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HomeMy WebLinkAboutPermit D18-0221 - MUTUAL MATERIALS - SHOWROOM, OFFICE, STORAGE AND ADA RESTROOM/PARKINGMUTUAL MATERIALS - TI 10471 MARTIN LUTHER KING JR WAY S D18-0221 Parcel No: Address: 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 0323049213 Permit Number: D18-0221 10411 MARTIN LUTHER KING JR WAY S Issue Date: 9/10/2018 Permit Expires On: 3/9/2019 Project Name: MUTUAL MATERIALS - TI Owner: Name: 104TH PLACE LLC Address: P 0 BOX 24426 , SEATTLE, WA, 98101 Contact Person: Name: TYLER LITZENBERGER Phone: (425) 968-5115 Address: 11335 NE 122ND WAY - SUITE 105 , KIRKLAND, WA, 98034 Contractor: Name: NORTHWAY CONSTRUCTION INC Phone: (253) 753-8100 Address: 1433 VALENTINE AVE SE SUITE 102, PACIFIC, WA, 98047 License No: NORTHCI905CQ Expiration Date: 2/18/2020 Lender: Name: MUTUAL MATERIALS Address: 10411 MARTIN LUTHER KING JR WAY S , TUKWILA, WA, 98118 DESCRIPTION OF WORK: 5,221 SO FT OF EXISTING BUILDING REMODEL WITH A COMBINATION OF SHOWROOM, OFFICE AND STORAGE. BUILDING WILL BE UPGRADED WITH ACCESSIBLE PARKING, RAMP AND RESTROOM FACILITIES. Project Valuation: $690,000.00 Type of Fire Protection: Sprinklers: YES Fire Alarm: YES Type of Construction: VB Electrical Service Provided by: TUKWILA Fees Collected: $10,838.75 Occupancy per IBC: B Water District: TUKWILA Sewer District: 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: 2017 2017 2017 2015 Public Works Activities: f 1 c* -1 Channelization/Striping: Curb Cut/Access/Sidewalk: Fire Loop Hydrant: Flood Control Zone: Hauling/Oversize Load: Land Altering: Volumes: Cut: 0 Fill: 0 Landscape Irrigation: Sanitary Side Sewer: Number: 0 Sewer Main Extension: Storm Drainage: Street Use: Water Main Extension: Water Meter: WAti D / Permit Center Authorized Signature: Date: 1 O ' 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: Print Name: T/L!`R- LriZ 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: The special inspections and verifications for concrete construction shall be as required by IBC Chapter 17, Table 1705.3. 5: The special inspection of bolts to be installed in concrete prior to and during placement of concrete. 6: When special inspection is required, either the owner or the registered design professional in responsible charge, shall employ a special inspection agency and notify the Building Official of the appointment prior to the first building inspection. The special inspector shall furnish inspection reports to the Building Official in a timely manner. 7: A final report documenting required special inspections and correction of any discrepancies noted in the inspections shall be submitted to the Building Official. The final inspection report shall be prepared by the approved special inspection agency and shall be submitted to the Building Official prior to and as a condition of final inspection approval. 8: Subgrade preparation including drainage, excavation, compaction, and fill requirements shall conform strictly with the recommendations given in the soils report. Special inspection is required. 9: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. 10: Structural Observations in accordance with I.B.C. Section 1709 is required. At the conclusion of the work included in the permit, the structural observer shall submit to the Building Official a written statement that the site visits have been made and identify any reported deficiencies which, to the best of the structural observer's knowledge, have not been resolved. 11: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 12: All wood to remain in placed concrete shall be treated wood. 13: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 14: 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. 15: All plumbing and gas piping work shall be inspected and approved under a separate permit issued by the City of Tukwila Building Department (206-431-3670). 16: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center. 17: Preparation before concrete placement: Water shall be removed from place of deposit before concrete is placed unless a tremie is to be used or unless otherwise permitted by the building official. All debris and ice shall be removed from spaces to be occupied by concrete. 18: 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. 19: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (206/431-3670). 20: Applicant shall apply for a separate Public Works permit to install backflows on domestic water service or submit a revision to D18-0221 for installation of a Reduced Pressure Principle Assembly (RPPA) on the domestic water service.. 25: The total number of fire extinguishers required for an ordinary hazard occupancy with Class A fire hazards is calculated at one extinguisher for each 1,500 sq. ft. of area. The extinguisher(s) should be of the "All Purpose" (3A, 40B:C) dry chemical type. Travel distance to any fire extinguisher must be 75' or less. (IFC 906.3) (NFPA 10, 5.4) 24: The total number of fire extinguishers required for a light hazard occupancy with Class A fire hazards is calculated at one extinguisher for each 3,000 sq. ft. of area. The extinguisher(s) should be of the "all purpose" (2A, 10 B:C) dry chemical type. The travel distance to any extinguisher must be 75' or less. (IFC 906.3) (NFPA 10, 5.4) 21: Portable fire extinguishers, not housed in cabinets, shall be installed on the hangers or brackets supplied. Hangers or brackets shall be securely anchored to the mounting surface in accordance with the manufacturer's installation instructions. Portable fire extinguishers having a gross weight not exceeding 40 pounds (18 kg) shall be installed so that its top is not more than 5 feet (1524 mm) above the floor. Hand- held portable fire extinguishers having a gross weight exceeding 40 pounds (18 kg) shall be installed so that its top is not more than 3.5 feet (1067 mm) above the floor. The clearance between the floor and the bottom of the installed hand-held extinguishers shall not be less than 4 inches (102 mm). (IFC 906.7 and IFC 906.9) 22: Extinguishers shall be located in conspicuous locations where they will be readily accessible and immediately available for use. These locations shall be along normal paths of travel, unless the fire code official determines that the hazard posed indicates the need for placement away from normal paths of travel. (IFC 906.5) 23: Fire extinguishers require monthly and yearly inspections. They must have a tag or label securely attached that indicates the month and year that the inspection was performed and shall identify the company or person performing the service. Every six years stored pressure extinguishers shall be emptied and subjected to the applicable recharge procedures. If the required monthly and yearly inspections of the fire extinguisher(s) are not accomplished or the inspection tag is not completed, a reputable fire extinguisher service company will be required to conduct these required surveys. (NFPA 10, 7.2, 7.3) 26: Maintain fire extinguisher coverage throughout. 27: Egress doors shall be readily openable from the egress side without the use of a key or special knowledge or effort. (IFC 1010.1.9) 28: Dead bolts are not allowed on auxiliary exit doors unless the dead bolt is automatically retracted when the door handle is engaged from inside the tenant space. (IFC Chapter 10) 29: Exit hardware and marking shall meet the requirements of the International Fire Code. (IFC Chapter 10) 30: Door handles, pulls, latches, locks and other operating devices on doors required to be accessible by Chapter 11 of the International Building Code shall not require tight grasping, tight pinching or twisting of the wrist to operate. (IFC 1010.1.9.1) 31: Exits and exit access doors shall be marked by an approved exit sign readily visible from any direction of egress travel. Access to exits shall be marked by readily visible exit signs in cases where the exit or the path of egress travel is not immediately visible to the occupants. Exit sign placement shall be such that no point in an exit access corridor is more than 100 feet (30,480 mm) or the listed viewing distance for the sign, whichever is less, from the nearest visible exit sign. (IFC 1013.1) 32: Every exit sign and directional exit sign shall have plainly legible letters not less than 6 inches (152 mm) high with the principal strokes of the letters not less than 0.75 inch (19.1 mm) wide. The word "EXIT" shall have letters having a width not less than 2 inches (51 mm) wide except the letter "I", and the minimum spacing between letters shall not be less than 0.375 inch (9.5 mm). Signs larger than the minimum established in the International Fire Code shall have letter widths, strokes and spacing in proportion to their height. The word "EXIT" shall be in high contrast with the background and shall be clearly discernible when the exit sign illumination means is or is not energized. If an arrow is provided as part of the exit sign, the construction shall be such that the arrow direction cannot be readily changed. (IFC 1013.6.1) 33: Exit signs shall be illuminated at all times. To ensure continued illumination for a duration of not less than 90 minutes in case of primary power loss, the sign illumination means shall be connected to an emergency power system provided from storage batteries, unit equipment or on-site generator. (IFC 1013.6.3) 34: Emergency lighting facilities shall be arranged to provide initial illumination that is at least an average of 1 foot-candle (11 lux) and a minimum at any point of 0.1 foot-candle (1 lux) measured along the path of egress at floor level. Illumination levels shall be permitted to decline to 0.6 foot-candle (6 lux) average and a minimum at any point of 0.06 foot-candle (0.6 lux) at the end of the emergency lighting time duration. A maximum -to -minimum illumination uniformity ratio of 40 to 1 shall not be exceeded. (IFC 1008.3.5) 36: A fire alarm system is required for this project. The fire alarm system shall meet the requirements of N.F.P.A. 72 and City Ordinance #2437. (THE FIRE ALARM SYSTEM SHALL MEET CURRENT CODE REQUIRERMENTS.) 48: All new fire alarm systems or modifications to existing systems shall have the written approval of The Tukwila Fire Prevention Bureau. No work shall commence until a fire department permit has been obtained. (City Ordinance #2437) (IFC 901.2) 37: Maintain square foot coverage of detectors per manufacturer's specifications in all areas including: closets, elevator shafts, top of stairwells, etc. (NFPA 72-17.5.3.1) 38: Local U.L. central station supervision is required. (City Ordinance #2437) 39: Key box - When access to or within a structure or an area is unduly difficult because of secured openings or where immediate access is necessary for life-saving or fire -fighting purposes, the Chief may require a key box to be installed in an accessible location. The key box shall be a type approved by the Chief and shall contain keys to gain necessary access as required by the Chief. (IFC 506.1) 40: Maintain automatic fire detector coverage per N.F.P.A. 72. Addition/relocation of walls, closets or partitions may require relocating and/or adding automatic fire detectors. (NFPA 72-17.5.3.1) 41: Maintain fire alarm system audible/visual notification. Addition/relocation of walls or partitions may require relocation and/or addition of audible/visual notification devices. (City Ordinance #2437) #.11) 42: An electrical permit from the City of Tukwila Building Department Permit Center (206-431-3670) is required for this project. 43: All electrical work and equipment shall conform strictly to the standards of the National Electrical. Code. (NFPA 70) 44: The maximum flame spread class of finish materials used on interior walls and ceilings shall not exceed that set forth in Table No. 803.11 of the International Building Code. 45: New and existing buildings shall have approved address numbers, building numbers or approved building identification placed in a position that is plainly legible and visible from the street or road fronting the property. These numbers shall contrast with their background. Address numbers shall be Arabic numbers or alphabet letters. Numbers shall be a minimum of 4 inches (102mm) high with a minimum stroke width of 0.5 inch (12.7mm). (IFC 505.1) 35: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2436 and #2437) 46: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 47: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575-4407. PERMIT INSPECTIONS REQUIRED Permit Inspection Line: (206) 438-9350 1700 BUILDING FINAL** 0301 CONCRETE SLAB 1400 FIRE FINAL 0201 FOOTING 0200 FOUNDATION WALL 0409 FRAMING 0606 GLAZING 4037 SI -CAST -IN-PLACE 4000 SI -CONCRETE CONST 4046 SI-EPDXY/EXP CONC 4023 SI -OBS -SEISMIC REST 4028 SI-REINF STEEL -WELD 4039 SI -SEISMIC RESTIST 4035 SI -SOILS 4032 SI -WOOD CONST 0412 UNDERFLOOR FRAMING CITY OF TUKA Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http://www.TukwilaWA.gov Building Per ►,it No. Project No. by Date Application Accepted: 7-)-3-E V Date Application Expires: (For olece use onl ) 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 King Co Assessor's Tax No.: 032304-9213 Site Address: 10411 Martin Luther King Jr Way S, Tukwila, WA 98118 Suite Number: Floor: Mutual Materials Company —1-I Tenant Name: PROPERTY OWNER Company Name: Northway Construction Name: Name: Mutual Materials Company Phone: (253) 735-8100 Fax: (253) 987-7483 Address: Address: 10411 Martin Luther King Jr Way S City: Tacoma State: City: Tacoma State: WA Zip: City: Tukwila State: WA Zip: 98118 CONTACT PERSON — person receiving all project communication Company Name: Northway Construction Name: Tyler Litzenberger (Vector Development) Phone: (253) 735-8100 Fax: (253) 987-7483 Address: 11335 NE 122nd Way, Suite 105 City: Tacoma State: City: Tacoma State: WA Zip: City: Kirkland State: WA Zip: 98034 Phone: 425-968-5115 Fax: Email: TLitz@vectorrecorp.com GENERAL CONTRACTOR INFORMATION Company Name: Northway Construction Address: 1433 Valentine Avenue SE, #102 City: Pacific State: WA Zip: 98047 Phone: (253) 735-8100 Fax: (253) 987-7483 Contr Reg No.: NORTHCI905CQ Exp Date: 02/18/2020 Tukwila Business License No.: H:\Applications\Forms-Applications On Line \2011 Applications\Permit Application Revised - 8-9-I Ldocx Revised: August 2011 bh New Tenant: ® Yes ❑ .. No ARCHITECT OF RECORD Name: MrrukL • Company Name: Tahoma Design Group Address: 164.1( M Architect Name: James K. Carleton, AIA will, City: To twit Address: 535 Dock Street, Suite 211 City: Tacoma State: City: Tacoma State: WA Zip: 98402 Phone: 253-380-1284 Fax: 253-284-9681 Email: dbooth@ahbl.com Email: jcarleton@tahomadesigngroup.com ENGINEER OF RECORD Name: MrrukL • Company Name: AHBL, Inc. Address: 164.1( M Engineer Name: Daniel L. Booth. will, City: To twit Address: 2215 North 30th Street, Suite 200 City: Tacoma State: WA Zip: 98403 Phone: 253-383-2422 Fax: 253-383-2572 Email: dbooth@ahbl.com LENDER/BOND ISSUED (required for projects $5,000 or greater per RCW 19.27.095) Name: MrrukL • orl CV T Address: 164.1( M 0. teo ; Nix ik4G-,Y 5 will, City: To twit State: km. Zip: (s'm Page 1 of 4 BUILDING PERMIT INFORMATIOT 206-431-3670 Valuation of Project (contractor's bid price): $ 690,000 Existing Building Valuation: $ 1,276,300 Describe the scope of work (please provide detailed information): 5,221 square feet of existing building remodel with a combination of showroom, office and storage. Building will be upgraded with Accessible Parking, Ramp, and Restroom facilities. Will there be new rack storage? ❑ Yes V.. No If yes, a separate permitand 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: 25 Compact: Handicap: Will there be a change in use? 0 Yes 0 No If "yes", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: ll Sprinklers B Automatic Fire Alarm 0 None . 0 Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? 