Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Home
My WebLink
About
Permit D17-0072 - MCGREGOR DOOR & HARDWARE - FOUNDATION
MCGREGOR DOOR & HARDWARE 4435 S 134 PL D17-0072 Parcel No: Address: 0 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Inspection Request Line: 206-438-9350 Web site: http://www.TukwilaWA.gov DEVELOPMENT PERMIT 2613200085 Permit Number: 4435 S 134TH PL Issue Date: Permit Expires On: Project Name: MCGREGOR DOOR & HARDWARE D17-0072 4/19/2017 10/16/2017 Owner: Name: Address: Contact Person: Name: Address: HAVENBURY HOLDINGS LLC 4435 S 134TH PL , SEATTLE, WA, 98168 MATT COTE 1912 S 146TH ST , TUKWILA, WA, 98168 Contractor: Name: MATVEY CONSTRUCTION Address: 1912 S 146TH ST, SEATAC, WA, 98168 License No: MATVECI991CB Lender: Name: Address: CONTRACTORS BODING & INSURANCE DEPT 3500 PO BOX 844122 , KANSAS CITY, MO, 64184 Phone: (253) 327-1650 Phone: Expiration Date: 9/29/2017 DESCRIPTION OF WORK: UNDERPINNING EXISTING FOUNDATION TO PREVENT FURTHER SETTLEMENT AND DAMAGE TO THE BUILDING. TEMPORARY EXCAVATION OF SOILS ADJACENT TO THE FOOTING. Project Valuation: $50,410.00 Type of Fire Protection: Sprinklers: NO Fire Alarm: NO Type of Construction: Electrical Service Provided by: TUKWILA Fees Collected: $1,727.84 Occupancy per IBC: Water District: 125 Sewer District: VALLEY VIEW,TUKWILA Current Codes adopted by the City of Tukwila: International Building Code Edition: International Residential Code Edition: International Mechanical Code Edition: Uniform Plumbing Code Edition: International Fuel Gas Code: 2015 2015 2015 2015 2015 National Electrical Code: WA Cities Electrical Code: WAC 296-46B: WA State Energy Code: 2014 2014 2014 2015 Public Works Activities: Channelization/Striping: Curb Cut/Access/Sidewalk: Fire Loop Hydrant: Flood Control Zone: Hauling/Oversize Load: Land Altering: Landscape Irrigation: Sanitary Side Sewer: Sewer Main Extension: Storm Drainage: Street Use: Water Main Extension: Water Meter: Volumes: Cut: 0 Fill: 0 Number: 0 No Permit Center Authorized Signature: Date: I hearby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating construction or the performance of work. I am authorized to sign and obtain this development permit and agree to the conditions attached to this permit. Signature: I/ Print Name: l `GIFT Date: qi lq I This permit shall become null and void if the work is not commenced within 180 days for 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 PERMIT CONDITIONS*** 2: Work shall be installed in accordance with the approved construction documents, and any changes made during construction that are not in accordance with the approved construction documents shall be resubmitted for approval. 3: All permits, inspection record card and approved construction documents shall be kept at the site of work and shall be open to inspection by the Building Inspector until final inspection approval is granted. 4: When special inspection is required, either the owner or the registered design professional in responsible charge, shall employ a special inspection agency and notify the Building Official of the appointment prior to the first building inspection. The special inspector shall furnish inspection reports to the Building Official in a timely manner. 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. 6: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. 7: 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. O PERMIT INSPECTIONS REQUIRED Permit Inspection Line: (206) 438-9350 1700 BUILDING FINAL** 0201 FOOTING 4036 SI -DRIVEN DEEP FOUND CITY OF TU LA Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA' 98188 http://www.TukwilaWA.Ltov Building 'i, it No. p Project No, Date Application Accepted: ,JI t 'Date Application Expires: iO r For o ice use only) 001'2- t1 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: Tenant Name: 40-Iaat+fe-nburge-r M 4435 South 134th P1, Tukwila Wa 98168 inc POO 4 IIV / King Co Assessor's Tax No.: Suite Number: PROPERTY OWNER Name: Matt Cote Name: Havenbury Holdings LLC City: Tukwila State: WA Zip: 98168 Address: 4435 South 134th P1 Email: permits@matveyfoundationrepair.com City: Tukwila State: WA Zip: 98168 CONTACT PERSON — person receiving all project communication Name: Matt Cote Address: 1912 S 146th St City: Tukwila State: WA Zip: 98168 Phone: (253) 327-1650 Fax: Email: permits@matveyfoundationrepair.com GENERAL CONTRACTOR INFORMATION Company Name: Matvey Foundation Repair Address: 1912 S 146th St City: Seatac State: Wa Zip: 98168 Phone: (253) 327-1650 Fax: Contr Reg No.: Matveci991 cb Exp Date: 09/29/2017 Tukwila Business License No.: Q vS - 01971 q N::Applications:Forms-Applications On Line. 201 1 Applicmions Permit Application Revised - 8-9-I 1.docx Revised: August 2011 bh 2613200085 Floor: New Tenant: ❑ Yes f..No ARCHITECT OF RECORD Name: Contractors Bonding & Insurance Company Name: SFA Design Group Company Name: Engineer Name: Jeff Fitch Architect Name: City: Portland State: Wa Address: Phone: (503) 641-831 1 Fax: City: State: Zip: Phone: Fax: Email: ENGINEER OF RECORD Name: Contractors Bonding & Insurance Company Name: SFA Design Group City: Kansas City State: MO Zip: 64184 Engineer Name: Jeff Fitch Address: 9020 SW Washington Sq Dr City: Portland State: Wa Zip: 97223 Phone: (503) 641-831 1 Fax: Email: engineering@sfadg.com LENDER/BOND ISSUED (required for projects $5,000 or greater per RCW 19.27.095) Name: Contractors Bonding & Insurance Address: Dept 3500 PO Box 844122 City: Kansas City State: MO Zip: 64184 Page 1 ot'4 BUILDING PERMIT INFORMATIC— 206-431-3670 Valuation of Project (contractor's bid price): $ 50,410 Existing Building Valuation: $ 1,548,700 Describe the scope of work (please provide detailed information): Underpinning existing foundation to prevent further settlement and damage to the building. Temporary excavation of soils adjacent to the footing. Will there be new rack storage? ❑ Yes V.. 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? 0 Yes © No lf"yes", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: 0 Sprinklers 0 Automatic Fire Alarm © None ❑ Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? " 0 Yes ® No /f "yes', attach list of materials and storage locations on a separate 8-1/2'. x 11" paper" including quantities and Material Safety Data Sheets'. SEPTIC SYSTEM 0 On-site Septic System — For on-site septic system, provide 2 copies of a current septic design approved by King County Health Department. . H:\ApplicationnForms-Applications On Line201 I Applications\ Permit Application Revised • 8-9-1 Ldocx Revised: August 2011 bh Page 2 of 4 Existing Interior Remodel Addition to Existing Structure New Type of Construction per IBC Type of Occupancy per IBC 1st Flour 27,600 0 ' 0 0 rd Floor 3rd Floor Floors thru Basement Accessory Structure* Attached Garage Detached Garage Attached Carport Detached Carport Covered Deck Uncovered Deck PLANNING DIVISION: Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: Lot Area (sq ft): Floor area of principal dwelling: Floor area of accessory dwelling: *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: Compact: Handicap: Will there be a change in use? 0 Yes © No lf"yes", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: 0 Sprinklers 0 Automatic Fire Alarm © None ❑ Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? " 0 Yes ® No /f "yes', attach list of materials and storage locations on a separate 8-1/2'. x 11" paper" including quantities and Material Safety Data Sheets'. SEPTIC SYSTEM 0 On-site Septic System — For on-site septic system, provide 2 copies of a current septic design approved by King County Health Department. . H:\ApplicationnForms-Applications On Line201 I Applications\ Permit Application Revised • 8-9-1 Ldocx Revised: August 2011 bh Page 2 of 4 PUBLIC WORKS PERMIT INF(ATION — 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 0 ...Water Availability Provided Sewer District ® ...Tukwila 0 ...Sewer Use Certificate 0 .. Highline ❑ ...Valley View ❑ .. Renton ❑ ...Sewer Availability Provided 0 .. Renton ❑ .. Seattle 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. Submitted with Application (mark boxes which apply): ® ...Civil Plans (Maximum Paper Size — 22" x 34") ..