resist short term loads. such as wind or seismic, must be calculated in accordance with the appropriate IBC Sections. 3 Allowable steel loads are based on allowable tension and allowable shear stresses equal to 0.33 x F and 0.17 x F , respectively. HIT -HY 70 Allowable Tension Loads for Threaded Rods in the Face of Grout - Filled Concrete Masonry Units1, 2, 7, 8, 9, 11, 1z Anchor. Diameter, n. (mm) Embedment, in. (mm)3 Load @ c ands , Ib (kN) Spacing' Edge Distances Critical, s,, in. (mm) Minimum, s , in. (mm) Load Reduction Factor @ s,,, Critical, c,,, in. (mm) Minimum, c,,,; ,,, in. (mm) Load Reduction Factor @ c,,,,8 3/8 3 -3/8 1235 13.5 12 (9.5) (85.7) (5.5) (342.9) 0.74 (304.8) 0.80 1/2 4 -1/2 2030 18 20 (12.7) (114.3) (9.0) (457.2) 0.74 (508) 0.76 5/8 5 -5/8 2835 22.5 q (101.6) 20 q (101.6) (15.9) (142.9) (12.6) (571.5) 0.50 (508) 0.71 3/4 6 -3/4 3805 27 20 (19.1) (171.5) (16.9) (685.8) 0.50 (508) 0.66 1 All values are for anchors Installed in fully grouted concrete masonry with minimum masonry prism strength of 500 psi. Concrete masonry units shall be light -, medium . or normal- weight conforming to ASTM C 90. Allowable loads are computed using a safety factor of 5. 2 Anchors may be installed in any location in the face of the masonry wall (cell, web, joints). Anchors are limited to one per masonry cell. 3 Embedment depth is measured from the outside face of the concrete masonry unit. 4 The critical spacing, s„, is the anchor spacing where full load values in the Table may be used. The minimum spacing, sr„,„ is the minimum anchor spacing for which values are available and installation is recommended. Spacing is measured from the center of one anchor to the center of an adjacent anchor. 5 The critical edge distance, c,, is the edge distance where full load values in the Table may be used. The minimum edge distance, cm„, is the minimum edge distance for which values are available and installation is recommended. Edge distance is measured from the center of the anchor to the closest edge (figure 2). 6 Load reduction factors are multiplicative, both spacing and edge distance load reduction factors must be considered. Load values for anchors installed at less than s„ and c„ must be multiplied by the appropriate load reduction factor based on actual edge distance (c) or spacing (s). 7 Linear interpolation of load values between minimum spacing (s,„,,) and critical spacing (s„) and between minimum edge distance (c,,„) and critical edge distance (c„) is permitted. 8 Concrete masonry thickness must be equal to or greater than 1.5 times the anchor embedment depth. EXCEPTION: the 5/8 -inch- and the 3/4- inch - diameter anchors may be installed in minimum nominally 8- inch -thick concrete masonry. 9 When using the basic load combinations in accordance with IBC Section 1605.3.1, tabulated allowable loads must not be increased for seismic or wind loading. When using the alternative basic load combinations in IBC Section 1605.3.2 that include seismic or wind loads, tabulated allowable loads may be increased by 33 -1/3 percent, or the alternative basic load combinations may be reduced by a factor of 0.75. 10 Allowable shear loads must be the lesser of the adjusted masonry or bond tabulated values and the steel values given in Section 1.3. 11 Tabulated allowable loads shall be adjusted for increased base material temperatures in accordance with Figure 1, as applicable. 12 For combined loading: )T JT„„oWaea) " +(V ,0, NB,ow.)^ 5 1 where n =5/3 for 3/8- and 1/2 -inch diameters, and n =1 for 5/8- and 3/4 -inch diameters. Hilt), Inc. (US) 1- 800 -879 -8000 I www.us.hilti.com I en espanol 1- 800 - 879 -5000 1 Hitti (Canada) Corp. 1 -800- 363 -4458 I www.hilti.ca I Anchor Fastening Technical Guide 2011 217 Adhesive Anchoring Systems 3.2.9 HIT -HY 70 Hybrid for Masonry Construction HIT -HY 70 Allowable Shear Loads for Threaded Rods in the Face of Grout - Filled Concrete Masonry Units1• 2. 7, 8. 9, 10, 11, 12 Anchor Diameter, in. (mm) Embedment, ( )3 in. (mm)3 Load c and sC , c lb (kN)i0 Spacing' Edge Distances Critical, sc, in. (mm) Minimum, sm, "' in. (mm) °a Reduction Factor a s "'" Critical, c,, in. (mm) Minimum, c un' in. (mm) Load Reduction Factor @ c m,�6 Load Perpendicular to Edge Load Parallel to Edge 3/8 (9.5) 3 -3/8 (85.7) 850 (3.8) 13.5 (342.9) 4 (101.6) 1.00 12 (304.8) 4 (101.6) 0.88 1.00 1/2 (12.7) 4 -1/2 (114.3) 1495 (6.7) 18 (457.2) 1.00 12 (304.8) 0.49 1.00 5/8 (15.9) 5 -5/8 (142.9) 2613 (11.6) 22.5 (571.5) 0.50 20 (508) 0.40 0.78 3/4 (19.1) 6 -3/4 (171.5) 4090 (18.2) 27 (685.8) 0.50 20 (508) 0.26 0.60 1 At values are for anchors Installed in fully grouted concrete masonry with minimum masonry prism strength of 1500 psi. Concrete masonry units shall be light -, medium -, or normal- weight conforming to ASTM C 90. Allowable loads are computed using a sa ety factor of 5. 2 Anchors may be installed in any location in the face of the masonry wall (cell, web, joints). Anchors are limited to one per masonry cell. 3 Embedment depth is measured from the outside face of the concrete masonry unit. 4 The critical spacing, s,,, is the anchor spacing where full load values in the Table may be used. The minimum spacing, s, is the minimum anchor spacing for which values are available and installation is recommended. Spacing is measured from the center of one anchor to the center of an adjacent anchor. 5 The critical edge distance, c,,, is the edge distance where full load values in the Table may be used. The minimum edge distance, cm , Is the minimum edge distance for which values are available and installation is recommended. Edge distance is measured from the center of the anchor to the closest edge (figure 2). 6 Load reduction factors are multiplicative, both spacing and edge distance load reduction factors must be considered, Load values for anchors installed at less than s , and cc, must be multiplied by the appropriate load reduction factor based on actual edge distance (c) or spacing (s). 7 Linear interpolation of load values between minimum spacing (s,"=) and critical spacing (sj and between minimum edge distance (c,"=} and critical edge distance (c„) is permitted. 8 Concrete masonry thickness must be equal to or greater than 1.5 times the anchor embedment depth. EXCEPTION: the 5/8 -inch- and the 3/4 -inch- diameter anchors may be installed in minimum nominally 8- inch -thick concrete masonry. 9 When using the basic load combinations in accordance with IBC Section 1605.3.1, tabulated allowable loads must not be increased for seismic or wind loading. When using the alternative basic load combinations in IBC Section 1605.3.2 that include seismic or wind loads, tabulated allowable loads may be increased by 33 -1/3 percent, or the alternative basic load combinations may be reduced by a factor of 0.75. 10 Allowable shear loads must be the lesser of the adjusted masonry or bond tabulated values and the steel values given in Section 3.2.9.3. 11 Tabulated allowable loads shall be adjusted for increased base material temperatures in accordance with Figure 1, as applicable. 12 For combined loading: (T „aT,b,,,c,„,,Y+(V,,ociV mob)^ s 1 where n =5/3 for 3/8- and 1/2 -inch diameters, and n =1 for 5/8- and 3/4 -inch diameters. 218 Hilti, Inc. (US) 1- 800- 879 -8000 i www.us.hilti.com 1 en espaiol 1-800-879-5000 I Hilti (Canada) Corp. 1.800- 363 -4458 1 www.hilli.ca 1 Anchor Fastening Technical Guide 2011 Adhesive Anchoring Systems HIT -HY 70 Hybrid for Masonry Construction 3.2.9 HIT -HY 70 Allowable Tension and Shear Loads for Threaded Rods in the Top of Grout - Filled Concrete Masonry Units'' 2, 3, 4, 8 Anchor Diameter, in. (mm) Embedment, in. (mm) Edge Distance, in. mm s. a ( ) Minimum End Distance, in. mm ( ) Tension Load, Ib (kN) Shear Load, Ib (kN) ' Load Parallel to Edge of Masonry Wall Load Perpendicular to P Edge of Masonry Wall 1 -3/4 1165 816 344 1/2 4 -1/2 (44.5) (5.2) (3.6) (1.5) (12.7) (114.3) 4 1625 1444 506 (101.6) 8 (7.2) (6.4) (2.3) 1 -3/4 (203.2) 1165 1190 382 5/8 5 -5/8 (44.5) (5.2) (5.3) (1.7) (15.9) (142.9) 4 1745 1824 654 (101.6) (7.8) (8.1) (2.9) 1 All values are for anchors installed in fully grouted concrete masonry with minimum masonry prism strength of 1500 psi. Concrete masonry units shall be light -, medium -. or normal - weight conforming to ASTM C 90. Allowable loads are computed using a safety factor of 5. 