0 Yes lin No If "yes; attach list of materials and storage locations on a separate 8-1/2"x 11 "paper including quantities and Material Safety Data Sheets. SEPTIC SYSTEM 0 On-site Septic System — For on-site septic system, provide 2 copies of a current septic design approved by King County Health Department. \Applications\Forms-Applications On Line\2011 Applications\Permit Application Revised - 8-9-I l.docx 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 l' Floor 5,221 V -B B 2"d 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: 25 Compact: Handicap: Will there be a change in use? 0 Yes 0 No If "yes", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: ll Sprinklers B Automatic Fire Alarm 0 None . 0 Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? 0 Yes lin No If "yes; attach list of materials and storage locations on a separate 8-1/2"x 11 "paper including quantities and Material Safety Data Sheets. SEPTIC SYSTEM 0 On-site Septic System — For on-site septic system, provide 2 copies of a current septic design approved by King County Health Department. \Applications\Forms-Applications On Line\2011 Applications\Permit Application Revised - 8-9-I l.docx Revised: August 2011 bh Page 2 of 4 PUBLIC WORKS PERMIT INFO, IATION — 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 0... Water District # 125 ❑ ...Water Availability Provided Sewer District ❑ ...Tukwila ❑ ...Sewer Use Certificate ❑ .. Highline ❑ ...Valley View ❑ .. Renton ❑ ... Sewer Availability Provided ❑ .. 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 (Storni Drainage) ❑ .. Geotechnical Report ❑ ...Bond ❑ .. Insurance ❑ .. Easement(s) ❑ .. Maintenance Agreement(s) Proposed Activities (mark boxes that apply): ❑ ...Right-of-way Use - Nonprofit for less than 72 hours ❑ ...Right-of-way Use - No Disturbance ❑ ...Construction/Excavation/Fill - Right-of-way ❑ Non Right-of-way ❑ ❑ ...Total Cut ❑ ...Total Fill cubic yards cubic yards ❑ ...Sanitary Side Sewer ❑ ...Cap or Remove Utilities ❑ ...Frontage Improvements ❑ ...Traffic Control ❑ ...Backflow Prevention - Fire Protection Irrigation Domestic Water ❑ ...Permanent Water Meter Size... ❑ ...Temporary Water Meter Size .. ❑ ...Water Only Meter Size ❑ ...Traffic Impact Analysis ❑ ... Hold Harmless — (SAO) ❑ ... Hold Harmless — (ROW) ❑ .. Right-of-way Use - Profit for less than 72 hours ❑ .. Right-of-way Use — Potential Disturbance ❑ .. Work in Flood Zone ❑ .. Storm Drainage ❑ .. Abandon Septic Tank ❑ .. Curb Cut ❑ .. Pavement Cut ❑ .. Looped Fire Line 71 ❑ ...Sewer Main Extension Public ❑ ...Water Main Extension Public 19 71 79 17 ❑ .. Grease Interceptor ❑ .. Channelization ❑ .. Trench Excavation ❑ .. Utility Undergrounding WO # WO # WO # ❑ ...Deduct Water Meter Size Private ❑ Private ❑ FINANCE INFORMATION Fire Line Size at Property Line Number of Public Fire Hydrant(s) ❑ ...Water ❑ ...Sewer ❑ ...Sewage Treatment Monthly Service Billing to: Name: Day Telephone: Mailing Address: City State Zip Water Meter Refund/Billing: Name: Mailing Address: Day Telephone: City State Zip H:\ApplicationsTorms-Applications On Line 2011 Applications\Permit Application Revised - 8-9-1 I .docx Revised: August 2011 bh Page 3 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 ISO 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 OW Signature: Print Name: yler LitzenbeF (Vector Development) Mailing Address: 11335 NE 122nd Way, Suite 105 H:\Applications\Forms-Applications On Line\201 I Applications\Permit Application Revised - 8-9-1 I,docx Revised: August 2011 bh Date: 7/17/2018 Day Telephone: 425-968-5115 Kirkland WA 98034 City State Zip Page 4 of 4 Cash Register Receipt City of Tukwila 05362 DESCRIPTIONS PermitTRAK ACCOUNT I QUANTITY PAID $6,704.08 D18-0221 Address: 10411 MARTIN LUTHER KING JR WAY S Apn: 0323049213 $6,704.08 DEVELOPMENT $6,386.03 PERMIT FEE R000.322.100.00.00 0.00 $6,361.03 WASHINGTON STATE SURCHARGE B640.237.114 0.00 $25.00 TECHNOLOGY FEE $318.05 TECHNOLOGY FEE TOTAL FEES PAID BY RECEIPT: R15362 R000.322.900.04.00 0.00 ".: $318.05 $6,704.08 Date Paid: Monday, September 10, 2018 Paid By: MUTUAL MATERIALS Pay Method: CHECK 436267 Printed: Monday, September 10, 2018 12:12 PM 1 of 1 Cash Register Receipt City of Tukwila DESCRIPTIONS PermItTRAK ACCOUNT QUANTITY PAID $6,796.20 D18-0221 Address: 10411 MARTIN LUTHER KING JR WAY S Apn: 0323049213 $4,134.67 DEVELOPMENT $4,134.67 PLAN CHECK FEE R000.345.830.00.00 0.00 $4,134.67 D18-0222 Address: 10411 MARTIN LUTHER KING JR WAY S Apn: 0323049213 $2,661.53 DEVELOPMENT $2,661.53 PLAN CHECK FEE R000.345.830.00.00 0.00 $1,971.50 STRUCTURAL CONSULTANT TOTAL FEES PAID BY RECEIPT: R15000 R000.345.830.01.00 0.00 $690.03 $6,796.20 Date Paid: Monday, July 23, 2018 Paid By: MUTUAL MATERIALS Pay Method: CHECK 434917 Printed: Monday, July 23, 2018 8:25 AM 1 of 1 SYSTEMS INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION D18-,oZ2 / 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 (206) 431-3670 Project: $OWftL in fri3g6-1- Type of Inspection: 131)I L fll 1 G- 61114 -1 - Address: •V5frd S'. /09714 pi,, Date Called: Special Instructions: Date Wanted: C'– s' / a.m. p.m. Requester: Phone No: 't•.i Approved per applicable codes. Corrections required prior to approval. COMMENTS: m'MOV I A7`41- -g4 �.. Inspector: Date:— / S REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD 4.462.2.1 Retain a copy with permit LAle" IN ON 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 Proiect:ii ` IN MitA r ♦ T7Ins a tion: Address: K30Z s. toy Pl.. Da e Called: Q Special Instructions:` IMwh J Date Wanted: S-26- Zol j a.m. p.m. Requester: Phone No: �• Approved per applicable codes. tgiCorrections required prior to approval. (COMMENTS: .1.5c,« <o(roved.,es — ,wcom /.0eia rilud-i- zdief-- 1.2„.. --rem'r4 av p&t.. O `e( at L°Ar,oe �• Oa's dOkApa>; i ex( 5 �7y edict e s (_ , t( ESC, 1'? �x-.s), Nlii„,, (-&.„......,, ,w 1 Vt , Date:24 eel" n REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. Inspector: 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 fits ©�z� Project: �Ih � Type of Inspection: 'r0.�1 W►4 L Address: 4 . 6 fog o4 PL- Date Called: Special Instructions: , Date Wanted: (" i3 -tat < a Requester: Phone No: pproved per applicable codes. Corrections required prior to .approval. OMMENTS: dck-17 Inspector: Date: REINSPE ION F E REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit bi3 0-224 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 Project: iliirvyk, 44.-11..4 Type of I�nss�pe 5tion: ,, Address: 4202" 3 t ®ce-r14 'P[— Date Called: Special instructions: Date Wanted: a.m. Requester: Phone No: Approved per applicable codes. orrections required prior to approval. COMMENTS: b►i3 O2 -2-Z Inspector: 1.ocr-z .Z044,L.5) . AVI- utat, Date: REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit 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 beEozz( Project: Iti X �" r Y11i . go“,, Type of Inspection: "T-- orty3 Address:Date '430L -s tot+` ' Qt... Called: Special Instructions: tro -16qA"— iiPot 9 e -- Date Wanted: 6.' ' - / CCM. p.m. Requester: Phone No: Approved per applicable codes. El Corrections required prior to approval. COMMENTS: 7 Inspector: �2 Date: V-A .2V7 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit 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 Project: Approved Type of Inspection: Address: 1(3 \ -vtA si__. Date Called: Special Instructions: bate Wanted: a.m. Requester: Phone No: 23-3 Z"i 3 79947 - 992 Approved per applicable codes. El Corrections required prior to approval. MMENTS: Inspector: Date: 4`19 REINSPECTION F REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. Intertek August 19, 2019 1=571 Mr. Tyler Litzenberger Vector Development 11335 NE 122nd Way, Ste 105 Kirkland, WA 98034 Phone: (425) 968-5115 Email: tlitz(eD,vectorcorp.com Subject: 3011 South Huson Street, Ste A Tacoma, WA 98409 phone: 253-589-1804 fax: 253-589-2136 intertek.com/building psiusa.com Mutual Materials Permit #'s: Canopy Building #D18-0222; Main Office TI # Canopy Riser Room #D19-0021 Tukwila, Washington PSI Project Number 07421942 Dear Mr. Litzenberger: In accordance with your request and authorization, Professional Service Industries, Inc. (PSI) has performed special inspection and testing services for the above referenced permits for the Mutual Materials located in Tukwila, WA. The structural special inspections provided were: • Structural Steel Welding y Placement of Reinforcing Steel • Placement of Reinforced Concrete • Testing of Reinforced Concrete • Proprietary Anchors • Asphalt Compaction Testing • Laboratory Testing of Asphalt • Placement of CMU Grout • Testing of CMU Grout To the best of our knowledge, all work listed above that PSI was scheduled on-site to verify, has been found to be in general accordance with the approved plans and specifications, approved changes from the Engineer of Record (EOR) and Chapter 17 of the International Building Code. If you have any questions or if we can be of further assistance, please do not hesitate to contact our office at (253) 589-1804. Respectfully submitted, Prof gssioQal SeTice Industries, Inc. Joshua Hernandez Branch Manager RECEIVED CITY OF TUKWILA SEP 0 5 2019 PERMIT CENTER Professional Service Industries, Inc. • Tacoma Branch 3011 South Huson Street Suite A, Tacoma WA 98409 Phone: 253-589-1804 TERRA ASSOCIATES, Inc. Consultants in Geotechnical Engineering, Geology and Environmental Earth Sciences August 2, 2019 Project No. T-7776-1 Mr. Michael Jones Mutual Materials c/o Mr. Tyler Litzenberger Vector Real Estate 14104 —102nd Avenue NE Kirkland, Washington 98034 Subject: Final Report Earthwork Observation Summary Mutual Materials 10411 Martin Luther King Jr. Way South Tukwila, Washington Reference: Field Reports, prepared by Terra Associates, Inc., dated March 29, 2019 through July 19, 2019 Dear Mr. Jones: As requested, representatives of Terra Associates, Inc. have been providing geotechnical engineering observation services for the subject project. We began our work March 29, 2019 and as of July 19, 2019, we have completed our observations. The purpose of our work was to verify that geotechnical elements of the construction were completed in accordance with approved construction drawings and recommendations presented by our on-site personnel. Our services included geotechnical observation of the following: • Observation and verification of site stripping to remove topsoil. • Observation and compaction testing of utility trench backfill. • Observation and compaction testing of mass fill. • Observation and verification of suitable wall foundation subgrade for Cornerstone 100 Block walls. • Observation and verification of Cornerstone 100 Block wall construction including drainage and geogrid. • Observation and compaction testing of wall backfill. • Observation and verification of building foundation subgrade. 12220 113th Avenue NE, Ste. 130, Kirkland, Washington 98034 Phone (425) 821-7777 • Fax (425) 821-4334 k:� TERRA ASSOCIATES, Inc. Daily Field Memo Project No.: T-7776-1 Memo No.: 5 Date: 4-4-19 •• Consultants in Geotechnical Engineering, Geology and Environmental Earth Sciences Project: Mutual Materials Subject: Site Earthwork, Utilities Location: Tukwila, WA Contractor: Northway, PGH Weather: Clear Present at Site: Jeff, Chris, Crews A Terra Associates, Inc. representative was on-site from 12:15 PM to 1:00 PM to observe and test site earthwork. While on- site we observed the following: • Upon Arrival, PGH had completed backfilling the storm run from CB#2 to CB#3. Contractor indicated that moist brown silty sand with gravel was placed in thin loose lifts then compacted with an excavator with a hoe pack and a large smooth drum vibratory roller. • PGH was excavating the pond today. With an excavator, crews excavated 3-4' down through moist brown silty sand with gravel. Material was used as fill behind the wall. • PGH continued installing the cornerstone 100 block wall along the west side of the site today. Crews installed blocks and SF55 grid in 6' and 7' lengths behind the blocks. Crews then installed a 12" wide column drain consisting of 1 '/4" clean crushed rock. Crews then placed moist brown silty sand with gravel from the pond excavation in thin loose lifts and compacted with an excavator with a hoe pack. • Compaction tests performed onsite indicate that backfill placed was at or above 95% of the maximum dry density according to ASTM D 1557 modified proctor. Field Density Test Data Test No. Test Location Elev. (ft.) Soil Type Moisture Content (%) Dry Density (PCF) Relative Compaction (%) Remarks 6 Storm, 20' N of CB#2 SG A 10.2 105.5 98 7 Storm, 15' S of CB#3 SG A 9.5 104.7 97 8 West wall, North +6 A 9.0 105.2 97 9 West wall, center +6 A 8.8 105.8 98 10 West wall, south +6 A 8.7 106.0 98 Note: The above test results represent soil compaction at the specific locations and depths noted and may not be representative of compaction at other locations or depths. By: X'y y Copies to: 12220 - 113th Avenue NE, Suite 130, Kirkland, Washington, 98034 ♦ Telephone No. (425) 821-7777 A Terra Associates, Inc. representative was on-site from 9:30 AM to 11:00 AM to observe and test site earthwork. While on- site we observed the following: • PGH continued installing storm. Crews started at previously installed CB#2 and worked north installing CB#3. With an excavator, crews excavated 2-4' down through moist brown silty sand with gravel, then placed pipe bedded in 5/8" minus crushed rock. Spoils were stockpiled along the trench to be used as backfill. No backfill was placed during our visit on this run. • Upon Arrival, PGH had completed backfilling the storm run from CB#2 to CB#1. Contractor indicated that moist brown silty sand with gravel was placed in thin loose lifts then compacted with an excavator with a hoe pack and a large smooth drum vibratory roller. • PGH was exporting material from the southwest stockpile. Organic rich topsoil was loaded into dump trucks with an excavator. • PGH was importing 1 1/4" clean crushed rock. Material was imported in dump trucks. Trucks dropped their loads at the northeast stockpile. • PGH began installing the cornerstone 100 block wall along the west side of the site today. Crews completed installing a leveling pad consisting of 4-6" of imported 5/8" minus crushed rock placed in thin loose lifts then compacted to a firm dense state with a plate compactor. Crews then began installing blocks. Behind the blocks, crews installed a 12" wide column drain consisting of 1 1/4" clean crushed rock rock. • Compaction tests performed onsite indicate that backfill placed was at or above 95% of the maximum dry density according to ASTM D 1557 modified proctor. Field Density Test Data Test No. Daily Field Memo Project No.: T-7776-1 Memo No.: 4 Date: 4-3-19 T ,�-1, TERRA ASSOCIATES, Inc. Consultants in Geotechnical Engineering, Geology and Environmental Earth Sciences Project: Mutual Materials Subject: Site Earthwork, Utilities Location: Tukwila, WA Contractor: Northway, PGH Weather: Light Rain Present at Site: Jeff, Chris, Crews A Terra Associates, Inc. representative was on-site from 9:30 AM to 11:00 AM to observe and test site earthwork. While on- site we observed the following: • PGH continued installing storm. Crews started at previously installed CB#2 and worked north installing CB#3. With an excavator, crews excavated 2-4' down through moist brown silty sand with gravel, then placed pipe bedded in 5/8" minus crushed rock. Spoils were stockpiled along the trench to be used as backfill. No backfill was placed during our visit on this run. • Upon Arrival, PGH had completed backfilling the storm run from CB#2 to CB#1. Contractor indicated that moist brown silty sand with gravel was placed in thin loose lifts then compacted with an excavator with a hoe pack and a large smooth drum vibratory roller. • PGH was exporting material from the southwest stockpile. Organic rich topsoil was loaded into dump trucks with an excavator. • PGH was importing 1 1/4" clean crushed rock. Material was imported in dump trucks. Trucks dropped their loads at the northeast stockpile. • PGH began installing the cornerstone 100 block wall along the west side of the site today. Crews completed installing a leveling pad consisting of 4-6" of imported 5/8" minus crushed rock placed in thin loose lifts then compacted to a firm dense state with a plate compactor. Crews then began installing blocks. Behind the blocks, crews