▪ .Technical Information Report (Storm Drainage) 0 .. Geotechnical Report 0 ...Traffic Impact Analysis ❑ ...Bond 0 .. Insurance 0 .. Easement(s) 0 .. Maintenance Agreement(s) 0 ...Hold Harmless — (SAO) 0 ...Hold Harmless — (ROW) Proposed Activities (mark boxes that apply): ❑ ...Right-of-way Use - Nonprofit for less than 72 hours 0 .. Right-of-way Use - Profit for less than 72 hours ❑ ...Right-of-way Use - No Disturbance 0 .. Right-of-way Use — Potential Disturbance ® ...Construction/Excavation/Fill - Right-of-way 0 Non Right-of-way ® . ® ...Total Cut 38 cubic yards 0 .. Work in Flood Zone ® ...Total Fill 38 cubic yards 0 .. Storm Drainage ❑ ...Sanitary Side Sewer 0 .. Abandon Septic Tank 0 .. Grease Interceptor ❑ ...Cap or Remove Utilities 0 .. Curb Cut 0 .. Channelization ❑ ...Frontage Improvements 0 .. Pavement Cut 0 .. Trench Excavation ❑ ...Traffic Control 0 .. Looped Fire Line 0 .. Utility Undergrounding ❑ ...Backflow Prevention - Fire Protection Irrigation Domestic Water ❑ ...Permanent Water Meter Size... WO # ❑ ...Temporary Water Meter Size .. WO # ❑ ...Water Only Meter Size WO # 0 ...Deduct Water Meter Size ❑ ...Sewer Main Extension Public 0 Private 0 ❑ ...Water Main Extension Public 0 Private 0 FINANCE INFORMATION Fire Line Size at Property Line Number of Public Fire Hydrant(s) 0 ...Water 0 ...Sewer 0 ...Sewage Treatment Monthly Service Billing to: Name: Day Telephone: Mailing Address: Water Meter Refund/Billing: Name: Mailing Address: City State Zip Day Telephone: c ry State Zip H:\Applications\Forms-Applications On Line\2011 Applications\Permit Application Revised - 8-9-11.docx Revised: August 2011 bh Page 3 of 4 PERMIT APPLICATION NOTES -0 Value of Construction — 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 1 AM AUTHORIZED TO APPLY FOR THIS PERMIT. BUILDING OW OR AU ORIZED AGENT: Signature: GG Print Name: \ t LaJ e 4 k)t Mailing Address:1444 J ;34,31k t _mi O ti -c ApplicationsWorms-Applications On Line\201 1 Applications'wermit Application Revised - 8-9-11 docx Revised: August 2011 bh Date: 3/13 /(7 T Day Telephone: 2' OG, . S - 3O 0 City State Zip Page 4 of 4 Cash Register Receipct. City of Tukwila DESCRIPTIONS PermitTRAK ACCOUNT QUANTITY PAID $1,068.92 D17-0072 Address: 4435 S 134TH PL Apn: 2613200085 $1,068.92 DEVELOPMENT $1,018.23 PERMIT FEE R000.322.100.00.00 0.00 $1,013.73 WASHINGTON STATE SURCHARGE 6640.237.114 0.00 $4.50 TECHNOLOGY FEE $50.69 TECHNOLOGY FEE TOTAL FEES PAID BY RECEIPT: R11302 R000.322.900.04.00 0.00 $50.69 . $1,068.92 Date Paid: Wednesday, April 19, 2017 Paid By: MATVEY CONSTRUCTION INC Pay Method: CHECK 1886 Printed: Wednesday, April 19, 2017 7:40 AM 1 of 1 CSYSTEMS DESCRIPTIONS PermitTRAK ACCOUNT 1 QUANTITY PAID $658.92 $658.92 $658.92 $658.92 $658.92 D17-0072 Address: 4435 S 134TH PL Apn: 2613200085 DEVELOPMENT PLAN CHECK FEE TOTAL FEES PAID BY RECEIPT: R11204 R000.345.830.00.00 0.00 Date Paid: Monday, April 03, 2017 Paid By: MATVEY CONSTRUCTION Pay Method: CHECK 1856 Printed: Monday, April 03, 2017 3:40 PM 1 of 1 )(STEMS INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd.., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 r? aq 2 Project:c�ojIi�,/� Vie,, ilk6i0C-604e� L .d TgeIof Inspection: G�i�di0,i J&� � - 3 'AIA1.. Address: Date Called: Special Instructions: Date Wanted; 6 9 /7 Pam Requester: Phone No: ZS -1 '--3V7 - /65Z) ❑ Approved per applicable codes. r`J Corrections required prior to approval. COMMENTS: YR. c -c PRcEEA cvA}777 wj Deb"' RiAlbigl— Inspector: Date: _ , REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION NO. INSPECTION RECORD Retain a copy with permit - 0072 PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila: WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: T'e of inspection: Address: qIlls- 5 13/771P Date Called: Special Instructions: Date Wanted: / ok7 Requester. Phone No: &Approved per applicable codes. 0 Corrections required prior to approval. COMMENTS: OK -o l , Rcrogi nspector: Date: —/2 .J 7 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. June 9, 2017 King County Building Department ATTN: Special Inspections RE: Project Name: Project No.: Permit No.: Address: a SFA Design Group, LLC STRUCTURAL 1 CIVIL 1 LAND USE PLANNING 1 SURVEYING 9020 SW Washington Square Dr., Suite 505 - Portland, OR 97223 1813 Rutan Dr., Suite C - Livermore, CA 94551 P: (503) 641-8311 F: (503) 643-7905 www.sfadg.com Special Inspection FINAL SUMMARY REPORT McGregor Door & Hardware Underpinning MFR17-001 D17-0072 4435 South 134`h Pl., Tukwila, WA 98168 Dear Building Inspection Division: This letter serves to certify that in accordance with Chapter 17 of the International Building Code requirements outlined in the General Structural Notes on S1.1 of the approved permit drawings, SFA Design Group, LLC has performed special inspection as detailed below. The inspector observed the installation of (38) FSI PP288 push piers, verifying pier locations, installation depth, installation pressure, bracket type, pier type, pier diameter and thickness. To confirm pier capacity, load tests were observed following installation and the results were within approved allowances. Please see attached field installation logs and load test data dated, 06/01/17 — 06/08/17. The column brackets per detail 9/S2.1 were not installed due to existing bracket already in place. All anchors were installed per the intent of the design and any installation deviations were reviewed and approved by this office with no outstanding non-compliance items. Our inspection and testing services do not constitute a warranty or guarantee of any type and were provided and intended to help reduce the risk of construction defects, deficiencies or omissions that may arise during and after construction. It is the contractor's responsibility to perform their work in accordance with the approved construction documents. All inspections and tests were performed and reported according to the requirements of the City Building Regulations and these Administrative Rules and, to the best of my knowledge, the work was in conformance with the applicable workmanship provisions of the State Building Code and Standards. Sincerely, Keith Caylor Operations Manager — SFA Design Group Cc: Tara Todd, Matvey Foundation Repair Reviewed by: Jeff Fitch, PE, P.Eng, SFA Design Group, LLC EXPIRES: 12/24/18 S SFA Design Group, LLC STRUCTURAL 1 CIVIL I LAND USE PLANNING 1 SURVEYING 9020 SW Washington Square Dr., Suite 505 - Portland, OR 97223 1813 Rutan Dr., Suite C - Livermore, CA 94551 P: (503) 641-8311 F: (503) 643-7905 www.sfadg.com FIELD INSTALLATION LOG Project Name: McGregor Door & Hardware Contractor: Matvey Foundation Repair Site Address: 4435 South 134th PI., Tukwila, WA 98168 Project Foreman: Sergei Install Date: 6/1/17 - 6/6/17 Permit Number: D17-0072 Inspector Name: Keith Caylor Jurisdiction: King County Location Part Description Pier OD, In Pier Wall Thickness, in Total Depth of Pier Final Install Pressure (psi) 1 FSI PP288 Push Pier 21 3000 2 FSI PP288 Push Pier 24 3000 3 FSI PP288 Push Pier 24 3000 4 FSI PP288 Push Pier 27 3000 5 FSI PP288 Push Pier 48 3200 6 FSI PP288 Push Pier 27 3000 7 FSI PP288 Push Pier 57 3000 8 FSI PP288 Push Pier 57 3000 9 FSI PP288 Push Pier 42 3000 10 FSI PP288 Push Pier 10 3200 11 FSI PP288 Push Pier 10 3200 12 FSI PP288 Push Pier 27 3000 13 FSI PP288 Push Pier 45 3000 14 FSI PP288 Push Pier 42 3000 15 FSI PP288 Push Pier 42 3000 16 FSI PP288 Push Pier 30 3000 17 FSI PP288 Push Pier 18 3000 18 FSI PP288 Push Pier 33 3000 19 FSI PP288 Push Pier 27 3000 20 FSI PP288 Push Pier 33 3000 Non -Compliance Items: Inspector Signature: NA Rev 2013.01.31 s 5FA Design Group, LLC STRUCTURAL 1 CIVIL I LAND USE PLANNING 1 SURVEYING 9020 SW Washington Square Dr., Suite 505 - Portland, OR 97223 1813 Rutan Dr., Suite C - Livermore, CA 94551 P: (503) 641-8311 F: (503) 643-7905 www.sfadg.com FIELD INSTALLATION LOG Project Name: McGregor Door & Hardware Contractor: Matvey Foundation Repair Site Address: 4435 South 134th PI., Tukwila, WA 98168 Project Foreman: Sergei Install Date: 6/1/17 - 6/6/17 Permit Number: D17-0072 Inspector Name: Keith Caylor Jurisdiction: King County Location Part Description Pier OD, in Pier Wall Thickness, in Total Depth of Pier Final Install Pressure (psi) 21 FSI PP288 Push Pier 30 3000 22 FSI PP288 Push Pier 24 3000 23 FSI PP288 Push Pier 42 3000 24 FSI PP288 Push Pier 15 3000 25 FSI PP288 Push Pier 30 3200 26 FSI PP288 Push Pier 15 3000 27 FSI PP288 Push Pier 15 3000 28 FSI PP288 Push Pier 45 3000 29 FSI PP288 Push Pier 30 3000 30 FSI PP288 Push Pier 33 3200 31 FSI PP288 Push Pier 39 3200 32 FSI PP288 Push Pier 36 3000 33 FSI PP288 Push Pier 36 3000 34 FSI PP288 Push Pier 21 3000 35 FSI PP288 Push Pier 27 3000 36 FSI PP288 Push Pier 12 3000 37 FSI PP288 Push Pier 15 3000 38 FSI PP288 Push Pier 15 3000 Non -Compliance Items: Inspector Signature: NA Rev 2013.01.31 sfa SFA Design Group, LLC STRUCTURAL I CIVIL LAND USE PLANNING 1 SURVEYING 9020 SW Washington Square Dr., Suite 505 Portland, Oregon 97223 P: (503) 641-8311 F: (503) 643-7905 www.sfadg.com LOAD TEST LOG Project Name: McGregor Door & Hardware Contractor: Matvey Foundation Repair Site Address: 4435 South 134th PI., Tukwila, WA 98168 Project Foreman: Sergei Test Date: 06/08/17 Permit Number: D17-0072 Inspector Name: Keith Caylor Jurisdiction: King ,County • d m !D U Pier Design Load, 1 min: 2 min: 3 min: 4 min: Tested: 19 Test Pressure, psi: Total Creep, in: 2100 kips: 13.1 0 0 5 min: 0 15 min: 40 min: 0 6 min: 0 20 min: 50 min: 0 10 min: 0 30 min: 60.min: 0 c m U Pier Design Load, 1 min: 2 min: 3 min: 4 min: Tested: 21 Test Pressure, psi: Total Creep, in: 2100 kips: 13.1 0 0 5 min: 0 15 min: 40 min: 0 6 min: 0 20 min: 50 min: 0 10 min: 0 30 min: 60 min: 0 Continuous special inspection is required during installation per 2009 IBC section 1810.4.12. Load testing shall be performed in accordance with ASTM Method D1143 (Quick Method). 