2 When using the basic load combinations in accordance with IBC Section 1605.3.1, tabulated allowable loads must not be Increased for seismic or wind loading. When using the alternative basic load combinations in IBC Section 1605.3.2 that include seismic or wind loads, tabulated allowable loads may be increased by 33 -1/3 percent, or the alternative basic load combinations may be reduced by a factor of 0.75. 3 One anchor shall be permitted to be installed in each CMU block. 4 Anchors are not permitted to be installed in a head joint, flange or web of the concrete masonry unit. 5 The tabulated edge distance is measured from the anchor centerline to the edge of the CMU block. (See Figure 3). 6 Linear interpolation of load values between the two tabulated edge distances is permitted. 7 Allowable shear loads must be the lesser of the adjusted masonry or bond tabulated values and the steel values given in Section 3.2.9.3. 8 Tabulated allowable loads shall be adjusted for increased base material temperatures in accordance with Figure 1, as applicable. Hilti, Inc. (US) 1 -800- 879 -8000 I www.us.hilti.com I en esparto) 1- 800 -879 -5000 i Hilli (Canada) Corp 1- 800 - 363 -4458 1 www.hilh.ca 1 Anchor Fastening Technical Guide 2011 219 Adhesive Anchoring Systems 3.2.9 HIT -HY 70 Hybrid for Masonry Construction HIT -HY 70 Allowable Tension Loads for HIS -N inserts in the Face of Grout - Filled Concrete Masonry Units1• 2, 7, 8, 9, 11,12 Anchor Diameter, in. (mm) Embedment, in. (mm)3 Load @ c and s lb (kN) Spacing' Edge Distances Critical, sc,, in. (mm) Minimum, s , ,,, in. (mm) Load Reduction Factor @ Sm,n6 Critical, c , in. (mm} Minimum, c �, in. (mm) Load Reduction Factor @ cm,, 3/8 (9.5) 4 -3/8 (111) 2072 (9.2) 17 (431.8) 4 (101.6) 0.74 12 (304.8) 4 (101.6) 0.82 1/2 (12.7) 5 (127) 2708 (12.1) 20 (508) 0.74 20 (508) 0.63 HIT -HY 70 Allowable Shear Loads for HIS -N inserts in the Face of Grout - Filled Concrete Masonry Units'. 2' 7' 8.9' 10' 11,12 Anchor Diameter, in. (mm) Embedment, in. (mm)3 Load c ands , c lb (kN)10 Spacing' Edge Distances Critical, Scr, in. (mm) Minimum, sm�° in. (mm) Load Reduction Factor s' m'� Critical, ce" in. (mm) Minimum, cm ' in. (mm) Load Reduction Factor cm, s Load Perpendicular to Edge Load Parallel to Edge 3/8 (9.5) 4 -3/8 (111) 1097 (4.9) 17 (431.8) 4 (101.6) 1.00 12 (304.8) 4 (101.6) 0.72 1.00 1/2 (12.7) 5 (127) 2063 (9.2) 20 (508) 1.00 PO (508) 0.40 0,87 1 All values are for anchors installed in fully grouted concrete mason y with minimum masonry prism strength of 1500 psi. Concrete masonry units shall be light -, medium -, or normal- weight conforming to ASTM C 90. Allowable loads are compu ed using a safety factor of 5. 2 Anchors may be installed in any location in the face of the masonry wall (cell, web, joints). Anchors are limited to one per masonry cell. 3 Embedment depth is measured from the outside face of the concrete masonry unit. 4 The critical spacing, s ,, is the anchor spacing where full load values in the Table may be used The minimum spacing, sm , is the minimum anchor spacing for which values are available and installation is recommended. Spacing is measured from the center of one anchor to the center of an adjacent anchor. 5 The critical edge distance, cc,, is the edge distance where full load values in the Table may be used. The minimum edge distance, em, , is the minimum edge distance for which values are available and installation is recommended. Edge distance is measured from the center of the anchor to the closest edge (figure 2). 6 Load reduction factors are multiplicative, both spacing and edge distance load reduction factors must be considered. Load values for anchors installed at less than s and cc, must be multiplied by the appropriate load reduction factor based on actual edge distance (c) or spacing (s). 7 Linear interpolation of load values between minimum spacing (s,,,,) and critical spacing (s „) and between minimum edge distance (c,,,,,) and critical edge distance (c_,) is permitted. 8 Concrete masonry thickness must be equal to or greater than 1.5 times the anchor embedment depth. 9 When using the basic load combinations in accordance with IBC Section 1605.3.1, tabulated allowable loads must not be increased for seismic or wind loading. When using the alternative basic load combinations in IBC Section 1605.3.2 that include seismic or wind loads, tabulated allowable loads may be increased by 33 -1/3 percent, or the alternative basic load combinations may be reduced by a factor of 0.75. 10 Allowable shear loads must be the lesser of the adjusted masonry or bond tabulated values and the steel values given in Section 3.2.9.4. 11 Tabulated allowable loads shall be adjusted for increased base material temperatures in accordance with Figure 1, as applicable. 12 For combined loading: (Tw,,,iT„,.)50 +(V /V . r.' s 1 220 Hilti, Inc. (US) 1- 800- 879 -8000 ' www.us.hilti.com I en espanol 1- 800.879 -5000 I Hilti (Canada) Corp. 1- 800- 363 -4458 I www.hilti.ca 1 Anchor Fastening Technical Guide 2011 Adhesive Anchoring Systems HIT -HY 70 Hybrid for Masonry Construction 3.2.9 HIT -HY 70 Allowable Tension and Shear Loads for Threaded Rods in the Face of Hollow Concrete Masonry Units1 3.1.9 Anchor Diameter, in. (mm) Embedment, z in. (mm)2 Tension Load, Ib (kN)°'5 Minimum Edge Distance, cm,,,, in. (mm)6 ^ Shear Load @c,, Ib (kN)°'5'A Edge Distance6 Critical, c ,, in. (mm) Minimum, cm , ^ in. (mm) Load Reduction Factor @ cm,^ 1/4 215 355 4 (6.4) (1.0) (1.6) (101.6) 1.00 5/16 390 630 12 (7.9) 2 (1.7) 4 (2.8) (304.8) 4 0.73 3/8 (50.8) 390 (101.6) 640 12 (101.6) (9.5) (1.7) (2.8) (304.8) 0.73 1/2 390 670 12 0.73 (12.7) (1.7) (3.0) (304.8) HIT -HY 70 Allowable Tension and Shear Loads for HIT -IC Inserts in the Face of Hollow Concrete Masonry Units', 3'7'9 Anchor Diameter, in. (mm) Embedment, in. (mm) z Tension Load, Ib (kN)° 5 Minimum Edge Distance, C, in. (mm)6 ^ Shear Load @ c Ib (kN) °' 5. A Edge Distance6 Critical, c in. (mm) Minimum, cm , ^ in. (mm) Load Reduction Factor @c,,,,, #14 Screw 190 235 4 (6.4) (0.8) (1.0) (101.6) 1.00 5/16 415 600 12 (7.9) 2 (1.8) 4 (2.7) (304.8) 4 0.80 3/8 (50.8) 480 (101.6) 620 12 (101.6) (9.5) (2.1) (2.8) (304.8) 0.78 1/2 495 620 12 0.75 (12.7) (2.2) (2.8) (304.8) 1 All values are for anchors installed in hollow concrete masonry with minimum masonry prism strength of 1500 psi. Concrete masonry units shall be light -, medium -, normal- weight conforming to ASTM C 90. Allowable loads are computed using a safety factor of 5. 2 Tabulated embedment depth is the length of the plastic HIT -SC screens. 3 Anchors shall be installed in the face of the hollow CMU masonry wall. A maximum of two anchors for each cell of the hollow CMU block is allowed. 4 Tabulated values are for one anchor installed in the center of the cell of the hollow CMU. Installation in other locations of the hollow CMU (mortar joints, flange or cell web) is not permitted. 5 Two anchors installed in the same cell or adjacent cells may be spaced as close as 4 inches apart without any load reduction. 6 The critical edge distance, cc,. is the edge distance where full load values in the Table may be used. The minimum edge distance, c,,,,,, is the minimum edge distance for which values are available and installation is recommended. Edge distance is measured from the center of the anchor to the closest edge. 7 Anchors are not recognized for resisting earthquake forces. For short -term loading due to wind forces, the allowable loads shall not be increased. 