installed a 12" wide column drain consisting of 1 1/4" clean crushed rock rock. • Compaction tests performed onsite indicate that backfill placed was at or above 95% of the maximum dry density according to ASTM D 1557 modified proctor. Field Density Test Data Test No. Test Location Elev. Soil Moisture Content D Density Relative Compaction Remarks (ft.) Type (%) (PCF) (%) 3 Storm, 10' S of CB#2 SG A 8.1 104.1 96 4 Storm, 60' S of CB#2 SG A 8.3 105.4 97 5 Storm, 60' N of CB# 1 SG A 8.5 103.5 96 Note: The above test results represent soil compaction at the specific locations and depths noted and may not be representative of compaction at other locations or depths. By: Xiyaa eafte, Copies to: 12220 - 113th Avenue NE, Suite 130, Kirkland, Washington, 98034 • Telephone No. (425) 821-7777 �``1 TERRA ASSOCIATES, Inc. Daily Field Memo ProjectNo.: T-7776-1 Memo No.: 3 Date: 4-2-19 eros Consultants in Geotechnical Engineering, Geology and Environmental Earth Sciences Project: Mutual Materials Subject: Site Earthwork, Utilities Location: Tukwila, WA Contractor: Northway, PGH Weather: Clear Present at Site: Jeff, Chris, Crews A Terra Associates, Inc. representative was on-site from 9:45 AM to 10:30 AM, and from 1:15 PM to 2:15 PM to observe and test site earthwork. While on-site we observed the following: • PGH began installing storm. Crews installed CB#2, then worked south to install CB#1. With an excavator, crews excavated 3-7' down through moist brown silty sand with gravel overlying moist grey silty sand with gravel, then placed pipe bedded in 5/8" minus crushed rock. Spoils were stockpiled along the trench to be used as backfill. No backfill was placed during our visits today. • Upon arrival, PGH had completed excavating the footing for the west wall. Crew began installing a leveling pad consisting of 4-6" of imported 5/8" minus crushed rock placed in thin loose lifts then compacted to a firm dense state with a plate compactor. • PGH was exporting material from the southwest stockpile. Organic rich topsoil was loaded into dump trucks with an excavator. • PGH was importing 1 I/4' clean crushed rock. Material was imported in dump trucks. Trucks dropped their loads at the northeast stockpile. By: 44140 &MeV Copies to: 12220 - 113th Avenue NE, Suite 130, Kirkland, Washington, 98034 • Telephone No. (425) 821-7777 A Terra Associates, Inc. representative was on-site from 9:15 AM to 10:30 AM to observe and test site earthwork. While on- site we observed the following: • PGH continued stripping and clearing the site. With a dozer, crews removed 4-8" of organic rich topsoil. Material was pushed to the southeast stockpile with a dozer. • PGH began excavating the footing for the west wall today. With an excavator, crews excavated approximately 5-8' down through moist brown silty sand with gravel, exposing dense brown to grey silty sand with gravel at the base of the excavation. When probed with a '/2" diameter T -bar, material at the base of the excavation appeared firm and dense. Material removed was used as fill in the north area of the site. • PGH was placing fill in the area of the demolished building. With a dozer, crews pushed out moist brown silty sand with gravel in thin loose lifts, then compacted with a large smooth drum vibratory roller. • PGH was exporting material from the southwest stockpile. Organic rich topsoil was loaded into dump trucks with an excavator. • PGH was importing 5/8" minus crushed rock. Material was imported in dump trucks. Trucks dropped their loads at the northeast stockpile. • Compaction tests performed onsite indicate that backfill placed was at or above 95% of the maximum dry density according to ASTM D 1557 modified proctor. Field Density Test Data Test No. Daily Field Memo Project No.: T_7776-1 Memo No.: 2 Date: 4-1-19 \N TERRA ASSOCIATES, Inc. tpiriella Consultants in Geotechnical Engineering, Geology and Environmental Earth Sciences Project: Mutual Materials Subject: Site Earthwork Location: Tukwila, WA Contractor: Northway, PGH Weather: Clear Present at Site: Jeff, Chris, Crews A Terra Associates, Inc. representative was on-site from 9:15 AM to 10:30 AM to observe and test site earthwork. While on- site we observed the following: • PGH continued stripping and clearing the site. With a dozer, crews removed 4-8" of organic rich topsoil. Material was pushed to the southeast stockpile with a dozer. • PGH began excavating the footing for the west wall today. With an excavator, crews excavated approximately 5-8' down through moist brown silty sand with gravel, exposing dense brown to grey silty sand with gravel at the base of the excavation. When probed with a '/2" diameter T -bar, material at the base of the excavation appeared firm and dense. Material removed was used as fill in the north area of the site. • PGH was placing fill in the area of the demolished building. With a dozer, crews pushed out moist brown silty sand with gravel in thin loose lifts, then compacted with a large smooth drum vibratory roller. • PGH was exporting material from the southwest stockpile. Organic rich topsoil was loaded into dump trucks with an excavator. • PGH was importing 5/8" minus crushed rock. Material was imported in dump trucks. Trucks dropped their loads at the northeast stockpile. • Compaction tests performed onsite indicate that backfill placed was at or above 95% of the maximum dry density according to ASTM D 1557 modified proctor. Field Density Test Data Test No. Test Location Elev. Soil Moisture Content Dry Density Relative Compaction Remarks (ft.) Type (%) (PCF) (%) 1 Fill north area -2' A 8.8 104.4 97 2 Fill north area -2' A 7.8 105.8 98 Note: The above test results represent soil compaction at the specific locations and depths noted and may not be representative of compaction at other locations or depths. By: R'va c eawq Copies to: 12220 - 113th Avenue NE, Suite 130, Kirkland, Washington, 98034 • Telephone No. (425) 821-7777 ,:_-_ -�1 TERRA ASSOCIATESI Inc. Daily Field Memo Project No.: T-7776-1 Memo No.: 1 Date: 3-29-19 atras Consultants in Geotechnical Engineering, Geology and Environmental Earth Sciences Project: Mutual Materials Subject: Site Earthwork Location: Tukwila, WA Contractor: Northway, PGH Weather: Clear Present at Site: Jeff, Chris, Crews A Terra Associates, Inc. representative was on-site from 1:15 PM to 2:00 PM to observe and test site earthwork. While on- site we observed the following: • PGH began stripping and clearing the site. With a dozer, crews removed 4-8" of organic rich topsoil. Material was pushed to the southeast stockpile with a dozer. • PGH demolished the existing building. With an excavator, crews excavated approximately 1-4' in this area exposing dense brown silty sand with gravel at the base of the excavation. Construction debris was stockpiled southeast for export. Crews then compacted the base of the excavation with a large smooth drum vibratory roller. • PGH was onsite today exporting material from the southwest stockpile. Organic rich topsoil was loaded into dump trucks with an excavator. By: R�yaa eanKey Copies to: 12220 - 113th Avenue NE, Suite 130, Kirkland, Washington, 98034 • Telephone No. (425) 821-7777 Mr. Michael Jones c/o Mr. Tyler Litzenberger August 2, 2019 Summaries of our observations and testing are provided in the referenced field reports that were prepared following each site visit. Copies of these field reports were provided to your representative, the City of Tukwila, and the contractor. The field memos are attached to this letter. Compaction tests were conducted at the site as utility trench backfill, wall backfill, and site structural fill were placed and compacted. Tests were performed in accordance with ASTM Test Designation D-2922 (Nuclear Gauge Method). Compaction control was based on the soils' maximum dry density and optimum moisture content as determined by ASTM Test Designation D-1557 (Modified Proctor). Results of our compaction testing indicated structural fill placed to establish site grades along with utility trench and wall backfill was compacted to project specifications in the areas tested. Based on the results of our observation and testing, it is our opinion that the geotechnical engineering elements of project construction were completed in accordance with our recommendations and the approved grading plans approved by the City of Tukwila. We trust the information presented is sufficient for your current needs. If you have any questions or require additional information, please call. Sincerely y TERRA Carol Project r cker '. eel 47018 Attachme Si.5 'i; 0 ' ' , Inc. Field Memos 1 through 31 Project No. T-7776-1 Page No. 2 - r- TERRA ASSOCIATES/ Inc. Daily Field Memo Project No.: T-7776-1 Memo No.: 12 Date: 4-16-19 Consultants in Geotechnical Engineering, Geology e and Environmental Earth Sciences Project: Mutual Materials Subject: Site Earthwork Utilities Location: Tukwila, WA Contractor: Northway, PGH Weather: Overcast Present at Site: Jeff, Chris, Crews A Terra Associates, Inc. representative was on-site from 1:15 PM to 2:15 PM to observe and test site earthwork. While on- site we observed the following: • PGH continued installing the cornerstone 100 block wall along the northeast side of the pond today. Crews installed a leveling pad consisting of approximately 5-6" of imported 5/8" minus crushed rock in thin loose lifts, then compacted to a firm dense state with a plate compactor. Crews then installed blocks and SF55 grid in 7' and 8' lengths behind the blocks. Crews then installed a 12" wide column drain consisting of 1 'A" clean crushed rock. Crews then placed moist brown to grey silty sand with gravel from the pond excavation in thin loose lifts and compacted with an excavator with a hoe pack and a jumping jack. • PGH installed the pipe connecting the water quality vault with CB#4 today. Crews placed pipe bedded in 5/8" minus crushed rock, then backfilled with imported 5/8" minus crushed rock. By: Rrus &me Copies to: 12220 - 113th Avenue NE, Suite 130, Kirkland, Washington, 98034 ♦ Telephone No. (425) 821-7777 A Terra Associates, Inc. representative was on-site from 12:45 PM to 1:45 PM to observe and test site earthwork. While on- site we observed the following: • PGH continued installing the cornerstone 100 block wall along the northwest side of the pond today. Crews installed a leveling pad consisting of approximately 5-6" of imported 5/8" minus crushed rock in thin loose lifts, then compacted to a firm dense state with a plate compactor. Crews then installed blocks and SF55 grid in 7' and 8' lengths behind the blocks. Crews then installed a 12" wide column drain consisting of 1 1/4" clean crushed rock. Crews then placed moist brown to grey silty sand with gravel from the pond excavation in thin loose lifts and compacted with an excavator with a hoe pack and a jumping jack. • PGH was installing CB#4. With an excavator, crews excavated 5-6' down through moist brown silty sand with gravel and placed the structure bedded in 5/8" minus crushed rock. • PGH was importing 5/8" minus crushed rock. Material was imported in dump trucks. Trucks droppe their loads at the north stockpile. • Compaction tests performed onsite indicate that backfill placed was at or above 95% of the maximum dry density according to ASTM D 1557 modified proctor. Field Density Test Data Test No. Daily Field Memo Project No.: T-7776-1 Memo No.: 11 Date: 4-15-19 N A��. • TERRA ASSOCIATES, Inc.ria Consultants in Geotechnical Engineering, Geology and Environmental Earth Sciences Project: Mutual Materials Subject: Site Earthwork Location: Tukwila, WA Contractor: Northway, PGH Weather: Clear Present at Site: Jeff, Chris, Crews A Terra Associates, Inc. representative was on-site from 12:45 PM to 1:45 PM to observe and test site earthwork. While on- site we observed the following: • PGH continued installing the cornerstone 100 block wall along the northwest side of the pond today. Crews installed a leveling pad consisting of approximately 5-6" of imported 5/8" minus crushed rock in thin loose lifts, then compacted to a firm dense state with a plate compactor. Crews then installed blocks and SF55 grid in 7' and 8' lengths behind the blocks. Crews then installed a 12" wide column drain consisting of 1 1/4" clean crushed rock. Crews then placed moist brown to grey silty sand with gravel from the pond excavation in thin loose lifts and compacted with an excavator with a hoe pack and a jumping jack. • PGH was installing CB#4. With an excavator, crews excavated 5-6' down through moist brown silty sand with gravel and placed the structure bedded in 5/8" minus crushed rock. • PGH was importing 5/8" minus crushed rock. Material was imported in dump trucks. Trucks droppe their loads at the north stockpile. • Compaction tests performed onsite indicate that backfill placed was at or above 95% of the maximum dry density according to ASTM D 1557 modified proctor. Field Density Test Data Test No. Test Location Elev. Soil Moisture Content Dry Density Relative Compaction Remarks (ft.) Type (%) (PCF) (%) 24 East pond wall, north +9 B 14.2 114.1 98 25 East pond wall, north +9 B 15.0 113.3 97 Note: The above test results represent soil compaction at the specific locations and depths noted and may not be representative of compaction at other locations or depths. By: Ry tt e, Copies to: 12220 - 113th Avenue NE, Suite 130, Kirkland, Washington, 98034 • Telephone No. (425) 821-7777 A Terra Associates, Inc. representative was on-site from 1:00 PM to 1:15 PM to observe and test site earthwork. While on- site we observed the following: • PGH continued installing the cornerstone 100 block wall along the east side of the pond today. Crews installed a leveling pad consisting of approximately 5-6" of imported 5/8" minus crushed rock in thin loose lifts, then compacted to a firm dense state with a plate compactor. Crews then installed blocks and SF55 grid in 7' and 8' lengths behind the blocks. Crews then installed a 12" wide column drain consisting of 1 1/4" clean crushed rock. Crews then placed moist brown to grey silty sand with gravel from the pond excavation in thin loose lifts and compacted with an excavator with a hoe pack and a jumping jack. • Upon arrival, PGH had installed the water quality vault at then north end of the site. With an excavator, crews excavated approximately 4-6' down through moist brown silty sand with gravel, placed structure bedded in 1 1/4" minus crushed rock, then backfilled in thin loose lifts with 1 1/4" minus crushed rock. An excavator with a hoe pack was used for compaction. • Compaction tests performed onsite indicate that backfill placed was at or above 95% of the maximum dry density according to ASTM D 1557 modified proctor. Field Density Test Data Test No. Daily Field Memo project No.: T-7776-1 Memo No.: 10 Date: 4-12-19 '�\\�� k TERRA ASSOCIATES, Inc. sConsultants in Geotechnical Engineering, Geology and Environmental Earth Sciences Project: Mutual Materials Subject: Site Earthwork Location: Tukwila, WA Contractor: Northway, PGH Weather: Overcast Present at Site: Jeff, Chris, Crews A Terra Associates, Inc. representative was on-site from 1:00 PM to 1:15 PM to observe and test site earthwork. While on- site we observed the following: • PGH continued installing the cornerstone 100 block wall along the east side of the pond today. Crews installed a leveling pad consisting of approximately 5-6" of imported 5/8" minus crushed rock in thin loose lifts, then compacted to a firm dense state with a plate compactor. Crews then installed blocks and SF55 grid in 7' and 8' lengths behind the blocks. Crews then installed a 12" wide column drain consisting of 1 1/4" clean crushed rock. Crews then placed moist brown to grey silty sand with gravel from the pond excavation in thin loose lifts and compacted with an excavator with a hoe pack and a jumping jack. • Upon arrival, PGH had installed the water quality vault at then north end of the site. With an excavator, crews excavated approximately 4-6' down through moist brown silty sand with gravel, placed structure bedded in 1 1/4" minus crushed rock, then backfilled in thin loose lifts with 1 1/4" minus