20 percent of piers shall be tested to 150 percent of design load. Load testing creep acceptance criteria shall be no greater than 0.04 inches within a 10 minute period. If movement is observed greater than 0.04 inches within the 10 minute period the load test shall be held for an additional 50 minutes, the pier is to be deepened and re -tested, or the pier is to be abandoned and replaced with a new pier. If the load test is to be held the pier movements shall be measured at 15, 20, 30, 40, 50, and 60 minutes. The creep versus the logarithm of time shall be plotted. If the creep rate is less than 0.080 inches between 6 and 60 minutes, the load test shall be considered successful. Non -Compliance Items: Inspector Signature: NA • -- Rev 2013.01.31 sfa SFA Design Group, LLC STRUCTURAL 1 CIVIL 1 LAND USE PLANNING 1 SURVEYING 9020 SW Washington Square Dr., Suite 505 Portland, Oregon 97223 P: (503) 641-8311 F: (503) 643-7905 www.sfadg.com LOAD TEST LOG Project Name: McGregor Door & Hardware Contractor: Matvey Foundation Repair Site Address: 4435 South 134th PI., Tukwila, WA 98168 Project Foreman: Sergei Test Date: 06/08/17 Permit Number: D17-0072 Inspector Name: Keith Caylor Jurisdiction: King County -- a coE 0 Pier Design Load, 1 min: 2 min: 3 min: 4 min: Tested: 10 Test Pressure, psi: Total Creep, in: 2100 kips: 13.1 0 0 5 min: 0 15 min: 40 min: 0 6 min: 0 20 min: 50 min: 0 10 min: 0 30 min: 60 min: 0 c a m E U Pier Design Load, 1 min: 2 min: 3 min: 4 min: Tested: 11 Test Pressure, psi: Total Creep, in: 2100 kips: 13.1 0 0 5 min: 0 15 min: 40 min: 0 6 min: 0 20 min: 50 min: 0 10 min: 0 30 min: 60 min: ` 0 Continuous special inspection is required during installation per 2009 IBC section 1810.4.12. Load testing shall be performed in accordance with ASTM Method D1143 (Quick Method). 20 percent of piers shall be tested to 150 percent of design load. Load testing creep acceptance criteria shall be no greater than 0.04 inches within a 10 minute period. If movement is observed greater than 0.04 inches within the 10 minute period the load test shall be held for an additional 50 minutes, the pier is to be deepened and re -tested, or the pier is to be abandoned and replaced with a new pier. If the load test is to be held the pier movements shall be measured at 15, 20, 30, 40, 50, and 60 minutes. The creep versus the logarithm of time shall be plotted. If the creep rate is less than 0.080 inches between 6 and 60 minutes, the load test shall be considered successful. Non -Compliance Items: NA Inspector Signature: Rev 2013.01.31 sfa SFA Design Group, LLC STRUCTURAL J CIVIL 1 LAND USE PLANNING 1 SURVEYING 9020 SW Washington Square Dr., Suite 505 Portland, Oregon 97223 P: (503) 641-8311 F: (503) 643-7905 www.sfadg.com LOAD TEST LOG Project Name: McGregor Door & Hardware , Contractor: Matvey Foundation Repair Site Address: 4435 South 134th PI., Tukwila, WA 98168 Project Foreman: Sergei Test Date: 06/08/17 Permit Number: D17-0072 Inspector Name: Keith Caylor Jurisdiction: King County —` a m e U Pier Design Load, 1 min: 2 min: 3 min: 4 min: Tested: 23 Test Pressure, psi: Total Creep, in: 2100 kips: 13.1 0 0 5 min: 0 15 min: 40 min: 0 6 min: 0 20 min: 50 min: 0 10 min: 0 30 min: 60 min: 0 —` a m l4 U Pier Design Load, 1 min: 2 min: 3 min: 4 min: Tested: 36 Test Pressure, psi: Total Creep, in: 2100 kips: 13.1 0 0 5 min: 0 15 min: • 40 min: 0 6 min: 0 20 min: 50 min: 0 10 min: 0 30 min: 60 min: 0 Continuous special inspection is required during installation per 2009 IBC section 1810.4.12. Load testing shall be performed in accordance with ASTM Method D1143 (Quick Method). 20 percent of piers shall be tested to 150 percent of design load. Load testing creep acceptance criteria shall be no greater than 0.04 inches within a 10 minute period. If movement is observed greater than 0.04 inches within the 10 minute period the load test shall be held for an additional 50 minutes, the pier is to be deepened and re -tested, or the pier is to be abandoned and replaced with a new pier. If the load test is to be held the pier movements shall be measured at 15, 20, 30, 40, 50, and 60 minutes. The creep versus the logarithm of time shall be plotted. If the creep rate is less than 0.080 inches between 6 and 60 minutes, the load test shall be considered successful. • Non -Compliance Items: Inspector Signature: NA Rev 2013.01.31 sfa 5FA Design Group, LLC STRUCTURAL I CIVIL I LAND USE PLANNING I SURVEYING 9020 SW Washington Square Dr., Suite 505 Portland, Oregon 97223 P: (503) 641-8311 F: (503) 643-7905 www.sfadg.com LOAD TEST LOG Project Name: McGregor Door & Hardware Contractor: Matvey Foundation Repair Site Address: 4435 South 134th Pi., Tukwila, WA 98168 Project Foreman: Sergei Test Date: 06/08/17 Permit Number: D17-0072 Inspector Name: Keith Caylor Jurisdiction: King County — a e U Pier Design Load, 1 min: 2 min: 3 min: 4 min: Tested: 4 Test Pressure, psi: Total Creep, in: 2100 kips: 13.1 0 0 5 min: 0 15 min: 40 min: 0 6 min: 0 20 min: 50 min: 0 10 min: 0 30 min: - 60 min: 0 c a UP Pier Design Load, 1 min: 2 min: 3 min: 4 min: Tested: 29 Test Pressure, psi: Total Creep, in: 2100 kips: 13.1 0 i I 0 5 min: 0 15 min: 40 min: 0 6 min: 0 20 min: 50 min: 0 10 min: 0 30 min: 60 min: 0 Continuous special inspection is required during installation per 2009 IBC section 1810.4.12. Load testing shall be performed in accordance with ASTM Method D1143 (Quick Method). 20 percent of piers shall be tested to 150 percent of design load. Load testing creep acceptance criteria shall be no greater than 0.04 inches within a 10 minute period. If movement is observed greater than 0.04 inches within the 10 minute period the load test shall be held for an additional 50 minutes, the pier is to be deepened and re -tested, or the pier is to be abandoned and replaced with a new pier. If the load test is to be held the pier movements shall be measured at 15, 20, 30, 40, 50, and 60 minutes. The creep versus the logarithm of time shall be plotted. If the creep rate is less than 0.080 inches between 6 and 60 minutes, the load test shall be considered successful. Non -Compliance Items: Inspector Signature: NA Rev 2013.01.31 sfa. SFA Design Group, LLC STRUCTURAL 1 CIVIL 1 LAND USE PLANNING 1 SURVEYING 9020 SW Washington Square Dr, Suite 505 • Portland, OR 97223 1813 Rutan Dr, Suite C - Livermore, CA 94551 P:(503).641-8311 F: (503)643-7905 www.sfadg.com STRUCTURAL CALCULATIONS McGregor Door and Hardware Underpinning 4435 South 134th Pl, Tukwila, WA 98168 Matvey Foundation Repair ifL/agjaoie LIMITATIONS [L, REVIEWED FOR CODE COMPLIANCE APPROVED APR 17 21111 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILI& APR 0 3 2017 PERMIT CENTER ENGINEER WAS RETAINED IN A LIMITED CAPACITY FOR THIS PROJECT. DESIGN IS BASED UPON INFORMATION PROVIDED BY THE CLIENT WHO IS SOLELY RESPONSIBLE FOR ACCURACY OF SAME. NO RESPONSIBILITY AND/OR LIABILITY IS ASSUMED BY, OR IS TO BE ASSIGNED TO THE ENGINEER FOR ITEMS BEYOND THAT SHOWN ON THESE SHEETS. Project No. MFR17-001 March 31, 2017 5FA .Design Group. LLC STRUCTURAL 1 CIVIL 1 LAND USE PLANNING PROJECT NO. MFR17-001 SHEET NO. 2 of 17 PROJECT McGregor Door and Hardware Underpinning DATE 3/31/2017 SUBJECT Push Pier Design Requirements BY NS Structural Narrative The structural calculations and drawings enclosed are in reference to the design of the foundation underpinning of the single -story warehouse located in Tukwila, WA as referenced on the coversheet. The round steel tubes and retrofit brackets are used to stabilize and/or lift settling foundations. The bottom and back portion of the bracket is securely seated against the existing concrete footing. Using the weight of the existing structure, pier sections are continuously hydraulically driven through the foundation bracket and into the soil below until a load bearing stratum is encountered. Lateral earth confinement and a driven external sleeve with a starter pier provide additional stiffness to resist eccentric loading from the foundation. Once all piers are installed, they are simultaneously loaded with individual hydraulic jacks and closely monitored as pressure is applied to achieve desired stabilization and/or lift prior to locking off the pier cap. The piers are required to resist vertical loading from the roof framing, wall framing,concrete slab on grade, and concrete turn -down footing. Underpinning the structure will remove