8 Allowable shear loads must be the lesser of the adjusted masonry or bond tabulated values and the steel values given in Section 3.2.9.4. 9 Tabulated allowable loads shall be adjusted for increased base material temperatures in accordance with Figure 1, as applicable. Hilts, Inc. (US) 1- 800- 879 -8000 1 www.us.hilti.com 1 en espartos 1- 800 -879 -5000 1 Hilts (Canada) Corp. 1 -800- 363 -4458 1 www.hilti.ca 1 Anchor Fastening Technical Guide 2011 221 Adhesive Anchoring Systems 3.2.9 HIT -HY 70 Hybrid for Masonry Construction HIT -HY 70 Allowable Tension and Shear Loads for Threaded Rods in the Face of Hollow Brick''' 4.7' 9 Anchor Diameter, in. (mm) Embedment, in. (mm)2 Tension Load, Ib (kN)5 Minimum Edge Distance, C, , in. (mm) Shear Load ®c Ib (kN)5 9 Edge Distance Minimum, cc,, in. (mm) Minimum, cm,,, in. (mm) Load Reduction Factor 1/4 (6.4) 3 -1/8 (79.4) 535 (2.4) 6 -3/8 (162) 440 (2.0) 12 (304.8) 6 -3/8 (162) 1.00 5/16 (7.9) 740 (3.3) 710 (3.2) 1.00 3/8 (9.5) 915 (4.1) 1080 (4.8) 0.88 1/2 (12.7) 915 (4.1) 1740 (7.7) 0.60 HIT -HY 70 Allowable Tension and Shear Loads for HIT -IC Inserts in the Face of Hollow Brick1'3,4,7,9 Anchor Diameter, in. (mm) Embedment, in. mm (mm)2 )2 Tension Load, ( )5 Ib kN Minimum Edge Distance, C, , in. (mm) m Shear Load @ cc,, Ib (kN)5 e Edge Distance Minimum, cc,, in. (mm) Minimum, c,„,,,, in. (mm) Load Reduction Factor #14 Screw (6.4) 2 (50.8) 170 (0.8) 6 -3/8 (162) 265 (1.2) 12 (304.8) 6 -3/8 (162) 1.00 5/16 (7.9) 3 -1/8 (79.4) 890 (4.0) 780 (3.5) 1.00 3/8 (9.5) 890 (4.0) 1330 (5.9) 0.73 1/2 (12.7) 1000 (4.4) 1840 (8.2) 0.54 1 All values are for anchors installed in hollow brick masonry with minimum masonry prism strength of 3,000 psi. Hollow brick units shall be conforming to ASTM C 652. Allowable loads are computed using a safety factor of 5. 2 Tabulated embedment depth is limited by the length of the plastic HIT -SC screens. 3 Anchors shall be installed in the face of the hollow brick masonry wall. 4 Tabulated values are for one anchor installed in the center of the hollow brick. Installation in other locations of the hollow brick (mortar joints, flanges, or cell web) is not permitted, 5 One anchor shall be permitted to be installed in each brick. Two anchors may be spaced as close as the lesser of 2 bricks or 8 in. (203.2 mm) apart without any load reduction. 6 The critical edge distance, c i5 the edge distance where full load values in the table may be used. The minimum edge distance, c „.,, is the minimum edge distance for which values are available and installation is recommended. Edge distance is measured from the center of the anchor to the closest edge. 7 Anchors are not recognized for resisting earthquake forces. For short -term loading due to wind forces, the allowable loads shall not be increased. 8 Allowable shear loads must be the lesser of the adjusted masonry or bond tabulated values and the steel values given in Section 1.3. 9 Tabulated allowable loads shall be adjusted for increased base material temperatures in accordance with Figure 1, as applicable. HIT -HY 70 Allowable Tension and Shear Loads for Threaded Rods in Multi -Wythe Solid Brick Walls1'3.4,5.6 Anchor Diameter, in. (mm) Embedment, in. (mm) z Tension Load, Ib (kN) Shear Load, Ib (kN) Minimum Spacing, sm Minimum Edge Distance, cm,,,, in. (mm) 3/8 (9.5) 6 (152.4) 895 (4.0) 680 (3.0) 16 (406.4) or 2 complete bricks in any direction (whichever is greater) 10 (254) 1325 (5.9) 795 (3.5) 1/2 (12.7) 6 (152.4) 895 (4.0) 1075 (4.8) 10 (254) 1455 (6.5) 1115 (5.0) 5/8 (15.9) 6 (152.4) 1025 (4.6) 1405 (6.3) 10 (254) 1955 (8.7) 1445 (6.4) 3/4 (19.1) 8 (203.2) 1575 (7.0) 1985 (8.8) 13 (330.2) 2135 (9.5) 1985 (8.8) 1 All values are based on mortar shear strength of 45 psi or greater. Allowable loads are computed using a safety factor of 5. 2 Tabulated embedment depth is limited by the length of the plastic HIT -SC screens 3 Anchors must be installed in the face of the multi -wythe URM wall. The wall must have a minimum thickness of 13 inches (3 wythes), 4 Tabulated values are for one anchor installed in the center of the brick of the mulu -wythe URM wall. 5 The minimum edge distance, c n and the minimum spacing, s , are the minimum distances for which values are available and installation is recommended. Edge distance is measured from the center of the anchor to the closest edge. Spacing is measured from the center of one anchor to the center of an adjacent anchor 6 Tabulated allowable loads shall be adjusted for increased base material temperatures in accordance with Figure 1, as applicable. 222 Hilti, Inc. (US) 1 -800- 879 -8000 www.us.hilti.com 1 en espanol 1 -800- 879 -5000 I Hilti (Canada) Corp. 1-800-363-4458 I www.hilti.ca I Anchor Fastening Technical Guide 2011 Adhesive Anchoring Systornr. HIT -HY 70 Hybrid for Masonry Construction 3.2.9 Influence of base material temperature on work time, cure time, and on bond strength of Hilti HIT -HY 70 Gel and Cure Time Table (Approximate) 23 -32 33 -41 42 -50 51 -68 69-86 87-104 -5... 0 1... 5 6... 10 11... 20 21... 30 31:.. 40 10 min 10 min 7 min 4 min 2 min 1 min 6h 4h 2.5 h 1.5 h 30 min 20 min Figure 1 — Influence of Temperature on Bond Strength % of Allowable Load Bond Values @ 70 °F 120 110 40 r_.______..,___._. ... ......�.._..........._...� 0 20 40 SO 11fi 100 120 140 180 Base Material Temperature, °F 180 200 Gel and Cure Time Table (Approximate) 4 42 -50 6...1!0 51-68 11... 20 69-86 21.. 30 87-104 31... 40 min 7 min min 2 min 1 min 4h 2.5 h 1.5 h 30 min 20 min Figure 2 — Allowable Anchor Installation Locations in the Face of Grout - Filled CMU (ASTM C 90) 4" Minimum edge distance Critical edge distance (sae load tables) Installation it this area for reduced allowable bad capacity 2 c. Installation in this area —1 for full allowable bad capacity 0 Adhesive anchor 4" Minimum edge distance Critical edge distance (see load tables) A-A Figure 3 — Edge and End Distances for Threaded Rods Installed in the Top of Grout - Filled CMU (ASTM C 90) 1-310 Edge Distance Threaded Rod Hilti, Inc. (US) 1- 800 -879 -8000 1 www.us.hilti.com I en espanol 1- 800 -879 -5000 I Hilti (Canada) Corp. 1 -800- 363 -4458 I www.hilti.ca I Anchor Fastening Technical Guide 2011 223 rraSWO FACET A STRUCTURAL ENS ENGINEERING N SAY CORPORATION STRUCTURAL REMODEL KISSINGER BUILDING (carport addition) 5215 S. 144th Seattle WA. For: Lance Kissinger 12216 11th Ave. NW Seattle WA. 98177 206 - 228 -4033 www.swensonsayfaget.com P6- REVIEWED FOR CODE COMPLIANCE APPROVED OCT 3 0 2012 City of Tukwila BUILDING DIVISION • RECEIVED CITY OF TUKWWILA AUG 0 3 2012 PERMIT CENTER SEA 2124 Third Ave, Suite 100, Seattle, WA 98121 TAC 934 Broadway, Suite 100, Tacoma, WA 98402 P 206.443.6212 F 206.443.4870 P 253.284.9470 F 253.284.9471 5215 South 144th Street, Seattle, WA - Google Maps Google Address 5215 S 144th St Seattle, WA 98168 g s 1001n St (89) N Duvvamtsh Rainier a m Beach ! on 4 Vi ,Q E M ""I'8 S 00 0 so; 5 Bangor St 9tS to 50f0 Rh, Rainier View Or R`" s Page 1 of 1 Get Google Maps on your phone 9 bit the word "GMAPS" to466453 C▪ O 4 $ 124th Si ?± (� s 124th S! 5 128th St ..,.• - 7▪ p ��� • d. a S tam st 6� S'133td 5t w S 139th Sty tr8 1381h $I F .a n. rn. o-' $ �gNarttl.