crushed rock. An excavator with a hoe pack was used for compaction. • Compaction tests performed onsite indicate that backfill placed was at or above 95% of the maximum dry density according to ASTM D 1557 modified proctor. Field Density Test Data Test No. Test .Location Elev. (ft.) Soil Type Moisture Content (%) DryRelative Density (PCF) Compaction (%) Remarks 22 East pond wall, central +9 B 16.8 115.8 99 23 East pond wall, central +9 B 16.5 112.5 96 Note: The above test results represent soil compaction at the specific locations and depths noted and may not be representative of compaction at other locations or depths. By: 444 Copies to: 12220 - 113th Avenue NE, Suite 130, Kirkland, Washington, 98034 • Telephone No. (425) 821-7777 A Terra Associates, Inc. representative was on-site from 9:15 AM to 10:45 AM to observe and test site earthwork. While on- site we observed the following: • PGH continued installing the cornerstone 100 block wall along the east side of the pond today. Crews installed a leveling pad consisting of approximately 5-6" of imported 5/8" minus crushed rock in thin loose lifts, then compacted to a firm dense state with a plate compactor. Crews then installed blocks and SF55 grid in 7' and 8' lengths behind the blocks. Crews then installed a 12" wide column drain consisting of 1 1/4" clean crushed rock. Crews then placed moist brown to grey silty sand with gravel from the pond excavation in thin loose lifts and compacted with an excavator with a hoe pack and a jumping jack. • PGH continued installing storm. Crews started at CB#2 and worked west to the pond inlet. Crews placed pipe bedded in 5/8" minus crushed rock. No backfill was placed in this area during our visit. • PGH was importing spalls today. Material was imported in dump trucks. Trucks dropped their loads at the north stockpile. • Compaction tests performed onsite indicate that backfill placed was at or above 95% of the maximum dry density according to ASTM D 1557 modified proctor. Field Density Test Data Test No. Daily Field Memo Project No.: T_7776-1 Memo No.: 9 Date: 4-11-19 ,, \\1 TERRA ASSOCIATES, Inc. Idargai Consultants in Geotechnical Engineering, Geology and Environmental Earth Sciences Project: Mutual Materials Subject: Site Earthwork Location: Tukwila, WA Contractor: Northway, PGH Weather: Light Rain Present at Site: Jeff, Chris, Crews A Terra Associates, Inc. representative was on-site from 9:15 AM to 10:45 AM to observe and test site earthwork. While on- site we observed the following: • PGH continued installing the cornerstone 100 block wall along the east side of the pond today. Crews installed a leveling pad consisting of approximately 5-6" of imported 5/8" minus crushed rock in thin loose lifts, then compacted to a firm dense state with a plate compactor. Crews then installed blocks and SF55 grid in 7' and 8' lengths behind the blocks. Crews then installed a 12" wide column drain consisting of 1 1/4" clean crushed rock. Crews then placed moist brown to grey silty sand with gravel from the pond excavation in thin loose lifts and compacted with an excavator with a hoe pack and a jumping jack. • PGH continued installing storm. Crews started at CB#2 and worked west to the pond inlet. Crews placed pipe bedded in 5/8" minus crushed rock. No backfill was placed in this area during our visit. • PGH was importing spalls today. Material was imported in dump trucks. Trucks dropped their loads at the north stockpile. • Compaction tests performed onsite indicate that backfill placed was at or above 95% of the maximum dry density according to ASTM D 1557 modified proctor. Field Density Test Data Test No. Test Location Elev. Soil Moisture Content Dry Density Relative Compaction Remarks (ft.) Type (%) (PCF) (%) 20 East pond wall, central +8 B 14.2 112.9 97 21 East pond wall, central +8 B 14.5 114.1 98 Note: The above test results represent soil compaction at the specific locations and depths noted and may not be representative of compaction at other locations or depths. By: Ryan ea e, Copies to: 12220 - 113th Avenue NE, Suite 130, Kirkland, Washington, 980341 Telephone No. (425) 821-7777 �� `�`: ���N TERRA ASSOCIATES, Inc. Daily Field Memo Project No.: T-7776-1 Memo No.: 8 Date: 4-10-19 • Consultants in Geotechnical Engineering, Geology and Environmental Earth Sciences Project: Mutual Materials Subject: Site Earthwork Location: Tukwila, WA Contractor: Northway, PGH Weather: Overcast Present at Site: Jeff, Chris, Crews A Terra Associates, Inc. representative was on-site from 1:45 PM to 2:30 PM to observe and test site earthwork. While on- site we observed the following: • PGI -1 continued excavating the east pond wall footing today. With an excavator, crews excavated 3- 8' down through moist brown silty sand with gravel overlying grey silty sand with gravel. Material removed was stockpiled east of the excavation to be used as wall backfill. When probed with a V2" diameter T -bar, material at the base of the excavation appeared firm and dense. • PGH continued installing the cornerstone 100 block wall along the east side of the pond today. Crews installed a leveling pad consisting of approximately 5-6" of imported 5/8" minus crushed rock in thin loose lifts, then compacted to a firm dense state with a plate compactor. Crews then installed blocks and SF55 grid in 7' and 8' lengths behind the blocks. Crews then installed a 12" wide column drain consisting of 1 1/4" clean crushed rock. Crews then placed moist brown to grey silty sand with gravel from the pond excavation in thin loose lifts and compacted with an excavator with a hoe pack and a jumping jack. • PGH was installing storm. Crews started at CB#2 and worked west to the pond inlet. Crews placed pipe bedded in 5/8" minus crushed rock. • Compaction tests performed onsite indicate that backfill placed was at or above 95% of the maximum dry density according to ASTM D 1557 modified proctor. Field Density Test Data Test No. Test Location Elev. Soil Moisture Content Dry Density Relative Compaction Remarks (ft.) Type (%) (PCF) (%) 17 East pond wall, central +10 B 14.0 114.0 98 18 East pond wall, central +10 B 15.2 113.5 97 19 East pond wall, south +7 B 14.7 113.8 97 Note: The above test results represent soil compaction at the specific locations and depths noted and may not be representative of compaction at other locations or depths. By:Reyeus , Copies to: 12220 - 113th Avenue NE, Suite 130, Kirkland, Washington, 98034 • Telephone No. (425) 821-7777 A Terra Associates, Inc. representative was on-site from 9:15 AM to 10:15 AM to observe and test site earthwork. While on- site we observed the following: • Upon arrival, PGH completed excavating the east pond wall footing today. With an excavator, crews excavated 3-8' down through moist brown silty sand with gravel overlying grey silty sand with gravel. Material removed was stockpiled east of the excavation to be used as wall backfill. When probed with a'/2" diameter T -bar, material at the base of the excavation appeared firm and dense. • PGH was installing the cornerstone 100 block wall along the east side of the pond today. Crews installed a leveling pad consisting of approximately 4-6" of imported 5/8" minus crushed rock in thin loose lifts, then compacted to a firm dense state with a plate compactor. Crews then installed blocks and SF55 grid in 6' and 7' lengths behind the blocks. Crews then installed a 12" wide column drain consisting of 1 'A" clean crushed rock. Crews then placed moist brown to grey silty sand with gravel from the pond excavation in thin loose lifts and compacted with an excavator with a hoe pack and a jumping jack. • Compaction tests performed onsite indicate that backfill placed was at or above 95% of the maximum dry density according to ASTM D 1557 modified proctor. Field Density Test Data Test No. Daily Field Memo Project No.: T-7776-1 Memo No.: 7 Date: 4-9-19 - �', TERRA ASSOCIATES,Inc. ldeConsultants in Geotechnical Engineering, Geology and Environmental Earth Sciences Project: Mutual Materials Subject: Site Earthwork Location: Tukwila, WA Contractor: Northway, PGH Weather: Overcast Present at Site: Jeff, Chris, Crews A Terra Associates, Inc. representative was on-site from 9:15 AM to 10:15 AM to observe and test site earthwork. While on- site we observed the following: • Upon arrival, PGH completed excavating the east pond wall footing today. With an excavator, crews excavated 3-8' down through moist brown silty sand with gravel overlying grey silty sand with gravel. Material removed was stockpiled east of the excavation to be used as wall backfill. When probed with a'/2" diameter T -bar, material at the base of the excavation appeared firm and dense. • PGH was installing the cornerstone 100 block wall along the east side of the pond today. Crews installed a leveling pad consisting of approximately 4-6" of imported 5/8" minus crushed rock in thin loose lifts, then compacted to a firm dense state with a plate compactor. Crews then installed blocks and SF55 grid in 6' and 7' lengths behind the blocks. Crews then installed a 12" wide column drain consisting of 1 'A" clean crushed rock. Crews then placed moist brown to grey silty sand with gravel from the pond excavation in thin loose lifts and compacted with an excavator with a hoe pack and a jumping jack. • Compaction tests performed onsite indicate that backfill placed was at or above 95% of the maximum dry density according to ASTM D 1557 modified proctor. Field Density Test Data Test No. Test Location Elev. Soil Moisture Content D Density Relative Compaction Remarks (ft.) Type (%) (PCF) (%) 14 East wall, south +2 B 14.9 114.4 98 15 East wall, southeast +2 B 15.5 115.0 99 16 East wall, north +4 B 15.2 113.9 98 Note: The above test results represent soil compaction at the specific locations and depths noted and may not be representative of compaction at other locations or depths. By: Rove Copies to: 12220 - 113th Avenue NE, Suite 130, Kirkland, Washington, 98034 ♦ Telephone No. (425) 821-7777 ,1 TERRA ASSOCIATES, Inc. Daily Field Memo Project No.: T-7776-1 Memo No.: 6 Date: 4-8-19 ildirasi,Consultants in Geotechnical Engineering, Geology and Environmental Earth Sciences Project: Mutual Materials Subject: Site Earthwork, Utilities Location: Tukwila, WA Contractor: Northway, PGH Weather: Overcast Present at Site: Jeff, Chris, Crews A Terra Associates, Inc. representative was on-site from 1:45 PM to 2:30 PM to observe and test site earthwork. While on- site we observed the following: • PGH began excavating the east pond wall footing today. With an excavator, crews excavated 3-8' down through moist brown silty sand with gravel overlying grey silty sand with gravel. Material removed was stockpiled east of the excavation to be used as wall backfill. • PGH began installing a leveling pad on the south end of the east pond wall today. Crew placed approximately 4-6" of imported 5/8" minus crushed rock in thin loose lifts, then compacted to a firm dense state with a plate compactor. • PGH was importing 1 1/4" clean crushed rock. Material was imported in dump trucks. Trucks dropped their loads at the north stockpile. • PGH was exporting material from the south stockpile. With an excavator, crews loaded organic rich topsoil into dump trucks. • Compaction tests performed onsite indicate that backfill placed was at or above 95% of the maximum dry density according to ASTM D 1557 modified proctor. Field Density Test Data Test No. Test Location Elev. Soil Moisture Content D Density Relative Compaction Remarks (ft.) Type (%) (PCN) (%) 11 West wall, north +7 A 9.1 104.4 97 12 West wall, center +7 B 13.9 111.1 95 13 West wall, south +7 B 14.0 112.9 97 Note: The above test results represent soil compaction at the specific locations and depths noted and may not be representative of compaction at other locations or depths. By: Copies to: 12220 - 113th Avenue NE, Suite 130, Kirkland, Washington, 98034 • Telephone No. (425) 821-7777 A Terra Associates, Inc. representative was on-site from 9:00 AM to 9:45 AM to observe and test site earthwork. While on- site we observed the following: • PGH completed installing the cornerstone 100 block wall along the southwest corner of the parking lot. Crews excavated 1-2' down through moist brown silty sand with gravel exposing dense brown silty sand with gravel at the base of the excavation. Crews then installed a leveling pad consisting of approximately 4-6" of imported 5/8" minus crushed rock in thin loose lifts, then compacted to a firm dense state with a plate compactor. Crews installed blocks, then a 4" perforated pipe bedded in washed rock. Crews then installed a 12" wide column drain consisting of 1 '/4" clean crushed rock. Crews then placed moist brown silty sand with gravel in thin loose lifts and compacted with a jumping jack. • Upon Arrival, PGH had graded the southwest parking lot. Crews cut 4-6" of moist brown silty sand with gravel exposing dense brown silty sand with gravel at the base of the excavation. Material removed was stockpiled north to be exported. Contractor indicated they planned to place 6" of imported 5/8" minus crushed rock. By: Ryda &way Copies to: 12220 - 113th Avenue NE, Suite 130, Kirkland, Washington, 98034 • Telephone No. (425) 821-7777 Daily Field Memo Project No.: T-7776-1 Memo No.: 17 Date: 4-26-19 •\�N TERRA ASSOCIATES Inc. mllil Consultants in Geotechnical Engineering, Geology and Environmental Earth Sciences Project: Mutual Materials Subject: Site Earthwork Location: Tukwila, WA Contractor: Northway, PGH Weather: Clear Present at Site: Jeff, Chris, Crews A Terra Associates, Inc. representative was on-site from 9:00 AM to 9:45 AM to observe and test site earthwork. While on- site we observed the following: • PGH completed installing the cornerstone 100 block wall along the southwest corner of the parking lot. Crews excavated 1-2' down through moist brown silty sand with gravel exposing dense brown silty sand with gravel at the base of the excavation. Crews then installed a leveling pad consisting of approximately 4-6" of imported 5/8" minus crushed rock in thin loose lifts, then compacted to a firm dense state with a plate compactor. Crews installed blocks, then a 4" perforated pipe bedded in washed rock. Crews then installed a 12" wide column drain consisting of 1 '/4" clean crushed rock. Crews then placed moist brown silty sand with gravel in thin loose lifts and compacted with a jumping jack. • Upon Arrival, PGH had graded the southwest parking lot. Crews cut 4-6" of moist brown silty sand with gravel exposing dense brown silty sand with gravel at the base of the excavation. Material removed was stockpiled north to be exported. Contractor indicated they planned to place 6" of imported 5/8" minus crushed rock. By: Ryda &way Copies to: 12220 - 113th Avenue NE, Suite 130, Kirkland, Washington, 98034 • Telephone No. (425) 821-7777 A Terra Associates, Inc. representative was on-site from 10:30 AM to 11:15 PM to observe and test site earthwork. While on-site we observed the following: • PGH continued installing the cornerstone 100 block wall along the southwest corner of the parking lot. Crews excavated 1-2' down through moist brown silty sand with gravel exposing dense brown silty sand with gravel at the base of the excavation. Crews then installed a leveling pad consisting of approximately 4-6" of imported 5/8" minus crushed rock in thin loose lifts, then compacted to a firm dense state with a plate compactor. Crews installed blocks, then a 4" perforated pipe bedded in washed rock. Crews then installed a 12" wide column drain consisting of 1 1/4" clean crushed rock. Crews then placed moist brown silty sand with gravel in thin loose lifts and compacted with a jumping jack. • Compaction tests performed onsite indicate that backfill placed was at or above 95% of the maximum dry density according to ASTM D 1557 modified proctor. Field Density Test Data Test No. Daily Field Memo Project No.: T_7776-1 Memo No.: 16 Date: 4-24-19 ,\N TERRA ASSOCIATES, Inc. tivirlia Consultants in Geotechnical Engineering, Geology and Environmental Earth Sciences Project: Mutual Materials Subject: Site Earthwork Location: Tukwila, WA Contractor: Northway, PGH Weather: Clear Present at Site: Jeff, Chris, Crews A Terra Associates, Inc. representative was on-site from 10:30 AM to 11:15 PM to observe and test site earthwork. While on-site we observed the following: • PGH continued installing the cornerstone 100 block wall along the southwest corner of the parking lot. Crews excavated 1-2' down through moist brown silty sand with gravel exposing dense brown silty sand with gravel at the base of the excavation. Crews then installed a leveling pad consisting of approximately 4-6" of imported 5/8" minus crushed rock in thin loose lifts, then compacted to a firm dense state with a plate compactor. Crews installed blocks, then a 4" perforated pipe bedded in washed rock. Crews then installed a 12" wide column drain consisting of 1 1/4" clean crushed rock. Crews then placed moist brown silty sand with gravel in thin loose lifts and compacted with a jumping jack. • Compaction tests performed onsite indicate that backfill placed was at or above 95% of the maximum dry density according to ASTM D 1557 modified proctor. Field Density Test Data Test No. Test Location Elev. (ft.) Soil Type Moisture Content (%) D Density (PCF) Relative Compaction (%) Remarks 29 Southwest wall +2' B 14.2 114.9 98 30 Southwest wall +2' B 14.0 113.5 97 Note: The above test results represent soil compaction at the specific locations and depths noted and may not be representative of compaction at other locations or depths. By: 'sae ersoley Copies to: 12220 - 113th Avenue NE, Suite 130, Kirkland, Washington, 98034 • Telephone No. (425) 821-7777 ,_ TERRA ASSOCIATES Inc. Daily Field Memo Project No.: T-7776-1 Memo No.: 15 Date: 4-23-19 \`\`.:••.'