lateral resistance provided by soil friction acting on the concrete foundation. Per the following calculation, lateral resistance will be provided by soil friction acting on the unpiered portions of the concrete footing/concrete slab on grade and passive pressure acting on the buried footings perpendicular to the piered gridlines. There is no ICC -ES report currently approved for underpinning systems within Seismic Design Category D or higher, thus the entire underpinning system has been reviewed and analyzed and is therefore a fully engineered system complying with all current codes and stamped by a licensed design professional. Deep foundation guidelines, load combinations, special inspection and testing requirements per IBC 2015 have been included. Axial and bending capacities of the external sleeve, analysis of the retrofit foundation bracket, design reductions, and corrosion considerations have been incorporated in all required calculations per AISC 360-10. Concrete foundation span capacities have been analyzed per ACI318-14. Bracket fabrication welding has been performed by Behlen Mfg Co. conforming to AWS D1.1 performed by CWB qualified welders certified to CSA Standard W47.1 in Division 2. In addition, Behlen Mfg Co. has received US99/1690 certification meeting ISO 9001:2008 requirements by ANAB accredited SGS. (General Building Department City of Tukwila Building Code Conformance (Meets Or Exceeds Requirements) 2015 International Building Code (IBC) 2015 International Residential Code (IRC) 'Dead Loads Roof Dead Load Concrete 25.0 psf 150.0 pcf !Live Loads Roof Snow Load 25.0 psf Floor Live Load (Storage Warehouse) 125.0 psf ElSFA Design Group, LLC STRUCTURAL I CIVIL I LAND USE PLANNING PROJECT NO. MFR17-001 SHEET NO. 3 of 17 PROJECT McGregor Door and Hardware Underpinning DATE 3/31/2017 SUBJECT Design Loads BY NS Vertical Design Loads (Piers 1-4). Tributary Width To Anchor = RoofDL = RoofSL = ConcFlooroi = ConcFloorLL = ConcPanelWaIIDL = Footingot. = (25 psf) (10.00 ft) (25 psf) (10.00 ft) (150 pcf) (5.00 in) (125 psf) (2.00 ft) (150 pcf) (5.50 in) (150 pcf) (12.00 in) (24.00 in) (24.00 ft) (18.00 in) = 5.00 ft = 250 plf = 250 plf = 125 plf = 250 plf = 1650 plf = 225 plf Dead Load 11.250 kips Floor Live Load 1.250 kips Roof Snow Load 1.250 kips Controlling ASD Load Combination: D+0.75L+0.75Lr Max Vertical Load to Worst Case Pier 13.125 kips (Vertical Design Loads (Piers 5-25): Tributary Width To Anchor = RoofoL = (25 psf) RoofSL = (25 psf) WindowWaIIDL = (10 psf) ConcFlooroL= (150 pcf) ConcFloorLL = (125 psf) FootingDL = (150 pcf) (12.00 ft) (12.00 ft) (24.00 ft) (5.00 in) (24.00 in) (2.00 ft) (8.00 in) (24.00 in) = 7.50 ft = 300 plf = 300 plf = 240 plf 125 plf = 250 plf = 200 plf Dead Load 6.938 kips Floor Live Load 1.875 kips Roof Snow Load 2.250 kips Controlling ASD Load Combination: Max Vertical Load to Worst Case Pier 10.031 kips (Vertical Design Loads (Piers 26-28) Tributary Width To Anchor = RoofDL = (25 psf) RoofSL = (25 psf) ConcFlooroi = (150 pcf) ConcFloorLL = (125 psf) ConcPanelWaIIDL = (150 pcf) FootingDL = (150 pcf) (10.00 ft) (10.00 ft) (5.00 in) (2.00 ft) (5.50 in) (12.00 in) (24.00 in) (24.00 ft) (18.00 in) = 5.00 ft = 250 plf = 250 plf = 125 plf = 250 plf = 1650 plf = 225 plf Dead Load 11.250 kips Floor Live Load 1.250 kips Roof Snow Load 1.250 kips Controlling ASD Load Combination: D+0.75L+0.75Lr Max Vertical Load to Worst Case Pier 13.125 kips (Vertical Design Loads (Column Piers) RoofDL = RoofSL = ConcPanelWaIIDL ConcFinoL FootingDL = (25 psf) (25 psf) (150 pcf) (150 pcf) (150 pcf) (10.00 ft) (22.17 ft) (10.00 ft) (22.17 ft) (5.50 in) (15.00 ft) (12.00 in) (34.00 ft) (48.00 in) (108.00 in) = 5542 Ib Dead Load 16.042 kips = 5542 Ib Floor Live Load 0.000 kips = 1031 Ib Roof Snow Load 5.542 kips = 5100 Ib Controlling ASD Load Combination: (12.00 in) = 5400 Ib D+Lr Max Vertical Load to Worst Case Pier 10.792 kips ((Pier Layout can be seen on the next page) SFA. Design Group, LLE S-R..CTu] iAL r1'eIL 1 LA ID a: :P1. \ NI IC PROJECT NO. MFR 17-001 SHEET NO. 4 of 17 PROJECT McGregor Door and Hardware Underpinning DATE 3/31/2017 SUBJECT Pier Layout BY NS Pier Layout ® - Indicates Location of Push Pier (E) CONC SLAB I ON GRADE SCALE: NTS 5FA Design Group, LLC STRUCTURAL I CIVIL I LAND USE PLANNING PROJECT NO. MFR17-001 SHEET NO. 5 of 17 PROJECT McGregor Door and Hardware Underpinning DATE 3/31/2017 SUBJECT Foundation Supportworks 2.875 in 0 Push Pier System BY NS Design Input Pier System Designation = Vertical Load to Pier, PTL = Minimum Installation Depth, L = Unbraced Length, I = Eccentricity, e = Concrete to Steel Coefficient of Friction, µ = Friction Factor of Safety, FS = Normal Surface Force, Fn = Design Load (Vertical), Poi. = +MomentEccentridry = -MomentFricton = Design Moment, MomentPierDL = (Sleeve Property Input Sleeve Length = Design Sleeve OD = Design Wall Thickness = r= A= S= Z= 1= E_ Fy = Note: Sleeve reduces bending stress on main pier from eccentricty 'Pier Property Input 2.875 in 0 13.125 kips 10.000 ft 0.500 ft 4.250 in 0.000 2 6.563 kips 13.125 kips 55.781 kip -in 0.000 kip -in 55.781 kip -in 48.000 in 3.434 in 0.183 in 1.151 in 1.871 in2 1.444 in3 1.938 in3 2.480 in4 29000 ksi 50 ksi Design Tube OD = Design Wall Thickness = k= r= A= c= S= z= 1= E= Note: Design thickness of pier and sleeve based on 93% of nominal thickness per AISC and the ICC -ES AC358 based on a corrosion loss rate of 50 years for zinc -coated steel Fy = 2.823 in 0.136 in 2.10 0.951 in 1.146 in2 1.411 in 0.734 in3 0.981 in3 1.037 in4 29000 ksi 50 ksi PIER CAP WITH THREADED RODS PIER EXTERNAL SLEEVE EXCAVATION BRACKET L Q/PIER/ REACTION (E) STEMWALL •/ AND FOOTING (E) GRADE - III-111- . I11�111 111-111• I -I � r I I - I PIER I 1 REACTION AT LOAD BEARING STRATUM Note: Section above is a general representation of piering system, refer to plan for layout and project specific details. 'Pier Output Per AISC 360-10 Doubly and Singly Symmetric Members Subject To Flexure and Axial Force -I kl/r = 13.25 OK, <200 §E2 Note: Flexural design capacity Fe = 1630.291 ksi §(E3-4) based on combined plastic section 4.71'(E/Fy).5 = 113.43 §E3 modulous of pier and sleeve Fcr = 49.362 ksi §(E3-2 & E3-3) 56.6 kips §(E3-1) Pn = Safety Factor for Compression, 0, = Allowable Axial Compressive Strength, Pn/n, = Actual Axial Compressive Demand, Pr = 'Results D/tpier Mn Safety Factor for Flexure, n, = Allowable Flexural Strength, Mn/nb = Actual Flexural Demand, Mr = Combined Axial & Flexure Check = 1.67 33.9 kips 13.125 kips 20.8 146.0 kip -in 1.67 87.4 kip -in 55.8 kip -in 0.95 OK, <.45E/Fy OK §E1 §F8 §(F8-1) §F1 §(H1 -1a & 1b) Max Load To Pier = Design Load = 13125 Ib 2.875" Diameter Pipe Pier with 0.165" Thick Wall 3.5" Diameterx48" Long Pipe Sleeve With 0.216" Thick Wall Minimum 10'-0" Installation Depth And Minimum 2800 psi Installation Pressure Minimum 1/4" Foundation Lift During Installation EV5FA Design Group, LLL STRUCTURAL 1 CIVIL 1 LAND USE PLANNING PROJECT NO. MFR17-001 SHEET NO. 6 of 17 PROJECT McGregor Door and Hardware Underpinning DATE 3/31/2017 SUBJECT Foundation Supportworks 2.875 in 0 Push Pier System BY NS Design Input Pier System Designation = Vertical Load to Pier, PTI. = Minimum Installation Depth, L = Unbraced Length, I = Eccentricity, e = Concrete to Steel Coefficient of Friction, µ = Friction Factor of Safety, FS = Normal Surface Force, Fn = Design Load (Vertical), PDL = +MomentEcceniricity= -MomentFricnon = Design Moment, Moment PieroL = Sleeve Property Input Sleeve Length = Design Sleeve OD = Design Wall Thickness = = A= S= Z= 1= E_ Fy = Note: Sleeve reduces bending stress on main pier from eccentricty 2.875 in 0 10.031 kips 10.000 ft 0.500 ft 4.250 in 0.450 2 5.016 kips 10.031 kips 42.632 kip -in 17.492 kip -in 25.140 kip -in 48.000 in 3.434 in 0.183 in 1.151 in 1.871 in2 1.444 in3 1.938 in3 2.480 in4 29000 ksi 50 ksi Pier Property Input Design Tube OD = Design Wall Thickness = k= r= A. c= S= Z= 1= E = 29000 ksi Fy = 50 ksi Note: Design thickness of pier and sleeve based on 93% of nominal thickness per AISC and the ICC -ES AC358 based on a corrosion loss rate of 50 years for zinc -coated steel 2.823 in 0.136 in 2.10 0.951 in 1.146 in2 1.411 in 0.734 in3 0.981 in3 1.037 in4 PIER CAP WITH THREADED RODS PIER EXTERNAL SLEEVE Q/PIER/ REACTION (E) STEMWALL AND FOOTING _I I I=111= 11=1 IL. --7=--1, =1 I-11111 ILII 1=n7=-111= EI 11=1 EXTERNAL H I�SILEEVE ,I.II'I II PIER ILIQ,_11 REACTION AT LOAD BEARING STRATUM Note: Section above is a general representation of piering system, refer to plan for layout and project specific details. (Pier Output Per AISC 360-10 Doubly and Singly Symmetric Members Subject To Flexure and Axial Force 1 kl/r = OK, <200 Note: Flexural design capacity Fe = based on combined plastic section 4.71 `(E/Fy)5 = modulous of pier and sleeve Fcr Pn = Safety Factor for