� '� i "' $eaTac Park in ` 'e, 142nd St, ' N S 144th St 5 1143) 81/4 $115thR 'Non Ape YO 13 13 %� S d' S 120th St % le. Bryn a Mawr- Skyway 1s S 13151 $1 •9700 B 132nd $I 10 S 12ath st 1e Sw$un5ot4,7 Renton Municipa I Airport.. Renton S 2rtd Dow Re Tukwila Westfield Il Soutfioiinter McM icken Heights f S 1713111 St seattb•rn..ctria Iritematioral. ;, s . ?irport a. /88th St f t;:t: Valley Ridge Perk S 188th St ' 3 0 to 5 180th St SW ON St 4; I i 2012114e - Mandate y 012 Google - http: / /maps.google. com/ maps ?f=q &source= s_q &h1 =en &geocode = &q =5215 +South +144th... 6/15/2012 Project Information Name: kissinger Design Code: Design Specifications: Product Manuals: 2009 International Building Code 2009 Seattle Building Code 2005 NDS Wood Manuals (ASD) ACI 318 -05 ASCE 7 -05 AISC Manual Of Steel Construction ASD Ninth Addition AISC 341 -02 Seismic Provisions For Structural Steel Buildings May 21, 2002 AISC Steel Construction Manual Thirteenth Addition Simpson Anchoring and Fastening Systems C- SAS -2009 Simpson Wood Construction Connector ors 2011 iLevel Trus Joist TJI L65, L90, H90 Joists iLevel Trus Joist TJI 110, TJI 210, TJI 230, TJI 360, TJI 560 Joists Hilti North American Product Technical Guide 2009 Edition SWENSON SAY FACET S 1 RUC 1 ARM. I N(Iht t11!N( “1,11:1.1A 2124 Third Avenue . Suite 100 Seattle WA 98121 www.swensonsayfaget.com ice: 206.443.6212 Far: 206.443 4870 Project: Date: 6/15/2012 Project #: 6000 1; ttit Design: Sheet: Criteria 1 Seismic Desi2n Loads (ASCE 7 -05) for a Wood Framed Structure OCCUPANCY CAT. II IMP. FACTOR 1 SITE CLASS D R= 6.5 SS = 1.363 S 1= 0.462 Ft, = 1.5 SDS 0.9086667 SD1= 0.462 Cs= 0.14 CSMD 0.098 Vertical Desi2n Loads Criteria ASCE 7 -05 IBC 2009 Dead Loads Roof (Composite) Sheathing Rafter /Truss Insulation 5/8" GWB Misc./Mech. Use Table 1 -1 Table 11.5 -1 Table 20.3 -1 Table 12.2 -1 1996 USGS Latitude/ Longitude ( http: // eqint. cr. usgs. gov /eq- men/html/lookup- interp.html) 1996 USGS Latitude/ Longitude ( http: / /egint.cr.usgs.gov /eq- men/html /lookup - interp.html) Table 11.4 -1 Table 11.4 -2 Seismic Dead Load: 15 psf Roof 10 psf Floor 10 psf Int. Wall Eqn. 12.8 -2 (psf) (psf) 2.5 Flooring 1.5 Sheathing 2.3 2 Joist 2.6" 5/8" GWB 2.8 2,8 Misc. Mech 1 2 1" Gyperete 0 11.8 9.7 15 Use 10 Wroof— 20 psf Wfloor 20 psf Live Loads (psf) Snow (roof) 25, Live (floor) 40 Soil Bearing 2000 Total Loads Roof Floor (psf) 40 50 ►rteSWENSON SAY FAGET n sT ilUc!UP,At. ENCINL.FaN': C(JRrt';;44' ]Fi 2124 Third Avenue . Suite 100. Seattle . WA 98121 www.swensonsayfaget.com Office: 206.443.6212 Fax; 206.443.4870 Project: Date: 6/15/2012 Project #: 6006 - 2012 -01 Design: mac Sheet: Criteria 2 Wind Design Loads (ASCE 7 -05) Method 2 - Analytical Procedure Exposure B V= 85 mph Kd 0.85 I= 1 G= 0.85 Kn= 1 Pressures Ht Table 6 -4 Table 6 -1 6.5.8.1 Roof Angle = 15 degrees Ground to top of roof 24 ft Bottom of roof to top of roof 7 ; ft (mean roof height) h= 20.5 ft Kz qz Pww walls Plwwalls Pressure Coefficients from Figure 6 -6: Bldg Face Windward Wall 0.8 Leeward Wall -0.5 Windward Roof 0.3 Leeward Roof -0.6 *Note= Cp values are conservative worst case values ''walls (pst) 0 -15 0.57 8.96 6.09 4.41 10.50 15 -20 0.62 9.75 6.63 4.41 11.04 20 -25 0.66 10.38 7.06 4.41 11.47 25 -30 0.7 11.01 7.48 4.41 11.89 30 -40 0.76 11.95 8.12 4.41 12.53 Building Dimmensions (Excluding Green Roof) Left to Right Front to Back Level Length Length Area (ft) (ft) (ft) Roof 10 200 0 0 0 ''roof (pst) 7.94 Cp rr� SWENSON SAY FAGET A.Tn CI -WIA: ENCANttfitNG rgip' )RAt1CN 2124 Third Avenue . Suite 100. Seattle . WA 98121 www.swensonsayfaget. corn Office: 206443.6212 Fax: 206.443.4870 Date: 6/15/2012 Project #: 6006 - 2012 -01 Design: mac Sheet: Lateral 1 Seismic Analysis Level Weight H X W Percentage Level Shear (kips) (ft-lbs) (Vo) (kips) Roof 4 64.0 1.00 0.39 1 0.0 0.00 0.00 0 0 0.0 0.00 0.00 0 0 0.0 0.00 0.00 0 0 0.0 0.00 0.00 Total' 4 64.0 100 0.39 Wind Analysis Level Trib 1 Trib 2 Trib 3 Trib 4 Trib 5 Trib 6 (PIO (P10 (plf) Roof 39.69 55.19 (plf) (plf) (plf) Total v (PH) 94.88 0 0.00 0.00 0.00 (Lod" Wind Load Wind Forces From Front to Back l (ft) Roo f Level Length Wind Forces From Left to Right j (ft) v Load Length , (p10 (k) 10.0 94.9 0.9 Roo Load (PIO (k) 0.0 1 0.0 0.0 0.0 1 0.0 0.0 0 0.0 0.0 0.0 0 0.0 0.0 0.0 0 0.0 0.0 0.0 0.0 0.0 0.0 Total 0.9 0 0.0 0.0 0.0 0 0.0 0.0 0.0 Total 0.0 Wind Governs Front To Back Seismic Governs Left To Right ra SWENSON SAY FACET PiC,t41€1,1.46 COf 2124 Third Avenue. Suite 100 Seattle WA 98121 www.swensonsayfaget.com Office: 206.443.6212 Far 206.443.4870 Project: Date: 6/15/2012 kissinger Project #: 6006-2012-01 Design: mac Sheet: Lateral 2 Diaphragm and Shearwall Calculated Capacities DF Framing Unblocked Roof Diaphragm Per Plans Notes: 215plf x [1- (0.5- 0.49)] = 213p1f (2006 IBC Table 2306.3.1) Unblocked Floor Diaphragm Per Plan Notes: 215pIfx [1- (0.5- 0.49)] = 213plf (2006 IBC Table 2306.3.1) W6 8d @ 6 "oc 260plf x [140.5 - 0.49)] = 257pif 260p1f 16d @ 6 "oc 891bs x 1.60 x 12 "/6 = 285p1f 5/8" @ 48 "oc 9201bs x 1.60 x 12 "/48 = 368p1f A35 @ 24 "oc 6951bs x 12 "/24 = 347p1f (2006 IBC Table 2306.4.1) (2005 NDS Tablet 1N) (2005 NDS Tablel 1E) (Simpson C -2009 page 162) W4 8d @ 4 "oc 380pIf x [1- (0.5- 0.49)] = 376p1f 375p1f 16d @ 4 "oc 891bs x 1.60 x 12 "/4 = 427p1f 5/8" @ 32 "oc 9201bs x 1.60 x 12 "/32 = 552p1f A35 @ 16 "oc 6951bs x 12 "/16 = 521p)f (2006 IBC Table 2306.4.1) (2005 NDS Tablel lN) (2005 NDS TablellE) (Simpson C -2009 page 162) W3 8d @ 3 "oc 490plf x [1- (0.5- 0.49)] = 485p1f 485pif 16d @ 3 "oc 891bs x 1.60 x 12 "/3 = 569pif 5/8" @ 16 "oc 11701bs x 1.6 x 12 "/16 = 1404p1f A35 @ 12 "oc 6951bs x 12 "/12 = 695p1f (2006 IBC Table 2306.4.1) (2005 NDS Table' IN) (2005 NDS Tablel 1E) (Simpson C -2009 page 162) W2 8d @ 2 "oc 640plf x [1- (0.5- 0.49)] = 634p1f 635p1f 16d @ 4.5 "oc (2) rows 2 x 891bs x 1.6 x 12 "/4.5 = 759p1f 5/8" @ 12 "oc 1170Ibs x 1.6 x 12 "/12 = 1872p1f A35 @ 9 "oc 6951bs x 12 "/9 = 927p1f (2006 IBC Table 2306.4.1) (2005 NDS Tablel 1N) (2005 NDS Table11E) (Simpson C -2009 page 162) 2W3 8d @ 3 "oc ea side 2x 490 plf x [1- (0.5- 0.49)] = 970p1f 970pif 16d @ 3 "oc (2) rows 2 x 891bs x 1.6 x 12 "/3 = 1139p1f 5/8" @ 16 "oc 11701bs x 1.6 x 12 "/16 = 1404p1f A35 @ 6 "oc 6951bs x 12 "/6 = 1390p1f (2006 IBC Table 2306.4.1) (2005 NDS Table] IN) (2005 NDS Tablel 1E) (Simpson C -2009 page 162) 2W2 8d @ 2 "oc ea side 2 x 640plf x [1- (0.5- 0.49)] = 1270p1f 1270pif 16d @ 2 "oc (2) rows 2 x 891bs x 1.6 x 12 "/2 = 1708p1f 5/8" @ 12 "oc 11701bs x 1.6 x 12 " /12 = 1872p1f HGA 10 @ 8 "oc 11651bs x 12 "/8 = 1748p1f (2006 IBC Table 2306.4.1) (2005 NDS Tablel 1N) (2005 NDS Tablel 1E) (Simpson C -2009 page 158) SWENSON SAY FAG ET Project 'R ^�� On A 51".UR URAL Ul01"f SING Cam'pnn ON 'i ° . ,. ; 2124 Third Avenue . Suite 100. Seattle . WA 98121 www.swensonsayfaget.com Office: 206 443.6212 Fax: 206.443.4870 ; Date: 6/15/2012 , Project #: 6006 - 2012 -01 Design: mac Sheet: Lateral 3 6. `'Lc ,c/' g. 49f 09 A(d✓ ,27o K k 3L ems it"ei 6490/ grA 90e h II 44' 0#,A /Ad. -V32 "el( raSWO FACGE A STRUCTURAL ENS ENGINEERING N SAY CORPOT RATION Seattle: 2124 Third Avenue • Suite 100 • Seattle • WA 98121 Tel: 206.443.6212 Fax: 206.443 .4870 Tacoma: 934 Broadway • Suite 100 • Tacoma • WA 98042 Tel: 253.284.9470 Fax: 253 284.9471 Project Date Proj. No. Design Sheet (AI J� L4 13,5 U.)1:1DiS6L B)(*i- t,- .)`1 ,,25> ^ 122. VV. S (1,3004/1,-) '1 5.8 , x. w s tos rr®SWO FAGET A STRUCTURALENSENGINEERINGN SAY CORPORATION Seattle: 2124 Third Avenue • Suite 100 • Seattle • WA 98121 Tel: 206.443.6212 Fax.. 206.443.4870 Tacoma: 934 Broadway • Suite 100 Tacoma • WA 98042 Tel: 253.284.9470 Fax: 253.284.9471 Project s�r,.3 .ar Date Proj. No. Design Sheet Cy(' SS 5 .2 Bv': '1 GENERAL STRUCTURAL NOTES (The following apply unless shown otherwise on the plans) CRITERIA 1. ALL MATERIALS, WORKMANSHIP, DESIGN, AND CONSTRUCTION SHALL CONFORM TO THE DRAWINGS, SPECIFICATIONS, THE SEATTLE BUILDING CODE (2009 EDITION). THIS STRUCTURE DOES NOT CONFORM TO PRESENT EARTHQUAKE CODE REQUIREMENTS. IT HAS BEEN ANALYZED AND REINFORCED FOR MINIMUM MAINTENANCE IN ACCORDANCE WITH CHAPTER 34 OF SEATTLE DEPARTMENT OF PLANNING AND DEVELOPMENT AMENDMENTS TO THE INTERNATIONAL BUILDING CODE, AND IS WITHIN THE CURRENT PRACTICE FOR THE RENOVATION OF EXISTING BUILDINGS OF THIS AGE AND TYPE OF CONSTRUCTION. 