• '•• Consultants in Geotechnical Engineering, Geology and Environmental Earth Sciences Project: Mutual Materials Subject: Site Earthwork Location: Tukwila, WA Contractor: Northway, PGH Weather: Overcast Present at Site: Jeff, Chris, Crews A Terra Associates, Inc. representative was on-site from 11:15 AM to 12:00 PM to observe and test site earthwork. While on-site we observed the following: • PGH began installing the cornerstone 100 block wall along the southwest corner of the parking lot. Crews excavated 1-2' down through moist brown silty sand with gravel exposing dense brown silty sand with gravel at the base of the excavation. Crews then installed a leveling pad consisting of approximately 4-6" of imported 5/8" minus crushed rock in thin loose lifts, then compacted to a firm dense state with a plate compactor. Crews installed blocks, then a 4" perforated pipe bedded in washed rock. Crews then installed a 12" wide column drain consisting of 1 1/4" clean crushed rock. By: Ryas eciveof Copies to: 12220 - 113th Avenue NE, Suite 130, Kirkland, Washington, 98034 • Telephone No. (425) 821-7777 A Terra Associates, Inc. representative was on-site from 1:30 PM to 2:15 PM to observe and test site earthwork. While on- site we observed the following: • PGH completed installing the cornerstone 100 block wall along the northeast side of the pond today. Crews installed blocks and SF55 grid in 7' and 8' lengths behind the blocks. Crews then installed a 12" wide column drain consisting of 1 1/4" clean crushed rock. Crews then placed moist brown to grey silty sand with gravel from the pond excavation in thin loose lifts and compacted with an excavator with a hoe pack and a jumping jack. By: Rona eevule9 Copies to: 12220 - 113th Avenue NE, Suite 130, Kirkland, Washington, 98034 ♦ Telephone No. (425) 821-7777 Daily Field Memo Project No.: T-7776-1 Memo No.: 14 Date: 4-18-19 i. N - ���� TERRA ASSOCIATES, Inc. atteagis Consultants in Geotechnical Engineering, Geology and Environmental Earth Sciences Project: Mutual Materials Subject: Site Earthwork Location: Tukwila, WA Contractor: Northway, PGH Weather: Light Rain Present at Site: Jeff, Chris, Crews A Terra Associates, Inc. representative was on-site from 1:30 PM to 2:15 PM to observe and test site earthwork. While on- site we observed the following: • PGH completed installing the cornerstone 100 block wall along the northeast side of the pond today. Crews installed blocks and SF55 grid in 7' and 8' lengths behind the blocks. Crews then installed a 12" wide column drain consisting of 1 1/4" clean crushed rock. Crews then placed moist brown to grey silty sand with gravel from the pond excavation in thin loose lifts and compacted with an excavator with a hoe pack and a jumping jack. By: Rona eevule9 Copies to: 12220 - 113th Avenue NE, Suite 130, Kirkland, Washington, 98034 ♦ Telephone No. (425) 821-7777 �_� ,k - TERRA ASSOCIATES, Inc. Daily Field Memo Project No.: T-7776-1 Memo No.: 13 Date: 4-17-19 inairlaS Consultants in Geotechnical Engineering, Geology and Environmental Earth Sciences Project: Mutual Materials Subject: Site Earthwork, Utilities Location: Tukwila, WA Contractor: Northway, PGH Weather: Clear Present at Site: Jeff, Chris, Crews A Terra Associates, Inc. representative was on-site from 1:30 PM to 2:30 PM to observe and test site earthwork. While on- site we observed the following: • PGH continued installing the cornerstone 100 block wall along the northeast side of the pond today. Crews installed a leveling pad consisting of approximately 5-6" of imported 5/8" minus crushed rock in thin loose lifts, then compacted to a firm dense state with a plate compactor. Crews then installed blocks and SF55 grid in 7' and 8' lengths behind the blocks. Crews then installed a 12" wide column drain consisting of 1 1/4" clean crushed rock. Crews then placed moist brown to grey silty sand with gravel from the pond excavation in thin loose lifts and compacted with an excavator with a hoe pack and a jumping jack. • Compaction tests performed onsite indicate that backfill placed was at or above 95% of the maximum dry density according to ASTM D 1557 modified proctor. Field Density Test Data Test No. Test Location Elev. (ft.) Soil Type Moisture Content (%) Dry Density (PCF) Relative Compaction (%) Remarks 26 East pond wall, north +8 A 9.1 105.1 97 27 East pond wall, north +5 A 9.4 104.4 97 28 Storm, I' N of CB#4 -1' C 6.1 124.4 97 Note: The above test results represent soil compaction at the specific locations and depths noted and may not be representative of compaction at other locations or depths. By: Rya.L eauieq Copies to: 12220 - 113th Avenue NE, Suite 130, Kirkland, Washington, 98034 ♦ Telephone No. (425) 821-7777 .���I 1/4.moir TERRA ASSOCIATES Inc. Daily Field Memo Project No.: T-7776-1 Memo No.: 20 Date: 5-22-19 Consultants in Geotechnical Engineering, Geology and Environmental Earth Sciences Project: Mutual Materials Subject: Utilities Location: Tukwila, WA Contractor: Northway, PGH Weather: Clear Present at Site: Jeff, Chris, Crews A Terra Associates, Inc. representative was on-site from 2:15 PM to 2:30 PM to observe and test site earthwork. While on- site we observed the following: • PGH began installing storm on the southeast corner of the site. Crews started at CB#6 then worked north installing CB#5. With an excavator, crews excavated 3-4' down through moist brown silty sand with gravel and placed pipe bedded in 5/8" minus. Contractor indicated they planned to use spoils from the excavation in thin loose lifts for backfill and an excavator with a hoe pack for compaction. No backfill was placed during our visit. By: Rvid ewe" Copies to: 12220 - 113th Avenue NE, Suite 130, Kirkland, Washington, 98034 • Telephone No. (425) 821-7777 - - . 1. TERRA ASSOCIATES, Inc. Daily Field Memo Project No.: T-7776-1 Memo No.: 19 Date: 5-15-19 AdiegliaS Consultants in Geotechnical Engineering, Geology and Environmental Earth Sciences Project: Mutual Materials Subject: Site Earthwork Location: Tukwila, WA Contractor: Northway, PGH Weather: Clear Present at Site: Jeff, Chris, Crews A Terra Associates, Inc. representative was on-site from 9:15 AM to 9:45 AM to observe and test site earthwork. While on- site we observed the following: • Upon Arrival, PGH had graded the ADA ramp on the existing building. Crews placed 4-6" of imported 5/8" minus crushed rock in thin loose lifts then compacted to a firm dense state with a plate compactor. When probed with a %2" diameter T -bar, subgrade appeared firm and dense. By: R a c 6vme, Copies to: 12220 - 113th Avenue NE, Suite 130, Kirkland, Washington, 98034 • Telephone No. (425) 821-7777 A Terra Associates, Inc. representative was on-site from 9:00 AM to 9:15 AM to observe and test site earthwork. While on- site we observed the following: • Upon Arrival, PGH had excavated the footings for the northwest canopy structure. With an excavator, crews excavated approximately 18-24" down through moist brown silty sand with gravel exposing dense brown silty sand with gravel at the base of the excavation. When probed with a'/2" diameter T -bar, material at the base of the excavation appeared firm and dense. Material removed was stockpiled south to be exported. Crews then placed 4-5" of imported 5/8" minus crushed rock in thin loose lifts and compacted with a plate compactor. By: X'yoat Copies to: 12220 - 113th Avenue NE, Suite 130, Kirkland, Washington, 98034 ♦ Telephone No. (425) 821-7777 Field Memo No.: T-7776-1 Memo No.: 18 Date: 4-30-19 "\Daily \` • • • • TERRA ASSOCIATESInc. ' Consultants in Geotechnical Engineering, GeologyProject and Environmental Earth Sciences Project: Mutual Materials Subject: Site Earthwork Location: Tukwila, WA Contractor: Northway, PGH Weather: Clear Present at Site: Jeff, Chris, Crews A Terra Associates, Inc. representative was on-site from 9:00 AM to 9:15 AM to observe and test site earthwork. While on- site we observed the following: • Upon Arrival, PGH had excavated the footings for the northwest canopy structure. With an excavator, crews excavated approximately 18-24" down through moist brown silty sand with gravel exposing dense brown silty sand with gravel at the base of the excavation. When probed with a'/2" diameter T -bar, material at the base of the excavation appeared firm and dense. Material removed was stockpiled south to be exported. Crews then placed 4-5" of imported 5/8" minus crushed rock in thin loose lifts and compacted with a plate compactor. By: X'yoat Copies to: 12220 - 113th Avenue NE, Suite 130, Kirkland, Washington, 98034 ♦ Telephone No. (425) 821-7777 A Terra Associates, Inc. representative was on-site from 2:00 PM to 2:30 PM to observe and test site earthwork. While on- site we observed the following: • Upon arrival, PGH had graded the parking lot. With a dozer, crews placed approximately 4-6" of imported 5/8" minus then compacted to a firm dense state with a large smooth drum vibratory roller. By: Rola Lvur, Copies to: 12220 - 113th Avenue NE, Suite 130, Kirkland, Washington, 98034 • Telephone No. (425) 821-7777 Daily Field Memo Project No.: T-7776-1 Memo No.: 31 Date: 7-19-19 �N ��e� TERRA ASSOCIATES,Inc. Consultants in Geotechnical Engineering, Geology and Environmental Earth Sciences Project: Mutual Materials Subject: Site Earthwork Location: Tukwila, WA Contractor: Northway, PGH Weather: Clear Present at Site: Jeff, Chris, Crews A Terra Associates, Inc. representative was on-site from 2:00 PM to 2:30 PM to observe and test site earthwork. While on- site we observed the following: • Upon arrival, PGH had graded the parking lot. With a dozer, crews placed approximately 4-6" of imported 5/8" minus then compacted to a firm dense state with a large smooth drum vibratory roller. By: Rola Lvur, Copies to: 12220 - 113th Avenue NE, Suite 130, Kirkland, Washington, 98034 • Telephone No. (425) 821-7777 A Terra Associates, Inc. representative was on-site from 11:00 AM to 11:30 AM to observe and test site earthwork. While on-site we observed the following: • PGH was installing the water service today. With an excavator, crews excavated approximately 18" down through moist brown silty sand with gravel, placed pipe bedded in 5/8" minus crushed rock, then backfilled in thin loose lifts with 5/8" minus crushed rock. A jumping jack was used for compaction. • Compaction tests performed onsite indicate that backfill placed was at or above 95% of the maximum dry density according to ASTM D 1557 modified proctor. Field Density Test Data Test No. Daily Field Memo Project No.: T-7776-1 Memo No.: 30 Date: 7-15-19 N TERRA ASSOCIATES, Inc. mtelarlifi Consultants in Geotechnical Engineering, Geology and Environmental Earth Sciences Project: Mutual Materials Subject: Utilities Location: Tukwila, WA Contractor: Northway, PGH Weather: Light Rain Present at Site: Jeff, Chris, Crews A Terra Associates, Inc. representative was on-site from 11:00 AM to 11:30 AM to observe and test site earthwork. While on-site we observed the following: • PGH was installing the water service today. With an excavator, crews excavated approximately 18" down through moist brown silty sand with gravel, placed pipe bedded in 5/8" minus crushed rock, then backfilled in thin loose lifts with 5/8" minus crushed rock. A jumping jack was used for compaction. • Compaction tests performed onsite indicate that backfill placed was at or above 95% of the maximum dry density according to ASTM D 1557 modified proctor. Field Density Test Data Test No. Test Location Elev. (ft.) Soil Type Moisture Content (%) D Density (PCF) Relative Compaction (%) Remarks 43 Water service SG C 5.5 124.0 97 44 Water service SG C 5.6 125.1 98 Note: The above test results represent soil compaction at the specific locations and depths noted and may not be representat've of compaction at other locations or depths. By: Repue &we, Copies to: 12220 - 113th Avenue NE, Suite 130, Kirkland, Washington, 98034 • Telephone No. (425) 821-7777 r=�' ������•.•,•• TERRA ASSOCIATES Inc. Daily Field Memo Project No.: T-7776-1 Memo No.: 29 Date: 7-9-19 • Consultants in Geotechnical Engineering, Geology • and Environmental Earth Sciences Project: Mutual Materials Subject: Utilities Location: Tukwila, WA Contractor: Northway, PGH Weather: Clear Present at Site: Jeff, Chris, Crews A Terra Associates, Inc. representative was on-site from 8:45 AM to 9:15 AM to observe and test site earthwork. While on- site we observed the following: • PGH was installing the water tie in at the southeast corner of the site. With an excavator, crews excavated approximately 4' down through moist brown silty sand with gravel, placed pipe bedded in 5/8" minus crushed rock, then backfilled in thin loose lifts with 5/8" minus crushed rock. A jumping jack was used for compaction. • Compaction tests performed onsite indicate that backfill placed was at or above 95% of the maximum dry density according to ASTM D 1557 modified proctor. Field Density Test Data Test No. Test Location Elev. (ft.) Soil Type Moisture Content (%) Dry Density (PCF) Relative Compaction (%) Remarks 41 Water tie in -2' C 4.7 124.5 97 42 Water tie in SG C 5.5 125.7 98 Note: The above test results represent soil compaction at the specific locations and depths noted and may not be representative of compaction at other locations or depths. By: Rotue Copies to: 12220 - 113th Avenue NE, Suite 130, Kirkland, Washington, 98034 • Telephone No. (425) 821-7777 A Terra Associates, Inc. representative was on-site from 1:15 PM to 1:30 PM to observe and test site earthwork. While on- site we observed the following: • Upon arrival, PGH had graded the riser room pad. Crews placed 4-6" of imported 5/8" minus crushed rock in thin loose lifts then compacted to a firm, dense state with a jumping jack. When probed with a V2" diameter T -bar, sub grade appeared firm and dense. By: Rryar (,awe, Copies to: 12220 - 113th Avenue NE, Suite 130, Kirkland, Washington, 98034 • Telephone No. (425) 821-7777 Inc. Geology Daily Field Memo ProjectNo.: T-7776-1 Memo No.: 28 Date: 7-3-19 --A. 1 TERRA ASSOCIATES, witrigs Consultants in Geotechnical Engineering, and Environmental Earth Sciences Project: Mutual Materials Subject: Site Earthwork Location: Tukwila, WA Contractor: Northway, PGH Weather: Overcast Present at Site: Jeff, Chris, Crews A Terra Associates, Inc. representative was on-site from 1:15 PM to 1:30 PM to observe and test site earthwork. While on- site we observed the following: • Upon arrival, PGH had graded