Compression, Oe = Allowable Axial Compressive Strength, Pn/O, = Actual Axial Compressive Demand, Pr = D/tvier = Mn = Safety Factor for Flexure, 0b = Allowable Flexural Strength, Mn/ab = Actual Flexural Demand, Mr = Combined Axial & Flexure Check = 13.25 1630.291 ksi 113.43 49.362 ksi 56.6 kips 1.67 33.9 kips 10.031 kips 20.8 146.0 kip -in 1.67 87.4 kip -in 25.1 kip -in 0.55 OK, <.45E/Fy OK §E2 §(E3-4) §E3 §(E3-2 & E3-3) §(E3-1) §E1 §F8 §(F8-1) §F1 §(H1 -la & lb) Results Max Load To Pier = Design Load = 10031 Ib 2.875" Diameter Pipe Pier with 0.165" Thick Wall 3.5" Diameterx48" Long Pipe Sleeve With 0.216" Thick Wall Minimum 10'-0" Installation Depth And Minimum 2100 psi Installation Pressure Minimum 1/4" Foundation Lift During Installation 5FA Design Group, ter STRUCTURAL 1 CIVIL 1 LAND USE PLANNING PROJECT NO. MFR 17-001 SHEET NO. 7 of 17 PROJECT McGregor Door and Hardware Underpinning DATE 3/31/2017 SUBJECT Foundation Supportworks 2.875 in 0 Push Pier System BY NS Design Input Pier System Designation = Vertical Load to Pier, PTL = Minimum Installation Depth, L = Unbraced Length, I = Eccentricity, e = Concrete to Steel Coefficient of Friction, 11 = Friction Factor of Safety, FS = Normal Surface Force, Fn = Design Load (Vertical), PDL = +MomentEccentriclry = -MomentFriciion = Design Moment, MomentPierDL = 'Sleeve Property Input 2.875 in 0 13.125 kips 10.000 ft 0.500 ft 4.250 in 0.000 2 6.563 kips 13.125 kips 55.781 kip -in EXCAVATION 0.000 kip -in 55.781 kip -in �I i PIER --- 48.000 in 3.434 in 0.183 in 1.151 in 1.871 in2 1.444 in3 1.938 in3 2.480 in4 29000 ksi 50 ksi PIER CAP WITH THREADED RODS PIER EXTERNAL SLEEVE BRACKET Sleeve Length = Design Sleeve OD = Design Wall Thickness = r= A= S= Z= 1= E= Fy = Note: Sleeve reduces bending stress on main pier from eccentricty IPier Property Input Design Tube OD = Design Wall Thickness = k= r= A= c= S= Z= I= E= Fy = 'Pier Output Per AISC 360-10 Doubly and Singly Symmetric Members Subject To Flexure and Axial Force Note: Design thickness of pier and sleeve based on 93% of nominal thickness per AISC and the ICC -ES AC358 based on a corrosion loss rate of 50 years for zinc -coated steel 2.823 in 0.136 in 2.10 0.951 in 1.146 int 1.411 in 0.734 in3 0.981 in3 1.037 in4 29000 ksi 50 ksi c_/PIER/ REACTION STEMWALL - / AND FOOTING (E) GRADE =111-11 IIIIII III-III- >�I IIT 1.:1= I Ir- ilI 111 III= I I II EXTERNAL SLEEVE III=4 III1 ILII 111f111T fp_ PIER -I 11 - REACTION AT LOAD BEARING STRATUM Note: Section above is a general representation of piering system, refer to plan for layout and project specific details. Note: Flexural design capacity based on combined plastic section modulous of pier and sleeve kl/r = Fe = 4.71'(E/Fy)'5 = Fcr = Pn = Safety Factor for Compression, A4 = Allowable Axial Compressive Strength, Pn/n,, = Actual Axial Compressive Demand, Pr = ()Amer = Mn = Safety Factor for Flexure, Oh = Allowable Flexural Strength, Mninti = Actual Flexural Demand, Mr = Combined Axial & Flexure Check = 'Results 13.25 1630.291 ksi 113.43 49.362 ksi 56.6 kips 1.67 33.9 kips 13.125 kips 20.8 146.0 kip -in 1.67 87.4 kip -in 55.8 kip -in 0.95 OK, <200 OK, <.45E/Fy OK §E2 §(E3-4) §E3 §(E3-2 & E3-3) §(E3-1) §E1 §F8 §(F8-1) §F1 §(H1-la&lb) Max Load To Pier = Design Load = 13125 Ib 2.875" Diameter Pipe Pier with 0.165" Thick Wall 3.5" Diameterx48" Long Pipe Sleeve With 0.216" Thick Wall Minimum 10'-0" Installation Depth And Minimum 2800 psi Installation Pressure Minimum'/4" Foundation Lift During Installation EIB1 5FA ;Design Group, LLc STRUCTURAL 1 CIVIL 1 LAND USE PLANNING PROJECT NO. MFR 17-001 SHEET NO. 8 of 17 PROJECT McGregor Door and Hardware Underpinning DATE 3/31/2017 SUBJECT Foundation Supportworks 2.875 in 0 Push Pier System (Single Pier) BY NS Design Input 1 Pier System Designation = Vertical Load to Pier, Pm = Minimum Installation Depth, L = Unbraced Length, 1= Eccentricity, e = Concrete to Steel Coefficient of Friction, 11= Friction Factor of Safety, FS = Normal Surface Force, Fn = Design Load (Vertical), PDL = +MomentEccentricity = -MomentFrlction = Design Moment, MomentPieroL = Sleeve Property Input Sleeve Length = Design Sleeve OD = Design Wall Thickness = r= A= s= z= 1= E_ Fy = Note: Sleeve reduces bending stress on main pier from eccentricty 2.875 in 0 10.792 kips 10.000 ft 0.500 ft 4.250 in 0.000 2 5.396 kips 10.792 kips 45.865 kip -in 0.000 kip -in 45.865 kip -in -1 48.000 in 3.434 in 0.183 in 1.151 in 1.871 int 1.444 in3 1.938 in3 2.480 in4 29000 ksi 50 ksi Pier Property, Input Design Tube OD = Design Wall Thickness = k= = A= c= S= Z= Note: Design thickness of pier and sleeve based on 93% of nominal thickness per AISC and the ICC -ES AC358 based on a corrosion loss rate of 50 years for zinc -coated steel 2.823 in 0.136 in 2.10 0.951 in 1.146 int 1.411 in 0.734 in3 0.981 in3 I = 1.037 in4 E = 29000 ksi Fy = 50 ksi Pier Output Per AISC 360-10 Doubly and Singly Symmetric Members Subject To Flexure and Axial Force PIER CAP WITH THREADED RODS PIER EXTERNAL SLEEVE BRACKET EXCAVATION 1 /PIER/ REACTION -,(E) STEMWALL AND FOOTING iiiiii (E) GRADE -II I III=111= -l-11 I1I=111- rII11-11I- 111=1 171=III1111ll• I==III 11~ I f-1 I I=1 11=� 111, =1 I I-III-i1�= 111'E -17E111 ii EXTERNAL SLEEVE 11111 11i Ilk .111=111 III=III; III 111 PIER It II' REACTION AT LOAD BEARING STRATUM Note: Section above is a general representation of piering system, refer to plan for layout and project specific details. Note: Flexural design capacity based on combined plastic section modulous of pier and sleeve kl/r = Fe = 4.71*(E/Fy)S= Fcr = Pn = Safety Factor for Compression, O, = Allowable Axial Compressive Strength, Pn/n, = Actual Axial Compressive Demand, Pr = D/tPier = Mn = Safety Factor for Flexure, Ob = Allowable Flexural Strength, Mn/nb = Actual Flexural Demand, Mr = Combined Axial & Flexure Check = 13.25 1630.291 ksi 113.43 49.362 ksi 56.6 kips 1.67 33.9 kips 10.792 kips 20.8 146.0 kip -in 1.67 87.4 kip -in 45.9 kip -in 0.79 OK, <200 OK, <.45E/Fy OK §E2 §(E3-4) §E3 §(E3-2 & E3-3) §(E3-1) §E1 §F8 §(F8-1) §F1 "Results §(H1 -la & 1b) Max Load To Pier = Design Load = 10792 Ib 2.875" Diameter Pipe Pier with 0.165" Thick Wall 3.5" Diameterx48" Long Pipe Sleeve With 0.216" Thick Wall Minimum 10'-0" Installation Depth And Minimum 2300 psi Installation Pressure Minimum 1/4" Foundation Lift During Installation Eel SFA Design Group. uc STRUCTURAL 1 CIVIL 1 LAND USE PLANNING PROJECT NO. MFR17-001 SHEET NO. 9 of 17 PROJECT McGregor Door and Hardware Underpinning DATE 3/31/2017 SUBJECT Seismic Design Criteria BY ;NS ASCE 7-10 Chapters 11 & 12 Soil Site Class = D Response Spectral Acc. (0.2 sec) Ss = 149.40%g Response Spectral Acc.( 1.0 sec) S1 = 56.00%g Site Coefficient Fa Site Coefficient F„ Max Considered Earthquake Acc. SMS = Fa.Ss Max Considered Earthquake Acc. SM1 = Fv.S, @ 5% Damped Design SDs 2/3(SMs) SD1 = 2/3(SM1) Risk Category = II, Standard Flexible Diaphragm Seismic Design Category for 0.1 sec D Seismic Design Category for 1.0 sec D S1 < 0.75g N/A Tab. 20.3-1, (Default = 0) = 1.494g Figs. 22-1, 22-3, 22-5, 22-6 = 0.560g Figs. 22-2, 22-4, 22-5, 22-6 = 1.000 Tab. 11.4-1 = 1.500 Tab. 11.4-2 = 1.494g (11.4-1) = 0.840g (11.4-2) (11.4-3) (11.4-4) Tab. 1.5-1 §12.3.1 Tab. 11.6-1 Tab. 11.6-2 §11.6 Exception of §11.6 does not apply Tab. 12.2-1 = 0.996g = 0.560g Since Ta < .8Ts (see below), SDC = §12.8 Equivalent Lateral Force Procedure A. BEARING WALL SYSTEMS Seismic Force Resisting System (E -W) 15. Light -framed (wood) walls sheathed with wood structural panels rated for shear resistance or steel sheets A. BEARING WALL SYSTEMS Tab. 12.2-1 Seismic Force Resisting System (N -S) 15. Light -framed (wood) walls sheathed with wood structural panels rated for shear resistance or steel sheets D C1= 0.02 Structural height h„ = 24.0 ft C„ = 1.400 Approx Fundamental period, Ta = Ct(hn)x TL = 12 sec Calculated T shall not exceed <_ CuTa Use T = 0.22 sec x = 0.75 Structural Height Limit = 65.0 ft for SD1 of 0.560g = 0.217 = 0.304 0.8T5 = 0.8(SD1/SDs) = 0.450 Is structure Regular & 5 5 stories ? Yes Response Modification Coefficient R = Over Strength Factor EL = Importance factor le = Seismic Base Shear V = Cs= or need not to exceed, Cs = or Cs= Min Cs = Use Cs = Design base shear V = E -W 6.5 2.5 1.00 CsW 5 s = 0.153 Rile Sn1 = 0.397 (R/le)T Sn1Ti N/A T2(R/le) 0.5S,1e/R N/A 0.153 0.153 W Tab. 12.8-2 Tab. 12.2-1 Tab. 12.8-1 (12.8-7) Figs. 22-12 through 22-16 Exception of §11.6 does not apply §12.8.1.3 Max Ss s 0.15g N -S 6.5 2.5 1.00 CSW Sns = 0.153 Rile S^, = 0.397 (R/le)T SMT; N/A T2(R/le) 0.5S,1e/R N/A 0.153 0.153 W Tab. 12.2-1 (foot note g) Tab. 11.5-1 (12.8-2) For T s TL (12.8-3) For T > TL (12.8-4) For S1 z 0.6g (12.8-6) SFA Design Group. uc STRUCTURAL I CIVIL I LAND USE PLANNING PROJECT NO. MFR17-001 SHEET NO. 10 of 17 PROJECT McGregor Door and Hardware Underpinning DATE 3/31/2017 SUBJECT Wind Design Criteria BY NS Wind Analysis for Low-rise Building, Based on ASCE 7-10 INPUT DATA Exposure category (8, C or D, ASCE 7-10 26.7.3) B Basic wind speed (ASCE 7-10 26.5.1 or 2012 IBC) V = 110 mph Topographic factor (ASCE 7-10 26.8 & Table 26.8.1) Kn = 1.00 Flat Building height to eave he = 24 ft Building height to ridge hr = 24 ft Building length L = 275 ft Building width B = 100 ft d c !Velocity pressure qh = 0.00256 Kh Ki1 Kd V2 18.43 psi where: qh = velocity pressure at mean roof height, h. (Eq. 28.3-1 page 298 & Eq. 30.3-1 page 316) Kh = velocity pressure exposure coefficient evaluated at height, h, (Tab. 28.3-1, pg 299) = 0.700 Kd = wind directionality factor. (Tab. 26.6-1, for building, page 250) = 0.85 h = mean roof height = 24.00 ft < 60 ft, Satisfactory (ASCE 7-10 26.2.1) (Design pressures for MWFRS p = qh [(G Cpl) -(G Cp1)1 Pmin = 16 psf for wall area (ASCE 7-10 28.4.4) where: p = pressure in appropriate zone. (Eq. 28.4-1, page 298). Pmin = 8 psf for roof area (ASCE 7-10 28.4.4) G Cpl= product of gust effect factor and external pressure coefficient, see table below. (Fig. 28.4-1, page 300 & 301) G Cpi = product of gust effect factor and internal pressure coefficient.