2. DESIGN LOADING CRITERIA ROOF LIVE LOAD 25 PSF SNOW Ce =1.0, Is =1.0, Ct =1.1, Pg =25 PSF, Pf =20 PSF WIND Iw =1.0, GCpi =0.18, 85 MPH, EXPOSURE "B" EARTHQUAKE . . . ANALYSIS PROCEDURE: EQUIVALENT LATERAL FORCE PROCEDURE LATERAL SYSTEM: LIGHT FRAMED SHEAR WALLS, Vs = 2.27 KIPS SITE C SS =D, Ss= 1.383, Sds =.922, S1 =.468, SD1 =.468, Cs =0.142 KZT =1.00 SDC D, Ie =1.0, R =6.5 SEE PLANS FOR ADDITIONAL $OADING CRITERIA 3. STRUCTURAL DRAWINGS S USED IN CONJUNCTION WITH ARCHITECTURAL DRAWINGS FOR BIDDING AND COWRUCTION. CONTRACTOR SHALL VERIFY DIMENSIONS AND CONDITIONS FOR COMPATIB�II`I�tWY AND SHALL NOTIFY ARCHITECT OF ANY DISCREPANCIES PRIOR TO CONSTRt7C I 4. CONTRACTOR SHALL VERIFY ALL ETING DIMENSIONS, MEMBER SIZES, AND CONDITIONS PRIOR TO COMMENCING ANY WOFJK. ALL DIMENSIONS OF EXISTING CONSTRUCTION SHOWN ON THE DRAWINGS ARE TENDED AS GUIDELINES ONLY AND MUST BE VERIFIED. �� 5. CONTRACTOR SHALL PROVIDE TEMPORARY BRACING, THE STRUCTURE AND STRUCTURAL COMPONENTS UNTIL ALL FINAL CONNECTIONS HA E9 BEEN COMPLETED IN ACCORDANCE WITH THE PLANS. 6. CONTRACTOR SHALL BE RESPONSIBLE FOR ALL SAFETY PRECAUTIONS AND THE METHODS, TECHNIQUES, SEQUENCES OR PROCEDURES REQUIRED TO PERFORM THE CONTRACTORS WORK. THE STRUCTURAL ENGINEER HAS NO OVERALL SUPERVISORY AUTHORITY OR ACTUAL AND /OR DIRECT RESPONSIBILITY FOR THE SPECIFIC WORKING CONDITIONS AT THE SITE AND /OR FOR ANY HAZARDS RESULTING FROM THE ACTIONS OF ANY TRADE CONTRACTOR. THE STRUCTURAL ENGINEER HAS NO DUTY TO INSPECT, SUPERVISE, NOTE, CORRECT, OR REPORT ANY HEALTH OR SAFETY DEFICIENCIES TO THE OWNER, CONTRACTORS, OR OTHER ENTITIES OR PERSONS AT THE PROJECT SITE. 7. CONTRACTOR- INITIATED CHANGES SHALL BE SUBMITTED IN WRITING TO THE ARCHITECT AND STRUCTURAL ENGINEER FOR APPROVAL PRIOR TO FABRICATION OR CONSTRUCTION. CHANGES SHOWN ON SHOP DRAWINGS ONLY WILL NOT SATISFY THIS REQUIREMENT. 8. DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTION. WHERE CONDITIONS ARE NOT SPECIFICALLY INDICATED BUT ARE OF SIMILAR CHARACTER TO DETAILS SHOWN, SIMILAR DETAILS OF CONSTRUCTION SHALL BE USED, SUBJECT TO REVIEW AND APPROVAL BY THE ARCHITECT AND THE STRUCTURAL ENGINEER. 9. ALL STRUCTURAL SYSTEMS WHICH ARE TO BE COMPOSED OF COMPONENTS TO BE FIELD ERECTED SHALL BE SUPERVISED BY THE SUPPLIER DURING MANUFACTURING, DELIVERY, HANDLING, STORAGE AND ERECTION IN ACCORDANCE WITH INSTRUCTIONS PREPARED BY THE SUPPLIER. GEOTECHNICAL 10. FOUNDATION NOTES: ALLOWABLE SOIL PRESSURE AND LATERAL EARTH PRESSURE ARE ASSUMED AND THEREFORE MUST BE VERIFIED BY A QUALIFIED SOILS ENGINEER OR APPROVED BY THE BUILDING OFFICIAL. IF SOILS ARE FOUND TO BE OTHER THAN ASSUMED, NOTIFY THE STRUCTURAL ENGINEER FOR POSSIBLE FOUNDATION REDESIGN. FOOTINGS SHALL BEAR ON FIRM, UNDISTURBED EARTH AT LEAST 18" BELOW ADJACENT FINISHED GRADE. UNLESS OTHERWISE NOTED, FOOTINGS SHALL BE CENTERED BELOW COLUMNS OR WALLS ABOVE. BACKFILL BEHIND ALL RETAINING WALLS WITH FREE DRAINING, GRANULAR FILL AND PROVIDE FOR SUBSURFACE DRAINAGE. ALLOWABLE SOIL PRESSURE 2000 PSF LATERAL EARTH PRESSURE (RESTRAINED /UNRESTRAINED) 55 PCF /35 PCF COEFICIENT OF FRICTION (FACTOR OF SAFETY OF 1.5 INCLUDED) 0 3 RENOVATION 11. DEMOLITION: CONTRACTOR SHALL VERIFY ALL EXISTING CONDITIONS BEFORE COMMENCING ANY DEMOLITION. SHORING SHALL BE INSTALLED TO SUPPORT EXISTING CONSTRUCTION AS REQUIRED AND IN A MANNER SUITABLE TO THE WORK SEQUENCES. DEMOLITION DEBRIS SHALL NOT BE ALLOWED TO DAMAGE OR OVERLOAD THE EXISTING STRUCTURE. LIMIT CONSTRUCTION LOADING (INCLUDING DEMOLITION DEBRIS) ON EXISTING FLOOR SYSTEMS TO 40 PSF. 12. ALL EXTERIOR MASONRY WALLS SHALL BE INSPECTED AND REPAIRED AS FOLLOWS: SCRAPE ALL LOOSE AND WEAKENED MORTAR OUT TO FULL DEPTH OF THE DETERIORATION; REMOVE AND REPLACE ANY LOOSE MASONRY UNITS; CHECK FOR LOOSE FACING BRICK VENEERS; TUCK POINT ALL JOINTS SOLID. ALL MASONRY RESTORATION AND REPAIR SHALL BE PERFORMED IN SUCH A MANNER THAT THE EXISTING STRUCTURE IS NOT WEAKENED OR LEFT UNSUPPORTED DURING THE PROCESS OF THE WORK. ALL EXTERIOR APPENDAGES SUCH AS FIRE ESCAPES, CORNICES AND EYEBROWS SHALL BE INSPECTED FOR STRUCTURAL INTEGRITY AND THE CONDITION OF THE CONNECTIONS TO THE STRUCTURE. THE CONTRACTOR SHALL PROVIDE THE STRUCTURAL ENGINEER WITH THE RESULTS OF THE INSPECTION. 13. CONTRACTOR SHALL CHECK FOR DRYROT AT ALL AREAS OF NEW WORK. ALL ROT SHALL BE REMOVED AND DAMAGED MEMBERS SHALL BE REPLACED OR REPAIRED AS DIRECTED BY THE STRUCTURAL ENGINEER OR ARCHITECT. ANCHORAGE 14. EXPANSION BOLTS INTO CONCRETE AND CONCRETE MASONRY UNITS SHALL BE "KWIK BOLT 3" AS MANUFACTURED BY THE HILTI CORP., INSTALLED IN STRICT ACCORDANCE WITH ICC -ES REPORT NO. ESR -1385, INCLUDING MINIMUM EMBEDMENT REQUIREMENTS. BOLTS INTO CONCRETE MASONRY OR BRICK MASONRY UNITS SHALL BE INTO FULLY GROUTED CELLS. SUBSTITUTES PROPOSED BY CONTRACTOR SHALL BE SUBMITTED FOR REVIEW WITH ICC REPORTS INDICATING EQUIVALENT OR GREATER LOAD CAPACITIES. SPECIAL INSPECTION IS REQUIRED FOR ALL EXPANSION BOLT INSTALLATION. 15. EPDXY- GROUTED ITEMS (THREADED RODS OR REINFORCING BAR) SPECIFIED ON THE DRAWINGS SHALL BE INSTALLED USING "HIT RE 500" AS MANUFACTURED BY HILTI CORP. INSTALL IN STRICT ACCORDANCE WITH ICC -ES REPORT NO. ESR -2322. SPECIAL INSPECTION OF INSTALLATION IS REQUIRED. RODS SHALL BE ASTM A -36 UNLESS OTHERWISE NOTED. 16. EPDXY RENOVATION ANCHORS TO EXISTING UNREINFORCED MASONRY WALLS: SPECIFIED ON THE DRAWINGS SHALL BE INSTALLED USING "HIT -HY20" AS MANUFACTURED BY THE HILTI CORP. SCREEN TUBE IS REQUIRED. INSTALL IN STRICT ACCORDANCE WITH ICC -ES REPORT NO. ER -4815. HOLES SHALL BE DRILLED ONLY. ROTO- HAMMERS SHALL HAVE THE HAMMER OPTION TURNED OFF. SPECIAL INSPECTION OF INSTALLATION IS REQUIRED. RODS SHALL BE OF THREADED ASTM -A36 MATERIAL UNLESS OTHERWISE NOTED. STEEL 17. STRUCTURAL STEEL DESIGN, FABRICATION, AND ERECTION SHALL BE BASED ON: 1. EITHER AISC 360 AND SECTION 2205.2 OF THE INTERNATIONAL BUILDING CODE. 2. MARCH 18, 2005 AISC CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES, AMENDED AS FOLLOWS. A. AS NOTED IN THE CONTRACT DOCUMENTS. B. BY THE DELETION OF PARAGRAPH 4.4.1. C. REVISE REFERENCE FROM "STRUCTURAL DESIGN DRAWINGS" TO "CONTRACT DOCUMENTS" IN PARAGRAPH 3.1. 3. SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A325 OR A490 BOLTS. 18. WIDE FLANGE SHAPES SHALL CONFORM TO ASTM A992, Fy = 50 KSI. OTHER ROLLED SHAPES INCLUDING PLATES, SHALL CONFORM TO ASTM A36, Fy = 36 KSI. STEEL PIPE SHALL CONFORM TO ASTM A -53, TYPE E OR S, GRADE B, Fy = 35 KSI. STRUCTURAL TUBING SHALL CONFORM TO ASTM A500, GRADE B, Fy = 42 KSI (ROUND), Fy = 46 KSI (SQUARE AND RECTANGULAR). CONNECTION BOLTS SHALL CONFORM TO ASTM A307. 19. ARCHITECTURALLY EXPOSED STRUCTURAL STEEL SHALL CONFORM TO SECTION 10 OF THE AISC CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES. 20. ALL A -325N CONNECTION BOLTS NEED ONLY BE TIGHTENED TO A SNUG TIGHT CONDITION, DEFINED AS THE TIGHTNESS THAT EXISTS WHEN ALL PLIES IN A JOINT ARE IN FIRM CONTACT. THIS MAY BE ATTAINED BY A FEW IMPACTS OF AN IMPACT WRENCH OR THE FULL EFFORT OF AN IRONWORKER USING AN ORDINARY SPUD WRENCH. 