the riser room pad. Crews placed 4-6" of imported 5/8" minus crushed rock in thin loose lifts then compacted to a firm, dense state with a jumping jack. When probed with a V2" diameter T -bar, sub grade appeared firm and dense. By: Rryar (,awe, Copies to: 12220 - 113th Avenue NE, Suite 130, Kirkland, Washington, 98034 • Telephone No. (425) 821-7777 �- / 1. `` TERRA ASSOCIATES, Inc. Daily Field Memo Project No.: T-7776-1 Memo No.: 27 Date: 7-2-19 Consultants in Geotechnical Engineering, Geology and Environmental Earth Sciences Project: Mutual Materials Subject: Site Earthwork Location: Tukwila, WA Contractor: Northway, PGH Weather: Rain Present at Site: Jeff, Chris, Crews A Terra Associates, Inc. representative was on-site from 2:45 PM to 3:00 PM to observe and test site earthwork. While on- site we observed the following: • Upon arrival, PGH had removed the existing asphalt on the new asphalt pavement area. With an excavator, crews removed asphalt exposing dense brown silty sand with gravel at the base. Asphalt was stockpiled to be exported. • Upon arrival, PGH had fine graded the west parking lot. With an excavator, crews fine graded the lot, then compacted with a large smooth drum vibratory roller. By: Ryas eaauey Copies to: 12220 - 113th Avenue NE, Suite 130, Kirkland, Washington, 98034 • Telephone No. (425) 821-7777 • ' 1 TERRA ASSOCIATES, Inc. Daily Field Memo Project No.: T-7776-1 Memo No.: 26 Date: 7-1-19 mesas Consultants in Geotechnical Engineering, Geology and Environmental Earth Sciences Project: Mutual Materials Subject: Utilities, Site Earthwork Location: Tukwila, WA Contractor: Northway, PGH Weather: Clear Present at Site: Jeff, Chris, Crews A Terra Associates, Inc. representative was on-site from 2:30 PM to 2:45 PM to observe and test site earthwork. While on- site we observed the following: • Upon arrival, PGH had installed the fire line at the north area of the site. With an excavator, crews excavated 2-3' down through moist brown silty sand with gravel, placed pipe bedded in 5/8" minus, then backfilled in thin loose lifts with spoils from the excavation. A jumping jack was used for compaction. • Upon arrival, PGH had graded the ADA ramp to the south building. Crews placed moist approximately 4-24" of imported 5/8" minus crushed rock in thin loose lifts, then compacted to a firm dense state with a jumping jack. When probed with a'/2" diameter T -bar, subgrade appeared firm and dense. By: Rya« a Copies to: 12220 - 113th Avenue NE, Suite 130, Kirkland, Washington, 98034 • Telephone No. (425) 821-7777 i' TERRA ASSOCIATES, Inc. Daily Field Memo Project No.: T_7776-1 Memo No.: 25 Date: 6-26-19 Consultants in Geotechnical Engineering, Geology and Environmental Earth Sciences Project: Mutual Materials Subject: Utilities Location: Tukwila, WA Contractor: Northway, PGH Weather: Clear Present at Site: Jeff, Chris, Crews A Terra Associates, Inc. representative was on-site from 12:45 PM to 1:00 PM to observe and test site earthwork. While on- site we observed the following: • Upon arrival, PGH had installed the water line tie in stub at the southeast corner of the site. With an excavator, crews excavated 2-3' down through moist brown silty sand with gravel, placed pipe bedded in 5/8" minus, then backfilled in thin loose lifts with spoils from the excavation. An excavator with a hoe pack was used for compaction. • Compaction tests performed onsite indicate that backfill placed was at or above 95% of the maximum dry density according to ASTM D 1557 modified proctor. Field Density Test Data Test No. Test Location Elev. Soil Moisture Content Dry Density Relative Compaction Remarks (ft.) Type (%) (PCF) (%) 39 Southeast water tie in SG B 11.6 114.1 98 40 Southeast water tie in SG B 12.3 115.2 99 Note: The above test results represent soil compaction at the specific locations and depths noted and may not be representative of compaction at other locations or depths. By:Remote(' Copies to: 12220 - 113th Avenue NE, Suite 130, Kirkland, Washington, 98034 • Telephone No. (425) 821-7777 N .. ga TERRA ASSOCIATES, Inc. Daily Field Memo Project No.: T_7776-1 Memo No.: 24 Date: 6-14-19 meConsultants in Geotechnical Engineering, Geology and Environmental Earth Sciences Project: Mutual Materials Subject: Utilities Location: Tukwila, WA Contractor: Northway, PGH Weather: Clear Present at Site: Jeff, Chris, Crews A Terra Associates, Inc. representative was on-site from 2:00 PM to 2:30 PM to observe and test site earthwork. While on- site we observed the following: • Upon arrival, PGH had installed the water line. Crews started at the southeast corner and worked northwest. With an excavator, crews excavated 3-4' down through moist brown silty sand with gravel, placed pipe bedded in 5/8" minus, then backfilled in thin loose lifts with spoils from the excavation. An excavator with a hoe pack was used for compaction. • Compaction tests performed onsite indicate that backfill placed was at or above 95% of the maximum dry density according to ASTM D 1557 modified proctor. Field Density Test Data Test No. Test LocationMoisture Elev. Soil Content D Density Relative Compaction Remarks (ft.) Type (%) (PCF) (%) 35 Water, southeast SG B 11.4 115.8 99 36 Water, south SG B 12.8 113.7 97 37 Water, central SG B 12.9 114.9 98 38 Water, north SG B 13.1 115.0 98 Note: The above test results represent soil compaction at the specific locations and depths noted and may not be representative of compaction at other locations or depths. By: .rax ervmey Copies to: 12220 - 113th Avenue NE, Suite 130, Kirkland, Washington, 98034 • Telephone No. (425) 821-7777 i-1 TERRA ASSOCIATES, Inc. Daily Field Memo Project No.: T-7776-1 Memo No.: 23 Date: 6-7-19 atioproi Consultants in Geotechnical Engineering, Geology and Environmental Earth Sciences Project: Mutual Materials Subject: Utilities Location: Tukwila, WA Contractor: Northway, PGH Weather: Clear Present at Site: Jeff, Chris, Crews A Terra Associates, Inc. representative was on-site from 11:45 AM to 12:00 PM to observe and test site earthwork. While on-site we observed the following: • Representative arrived as scheduled. No earthwork was being performed. By: Ryas eemeet Copies to: 12220 - 113th Avenue NE, Suite 130, Kirkland, Washington, 98034 • Telephone No. (425) 821-7777 A Terra Associates, Inc. representative was on-site from 12:45 PM to 1:00 PM to observe and test site earthwork. While on- site we observed the following: • Representative arrived as scheduled. No earthwork was being performed. • PGH had installed the vapor barrier over the capillary break on the northeast slab subgrade. By: Rveue buy Copies to: 12220 - 113th Avenue NE, Suite 130, Kirkland, Washington, 98034 • Telephone No. (425) 821-7777 Daily Field Memo Project No.: T-7776-1 Memo No.: 22 Date: 6-5-19 ._____ _ ``\�� TERRA ASSOCIATES, Inc. • Consultants in Geotechnical Engineering, Geology • and Environmental Earth Sciences Project: Mutual Materials Subject: Utilities Location: Tukwila, WA Contractor: Northway, PGH Weather: Overcast Present at Site: Jeff, Chris, Crews A Terra Associates, Inc. representative was on-site from 12:45 PM to 1:00 PM to observe and test site earthwork. While on- site we observed the following: • Representative arrived as scheduled. No earthwork was being performed. • PGH had installed the vapor barrier over the capillary break on the northeast slab subgrade. By: Rveue buy Copies to: 12220 - 113th Avenue NE, Suite 130, Kirkland, Washington, 98034 • Telephone No. (425) 821-7777 ���1 TERRA ASSOCIATES, Inc. Daily Field Memo Project No.: T-7776-1 Memo No.: 21 Date: 5-24-19 •• Consultants in Geotechnical Engineering, Geology and Environmental Earth Sciences Project: Mutual Materials Subject: Utilities Location: Tukwila, WA Contractor: Northway, PGH Weather: Overcast Present at Site: Jeff, Chris, Crews A Terra Associates, Inc. representative was on-site from 1:15 PM to 2:00 PM to observe and test site earthwork. While on- site we observed the following: • PGH continued installing storm line that runs along the south area of the site. Crews worked west from CB#5 to the outfall west of the wall. With an excavator, crews excavated 3-5' down through moist brown silty sand with gravel, placed pipe bedded in 5/8" minus, then backfilled in thin loose lifts with spoils from the excavation. Crews then placed 4-6" of imported 5/8" minus crushed rock in thin loose lifts. An excavator with a hoe pack was used for compaction. • Compaction tests performed onsite indicate that backfill placed was at or above 95% of the maximum dry density according to ASTM D 1557 modified proctor. Field Density Test Data Test No. Test Location Elev. Soil Moisture Content Dry Density Relative Compaction Remarks (ft.) Type (%) (PCF) (%) 31 Storm, 20' N of CB#6 SG C 5.2 124.4 97 32 Storm, 10' S of CB#5 SG C 5.1 125.1 98 33 Storm, 30' W of CB#5 SG A 9.8 105.9 98 34 Storm, 70' W of CB#5 SG A 9.2 104.1 96 Note: The above test results represent soil compaction at the specific locations and depths noted and may not be representative of compaction at other locations or depths. By: Rveus eevusey Copies to: 12220 - 113th Avenue NE, Suite 130, Kirkland, Washington, 98034 • Telephone No. (425) 821-7777 Lighting Summary LTG -SUM 2015 Washington State Energy Code Compliance Forms for Commercial Buildin Project Info Compliance forms do not require a password to use. Instructional and calculating cells are write - protected. Project Title: Mutual Materials Tukwila Tenant Improvement Date 1/1/2017 Applicant Information. Provide contact information for individual who can respond to inquiries about compliance form information provided. For Building Department Use • FILE Company Name: Mutual Materials Company Company Address: 605 119th Ave NE, Bellevue, WA 98005 Applicant Name: James Carleton (Tahoma Design Group) Applicant Phone: 253-380-1284 Applicant Email: jcarleton@tahomadesigngroup.com Project Description ❑ No Lighting Scope with lighting compliance forms. ❑ New Building ❑ Addition J Alteration Include PROJ-SUM form (included in envelope forms workbook) Interior Description Lighting System Interior Lighting Plans Included Altering 244 square feet of existing office use to become new restrooms in existing space a Interior Lighting Power Allowance Method -by -space Method ❑ Building Area Method ✓ Space Select method used in project. Interior Lighting Controls Exception 5 Luminaire Level Controls (LLLC) interior lighting power shall comply with the ✓ All C405.2.1 - C405.2.8 Lighting Controls ❑ C405.2 Lighting ❑ Additional Efficiency Package Option C406.4 Enhanced Digital Lighting Controls To comply with C406.4, no less than 90% of the total installed required controls per C406.4. Dwelling Unit Interior Lighting Permanently installed interior lighting fixtures in dwelling units comply with: Q No Dwelling 0 0405.2 thru C405.5 Commercial Lighting Controls and LPA Units O C406.3 High Efficacy Lighting 0 R404.1 Residential High Efficacy Lighting. Dwelling unit lighting complies with WSEC Residential provisions in lieu of WSEC Commercial provisions. Exterior Description Lighting System Exterior Lighting Plans Included Existing J Building Ref req Additions Compliance Method Interior lighting Exterior lighting Lighting systems in addition area comply with all applicable provisions as a stand alone new construction project ❑ ❑ r to b r al I F �r EeODCOMPLIANCE .., . APPROVED AUG0 9 2018 .' Lighting systems in addition are combined with existing building lighting systems to demonstrate compliance ❑ ❑ Addition is combined with existing: For interior lighting projects, include new + existing -to -remain interior lighting fixture wattage in Proposed Lighting Wattage table in LTG -INT -BLD or LTG -INT -SPACE form. For exterior lighting projects, include new + existing -to -remain exterior lighting fixture wattage in Proposed Tradable and Proposed Non -Tradable Lighting Wattage tables in LTG -EXT form. City of Tukwila BUILDING DIVISION 18-ozzi CITY OF TUKWILA JUL 23 2018 PERMIT CENTER Lighting Summary, cont. LTG -SUM 2015 Washington State Energy Code Compliance Forms for Commercial Buildings including R2, R3, R4 over 3 stories and all R1 Revised Nov 2 Project Title: Mutual Materials Tukwila Tenant Improvement Date 1/1/2017 Change of Space Use ❑ Existing interior lighting systems in areas under -going a change in space use are upgraded to comply with LPAs for the new space types per Tables C405.4.2(1) or C405.4.2(2). Identify interior spaces requiring LPD upgrade to the current Code in Proposed Lighting Wattage table in LTG -INT -BLD or LTG -INT -SPACE form. Interior and Exterior Lighting Alterations Select all Lighting Power and Lighting Control elements that apply to the scope of the retrofit project. If project includes a combination of spaces where less than 50% of the existing fixtures are replaced in some spaces, and 50% or more of the fixtures are replaced in others, then provide separate lighting power compliance forms for the two retrofit conditions. Spaces undergoing the same type of retrofit may be combined into one lighting power compliance form. Refer to Section C503.6 for additional requirements. All alteration lighting controls shall be commissioned per C408.3. Lighting Power Interior lighting Parking garage Exterior lighting 50% or more of existing are replaced ❑ ❑ ❑ Less than 50% of existing are replaced ❑ ❑ Lamp and/or ballast replacement only — existing total wattage not increased ❑ ❑ ❑ 50% or more replaced - Total lighting power of new + existing -to -remain fixtures shall comply with total LPA per Sections C405.4.2 and C405.5.2. Include new + existing -to -remain fixtures in Proposed Lighting Wattage table in LTG -INT -BLD, LTG -INT -SPACE or LTG -EXT form. Less than 50% replaced - Total lighting power of new + existing -to -remain fixtures shall not exceed the total lighting power prior to alteration. Include new + existing -to -remain fixtures in the Proposed Lighting Wattage table in LTG -INT -BLD, LTG -INT -SPACE or LTG -EXT form. 50% threshold applies to number of luminaires for interior spaces and parking garages, and total installed wattage for exterior luminaires. Lighting Controls Interior lighting Parking garage - Exterior lighting New wiring installed to serve added fixtures and/or fixtures relocated to new circuit(s) ❑ ❑ . New or moved lighting panel ❑ ❑ ❑ Interior space is reconfigured - luminaires unchanged or relocated only ❑ New wiring or circuit - For interior lighting, provide required manual controls per C405.2.3, occupancy sensor controls per C405.2.1, daylight responsive controls per C405.2.4 and application specific lighting controls per C405.2.5. For exterior lighting, provide required controls per C405.2.7. New or moved panel - Provide all applicable lighting controls as noted for New Wiring and automatic time switch controls per C405.2.2. Reconfigured interior space - Provide all required lighting controls that apply to a new interior space. Application specific lighting control provisions per C405.2.5 do not apply to reconfigured spaces. No changes are being made to the interior or exterior lighting systems and existing space uses and configuration are not changed. Interior Lighting - Space -By -Space Method LTG -INT -SPACE 2015 Washington State Energy Code Compliance Forms for Commercial Buildings including R2, R3, R4 over 3 stories and all R1 Revised Nov 2017 Project Title: Mutual Materials Tukwila Tenant Improvement Date 1/1/2017 Calculation Area' s 0 New Construction n Addition - O Addition stand alone + existing O Spaces where < 50% of O Spaces where >_ 50% of O Spaces where the Use luminaires are replaced luminaires are replaced is changing (C505) For Building Department Use LPA Calculation Type ® Standard O Additional Efficiency Package Option C406.3 Reduced Interior Lighting Power To cornply with C406.3. the Proposed LPD shall be 25% lower than the Target LPA. Refer to C406.3 for additional requirements. User Note 4 Maximum Allowed Lighting Wattage NOTE' 128 Location (plan #, room #) Space Type Height'—' 2 Gross Interior Area in ft2 Allowed Watts per ft2 Watts Allowed (watts/ft2 x area) Restrooms Restroom: all other 8 244 0 . 