(Tab. 26.11-1, Enclosed Building, page 258) = 0.18 or -0.18 a = width of edge strips, Fig 28.4-1, note 9, page 301, MAX[ MIN(0.1 B, 0.1 L, 0.4h), MIN(0.04B, 0.04L), 3] = 9.60 ft Net Pressures (psf), Load Case A SurfaceC Roof angle 8 = 0.00 p1 Net Pressure with (+GCpi) (-GCpi) 1 0.40 10.69 4.05 2 -0.69 -9.40 -16.03 3 -0.37 -3.50 -10.14 4 -0.29 -2.03 -8.66 1E 0.61 14.56 7.93 2E -1.07 -16.40 -23.04 3E -0.53 -6.45 -13.09 4E -0.43 -4.61 -11.24 Surface( Roof angle 8 = 0.00 G Co Net Pressure with (+GCpi) (-GCpi) 1 -0.45 -4.98 -11.61 2 -0.69 -9.40 -16.03 3 -0.37 -3.50 -10.14 4 -0.45 -4.98 -11.61 5 0.40 10.69 4.05 6 -0.29 -2.03 -8.66 1E -0.48 -5.53 -12.16 2E -1.07 -16.40 -23.04 3E -0.53 -6.45 -13.09 4E -0.48 -5.53 -12.16 5E 0.61 14.56 7.93 6E -0.43 -4.61 -11.24 Load Case A (Transverse) Load Case B (Longiiudincl) • Basic Loon Casey RIM SFA Design Group. «( STRUCTURAL 1 CIVIL 1 LAND USE PLANNING PROJECT NO. MFR17-001 SHEET NO. 11 0117 PROJECT McGregor Door and Hardware Underpinning DATE 3/31/2017 SUBJECT Existing Lateral Resitance Along Gridline C BY NS Footin Foundation Wall Section Properties Foundation Width, b = 6 in Foundation Depth, d = 18 in Int Buried Footing Depth, d1= 12 in Cross Sectional Area, A = 108 inz Section Modulus, Sx = 108 in3 Gross Moment of Inertia, to = 2916 in4 Assumed Conc, i'c= 2500 psi Footin • !Foundation Wall Moment & Shear Ca • acct Per ACI318-11 Conc Modulus of Rupture, fr = 375 psi Cracking Moment, Mu = 3.4 k -ft Flexure Reduction Factor, 4) = 0.65 Design Moment, ¢Mu = 2.2 k -ft Shear Strength, Vc = 10800 lbs Shear Reduction Factor, 4) = 0.75 Design Shear, 0.5¢Vc = 4050 lbs AS OCCURS (NOT CONSIDERED FOR MOMENT OR SHEAR CAPACITY §9.5.2.3 (9-10) §9.5.2.3 (9-9) §9.3.2.1 §11.2.1.1 (11-3) §9.3.2.3 Note: Footing and foundation wall capacities are based on a worst case scenario of having no steel reinforcement. !Passive Pressure From Perpendicular Return Walls (Along Grldline C) Effective Friction Angle = 32° Passive Coefficient, Kp = tan^2'(45+0'/2) Kp = 3.25 Soil Unit Weight, y = 110 pcf Passive Pressure, Pp = ICp'y = 358 pct Ext Buried Soil Depth, de = d-12" = 1.0 ft Ext Buried Soil Depth, d, = dr -12" = 0.0 ft A = Pr(de) = 179 psf B = Pp'(d,) = 0 psf weer = A'd4J2 = 179 plf wee = B'd/2 = 0 plf Footin /Foundation Wall Loadin Note: Reference design loads page of calculation package for load combinations. 'ext Exterior Length Due to Moment, Lae = V(81'/r'I9/(y/w=p)/2 = 5.05 it Interior Length Due to Moment, Lye=./(8'01,10„/(y1 w„4)/2 = 0.00 ft Exterior Length Due to Shear, Len = 0.54V„tw. = 11.31 ft Interior Length Due to Shear, Lye = 0.54)V/we, = 0.00 ft RpMe= wC,, Lcn = 903 lbs RP°e= wy„ Lim = 0 lbs Lateral Capacity, Rp= Rpeti+Rp;e = 903 lbs FOOTING INT GRADE Note: Section about is a general representation of a concrete footing. Refer to plans for specific details 4Moment Controls !Slab on Grade Frictional Resistance - 'I Slab Along This Line = Yes Coeficient of Soil Friction = 0.30 Length of Resisting Line = 53 it Tributary Width of Slab = 5 ft Slab Thickness = 5 in Concrete Weight = 150.0 pcf Soil Friction VRESIST= 4969 Ibs !Footing Frictional Resistance Along Gridline C Unpiered Portion of Gridline C = Yes Coeficient of Soil Friction = 0.30 Length of Resisting Line = 30 ft Dead Load Above = 2250 plf Soil Friction VRESIST = 20250 lbs Total available resistance along Gridline C = 9031bs + 4969Ibs + 20250lbs = 261221bs SFA Design Group. LLE STRUCTURAL 1 CIVIL 1 LAND USE PLANNING PROJECT NO. MFR17-001 SHEET NO. 12 of 17 PROJECT McGregor Door and Hardware Underpinning DATE 3/31/2017 SUBJECT Lateral Design Loads Along Gridline C BY NS Wind Base Shear Along Gridline C Loading Direction: Longitudinal End Zone (5E+6E) = 16.0 psf Tributary Width = 9.60 ft Tributary Height = 24.00 ft Design base shear VWIND = ASD(60%) base shear VWIND = 11520 lbs 6912 lbs Zone (5+6) = Tributary Width = Tributary Height = a= Seismic Controls Load Case A (Transverse) Load Case 8, (Longitudinal) Basic Load Cases 16.0 psf 20.40 ft 24.00 ft 9.60 ft (Seismic Base Shear Along Gridline C RoofoL = WaIIDL = FootingDL = PerpWallsDL = (25 psf) (10 psf) (150 pcf) (10 psf) Design base shear VSEISMIC = ASD(70%) base shear VsEIS = (30.00 ft) (12.00 ft) (12.00 in) (12.00 ft) 21504 Ibs 15053 lbs (18.00 in) (257.00 ft) = 750 plf = 120 plf = 225 plf = 30840 Ib 4Seismic Controls Base shear = Trib Length = Worst Case Lateral Load Along Gridline C = 15053 lbs Total Available Lateral Resistance Along Gridline C = 26122 lbs No Additional Lateral Resistance Required 0.153 W 100 ft SFA Design Group, LLE STRUCTURAL 1 CIVIL 1 LAND USE PLANNING PROJECT NO. MFR17-001 SHEET NO. 13 of 17 PROJECT McGregor Door and Hardware Underpinning DATE 3/31/2017 SUBJECT Foundation Supportworks FS288BL Bracket BY NS Capacity of 3/4"0 GRB7 (125ksi) Threaded Rod =11 D = 0.750 in Ft = 125 ksi At = 0.344 in2 Capacity = 42.950 kips 1 Block Shear at 3/8" Plate ® and ® to GO 'Ns = 0.3(58)(%)(11)+0.5(58)(%)(2) = 93.525 kips f Capacity of Weld ® E70 Electrodes = 70 ksi Size of Fillet = 0.188 in Length of Weld = 11.000 in Capacity of Per Inch of Fillet = 2.784 kli Capacity of Fillet = 30.627 kips Lama, of 3/8" Plate At = 3.188 int Ft = 21.600 ksi T = 68.850 kips I= 0.031 in' A = 0.375 int r= 0.289 in k = 1.00 1= 8.500 in kl/r = 30.0 Fa = 20.350 ksi S = 4.516 in3 Fb = 27.000 ksi RMAx = 15.429 kips Fv = 14.400 ksi VALLOW = 43.200 kips l Results. 1 Limiting System Factor Capacity of System (2 Sides) = 15.43(2)=30.86kips (Bracket Only) Concrete Beam Lic. # : KW -06005923 Description : Mcgregor Ftg (Piers 26-28) CODE REFERENCES File = Z: J/PROJE-112017PR-11#2017P-1t#2017W-11MFR17•-11CaIcs\F00TIN-1.EC6 ENERCALC, INC. 1983-2015, Build:6.15.12.9, Ver.6.15.6.30 Licensee : SFA ENGINEERING LLC Calculations per ACI 318-11, IBC 2012, ASCE 7-10 Load Combination Set : IBC 2012 Material Properties fc 1/2 _ fr= fc 7.50 yr Density LtWt Factor Elastic Modulus = fy - Main Rebar = E - Main Rebar = 1.0 ksi = 237.171 psi = 150.0 pcf 1.0 3,122.0 ksi 41, Phi Values Flexure : Shear: Q1 = Fy - Stirrups 60.0 ksi E - Stirrups = 29,000.0 ksi Stirrup Bar Size # = Number of Resisting Legs Per Stirrup = Load Combination IBC 2012 0.90 0.750 0.850 40.0 ksi 29,000.0 ksi # 3 2 Cross Section & Reinforcing Details Rectangular Section, Width = 18.0 in, Height =12.0 in Span #1 Reinforcing.... 245 at 3.0 in from Bottom, from 0.0 to 7.420 ft in this span Applied Loads Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 2.250, L = 0.250, S = 0.250 klft, Tributary Width =1.0 ft ( DESIGN SUMMARY 245 at 2.0 in from Top, from 0.0 to 7.420 ft in this span Service loads entered. Load Factors will be applied for calculations. Design OK Maximum Bending Stress Ratio = 0.721: 1 Section used for this span Typical Section Mu : Applied 15.727 k -ft Mn * Phi : Allowable 21.824 k -ft Load Combination +1.20D+1.60L+0.50S+1.60H Location of maximum on span 3.005ft Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.000 in Ratio = 0.000 in Ratio = 0.026 in Ratio = 0.000 in Ratio = 0 <360 0 <360 2730 999 Vertical Reactions Support notation : Far left is #1 Load Combination Support 1 Support2 Overall MAXimum Overall MINimum D Only Lr Only L Only S Only W Only E Only H Only Detailed Shear Information 7.425 0.750 7.425 7.425 0.750 7.425 0.750 0.750 0.750 0.750 Span Distance Load Combination Number (ft) +1.20D+0.50L+1.60S+1.60H 1 0.00 'd' Vu (k) (in) Actual Design 10.00 10.48 10.48 Mu (k -ft) 0.00 d*Vu/Mu Phi*Vc Comment (k) Phi'Vs Phi*Vn Spacing (in) (k) (k) Req'd Suggest 1.00 9.27 PhiVc < Vu 1.211 25.8 5.0 4.0 Concrete Beam Lic. # : KW -06005923 Description : Mcgregor Ftg (5-25) CODE REFERENCES File = Z:1#PROJE-112017PR-11#2017P-11#2017W-11MFR17--11Calcs1F00TIN-1.EC6 ENERCALC, INC. 1983-2015, Build:6.15.12.9, Ver.6.15.6.30 Licensee : SFA ENGINEERING LLC Calculations per ACI 318-11, IBC 2012, ASCE 7-10 Load Combination Set : ASCE 7-10 Material Properties fc 112 = 1.0 ksi fr = fc * 7.50 = 237.171 psi W Density = 150.0 pcf %, LtWt Factor = 1.0 Elastic Modulus = 3,122.0 ksi fy - Main Rebar = E - Main Rebar = 60.0 ksi 29,000.0 ksi Number of Resisting Legs Per Stirrup = Phi Values p1 Flexure : Shear: Fy - Stirrups E - Stirrups = Stirrup Bar Size # = Load Combination ASCE 7-10 0.90 0.750 0.850 40.0 ksi 29,000.0 ksi # 3 2 N N 8 in Cross Section & Reinforcing Details Rectangular Section, Width = 8.0 in, Height = 24.0 in Span #1 Reinforcing.... 