21. ALL ANCHORS EMBEDDED IN MASONRY OR CONCRETE SHALL BE A307 HEADED BOLTS OR A36 THREADED ROD WITH AN ASTM 563 HEAVY HEX NUT TACK WELDED ON THE EMBEDDED END. 22. ALL WELDING SHALL BE IN CONFORMANCE WITH A.I.S.C. AND A.W.S. STANDARDS AND SHALL BE PERFORMED BY W.A.B.O. CERTIFIED WELDERS USING E70 XX ELECTRODES. ONLY PREQUALIFIED WELDS (AS DEFINED BY A.W.S.) SHALL BE USED. ALL COMPLETE JOINT PENETRATION GROOVE WELDS SHALL BE MADE WITH A FILLER MATERIAL THAT HAS A MINIMUM CVN TOUGHNESS OF 20 FT -LBS AT -20 DEGREES F AND 40 FT -LBS AT 70 DEGREES F, AS DETERMINED BY AWS CLASSIFICATION OR MANUFACTURER CERTIFICATION. WOOD 23. FRAMING LUMBER SHALL BE KILN DRIED OR MC -19, AND GRADED AND MARKED IN CONFORMANCE WITH W.C.L.B. STANDARD GRADING RULES FOR WEST COAST LUMBER NO. 17. FURNISH TO THE FOLLOWING MINIMUM STANDARDS: JOISTS (2X & 3X MEMBERS) DOUGLAS -FIR NO. 2 AND BEAMS: MINIMUM BASE VALUE, Fb = 1150 PSI (4X MEMBERS) DOUGLAS FIR -LARCH NO. 1 MINIMUM BASE VALUE, Fb = 1000 PSI BEAMS: (INCL. 6X AND LARGER) DOUGLAS FIR -LARCH NO. 1 MINIMUM BASE VALUE, Fb = 1350 PSI POSTS: (4X MEMBERS) DOUGLAS FIR -LARCH NO. 2 MINIMUM BASE VALUE, Fc = 1350 PSI (6X AND LARGER) DOUGLAS FIR -LARCH NO. 1 MINIMUM BASE VALUE, Fc = 1000 PSI STUDS, PLATES & MISC. FRAMING: DOUGLAS- FIR -LARCH NO. 2 24. PLYWOOD SHEATHING SHALL BE GRADE C -D, EXTERIOR GLUE OR STRUCTURAL II, EXTERIOR GLUE IN CONFORMANCE WITH DOC PS 1. ORIENTED STRAND BOARD OF EQUIVALENT THICKNESS, EXPOSURE RATING AND PANEL INDEX MAY BE USED IN LIEU OF PLYWOOD. ki r2 2410 ROOF SHALL BE a" (NOMINAL) WITH SPAN RATING 4. WALL SHEATHING SHALL BE 1/2" (NOMINAL) WITH SPAN RATING 24/0. REFER TO WOOD FRAMING NOTES BELOW FOR TYPICAL NAILING REQUIREMENTS. 25. ALL WOOD IN DIRECT CONTACT WITH CONCRETE OR MASONRY SHALL BE PRESSURE - TREATED WITH AN APPROVED PRESERVATIVE OR (2) LAYERS OF ASPHALT IMPREGNATED BUILDING PAPER SHALL BE PROVIDED BETWEEN UNTREATED WOOD AND CONCRETE OR MASONRY. 26. PRESSURE TREATED WOOD SHALL BE TREATED PER AWPA STANDARD. PRESSURE TREATED WOOD FOR ABOVE GROUND USE SHALL BE TREATED TO A RENTION OF 0.25 PCF. WOOD IN CONTINUOUS CONTACT WITH FRESH WATER OR SOIL SHALL BE TREATED TO A RETENTION OF 0.40 PCF. WOOD FOR USE IN PERMANENT FOUNDATIONS SHALL BE TREATED TO A RETENTION OF 0.60 PCF. SODIUM BORATE (SBX) TREATED WOOD SHALL NOT BE USED WHERE EXPOSED TO WEATHER. FASTENERS AND TIMBER CONNECTORS IN DIRECT CONTACT WITH ACQ -A, CBA -A, CA -B, OR SBX TREATED WOOD SHALL BE G185 OR A185 HOT DIPPED OR CONTINUOUS HOT- GALVANIZED PER ASTM A653. FASTENERS AND TIMBER CONNECTORS IN DIRECT CONTACT WITH ACZA TREATED WOOD SHALL BE TYPE 304 OR 316 STAINLESS STEEL. 27. TIMBER CONNECTORS CALLED OUT BY LETTERS AND NUMBERS SHALL BE "STRONG -TIE" BY SIMPSON COMPANY, AS SPECIFIED IN THEIR CATALOG NUMBER C -2011. EQUIVALENT DEVICES BY OTHER MANUFACTURERS MAY BE SUBSTITUTED, PROVIDED THEY HAVE ICC -ES APPROVAL FOR EQUAL OR GREATER LOAD CAPACITIES. PROVIDE NUMBER AND SIZE OF FASTENERS AS SPECIFIED BY MANUFACTURER. CONNECTORS SHALL BE INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS. ALL 2X JOISTS SHALL BE CONNECTED TO FLUSH BEAMS WITH "LUS" SERIES JOIST HANGERS. ALL TJI JOISTS SHALL BE CONNECTED TO FLUSH BEAMS WITH "ITT" SERIES JOIST HANGERS. ALL DOUBLE -JOIST BEAMS SHALL BE CONNECTED TO FLUSH BEAMS WITH "MIT" SERIES JOIST HANGERS. WHERE CONNECTOR STRAPS CONNECT TWO MEMBERS, PLACE ONE -HALF OF THE NAILS OR BOLTS IN EACH MEMBER. ALL SHIMS SHALL BE SEASONED AND DRIED AND THE SAME GRADE (MINIMUM) AS MEMBERS CONNECTED. 28. WOOD FASTENERS A. NAIL SIZES SPECIFIED ON DRAWINGS ARE BASED ON THE FOLLOWING SPECIFICATIONS: SIZE LENGTH DIAMETER 6d 2" 0.113" 8d 2 -1/2" 0.131" 10d 3" 0.148" 12d 3 -1/4" 0.148" 16d BOX 3 -1/2" 0.135" IF CONTRACTOR PROPOSES THE USE OF ALTERNATE NAILS, THEY SHALL SUBMIT NAIL SPECIFICATIONS TO THE STRUCTURAL ENGINEER (PRIOR TO CONSTRUCTION) FOR REVIEW AND APPROVAL. NAILS - PLYWOOD (APA RATED SHEATHING) FASTENERS TO FRAMING SHALL BE DRIVEN FLUSH TO FACE OF SHEATHING WITH NO COUNTERSINKING PERMITTED. B. ALL BOLTS IN WOOD MEMBERS SHALL CONFORM TO ASTM A307. PROVIDE WASHERS UNDER THE HEADS AND NUTS OF ALL BOLTS AND LAG BOLTS BEARING ON WOOD. INSTALLATION OF LAG BOLTS SHALL CONFORM TO THE NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION (2005 EDITION) WITH A LEAD BORE HOLE OF 60 TO 70 PERCENT OF THE SHANK DIAMETER. LEAD HOLES ARE NOT REQUIRED FOR 3/8" AND SMALLER LAG SCREWS. 29. WOOD FRAMING NOTES - -THE FOLLOWING APPLY UNLESS OTHERWISE SHOWN ON THE PLANS: A. ALL WOOD FRAMING DETAILS NOT SHOWN OTHERWISE SHALL BE CONSTRUCTED TO THE MINIMUM STANDARDS OF THE INTERNATIONAL BUILDING CODE. MINIMUM NAILING, UNLESS OTHERWISE NOTED, SHALL CONFORM TO TABLE 2304.9.1. COORDINATE THE SIZE AND LOCATION OF ALL OPENINGS WITH MECHANICAL AND ARCHITECTURAL DRAWINGS. B. ROOF FRAMING: PROVIDE DOUBLE JOISTS UNDER ALL PARALLEL PARTITIONS THAT EXTEND OVER MORE THAN HALF THE JOIST LENGTH AND AROUND ALL OPENINGS IN FLOORS OR ROOFS UNLESS OTHERWISE NOTED. PROVIDE SOLID BLOCKING AT ALL BEARING POINTS. TOENAIL JOISTS TO SUPPORTS WITH TWO 16d NAILS. ATTACH TIMBER JOISTS TO FLUSH HEADERS OR BEAMS WITH SIMPSON METAL JOIST HANGERS IN ACCORDANCE WITH NOTES ABOVE. NAIL ALL MULTI -JOIST BEAMS TOGETHER WITH TWO ROWS 16d @ 12" ON- CENTER. UNLESS OTHERWISE NOTED ON THE PLANS, PLYWOOD ROOF SHEATHING SHALL BE LAID UP WITH GRAIN PERPENDICULAR TO SUPPORTS AND NAILED AT 6" ON- CENTER WITH l0d NAILS TO FRAMED PANEL EDGES, STRUTS AND OVER STUD WALLS AS SHOWN ON PLANS AND @ 12" ON- CENTER TO INTERMEDIATE SUPPORTS. PROVIDE APPROVED PLYWOOD EDGE CLIPS CENTERED BETWEEN JOISTS/ TRUSSES AT UNBLOCKED ROOF SHEATHING EDGES. ALL FLOOR SHEATHING EDGES SHALL HAVE APPROVED T &G JOINTS OR SHALL BE SUPPORTED WITH SOLID BLOCKING. ALLOW 1/8" SPACING AT ALL PANEL EDGES AND ENDS OF ROOF SHEATHING. TOENAIL BLOCKING TO SUPPORTS WITH 16d @ 12" ON- CENTER UNLESS OTHERWISE NOTED. G7z r�®SWO FAGET A STRUCTURAL ENS ENGINEERING N SAY CORPORATION Seattle: 2124 Third Avenue • Suite 100 • Seattle • WA 98121 Tel: 206.443 .6212 Fax: 206.443.4870 Tacoma: 934 Broadway • Suite 100 • Tacoma • WA 98042 Tel: 253.284.9470 Fax: 253.284 .9471 Project Data Pro!. No. Design Sheet 11 III II II II II II Aemeau 9 — aleasJelu i I II I II I ,I II dots 6w )1Jed 1aneJ0 II II III II I I I, II I I I, III IIII IIII II I, II II I11 \ South 144th Street - 1 E CO cb - --�'` FILE COPY dots Bulged ataJouoa REVIEWED FOR CODE COMPLIANCE APPROVED OCT 3 0 2012 City of Tukwila BUILDING DIVISION - 42' -0" N II 190 Aemanua Wei° Replacement Loading Bay Cover f 16-0" aun Apadoid tse3 CORRECTION LTR# RECEIVED CITY OF TUKWILA SEP 2 8 2012 PERMIT CENTER uald 8T!S 6PI9 Ja6u!ss!>1 Print Map Page Page 1 of 1 Kissinger Building 07ri7G�00075 0761DO0080 ;19520022 4761000010 070/ 000085 iA 0 0761000008 0761000040 2552002 90 076/600006 __::::-:.S 144`(31,55 -, = Try . off 199600663 i., ',i 4496JOVb6] 1 rz r. 799960006$1 727E100005 ;909600055 7995600165 ! : uy 4y tL? f- + 7999600/ 50 "99960050 , I 9 1r • 1276300025 7494600770 7449600046 • 7444600135 7444600646 (234§6J ng County 1 0 Ems Slit J Parcel Number 7999600066 Site Address 5219 S 144TH ST Zip code 98168 Taxpayer KISSINGER R & T TRUST U/A The information included on this map has been compiled by King County staff from a variety of sources and is subject to change without notice. King County makes no representations or warranties, express or implied, as to accuracy, completeness, timeliness, or rights to the use of such information. King County shall not be liable for any general, special, indirect, incidental, or consequential damages including, but not limited to, lost revenues or lost profits resulting from the use or misuse of the information contained on this map. Any sale of this map or information on this map is prohibited except by written permission of King County." .,.foe FILE Cnrw REVIEWED FOR CODE COMPLIANCE APPROVED OCT 3 0 2012 City of Tukwila BUILDING DIVISION King County I GIS Center 1 News' Services 1 Comments 1 Search By visiting this and other King County web pages, you expressly agree to be bound by terms and conditions of the site. The details. RECE$VtU CITY OF TUKIMLA AUG 0 3 2012 PERMIT CENTER D12 -2(00 http:// www5 .kingcounty.gov /parcelviewer /Print_Process.asp 08/03/2012 NWMaps PDF Export Kissinger Building Disclaimer: The eCityGov Alliance or its member agencies do not guarantee that the information on this map is accurate or complete. This map is provided for information purposes only. filvreirN uoe-- 9ky cweR T se p- EQI,RcED Tukwila Building Division Allen Johannessen, Plan Examiner Building Division Review Memo Date: August 10, 2012 Project Name: Kissinger Building Permit #: D12 -260 Plan Review: Allen Johannessen, 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. The cross section in the engineer packet needs some clarification at the ledger attachment. One sheet shows the ledger detail with a 4x12 and below shows a 4x4x1/4 L angle for attachment but without the 4x12. Please provide a specific architectural detail that clearly shows a cross section of all "new" members for the ledger attachment. Specify quality control inspections required for the embedded bolts in the masonry wall. jers 2� 2. Specify what framing is new and existing framing to remain if any. 4-11 3. Specify in the details the flashing installation at the ledger connection. Specify sealant and methods for weather protection of the framing members below. 