780 190 Lobby Art/Exhibit Display Allowance from LTG -INT -DISPLAY NOTE 8 Total Area Retail Display 244 LTG -INT -DISPLAY Allowed Watts Allowance from Proposed Retail Display Lighting from LTG -INT -DISPLAY Total Proposed Watts may not exceed Total Allowed Watts for Interior Lighting Total Proposed Watts 191 Proposed Lighting Wattage ""'t' Location (plan #, room #) Fixture Description NOTE 4, 5, 6 Number of Fixtures Watts/ Fixture NOTE 7 Watts Proposed Restrooms Surface Mounted LED Light Fixture 4 32 128 Proposed Retail Display Lighting from LTG -INT -DISPLAY Total Proposed Watts may not exceed Total Allowed Watts for Interior Lighting Total Proposed Watts 128 Interior Lighting Power Allowance COMPLIES Note 1 - List all unique space types per Table C405.4.2(2) that occur in the project scope. Select space type category from drop down menu. Note 2 - Indicate ceiling height for atriums and spaces utilizing the ceiling height adjustment per Table C405.4.2(2), Footnotes d thru f. Note 3 - List all proposed lighting fixtures including exempt lighting equipment and existing -to -remain fixtures. Note 4 - For proposed Fixture Description, indicate fixture type, lamp type (e.g. T-8), number of lamps in the fixture, and ballast type (if included). For track lighting, list the length of the track (in feet) in addition to the fixture, lamp, and ballast information. Note 5 - For lighting equipment eligible for exemption per C405.4.1, note exception number and leave Watts/Fixture blank. Note 6 - Existing -to -remain fixtures shall be included in the Proposed Lighting Wattage table in the same manner as new fixtures. Identify as existing in fixture description. Note 7 - For proposed Watts/Fixture enter the luminaire wattage for installed lamp and ballast using manufacturer or other approved source. For luminaires with screw-in lamps, enter the manufacturer's listed maximum input wattage of the fixture (not the lamp wattage). For low voltage lighting, enter the wattage of the transformer. For line voltage track/busway systems, enter the larger of the attached luminaire wattage or 50 watts/lineal foot, or enter the wattage limit of permanent current limiting device. Note 8 - Lobby Art/Exhibit Display Allowance is independent of the Maximum Allowed Lighting Wattage. Enter all proposed lobby art/exhibit display fixtures in LTG -INT -DISPLAY form only. Note 9 - Calculation Area Details: a. Lighting fixtures in a building addition may comply as a stand alone project, or they may be combined with the overall existing building lighting systems to demonstrate compliance. Refer to C502.1. b. For alterations and building additions, provide Space Types and gross interior areas in the Maximum Allowed Lighting Wattage table. If a building addition will comply as combined with the overall existing building lighting systems, include all applicable existing Space Types and gross interior areas. c. If less than 50% of existing lighting fixtures will be replaced, provide total existing lighting wattage (prior to alteration) in the space provided in the Maximum Allowed Lighting Wattage table. d. If lighting alteration project includes some building areas or spaces where < 50% of luminaires are replaced, and other areas or spaces where >_ 50% of luminaires are replaced, then these areas or spaces may be documented separately. If multiple forms will be completed to demonstrate compliance for the total scope of the alteration project, describe scope covered in form in User Note section. L/THON/A LIglqr,Ng® FEATURES & SPECIFICATIONS INTENDED USE For applications that require general illumination from surface -mounted fixture. Provides high light levels for storage rooms, offices or retail applications. Certain airborne contaminants can diminish the integrity of acrylic and/orpolycarbonate. Click here forAcrylic-PolycarbonateCompatibility table for suitable uses. ATTRIBUTES Linear side prisms control brightness, pyramidal bottom prisms minimize lamp image. Diffuser hinges open from either side for easy maintenance. Full depth, white enamel end plates. CONSTRUCTION Die -formed from Code gauge cold -rolled steel. Channel cover snaps into place without the use of tools. Full end cap factory installed to reduce job site labor. Diffuser is extruded dear acrylic. FINISH Five -stage iron -phosphate pretreatment ensures superior paint adhesion and rust resistance. Finished with high -gloss, baked white enamel. ELECTRICAL SYSTEM Thermally protected, resetting, Class P, HPF, UL listed, CSA Certified ballast is standard. Energy saving and electronic ballasts are sound rated A. Luminaire is suitable for damp locations. AWM, TFN or THHN wire used throughout, rated for required temperatures. 120V ballasts are ENERGY STAR' qualified FCC Class B for residential and commercial applications. Less than 10% THD. Quieter applications. MVOLT ballasts are FuII Tight output -reduced energy. Less than 10%THD. Multi -volt operation, 120-2rn. INSTALLATION Intended for surface mounting, unit installation. LISTING UL and C -UL Listed. WARRANTY 2 -year limited warranty. Complete warranty terms located at: www.acuitvbrands.com/CustomerResources/ferms and conditions.aspx Note: Actual performance may differ as a result of end-user environment and application. Specifications subject to change without notice. Catalog Number Notes Type Narrow -Basket Wraps ORDERING INFORMATION ENERGY Standard Catalog # of # of Ballast Ballast STAR Lamp Pallet Carton Number UPC Description Lamps. Ballasts Wattage Voltage Type Qualllted, Included Qty. Qty. RB232 745973790076 Wraparound 2 1 32 120 Electronic, instant start Y N 144 1 RB217 745976023065 Wraparound 2 1 17 120 Electronic, instant start Y N 288 1 RB232MV 745975747092 Wraparound 2 1 32 MVOLT Electronic, instant start N N 144 1 RB217MV 745976984540 Wraparound 2 1 17 MVOLT Electronic, instant start N N 288 1 Il L/rHDN/A 1.10N27NG' NARROW -BASKET WRAPS FLUORESCENT: One Lithonia Way Conyers, GA 30012 Phone: 800.315.4963 Fax: 770-981.8191 www.lithonia.com ©2009-2018 Acuity Brands Lighting, Inc. AII rights reserved. Rev. 05/10/118 Structural Calculations For Mutual Materials Tukwila Showroom Remodel Tukwila, WA Project # 2170719.20 Project Principal Daniel Booth FILE Design Criteria Design Codes and Standards Codes and Standards: Structural design and construction shall be in accordance with the applicable sections of the following codes and standards as adopted and amended by the local building authority: International Building Code, 2015 Edition. Structural Design Criteria: Live Load Criteria: Stair 100 psf 300 Ib. point Toad 100 psf ADA Ramp Soil Criteria: Based on Geotechnical Engineering Report by: Terra Associates, dated March 16, 2018. Allowable Soil Bearing Capacity: 2,000 psf allow 33% increase for Toads from wind or seismic origin. Active Earth Pressure = 35 psf At Rest Earth Pressure = 50 psf Friction Coefficient = .35 Passive Pressure = 300 Project Description The project consists of accessibility improvements to the existing structure. Improvements will consist of widening the interior stair accessing the main floor from the basement level, and, an exterior concrete ADA ramp from the parking level to the main floor level. 07/06/2018 REVIEWED FOR CODE COMPLIANCE APPROVED 0. AUG 0 9 2018 City of Tukwila BUILDING DIVISION l� tozi RECEIVED CITY OF TUKWILA JUL 23 2018 PERMIT CENTER Project Project No 0 Page of Subject Phone 0 Calculations 0 Fax With/To Fax # ❑ Memorandum Address # Faxed Pages 0 Meeting Minutes Date By 0 Telephone Memo Tis 41. ✓rte. 12.0 J fA. t / (( 4,4 r crtt' G ,571914 �, v -G 4rac� /O y f Or vu'�t ,., l (141. i+)(41j Z?UGC/� 4147 Late /) K 61S- 1,e7 b«J Iw ' r • If this does not meet witn your understanding, please contact us in writing within seven days. THANK YOU. Civil Engineers Structural Engineers Landscape Architects Community Planners Land Surveyors Company IIIRIS JobDesigner Job Number A NEMET$CHEK COMPANY Model Name June 14,2018 1:50 PM Checked By: Wood Material Properties Grade 1 Stringer SOL --- Louisiana ...1.55E LSL_SoiidSt... na v... �...iv� 1 I .•u .3 1 licnn t4.. uc11l t 3] 2 SP Solid Sawn Visually Gr.. Southern Pine No.1 1 .3 .3 .3 .035 3 HF Solid Sawn Visually Gr.. Hem -Fir No.1 1 .3 .035 4 SPF Solid Sawn Visually Gr..i Spruce -Pine -fir I No.1 1 .3 .3 .035 5 24F -1.8E DF B.. Glulam Table 5A 124F -1.8E _DF_BAL na 1 .3 .3 .035 6 24F -1.8E DF U.. Glulam Table 5A {24F-1.8E_DF_UNB... na 1 .3 .3 I .035 7 24F -1.8E SP B.. Glulam I Table 5A i 24F-1.8ESP_BAL na 1 I .3 .3 I .035 I 8 24F -1.8E SP U..I Glulam 1 Table 5A 124F-1.8E__SP_UNB•., na 1 ( .3 .3 .3 .035 .035 Wood Section Sets Label Shape Type WOODIA 1.5X5.875FS I Beam Joint Coordinates and Temperatures Desgn List Material None I Stringer Design Rules Typical A [1n2] I (90.270) [L. 1(0.180) [in4], 8.813 I 1.652 1 25.347 1 Label N1 X [ft] Y [ftj 0 0 2 N2 6,4167 4.44 Temp [Fl 0 0 Joint Boundary Conditions Joint Label X [Win] 1 N1 Reaction 2 N2 Y [Win) Rotation[k-ft/radj Reaction Wood Design Parameters Reaction Label Shape Le I-71 I M1 WOODIA t• 1 I • 1 •- 1 - - . - • . • - - • - • • • • 7.803 .917 .917 .917 Basic Load Cases BLC Description Category DL None X Gravity Y Gravity Joint Point Distributed 2 LL I None Member Distributed Loads (BLC 1 : DL) 1 1 Member Label 1 I M1 Direction Start Magnitude[k/ft (nd Magnitude[Wft.F.. Start Location[ft.%] End Location[ft %j .029 f .029 Y 0 0 Member Distributed Loads (BLC 2 : LL) Member Label 1 ! M1 Direction Y Start Magnitude[k/ft End Magnitude[k/ft F..., Start Location[ft.%] End Location[ft.%) .242 1 .242 0 0 Load Combinations ?escsiptiorn So I 1 DL+LL Yes • YI t,. B RISA -2D Version 17.0.0 [C:\Users\dbooth\Documents\RISA\Model Files\untitled.r2d1 Page 1 Company Job NuDesigner Number ANE.'.1ETSG¢K COMPANY Model Name June 14, 2018 1:50 PM Checked By: Joint Reactions 1 1 ,,,,,� ...�, "I 1 Y [KJ 1.057 MZ [k -ft] 0 2 1 N2 0 1.057 0 3 1 Totals: 0 2.115 -1.272 4 1 COG (ft): X: 3.208 Y: 2.22 -1.696 Member Section Forces Member End Reactions LC Member Label 1 12 1 M1 Mgmber E . Axial[[cj 1 J .602 Shear[k] 869 Moment[k-ft] 0 Member Wood Code Checks (Bv Combination) -.602 1 -.869 1 LC Member Shape UC Max Loc[ft] Shear .. Loc[f;j Fc' [ksi] Ft [ksil Fb' [ksi] Fv' [ksi] RB CL CP Eqn 1 M1 1.5x5.875... 1.003 1 3.82 .361 0 1.797 1 1.75 2.351 .41 5.359 .996 1 .826 1 3.9-3 1 RISA -2D Version 17.0.0 [C:\Users\dbooth\Documents\RISA\Model Files\untitled.r2d] Page 2 """" V., rvudIN anear[Kj Moment[k-ftj 1 1 M 1 1 .602I 0 2 2 .301 .869 1 -1.272 3 3 .435 0 0 -1.696 4 4 -.301 -.435 -1.272 5 5 -.602 -.869 0 Member End Reactions LC Member Label 1 12 1 M1 Mgmber E . Axial[[cj 1 J .602 Shear[k] 869 Moment[k-ft] 0 Member Wood Code Checks (Bv Combination) -.602 1 -.869 1 LC Member Shape UC Max Loc[ft] Shear .. Loc[f;j Fc' [ksi] Ft [ksil Fb' [ksi] Fv' [ksi] RB CL CP Eqn 1 M1 1.5x5.875... 1.003 1 3.82 .361 0 1.797 1 1.75 2.351 .41 5.359 .996 1 .826 1 3.9-3 1 RISA -2D Version 17.0.0 [C:\Users\dbooth\Documents\RISA\Model Files\untitled.r2d] Page 2 Project Project No. Subject Phone WithiTo Fax # Address # Faxed Pages Date By 5T-44; c4_ t _ "294 t: ❑ Page of ❑ Calculations ❑ Fax O Memorandum ❑ Meeting Minutes ❑ Telephone Memo CA:0 t - t,1,,., = I u u (sl Cau I✓,`f- ILps x /sS E' [.s L (< 1 If this does not meet with your understanding, please contact us in writing within seven days. THANK YOU. Civil Engineers Structural Engineers Landscape Architects Community Planners Land Surveyors Company IhRls Job Designer Jm ob Number A NEMETSCHEK COMPANY Model Name June 14, 2018 2:19 PM Checked By: Wood Material Properties 1 - - Strinaer •�r SCL --.-...,...v., !Louisiana ... vy,Oi 1.55E LSL_SolidSt... UI CALM na lrm tmQQ NU 1 2 SP Solid Sawn Usually Gr.. Southern Pine No.1 1 3 .3 1 3 HF Solid Sawn Visually Gr.. Hem -Fir No.1 .3 1 1 4 SPF Solid Sawn Visually Gr.. Spruce -Pine -fir No.1 .3 1 1 5 24F -1.8E DF B.. Glulam Table 5A 24F-1.8E_DF_BAL na .3 1 6 24F -1.8E DF U.. Glulam Table 5A 24F-1.8E_DF_UNB.., na .3 1 1 .3 7 24F -1.8E Sr B.. Glulam Table 5A 24F-1.8E_SP_UAL 8 24F -1.8E SP U.. Glulam Table 5A na 24F-1.8E_SP_UNB.._ na Wood Section Sets 1 Therm (1.:. De LW(ft^3] .3 .035 .3 .3 .3 .3 .035 .3 3 .3 1 1 .3 .3 .035 .035 .035 .035 .035 .035 Label Shape Type Design List Material Design Rules A [int] I (90 270) [i I (0.180) [in4] WOOD1A 1X5.875FS 1 Beam 1 None 1 Stringer i Typical 1 5.875 1 .49 1 16.898 Joint Coordinates and Temperatures 1 N1 ,.,,.I 0 1 t I'u 0 temptr-J 0 2 N2 2.4167 1 2 0 0 1 3 N3 4.8333 .': 0 0 Joint Boundary Conditions 1 21 3 1 JointLabel_ N1 Reaction Y. [Win] Reaction N2 Reaction RQItion[k-ft/rad] N3 Reaction Wood Design Parameters 1 2 Label Shape Length[ft Le-out[ftj Mi 1 WOOD1A 2.417 .917 M2 1 WOOD1A 2.417 .917 Le-in[ft] le -bend to... le -bend bo... K -out K -in .917 .917 CV Cr Out sway In sway .917 1 .917 Basic Load Cases • • 1 . .. DL ,, ,.Y,PS,r None r,JICIVRY %lwlu rvtnt utstnputeo 2 2 LL None 1 .012 I 2 3 LL2 None 1 Member Distributed Loads (BLC 1 : DL) 1 .. M1_�-- IMI _.. Y .,.,y,,,.,.,...pvn .012 1.-t iv rviau ynu uatryr L l... . va G ( LVCALtUnLIt.7°f .012 0 C n a LQQatuOnti[.7°J 0 2 M2 Y .012 .012 1 0 0 Member Distributed Loads (BLC 2 : LL) Member Label 1 L2 M1 M2 Direction Y Y Start Magnitude[k/ft ... End Magnitude[klft.F. .1 i .1 1 .1 Start Location[ft.%] End Location[ft.%] 0 i 0 0 0 RISA -2D Version 17.0.0 [Q:\2017\2170719\20_STR\NON_CAD\CALCs\Stair Tread.r2d] Page 1 Company bRISA Designer Job Number ANEMETSC.EK COMPANY Model Name June 14, 2018 2:19 PM Checked By: Load Combinations 1 Description Sol PD SR BLC Fact. 8LCFact.. BLC Fact BLC Fact BLC Fact. BLC Fact BLC Fact.. BLC Fact ...BLC Fact.,.BLC Fact.. DL+LL jYes] Y 11 -1 2 -1 2 DL+LL2 Yes l Y 1 -1 3 -1 Joint Reactions l 1 1 N1 .. L..1 0 1 lrsl 103 IVIG.. in IBJ 0 2 1 N2 0 .336 0 3 1 N3 0 .103 0 4 1 Totals: 0 .541 5 1 COG (ft): X: 2.417 Y: 0 2 6 2 N1 0 .133 0 17 2 N2 0 .241 0 8 2 N3 0 -.016 0 9 2 Totals: 0 .358 0 10 2 COG (ft): X: 1.405 Y: 0 Member Section Forces L 1 1 M1 1 • V....LL•.1 0 Y•Iwnljlj .103 IVIVIIICI ILEI\ -I LJ 0 2 2 0 .035 -.042 3 1 M2 3 0 -.033 -.042 4 4 0 -.1 -.002 5 2 M1 5 0 -.168 0 6 1 M2 1 2 - 0 0 .168 .1 .079 .079 -.002 7 2 8 i 0 3 0 .033 -.042 9 J 0 4 0 -.035 -.042 10 5 0 -.103 0 11 2 M1 1 0 .133 0 12 2 0 .126 -.078 13 3 0 .119 -.153 14 - - 4 0 -.188 -.041 15 5 0 -.196 16 2 M2 1 0 .045 .074 17 2 0 .038 .074 MI 19 3 0 .031 .049 4 0 .024 .028 20 5 0 .016 .012 0 Member End Reactions Avialrkl 1 1 M1 1 0 .103 0 2 J 0 -.168 3 1 M2 1 0 .168 .079 .079 4 J 0 -.103 0 5 2 M1 1 0 .133 0 6 J 0 -.196 7 2 M2 i 0 .045 .074 .074 8 _ J 0 .016 0 RISA -2D Version 17.0.0 [Q:\201712170719\20_STR\NON_CAD\CALCs\Stair Tread.r2d] Page 2 Company Designer Job Number A NEM TSCr1EK COMPANY Model Name June 14, 2018 2:19 PM Checked By: Member Wood Code Checks (Bv Combination) 1 1 M1 1X5.875FS i _ ... ,. .071 , ..q., 2.417 ...,..,.. .105 .,��,,, 2.417 , ,. rkg. 2.055 , < lno 1U 1Na�I 1.75 12.339 r -V lnsi� .41 ND 8.039 CL 1..1-' tqn 3.9-3 2 1 1 M2 1X5.875FSI .071 0 .105 0 2.055 1.75 2.339 .41 8.039 .991 1 .945 3.9-3 1 3 2 ' M1 1 X5.875FS I .136 1.208 .122 2.417 2.055 1.75 2.339 .41 18.039 .991 1 .945 3.9-3 4 2I M2 1X5.875FS .066 0 .028 1 0 2.0551 1.75 2.339 .41 8.039 .991 .991 .945 .945 3.9-3 RISA -2D Version 17.0.0[Q:12017\2170719120_STR\NON_CAD\CALCs\Stair Tread.r2d] Page 3 Project Project No Subject Phone WithlTo Fenit r Address *Faxed peas Date ‘.,4". el, "q .,,, • 31" LI 40 : 4,s l (l/4 1f yeti 4. 13 Pale of E Calculations - CI Feix 1 Metnomndwat Civil Engineers ,Vatetunt4Erigineers 7' Or f/Z1P,14-/1040/21:1 /4V9,5,1 4'0 Ovdeto - (A +(.& P=ia� % r Zr1 s Zry Ilii //:,t' ', p I, 4040 !r v S 5 Lesko mos.$12 1 (; I 4.S'ell ?