145 at 3.0 in from Bottom, from 0.0 to 7.50 ft in this span Applied Loads Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.9380, L = 0.3750, S = 0.450 k/ft, Tributary Width r DESIGN SUMMARY 145 at 3.0 in from Top, from 0.0 to 7.50 ft in this span Service loads entered. Load Factors will be applied for calculations. = 1.0 ft Design OK Maximum Bending Stress Ratio = 0.584: 1 Section used for this span Typical Section Mu : Applied 15.983k -ft Mn * Phi : Allowable 27.369 k -ft Load Combination +1.20D+0.50L+1.60S+1.60H Location of maximum on span 3.757ft Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.001 in Ratio = 80857 0.000 in Ratio = 0 <360 0.004 in Ratio = 20711 0.000 in Ratio = 999 <180 Vertical Reactions Support notation : Far left is #1 Load Combination Support 1 Support 2 Overall MAXimum Overall MlNimum +D+H +D+L+H +D+Lr+H +D+S+H +D+0.750Lr+0.750L+H +D+0.750L+0.750S+11 +D+0.60W+H +0+0.70E+H +D+0.750Lr+0.750L+0.450W+H +D+0.750L+0.750S+0.450W+H +D+0.750L+0.750S+0.5250E+H +0.60D+0.60W+0.60H 6.588 1.406 4.267 5.674 4.267 5.955 5.322 6.588 4.267 4.267 5.322 6.588 6.588 2.560 6.588 1.406 4.267 5.674 4.267 5.955 5.322 6.588 4.267 4.267 5.322 6.588 6.588 2.560 HERMIT CORD COPI(0 PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D17-0072 DATE: 04/05/17 PROJECT NAME: MCGREGOR DOOR & HARDWARE SITE ADDRESS: 4435 S 134TH PL X Original Plan Submittal Response to Correction Letter # Revision # before Permit Issued Revision # after Permit Issued DEPARTMENTS: • 11711 41(1 I�1a11 Building Division 1A-tkA t fr 141 Public Works inn µa gib Fire Prevention Structural ri MAv3 4-t317 Planning Division Permit Coordinator X11L1 PRELIMINARY REVIEW: Not Applicable E (no approval/review required) DATE: 04/06/17 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved Corrections Required (corrections entered in Reviews) DUE DATE: Approved with Conditions Denied (ie: Zoning Issues) 05/04/17 Notation: REVIEWER'S INITIALS: DATE: !Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg D Fire 0 Ping ❑ PW 0 Staff Initials: 12/18/2013 MATVEY CONSTRUCTION INC Home Espanol Contact Safety & Health Claims & Insurance Washington State Department of k. Labor & Industries Al Search L&I Page 1 of 3 trit A -Z Index Help My Workplace Rights Trades & Licensing MATVEY CONSTRUCTION INC Owner or tradesperson Principals COTE, MAT, PRESIDENT COTE, OLGA, VICE PRESIDENT (End: 04/17/2017) KOVTUN, VLADIMIR, SECRETARY (End: 04/17/2017) POPVYCH, IVAN, TREASURER (End: 04/17/2017) WICHMAN, BRIAN, TREASURER (End: 12/26/2012) Doing business as MATVEY CONSTRUCTION INC WA UBI No. 602 080 798 1912 S. 146th Street SEATAC, WA 98168 253-327.1650 KING County Business type Corporation License Verify the contractor's active registration / license / certification (depending on trade) and any past violations. Construction Contractor Active. ....._..................................................._............. Meets current requirements. License specialties GENERAL License no. MATVECI991 CB Effective — expiration 02/02/2001— 09/29/2017 Bond Contractors Bonding & Insurance Co Bond account no. SI7209 $12,000.00 Received by L&I Effective date 08/28/2010 09/18/2010 Expiration date Until Canceled Bond history Insurance ............................ Kinsale Insurance Company Policy no. 0100043134 $1,000,000.00 Received by L&I Effective date 10/03/2016 09/27/2016 Expiration date Help us improve https://secure.lni.wa.gov/verify/Detail.aspx?UBI=602080798&LIC=MATVECI991 CB&SAW= 4/19/2017 MATVEY CONSTRUCTION INC Insurance history Savings NO savings accounts during the previous 6 year period. Lawsuits against the bond or savings Cause no. 16-2-23305-8SEA Complaint filed by SOUND HOUSING LLC Complaint date 09/30/2016 Cause no. 16-2-19378-1SE;:. Complaint filed by) MICHAEL ROSS. Complaint date 08/19/2016 Cause no. 16-2-08722-1SEA Complaint filed by J SCOTT USELDiNG Complaint date 04/19/2016 Cause no. 11-2-13191-8 Complaint filed b‘,1 KIMBERLY KID&JEFFERY Complaint date 09/19/2011 L&I Tax debts No L&I tax debts :.re recorded for this contractor license during the previous 6 year period, but some debts may be recorded L.y other agencies. 09/27/2017 Dismissed Complaint against bond(s) or savings SI7209 Complaint amount $0.00 Open Complaint against bond(s) or savings SI7209 Complaint amount $0.00 Dismissed Complaint against bond(s) or savings SI7209 Complaint amount $0.00 Dismissed Complaint against bond(s) or savings SI7209 Complaint amount $2,500.00 0 License Violation,f.., No license violaticns during the previous 6 year period. Workers' comp Do you know if the I.,usiness has employees? If so, verify the business is up-to-date on workers' comp premiums. This company has multiple workers' comp accounts. Active accounts L&I Account ID 641,468-00 Doing business as MATVEY FOUNDATION REPAIR Estimated workers reported N/A L8,1 account representative TO / KARLA BOWMAN (360)902-5535 - Email: BOWK235@lni.wa.gov Track this contractcr Recently opened account. No premiums due yet. Workplace safety and health Page 2 of 3 Help us improve https://secure.lni. wa.gov/verify/Detail.aspx?UBI=602080798&LIC=MATVECI991CB&SAW= 4/19/2017 65 60 \ 35 REVISIONS No changes shall be made to the, scope of work without prior approval of Tukwila Building Division. NOTE: Revisions will require a new plan submittal and may include additional plan review fees 65 LEGEND Project Work Area(s): OUnderpinning of existing building for foundation stabilization. © Underpinning of existing support columns (#1 - #5) and upgrading mechanical connections at tops of the columns per engineer's recommendations. Temporary Excavation Adjacent to Footing (2x2x3) Adjacent properties will not be affected. Temporary excavation is adjacent to the footing, ` to the depth of the footing - # Existing support columns (#1 - #5) - I Existing load/unload access at the building 40 35 PLANNING APPROVED . No changes can be made. to these plans without approval from the Planning Division of DCD Approved By: M T:>41tVek- n4e. 4-13-17 PROJECT DATA 30 F. FOR.'s L r 3ChanffJJ =7 electrical Ctt;mbing s Piping Ci=y of Tukwila __ BOLDING DIVISION Pi CO 17 Permit Piro 1 \ ` 06 7 2 - Plan revIGv; a 3 roi'El is subject to errors and of ission3. Approval o: cofsircCtiof documents does not authorize the violation of any adopted code or ordinance. Recsipt of approved Field d conditions is acknowledged: By: Date: oPY City of Tukwila BUILDING DIVISION PROJECT DESCRIPTION: UNDERPINNING OF EXISTING BUILDING FOR FOUNDATION STABILIZATION PROPERTY ADDRESS: 4435 S 134TH PL, TUKWILA, WA 98168 COUNTY: KING COUNTY PARCEL No: 261320-0085 OWNER(S): HAVENBURY HOLDINGS LLC z 0 Q •oNI �C Ow L.L. it REVIEWED FOR CODE COMPLIANCE APPROVED APR 17 2011 t IAA City of Tukwila BUILDING DIVISION LEGAL DESCRIPTION: FOSTORIA GARDEN TRS LOT 2 OF TUKWILA SHORT PLAT NO 79 -26 -SS RECORDING NO 8004240503 SD PLAT DAF - TR 16 & 17 FOSTORIA GARDENS TRS LESS POR CONV TO CO AF #5721821 & AF #1006280 & TO STATE AF #5712570 FOR HWY - MORE PRTLY DAF - POR SD LOTS BEG SW COR LOT 16 TH S 45-44-45 E 172.63 FT ALG NELY MGN SO 135TH ST TH S 66-16-10 E 104.10 FT ALG SD MGN OF S 135TH ST TH N 41-44-57 E 827.31 FT ALG SD SELY LN OF LOT 16 TO NELY COR SD LOT 16 THN 48-15-03 W 61.40 FT ALG NELY LN SD LOT 16 TH S 41-44-57 W 19.50 FT TH NWLY 68.65 FT ALG ARC CRV TO RGT RAD 185.80 FT RAD PT N 41-44-57 E THRU C/A 21-10-15 TH N 27-04-48 W 19.26 FT TO NELY LN SD LOT 16 TH N 48-15-03 W 125 FT ALG SD NELY LN LOT 16 TO COR COMMON TO LOTS 16 & 17 TH CONT 115.97 FT ALG NELY LN LOT 17 TH S 89-57-57 W 208.18 FT ALG SLY MGN RELOCATED SO 133RD ST TO NWLY LN LOT 17 TH S 41-44-57 W 521 FT ALG SD NWLY LN OF LOT 17 TO NLY MGN S 135TH ST TH S 29-18-21 E 91.43 FT ALG SD NELY MGN S 135TH ST TH S 05-51-32 W 196.92 FT ALG ELY MGN OF SD S 135 TH ST TH S 45-44-45 E 69.35 FT ALG NELY MGN SD S 135TH ST TO POB PLat Block: - Plat Lot: 17 ZONING: C/LI (Present Use: Warehouse) LOT AREA: 1.54 ACRES (67082 SqFt) RECEIVED CITY OF TUKWILA APR 0 3 2017 PERMIT CENTER SITE PLAN SCALE: 1" = 40' 0" 40 20 10 0 40 McGregor Door & Hardware, LLC ila, WA 98168 4435 S 134TH PL, T SITE PLAN SCALE: 1" = 40' 0" REVISIONS: PROJECT No: PD 2017.02.06.00 DATE: 03-29-2017 DRAWN BY: NU SHEET 1 of 1 GENERAL STRUCTURAL NOTES: 1. REFER TO SUBSEQUENT PLAN AND DETAIL- NOTES FOR VARIATIONS AND REQUIREMENTS SPECIFIC TO REFERENCED PROJECT. NOTES ON DRAWINGS TAKE PRECEDENCE OVER GENERAL STRUCTURAL NOTES. 