9 ,4 tea 4. Clarify the note "Strike Bolts" indicated at the wall plate on the new cross section details. Please provide specific info for those bolts, assumed to be new. 5. Provide manufactures installation instructions and specifications for the metal roofing. -<zhei O Should there be questions concerning the above requirements, contact the Building Division at 206- 431 -3670. No further comments at this time. CORRECIEON LTR# RECEIVED CITY OF TUKWILA SEP 2 8 2012 PERMIT CENTER DATE: APPLICANT: RE: ADDRESS: PLANNING DIVISION COMMENTS August 22, 2012 Lance Kissinger D12-260 5219 S. 144th Street (parcel #799960 -0066) Please review the following comments listed below and submit your revisions accordingly. 1) Please revise the site plan to show the location of the loading bay cover in relation to property lines. Notate the distance from the proposed loading bay cover to the eastern and northern property lines. Please note that the required side yard setback is 5 feet and the front yard setback is 20 feet. If you have any questions related to the comments above, Jaimie Reavis is the planner assigned to the file and can be reached at 206 - 431 -3659. CORRECTION RECEIVED CITY OF TUKWILA oo SEP 2 8 2012 PERMIT CENTER • City of Tukwila Jim Haggerton, Mayor Department of Community Development Jack Pace, Director August 29, 2012 Lance Kissinger 12216 11 Ave NW Seattle, WA 98177 RE: Correction Letter #1 Development Permit Application Number D12 -260 Kissinger Building — 5219 S 144 St Dear Mr. Kissinger, 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 Planning Departments. At this time the Fire and Public Works Departments have no comments. Please contact the following individuals if you have questions regarding the attached comments. Building Department: Allen Johannessen at 206 - 433 -7163 Planning Department: Jaimie Reavis at 206 431 -3659 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, I can be reached at (206) 431 -3670. Sincerely, .fer Marshall it Technician encl File No. D12 -260 W:\Permit Center\Correction Letters \20121:112-260 Correction Letter #1.doc 6300 Southcenter Boulevard, Suite #100 o Tukwila, Washington 98188 o Phone: 206 - 431 -3670 o Fax: 206 - 431 -3665 • Tukwila Building Division Allen Johannessen, Plan Examiner Building Division Review Memo Date: August 10, 2012 Project Name: Kissinger Building Permit #: D12 -260 Plan Review: Allen Johannessen, 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. The cross section in the engineer packet needs some clarification at the ledger attachment. One sheet shows the ledger detail with a 4x12 and below shows a 4x4x1 /4 L angle for attachment but without the 4x12. Please provide a specific architectural detail that clearly shows a cross section of all "new" members for the ledger attachment. Specify quality control inspections required for the embedded bolts in the masonry wall. 2. Specify what framing is new and existing framing to remain if any. 3. Specify in the details the flashing installation at the ledger connection. Specify sealant and methods for weather protection of the framing members below. 4. Clarify the note "Strike Bolts" indicated at the wall plate on the new cross section details. Please provide specific info for those bolts, assumed to be new. 5. Provide manufactures installation instructions and specifications for the metal roofing. Should there be questions concerning the above requirements, contact the Building Division at 206- 431 -3670. No further comments at this time. DATE: APPLICANT: RE: ADDRESS: PLANNING DIVISION COMMENTS August 22, 2012 Lance Kissinger D12-260 5219 S. 144th Street (parcel #799960 -0066) Please review the following comments listed below and submit your revisions accordingly. 1) Please revise the site plan to show the location of the loading bay cover in relation to property lines. Notate the distance from the proposed loading bay cover to the eastern and northern property lines. Please note that the required side yard setback is 5 feet and the front yard setback is 20 feet. If you have any questions related to the comments above, Jaimie Reavis is the planner assigned to the file and can be reached at 206 - 431 -3659. • PLAN �VI • bcI9NG SLIP ACTIVITY NUMBER: D12 -260 DATE: 09 -28 -12 PROJECT NAME: KISSINGER BUILDING SITE ADDRESS: 5219 S 144 ST Original Plan Submittal X Response to Correction Letter # 1 Revision # After Permit Issued Response to Incomplete Letter # DEPARTMENTS: BUifdin Division 14- Public Works Fire Prevention Structural Planning Division Permit Coordinator DETERMINATION OF COMPLETENESS: (Tues., Thurs.) DUE DATE: 1 0-02-12 Complete Incomplete Not Applicable n 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 Structural Review Required ❑ No further Review Required REVIEWER'S INITIALS: DATE: u APPROVALS OR CORRECTIONS: Approved ❑ Approved with Conditions ki Notation: REVIEWER'S INITIALS: DUE DATE: 10-30-12 Not Approved (attach comments) n DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: Documents /routing slip.doc 2 -28 -02 tERMIT C60RD COP PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D12 -260 PROJECT NAME: KISSINGER BUILDING DATE: 08/03/12 SITE ADDRESS: 5219 S 144 ST X Original Plan Submittal Response to Correction Letter # Response to Incomplete Letter # Revision # after Permit Issued DEPART , E S gyhl B I:Ing 'vision 4ic Oh- je 4A- g 7q4 &t— t ire Prevention ® Plannin 9 Division Structural Permit Coordinator DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete I57R. Comments: Incomplete DUE DATE: 08/07/12 Not Applicable Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: TOES /THURS ROUTING: Please Route Structural Review Required n No further Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved Notation: REVIEWER'S INITIALS: Approved with Conditions DUE DATE: 09 /04/12 Not Approved (attach comments) Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: DATE: I)91'ti Bldg T Fire ❑ Ping [Nt PW ❑ Staff Initials: • 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.citukwila.wa.us Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: q- D-0--- Plan Check/Permit Number: D 12-260 ❑ 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: Project Address: Kissinger Building 5219 S 144 St Contact Person: 2 Phone Number: 6 .72-g- l D 3 Summary of Revision: 7�,rv�4 yn-Ly. CITY OF TUKWILA se 2820121 rI PERMIT CENTER PERMIT CENTEP Sheet Number(s): "Cloud" or highlight all areas of revision including dale of revision Received at the City of Tukwila Permit Center by: Entered in Permits Plus on \applications \forms- applications on Iine\revision submittal Created: 8 -13 -2004 Revised: CITY OF TUKWILA Department of Community Development 6300 Southcenter Boulevard, Tukwila, WA 98188 Telephone: (206) 431 -3670 FAX (206) 431 -3665 E -mail: tukplan@ ci.tukwila.wa.us Permit Center /Building Division 206 431 -3670 Public Works Department 206 433 -0179 Planning Division 206 431-3670 AFFIDAVIT IN LIEU OF CONTRACTOR REGISTRATION PERMIT NO: 171 2- 2W STATE OF WASHINGTON) ) ss. COUNTY OF KING ) h14 eSke__, states as follows: [pleas print na e] 1. I have made application for a permit from the City of Tukwila, Washington. 