2. DESIGN CRITERIA: BUILDING CODE CONFORMANCE (MEETS OR EXCEEDS REQUIREMENTS): 2015 INTERNATIONAL BUILDING CODE (IBC) 2015 INTERNATIONAL RESIDENTIAL CODE (IRC) 2015 SEATTLE BUILDING CODE (SBC) DEAD LOADS: ROOF DEAD LOAD CONC PANEL WALL DEAD LOAD CONCRETE UVE LOADS: ROOF SNOW LOAD FLOOR LIVE LOAD (STORAGE) 25 PSF 150 PCF 150 PCF 25 PSF 125 PSF 3. MATERIALS: BRACKET PLATES - ASTM A36 (MIN YIELD STRESS, Fy = 36 KSI / MIN TENSILE STRESS, Fu = 58 KSI) PIER TUBES - ASTM A500 GRADE B OR C (MIN YIELD STRESS, Fy = 50 KSI / MIN TENSILE STRESS, Fu = 55 KSI) EXTERNAL SLEEVE - ASTM A500 GRADE B OR C (MIN YIELD STRESS, Fy = 50 KSI / MIN TENSILE STRESS, Fu = 62 KSI) PIER CAP - ASTM A529 GRADE 50 (MIN YIELD STRESS, Fy = 50 KSI / MIN TENSILE STRESS, Fu = 65 KSI) ALL -THREAD ROD - ASTM A193 GRADE B7 (MIN YIELD STRESS, Fy = --- / MIN TENSILE STRESS,. Fu = 125 KSI). STEEL ANGLE SHAPES - ASTM A36 (MIN YIELD STRESS, Fy = 36 KSI / MIN TENSILE STRESS, Fu = 58 KSI) 4 WELDING NOTES: CONFORM TO AWS D1.1. WELDERS SHALL BE CERTIFIED IN ACCORDANCE WITH AWS REQUIREMENTS. USE E70 ELECTRODES OF TYPE REQUIRED FOR MATERIALS TO BE WELDED. 5. CORROSION PROTECTION: SACRAFICIAL DESIGN THICKNESS - CAPACITIES INCLUDE A SCHEDULED LOSS IN STEEL THICKNESS DUE TO CORROSION FOR BLACK, UNCOATED STEEL ANCHORS ARE DESIGNED FOR 50 -YEAR SCHEDULED SACRAFICIAL THICKNESS LOSS IN ACCORDANCE WITH ICC -ES AC358. 6. INSTALLATION: SYSTEM TO BE INSTALLED PER MANUFACTURERS RECOMMENDATIONS. MINIMUM INSTALLATION PRESSURE IS TO BE DLfLRMINED BY THE FOLLOWING EQUATION: PUSH PIER INSTALLATION PRESSURE (P5I): [DESIGN LOAD] X 2 / 9.62 IN2. MINIMUM INSTALLATION DEPTH IS 1.0'-0"± UNO. CONTACT ENGINEER OF RECORD IF FIELD CONDITIONS DIFFER. 7. EXISTING UTILITY LINES:. CONTRACTOR TO REPAIR UTILITY LINES THAT MAY BE DAMAGED DURING INSTALLATION. 8. PUSH PIER SPUCING: PILES ARE TO BE GRAVITY SPLICED WITH FITTING COUPLERS. BUILDING WEIGHT WILL ENSURE JOINTS DO NOT SEPARATE. 9 INSPECTION & TESTING: CONTINUOUS SPECIAL INSPECTION IS REQUIRED DURING INSTALLATION PER 2015 IBC SECTION 1810.4.12. THE SPECIAL INSPECTOR IS RESPONSIBLE FOR VERIFYING AND RECORDING THE FOLLOWING: -PROJECT DESCRIPTION (ADDRESS, INSTALLATION DATE, PERMIT NUMBER) - FOUNDATION SUPPORTWORKS INSTALLER CERTIFICATION - PILE AND BRACKET CONFIGURATION - PART DESCRIPTION (PRODUCT MANUFACTURER, BRACKET TYPE, PIER TYPE, PIER OUTSIDE DIAMETER, PIER WALL THICKNESS) - PIER INCLINATION, LOCATION, DEPTH, AND INSTALLATION PRESSURE ACHIEVED LOAD TESIING SHALL BE PERFORMED IN ACCORDANCE WITH ASTM METHOD D1143 (QUICK METHOD) ON 20 PERCENT OF PIERS AND WILL BE SELECTED BY THE SPECIAL INSPECTOR. AN ALIGNMENT LOAD (AL) SHALL BE APPLIED TO THE PILE PRIOR TO SETTING THE DEFLECTION MEASURING EQUIPMENT TO ZERO OR A REFERENCE POSITION. THE AL SHALL BE NO MORE THAN 10% OF THE DESIGN LOAD. INCREMENTAL LOADING SHALL BE IN ACCORDANCE WITH THE FOLLOWING SCHEDULE. TEST LOADING SCHEDULE AL (.10 DL MAX) 0.25 DL 0.50 DL. 0.75 DL 1.00 DL 1.25 DL 1.50 DL 1.25 DL 1.00 DL 0.75 DL 0.50 DL 0.25 DL HOLD TIME 0 MIN. UNTIL STABLE UNTIL STABLE UNTIL STABLE UNTIL STABLE UNTIL STABLE HOLD FOR CREEP TEST (SEE BELOW) UNTIL STABLE UNTIL STABLE UNTIL STABLE UNTIL STABLE UNTIL STABLE MAX DEFLECTION 0.04 INCHES LOAD TESTING CREEP ACCEPTANCE CRITERIA SHALL BE NO GREATER THAN 0.04 INCHES WITHIN A 10 MINUTE PERIOD. IF MOVEMENT IS OBSERVED GREATER THAN 0.04 INCHES WITHIN THE 10 MINUTE PERIOD THE LOAD TEST SHALL BE HELD FOR AN ADDITIONAL 50 MINUTES, THE PIER IS TO BE DEEPENED AND RE -TESTED, OR THE PIER IS TO BE ABANDONED AND REPLACED WITH A NEW PIER. IF THE LOAD TEST IS TO BE HELD THE PIER MOVEMENTS SHALL BE MEASURED AT 15, 20, 30, 40, 50, AND 60 MINUTES. THE CREEP VERSUS THE LOGARITHM OF TIME SHALL BE PLOTTED. IF THE CREEP RATE IS LESS THAN 0.080 INCHES BETWEEN 6 AND 60 MINUTES, THE LOAD TEST SHALL BE CONSIDERED SUCCESSFUL PUSH PIER TEST PRESSURE (PSI): [DESIGN LOAD] X 1.5 / 9.62 IN2. DO NOT PLACE PIERS THIS ZONE W/0 DIRECTION FROM ENGINEER NO PIER PLACEMENT ZONE DO NOT PLACE PIERS THIS ZONE W/0 DIRECTION FROM ENGINEER CONTRACTOR TO NOTIFY EOR IF (E) FOUNDATION CRACK IS PRESENT IN THE SPAN BETWEEN FOUNDATION BRACKETS SCALE: NTS (E) EXTERIOR CONC SLAB ON GRADE AS OCCURS (SAWCUT AS REQ'D)--\ I I 1 iii (E) WALL FRAMING (E) INTERIOR CONC SLAB ON GRADE Q. . -4 d : d iii 4J 4- (E) CONC TURNDOWN FOOTING (CHIP FLUSH AS REQ'D) FOUNDATION BRACKET PER PLAN FSI PUSH PIER & EXTERNAL SLEEVE PER PLAN NOTE: REF PLAN FOR LAYOUT & INSTALLATION REQ'S (N) PUSH PIER TO (E) FOUNDATION DETAIL 6" 0 R1/2"x71/2"x0'-63/4" W/ (1)1/2" 4 THREADED ROD W/SIMP SET -XP EPDXY W/ MIN. 5" EMBED PLAN SCALE: 1 "=1'-O" R 3/8x1' -5"x0'-9" W/(8) /2"so THREADED RODS W/SIMP SET -XP EPDXY /5" MIN EMBED. AS SHOWN NOTE: REF PLAN FOR LAYOUT Sc INSTALLATION REQ'S (2) R 3/8x71/2x0'-71/2" W(4) 1/2"4 THRU BOLTS AS SHOWN SECTION DETAIL AT (E) CONC BEAM SCALE: 1"=1' -0" 1 /HOLES 2/S2.1 >Ti i / /////// .,a ,-,1- co • / / \ \ \ � ��� fir/ \ \/Y/lEt / .. .7 . 1 _ [ • '.4:.• . . J // �// / ///a // Yr' a r fir( NO PIER PLACEMENT ZONE DO NOT PLACE PIERS THIS ZONE W/0 DIRECTION FROM ENGINEER CONTRACTOR TO NOTIFY EOR IF (E) FOUNDATION CRACK IS PRESENT IN THE SPAN BETWEEN FOUNDATION BRACKETS SCALE: NTS (E) EXTERIOR CONC SLAB ON GRADE AS OCCURS (SAWCUT AS REQ'D)--\ I I 1 iii (E) WALL FRAMING (E) INTERIOR CONC SLAB ON GRADE Q. . -4 d : d iii 4J 4- (E) CONC TURNDOWN FOOTING (CHIP FLUSH AS REQ'D) FOUNDATION BRACKET PER PLAN FSI PUSH PIER & EXTERNAL SLEEVE PER PLAN NOTE: REF PLAN FOR LAYOUT & INSTALLATION REQ'S (N) PUSH PIER TO (E) FOUNDATION DETAIL 6" 0 R1/2"x71/2"x0'-63/4" W/ (1)1/2" 4 THREADED ROD W/SIMP SET -XP EPDXY W/ MIN. 5" EMBED PLAN SCALE: 1 "=1'-O" R 3/8x1' -5"x0'-9" W/(8) /2"so THREADED RODS W/SIMP SET -XP EPDXY /5" MIN EMBED. AS SHOWN NOTE: REF PLAN FOR LAYOUT Sc INSTALLATION REQ'S (2) R 3/8x71/2x0'-71/2" W(4) 1/2"4 THRU BOLTS AS SHOWN SECTION DETAIL AT (E) CONC BEAM SCALE: 1"=1' -0" 1 /HOLES 2/S2.1 >Ti i Ai Er mini :,M .,a ,-,1- co /HOLE g/R/HOLE /HOLE 4/S2.1 NOTE: CAP R NOT SHOWN FOR CLARITY FS288BL BRACKET - TOP SCALE: 11/2"=1'-0" 1 1 1 1/S21 N 1 R/8 1y" l'-2" 6/S2.1 FS288BL BRACKET - LEFT 1 /S2.1 ./CAP R/PIPE/HOLES 3/16 R3/8 w/ 13/16"4 HOLE TYP 6/S2.1 FS288BL BRACKET - RIGHT SCALE: 11/2"=1* -0" (E) CONC SLAB ON GRADE N SECTION A -A 3/16 IMMO ci M 1 SCALE: 11/2"=1'-0" 1 /S2.1 /R's/PIPE/HOLES ./HOLES /HOLES 1" CAP R1 x9x0'-5" CL AIL /16 6/S2.1 FS288BL BRACKET - FRONT SCALE: 11/2°=1'-0" KEY PLAN SCALE: NTS AREA OF WORK J E FOUNDATION/ N PIER LAYOUT PLAN SCALE: 1/16"=1'-0" 1 FS288BL BRACKET - BACK 3 SCALE: 11/2"=1'-0" 1 2/S2.1 q_/HOLE 3" ---1Z/HOLE ./R/HOLE 1 TYP - VHOLE 4/S2.1 1 FS288BL BRACKET - BOTTOM 6 SCALE: 11/2"=1 '-0" (E) FOUNDATION/(N) PIER LAYOUT PLAN NOTES: 1. REFERENCE S1.1 FOR GENERAL REQUIREMENTS 2. CONTRACTOR TO NOTIFY ENGINEER OF RECORD OF DISCREPANCIES BETWEEN FIELD CONDITIONS & THOSE SHOWN IN THESE DOCUMENTS PRIOR TO CONSTRUCTION/INSTALLATION OF PIERS TYP 3. INDICATES (E) CONC FOOTING (CONTRACTOR TO VERIFY 1'-6""Wx1'-0"DP (E) CONC FOOTING MIN TYP (NOTIFY ENGINEER OF RECORD IF FIELD CONDITIONS DIFFER)) 3. : a INDICATES (E) CONC FOOTING (CONTRACTOR TO VERIFY 8"Wx2'-0"DP (E) CONC TURNDOWN FOOTING MIN TYP (NOTIFY ENGINEER OF RECORD IF FIELD CONDITIONS DIFFER)) 4• 1 SECTION CUT - DETAIL NUMBER/SHEET NUMBER X/SX.X 5. E/O W - INDICATES EDGE OF (E) WINDOW ABOVE 6. INDICATES LOCATION OF FSI PP288 PUSH PIER W/ FSI FS288BL FOUNDATION BRACKET PER DETAILS ON S4.1 PUSH PIER (1-4& 26-28) INSTALLATION NOTES: • MAX LOAD TO ANCHOR = 13125 LBS • 2.875"4 PIPE PILE W/ 0.165" THICK WALL • 3.5"4x48" LONG PIPE SLEEVE W/ 0.216" WALL • MINIMUM 10'-0" INSTALLATION DEPTH • MINIMUM 2800 PSI INSTALLATION PRESSURE • MINIMUM 1/4" FOUNDATION UFT DURING INSTALLATION PUSH PIER (OTHERS)INSTALLATION NOTES: • MAX LOAD TO ANCHOR = 10792 LBS • 2.875"4 PIPE PILE W/ 0.165" THICK WALL • 3.5"0x48" LONG PIPE SLEEVE W/ 0.216" WALL • MINIMUM 10'-0" INSTALLATION DEPTH • MINIMUM 2300 PSI INSTALLATION PRESSURE • MINIMUM 1/4" FOUNDATION UFT DURING INSTALLATION REVIEWED FOR CODE COMPLIANCE APPROVED APR 17 2017 City of Tukwila BUILDING DIVISION 7. PIER SPACING SHALL BE AS INDICATED ON PLAN (PIERS 1-4 SPACING 5'-0" OC MAX UNO AND PIERS 5-25 SPACING 5'-0" OC MAX UNO ) 8. CONTRACTOR TO NOTIFY ENGINEER OF RECORD IF (E) FOUNDATION CRACK IS PRESENT IN THE SPAN BETWEEN FOUNDATION BRACKETS 9. ALL CONSTRUCTION MATERIALS ON PLANS, ELEVATIONS & DETAILS ARE (N) UNO RECEIVED CITY OF TUKWILA APR 0 3 2017 PERMIT CENTER MATVEY FOUNDATION REPAIR z_ z z 0 CC w 0 z D w CC 0 CC 0 z CC 0 0 0 CC 0 w CC 0 U 2 J CL co 1 H oo co � Q O -- Lo N PROJECT NO: MFR 17-001 BY: NS DATE: 03-31-2017 SHEET NO: S2.1