2. I understand that state law requires that all building construction contractors be registered with the State of Washington. The exceptions to this requirement are stated under Section 18.27.090 of the Revised Code of Washington, a copy of which is printed on the reverse side of this Affidavit. I have read or am familiar with RCW 18.27.090. 3. I understand that prior to issuance of a permit for work which is to be done by any contractor, the City of Tukwila must verify either that the contractor is registered by the State of Washington, or that one of the exemptions stated under RCW 18.27.090 applies. 4. In order to provide verification to the City of Tukwila of my compliance with this requirement, I hereby attest that after reading the exemptions from the registration requiremenx of RCW 18.27.090, I consider the work authorized under this permit to be exempt under number 17-, and will therefore not be performed by a registered contractor. 5. I understand that the licensing provision of RCW 19.28.161 through 19.28.271 shall not apply to persons making electrical installations on their own property or to regularly employed employees working on the premises of their employer. The proposed electrical work is not for the construction of a new building for rent, sale or lease. I understand that I may be waiving certain rights that I might otherwise have under state law in any decision to engage an unregistered contractor to perform construction work. tept S51 LL 77)LGS Owner's Agent* Signed and sworn to before me this -- o day of V . ,20R. fut/( &)/fle,k- NOTARY PUBLIC in and for the State of Washington Residing at 1 V Name as commissioned: My commission expires: , County \D -1 c' 2�ai5 18.27.090 Exemptions, The reration provisions of this chapter do not apply. 1. An authorized representative of the United States government, the state of Washington, or any incorporated city, town, county, township, irrigation district, reclamation district, or other municipal or political corporation or subdivision of this state; 2. Officers of a court when they are acting within the scope of their office; 3. Public utilities operating under the regulations of the utilities and transportation commission in construction, maintenance, or development work incidental to their own business; 4. Any construction, repair, or operation incidental to the discovering or producing of petroleum or gas, or the drilling, testing, abandoning, or other operation of any petroleum or gas well or any surface or underground mine or mineral deposit when performed by an owner or lessee; 5. The sale of any finished products, materials, or articles of merchandise that are not fabricated into and do not become a part of a structure under the common law of fixtures; 6. Any construction, alteration, improvement, or repair of personal' property performed by the registered or legal owner, or by a mobile /manufactured home retail dealer or manufacturer licensed under chapter 46.70 RCW who shall warranty service and repairs under chapter 46.70 RCW; 7. Any construction, alteration, improvement, or repair carried on within the limits and boundaries of any site or reservation under the legal jurisdiction of the federal government; 8. Any person who only furnished materials, supplies, or equipment without fabricating them into, or consuming them in the performance of the work of the contractor; 9. Any work or operation on one undertaking or project by one or more contracts, the aggregate contract price of which for labor and materials and all other items is less than five hundred dollars, such work or operations being considered as of a casual, minor, or inconsequential nature. The exemption prescribed in this subsection does not apply in any instance wherein the work or construction is only a part of a larger or major operation, whether undertaken by the same or a different contractor, or in which a division of the operation is made into contracts of amounts less than five hundred dollars for the purpose of evasion of this chapter or otherwise. The exemption prescribed in this subsection does not apply to a person who advertises or puts out any sign or card or other device which might indicate to the public that he or she is a contractor, or that he or she is qualified to engage in the business of contractor; 10. Any construction or operation incidental to the construction and repair of irrigation and drainage ditches of regularly constituted irrigation districts or reclamation districts; or to farming, dairying, agriculture, viticulture, horticulture, or stock or poultry raising; or to clearing or other work upon land in rural districts for fire prevention purposes; except when any of the above work is performed by a registered contractor; 11. An owner* who contracts for a project with a registered contractor, except that this exemption shall not deprive the owner of the protections of this chapter against registered and unregistered contractors. The exemption prescribed in this subsection does not apply to a person who performs the activities of a contractor for the purpose of leasing or selling improved property he or she has owned for less than twelve months; 12.* Any person working on his or her own property, whether occupied by him or her or not, and any person working on his or her personal residence, whether owned by him or her or not but this exemption shall not apply to any person who performs the activities of a contractor on his or her own property for the purpose of selling, demolishing, or leasing the property; 13. An owner* who performs maintenance, repair, and alteration work in or upon his or her own properties, or who uses his or her own employees to do such work; 14. A licensed architect or civil or professional engineer acting solely in his or her professional capacity, an electrician certified under the laws of the state of Washington, or a plumber certified under the laws of the state of Washington or licensed by a political subdivision of the state of Washington while operating within the boundaries of such political subdivision. The exemption provided in this subsection is applicable only when the person certified is operating within the scope of his or her certification; 15. Any person who engages in the activities herein regulated as an employee of a registered contractor with wages as his or her sole compensation or as an employee with wages as his or her sole compensation; 16. Contractors on highway projects who have been prequalified as required by RCW 47.28.070, with the department of transportation to perform highway construction, reconstruction, or maintenance work; 17. A mobile /manufactured home dealer or manufacturer who subcontracts the installation, set -up, or repair work to actively registered contractors. This exemption only applies to the installation, set -up, or repair of the mobile /manufactured homes that were manufactured or sold by the mobile /manufactured home dealer or manufacturer; ,1P i8. An entity who holds a valid.elee'triealIontractor's license under chapter 19:28'1CW thaeilbys a certified journeyman electrician ,FOertified'resttentia1 \specialty electrician, or an electrical trainee meet* th requirements of chapter 19.28 RCW to perform plumbing work that is incidentally, directly„ and imtediately appropriate to the like -in' -kind, replacerpent of a household appliance or other smalholiselohLutilizatiin equipment that requires limited el ecti'ic►po ,ver and iithited waste and /or water connections :An,ej_ectricgl'trainee must be supervised by a certified electrician while performing plumbing work. • Per Washington State Department of Labor and Industries lessee has been interpreted to be equivalent to owner for purposes of exemptions.