„ her Y Fr r bi • #4.3:..) Os. r3 Landscape Architects Community Planners Land Surveyors cr,vs. if loetifl If this does not meet with your understanding, please contact us in writing within seven days. YOU. A +■ Vpif,rpsl Title Block Line 1 You can change this area using the "Settings' menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Wood Beam Project Title: Engineer: Project ID: Project Descr: Description : Landing Joists CODE REFERENCES Printed: 14 JUN 2018, 2:41PM File = Q:1201712170719120_STRINON_CADICALCs1M8SN9B-3,EC6 Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : ASCE 7-10 Material Properties Analysis Method : Allowable Stress Design Load Combination ASCE 7-10 Wood Species Wood Grade : Hem Fir No.2 Fb + 850 psi Fb 850 psi Fc Prll 1300 psi 405 psi 150 psi 525 psi Fc - Perp Fr/ Ft Beam Bracing : Beam is Fully Braced against lateral -torsional buckling D(0.01596) L(0.133) b � E : Modulus of Elasticity Ebend-xx 1300ksi Eminbend - xx 470ksi Density 26.83pcf Repetitive Member Stress Increase 2x8 Span = 4.833 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.0120, L = 0.10 ksf, Tributary Width = 1.330 ft, (Landing Loads) DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span fb : Actual FB : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Overall Maximum Deflections Load Combination Span 0.343 1 2x8 402.57 psi 1,173.00 psi +D+L+H 2.417ft Span # 1 0.027 in 0.000 in 0.030 in 0.000 in Maximum Shear Stress Ratio Section used for this span fv : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs Ratio = Ratio = Ratio = Ratio = 2186 >=360 0 <360 1926 >=240 0 <240 Design OK Max. "= Dell Location in Span Load Combination 0.252: 1 2x8 37.84 psi 150.00 psi +D+L+H 0.000 ft Span # 1 Max. "+" Defl Location in Span +D+L+H Vertical Reactions 0.0301 2.434 Support notation : Far left is #1 0.0000 0.000 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum Overall MINimum +D+}l +D+L+H +D+Lr+H +D+S+H 0.365 0.321 0.043 0.365 0.043 0.043 0.365 0.321 0.043 0.365 0.043 0.043 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Wood Beam Project Title: Engineer: Project ID: Project Descr: Printed: 14 JUN 2018, 2:41PM Description : Landing Joists Vertical Reactions Load Combination Support notation : Far left is #1 Flle = 0:1201712170719120_STR\NON_CAD\CALCs1M8SN9B-3.EC6 Values in KIPS Support 1 Support 2 +D+0.750Lr+0.750L#t +D+0,750L+0.750S+H +D+0,60W+H +D+0.70E+H +D+0.750Lr+0,750L+0.450W+H +0+0,750L+0.750S+0.450W+H +D+0.750L+0.750S+0.5250E+H +0.60D+0.60W+0.60H +0.60D+0.70E+0.60H D Only Lr Only L Only S Only W Only E Only H Only 0.285 0.285 0.043 0.043 0.285 0.285 0.285 0.026 0,026 0.043 0.285 0.285 0.043 0.043 0.285 0.285 0.285 0.026 0.026 0.043 0.321 0.321 WALL STUD ANALYSIS SPACING = 16 " o.c. AXIAL WALL LOAD = 0 plf SIDE (HANGER) LOAD = 595 plf LATERAL LOAD = 5 psf COLUMN HEIGHT = 9 ft LDF = 1.00 (FLOOR LL) MOMENT = 68 Ib -ft /stud AXIAL STUD LOAD = 793 Ib/stud LATERAL REACTION = 30 lbs SPECIES GRADE HEM FIR 2 E = 1300 ksi Fc = 1250 psi Fb = 850 psi ASSUMING buckling, temperature, & wet service factors = 1 le/d = 30.9 Cf = 1.15 (COMP.) 1.50 (BEND) FcE = 410 psi Cr = 1.15 CD = 1 F'c — 1438 psi e = 2.25 in. Cp = 0.27 fb = 264 psi F"c Pc (Cp) = 382 psi F'b = 1466 psi fc = 151 psi (1-fc/FcE) = 0.63 z = (1+.234(fc/FcE)) = 1.09 1 fc 1 2 fb+fc(6e/d)z 1- 1 + 1 Fuc I (1-fc/FcE)F'b USE 0.16 + 0.97 = 2 X 4 @ 16 "o.c. HEM FIR # 2 DEFL. = 0.33 in. = L / 329 NO GOOD 1 1 Lateral Load Applied to Stem I 1 4Jse menu item Settings > Printing & Title Block to set these five lines of information for your program. This Wall in File: q:1201712170719\20 str\non_cad\calcs\ramp2.RPX Title Mutual Materials Job # : Dsgnr: D Booth Description..,. Page : 1 Date: 15 JUN 2018 RetainPro (c) 1987-2017, Build 11.17.11.03 License : KW -06057224 License To : AHBL, INC 1 Criteria Retained Height Wail height above soil = Slope Behind Wall = Height of Soil over Toe = Water height over heel = 3.00 ft 0.50 ft 0.00 6.00 in 0.0 ft Surcharge Loads Surcharge Over Heel = 100.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load Axial Live Load = Axial Load Eccentricity = 0.0 lbs 0.0 lbs 0.0 in 1 Design Summary Wall Stability Ratios Overturning Sliding Total Bearing Load = ..resultant ecc. _ Soil Pressure @ Toe = Soil Pressure @ Heel = Allowable = Soil Pressure Less Tha ACI Factored @ Toe = ACI Factored © Heel Footing Shear @ Toe = Footing Shear @ Heel = Allowable = Sliding Calcs Lateral Sliding Force less 100% Passive Force = less 100% Friction Force = Added Force Req'd = ....for 1.5 Stability = 1 2.60 OK 1.51 OK 1,181 lbs 4.29 in Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,ACI 530-13 1,025 psf OK 24 psf OK 2,000 psf n Allowable 1,435 psf 34 psf 0.5 psi OK 3.3 psi OK 75.0 psi 377.2 lbs 156.3 lbs 413.3 lbs 0.0 lbs OK 0.0 lbs OK Soil Data Allow Soil Bearing = 2,000.0 psf Equivalent Fluid Pressure Method Active Heel Pressure = 35.0 psf/ft 1 Passive Pressure Soil Density, Heel Soil Density, Toe FootinglISoii Friction Soil height to ignore for passive pressure = 250.0 psf/ft = 110.00 pcf = 110.00 pcf 0.350 = 12.00 in Lateral Load ...Height to Top ...Height to Bottom Load Type 0.0 #/ft 0.00 ft = 0.00 ft = Wind (W) (Service Level) 0.0 psf Wind on Exposed Stem = (Service Level) Adjacent Footing Load Adjacent Footing Load Footing Width Eccentricity Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio 0.0 lbs 0.00 ft 0.00 in 0.00 ft Line Load 0.0 ft 0.300 Stem Construction I 3rd 2nd Bottom Stem OK Stem OK Stem OK Design Height Above Ftg ft = 5.33 3.33 0.00 Wall Material Above "Ht" = Concrete Concrete Concrete Design Method = LRFD LRFD LRFD Thickness = 8.00 8.00 8.00 Rebar Size = # 5 # 5 # 5 Rebar Spacing = 16.00 16.00 16.00 Rebar Placed at = Center Center Center Design Data fb/FB + fa/Fa = 0.000 Total Force © Section Service Level lbs = Strength Level lbs = 404.7 Moment....Actual Service Level ft-# = Strength Level ft-# = 481.1 Moment Allowable ft-#= 3,945.8 3,945.8 3,945.8 Shear Actual Service Level psi = Strength Level psi = Shear Allowable psi = 82.2 Anet (Masonry) in2 = Rebar Depth 'd' in = 4.00 Masonry Data fm psi = Fs psi = Solid Grouting = Modular Ratio 'n' _ Wall Weight psf= 100.0 Short Term Factor = Equiv. Solid Thick. _ Masonry Block Type = Medium Weight Masonry Design Method = ASD Concrete Data fc psi= 3,000.0 3,000.0 3,000.0 Fy psi = 60,000.0 60,000.0 60,000.0 Vertical component of active lateral soil pressure IS considered in the calculation of soil bearing pressures. Load Factors Building Code Dead Load Live Load Earth, H Wind, W Seismic, E IBC 2015,ACI 1.200 1.600 1.600 1.000 1.000 0.000 0.122 8.4 82.2 82.2 4.00 4.00 100.0 100.0 1 Use menu item Settings > Printing & Title Block to set these five lines of information for your program. This Wall in File: q:\2017\2170719\20_strinon_cad\calcs\ramp2.RPX RetainPro (c) 1987.2017, Build 11.17.11.03 License : KW -06057224 License To : AHBL, INC Title Mutual Materials Job # : Dsgnr: D Booth Description.... Page : 2 Date: 15 JUN 2018 Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,ACI 530-13 Concrete Stem Rebar Area Details 3rd Stem As (based on applied moment) (4/3) * As : 200bd/fy : 200(12)(4)/60000 : 0.0018bh : 0.0018(12)(8) : Required Area : Provided Area : Maximum Area : Vertical Reinforcing 0 in2/ft 0 in2/ft 0.16 in2/ft 0.1728 in2/ft 0.1728 in2/ft 0.2325 in2/ft 0.6503 in2/ft Horizontal Reinforcing Min Stem T&S Reinf Area 0.351 in2 Min Stem T&S Reinf Area per ft of stem Height : 0.192 in2/ft Horizontal Reinforcing Options : One layer of : Two layers of : #4@ 12.50 in #5@ 19.38 in #6© 27.50 in #4@ 25.00 in #5@ 38.75 in #6@ 55.00 in 2nd Stem As (based on applied moment) : (4/3) *As : 200bd/fy : 200(12)(4)/60000 : 0.0018bh : 0.0018(12)(8) : Required Area : Provided Area : Maximum Area : Vertical Reinforcing 0 in2/ft 0 in2/ft 0.16 in2/ft 0.1728 in2/ft 0.1728 in2/ft 0.2325 in2/ft 0.6503 in2/ft Horizontal Reinforcing Min Stem T&S Reinf Area 0.384 in2 Min Stem T&S Reinf Area per ft of stem Height : 0.192 in2/ft Horizontal Reinforcing Options : One layer of : Two layers of : #4@ 12.50 in #5@ 19.38 in #6@ 27.50 in #4@ 25.00 in #5@ 38.75 in #6@ 55.00 in Bottom Stem As (based on applied moment) : (4/3) * As : 200bd/fy : 200(12)(4)/60000 : 0.0018bh : 0.0018(12)(8) : Required Area : Provided Area : Maximum Area : Vertical Reinforcing 0.029 in2/ft 0.0387 in2/ft 0.16 in2/ft 0.1728 in2/ft • 0.1728 in2/ft 0.2325 in2/ft 0.6503 in2/ft Footing Dimensions & Toe Width Heel Width Total Footing Width Footing Thickness Key Width = Key Depth = Key Distance from Toe = fc = 2,500 psi Fy = Footing Concrete Density = Min. As% = Cover @ Top 2.00 @ Strengths 0.50 ft 1.75 2.25 12.00 in 0.00 in 0.00 in 0.00 ft 60,000 psi 150.00 pcf 0.0018 Btm = 3.00 in 1 Horizontal Reinforcing Min Stem T&S Reinf Area 0.639 in2 Min Stem T&S Reinf Area per ft of stem Height : 0.192 in2/ft Horizontal Reinforcing Options : One layer of : Two layers of : #4@ 12.50 in #5© 19.38 in #6@ 27.50 in #4@ 25.00 in #5@ 38.75 in #6@ 55.00 in Footing Design Results Toe Heel Factored Pressure = 1,435 34 psf Mu' : Upward = 166 152 ft-# Mu' : Downward = 31 432 ft-# Mu: Design = 136 280 ft-# Actual 1 -Way Shear = 0.47 3.29 psi Allow 1 -Way Shear = 40.00 40.00 psi Toe Reinforcing = # 7 @ 16.00 in Heel Reinforcing = # 6 @ 16.00 in Key Reinforcing = None Spec'd Other Acceptable Sizes & Spacings Toe: Not req'd: Mu < phi*5*lambda*sgrt(fc)*Sm Heel: Not req'd: Mu < phi*5*lambda*sgrt(fc)*Sm Key: No key defined Min footing T&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: #4@ 9.26 in #5@ 14.35 in #6@ 20.37 in 0.58 in2 0.26 in2 /ft If two layers of horizontal bars: #4@ 18.52 in #5@ 28.70 in #6@ 40.74 in 1 Use menu item Settings > Printing & Title Block to set these five lines of information for your program. This Wall in File: q:\2017\2170719120_str\non_cad\calcs\ramp2.RPX Title Mutual Materials Job # : Dsgnr: D Booth Description.... Page : 3 Date: 15 JUN 2018 RetainPro (c) 1987-2017, Build 11.17.11.03 License : KW06057224 License To ; AHBL, INC Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,ACI 530-13 Summary of Overturning & Resisting Forces & Moments Item .....OVERTURNING Force Distance Moment lbs ft ft-# Heel Active Pressure = 280.0 1.33 Surcharge over Heel = 97.2 2.00 Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = 373.3 194.4 Total 377.2 O.T.M. 567.8 Resisting/Overturning Ratio Vertical Loads used for Soil Pressure = 2.60 1,180.8 lbs Vertical component of active lateral soil pressure IS considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS considered in the calculation of Overturning Resistance. Tilt RESISTING Force Distance Moment lbs ft ft-# 1 Soil Over Heel Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = * Axial Live Load on Stem = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) _ Earth @ Stem Transitions= Footing Weight = Key Weight = Vert. Component 357.5 108.3 27.5 350.0 337.5 1.71 1.71 0.25 0.83 1.13 2.25 610.7 185.1 6.9 291.7 379.7 Total = 1,180.8 lbs R.M.= 1,474.0 * Axial live load NOT included in total displayed or used for overturning resistance, but is included for soil pressure calculation. Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus Horizontal Defi @ Top of Wall (approximate only) 250.0 pci 0.044 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. City of Tukwila Allan Ekberg, Mayor Department of Community Development - Jack Pace, Director April 11, 2019 Tyler Litzenberger 11335 NE 122"d Way Suite 105 Kirkland, WA 98034 RE: Request for Extension #1 Permit Number D18-0221 Dear Mr. Litzenberger, This letter is in response to your written request for an extension to Permit D18-0221. The Building Official, Jerry Hight, has reviewed your letter and considered your request to extend the above referenced permit. It has been determined that the City of Tukwila Building Division will be granting an extension to the permit through September 09, 2019. If you should have any questions, please contact our office at (206) 431-3670. Sincerely, Jaz Salazar Permit Technician File: Permit No. D18-0221 Tukwila City Hall • 6200 Southcenter Boulevard • Tukwila, WA 98188 • 206-433-1800 • Website: TukwilaWA.gov March 7,2019 Tukwila Building Department Attn: Building Official 6300 Southcenter Blvd. Suite #100 Tukwila, WA 98118 RE: D18-0221 Permit Extension To Whom it May Concern; This letter is to request a time extension for permit #D18-0221. Due to permitting issues and design changes, Mutual Materials project did not start in 2018 as originally planned. Because of this, we are requesting that the permit be extended for an additional 180 days. Sincerely, Colby LeClaire, Project Manager Northway Construction 253.329.8060 RECEIVED CITY OF TUKWIL MAR 0 7 2019 PERMIT CENTEI4 Request for pExtensio_ # I Current Expiration Date: J= Extension Request: / G Vr Approved for [ o d days ❑ Denied (provide explanation) Signature nitials 2/7/2019 City of Tukwila Department of Community Development (7 TYLER LITZENBERGER 11335 NE 122ND WAY - SUITE 105 KIRKLAND, WA 98034 RE: Permit No. D18-0221 MUTUAL MATERIALS - TI 4302 S 104TH PL Dear Permit Holder: Allan Ekberg, Mayor Jack Pace, Director In reviewing our current records, the above noted permit has not received a final inspection by the City of Tukwila Building Division. Per the International Building Code, International Mechanical Code, Uniform Plumbing Code and/or the National Electric Code, every permit issued by the Building Division under the provisions of these codes shall expire by limitation and become null and void if the building or work authorized by such permit has not begun within 180 days from the issuance date of such permit, or if the building or work authorized by such permit is suspended or abandoned at any time after the work has begun for a period of 180 days. Your permit will expire on 3/9/2019. Based on the above, you are hereby advised to: 1) Call the City of Tukwila Inspection Request Line at 206-438-9350 to schedule for the next or final inspection. Each inspection creates a new 180 day period, provided the inspection shows progress. -or- 2) Submit a written request for permit extension to the Permit Center at least seven(7) days before it is due to expire. Address your extension request to the Building Official and state your reason(s) for the need to extend your permit. The Building Code does allow the Building Official to approve one extension of up to 180 days. If it is determined that your extension request is granted, you will be notified by mail. In the event you do not call for an inspection and/or receive an extension prior to 3/9/2019, your permit will become null and void and any further work on the project will require a new permit and associated fees. Thank you for your cooperation in this matter. Sincerely, Jazzel Salzar Permit Technician File No: D18-0221 6300 Southcenter Boulevard Suite #100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 7/24/2018 *Mutual Materrial TI @ 10411 MLK Jr Way S D18-0221 - David McPherson RE: Mutual Materrial Ti`@ 10411 MLK Jr Way S D'i8' 0221 Joanna Spencer Tue 7/24/2018 10:22 AM To:Todd Reedy <Todd.Reedy@TukwilaWA.gov>; cc:David McPherson<David.McPherson@TukwilaWA.gov>; Todd, You are right. It is the Lindal Cedar Homes site. I checked the parcel #. Thanks, Joanna From: Todd Reedy Sent: Monday, July 23, 2018 3:29 PM To: Joanna Spencer <Joanna.Spencer@TukwilaWA.gov> Subject: RE: Mutual Materrial TI @ 10411 MLK Jr Way S D18-0221 Hello Joanna, I could not find the address 10411 MLK Jr Way. Mutual Materials purchased the Lindal Cedar Homes property which has the address'4300 S 104th Place. Do you know if this is the same property? If so we do not have record of any testable backflow preventers. -No RPPA installed on 2" domestic service for premise isolation. -We have never received a test report for a DCVA on their landscape irrigation system. -The fire sprinkler connection is not a testable DCDA. Let me know if you have any questions, Todd Reedy Water Quality Specialist Tukwila Water Department (206)431-2169 (206)571-6309 cell From: Joanna Spencer Sent: Monday, July 23, 2018 10:50 AM To: Todd Reedy <Todd.Reedy@TukwilaWA.gov> Cc: David McPherson<David.McPherson@TukwilaWA.gov>; Joanna Spencer <Joanna.Spencer@TukwilaWA.gov> Subject: Mutual Materrial TI @ 10411 MLK Jr Way S D18-0221 Hello Todd, Are their backflows up- to date? JOANNA SPENCER Development Engineer Tukwila Public Works 6300 Southcenter Blvd, Suite 100, Tukwila, WA 98188-2544 Phone: 206 431-2440 Fax: 206 431-3665 https://outlook.office365.com/owa/?viewmodel=ReadMessageltem&ItemID=AAMkADFIYzQ2NmJiLWRIMDAtNGFjMi1 hN2M1 LTU4NzY5ODM20DVjZg... 1/1 3ERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D18-0221 DATE: 07/23/18 PROJECT NAME: MUTUAL MATERIALS - TI SITE ADDRESS: 10411 MARTIN LUTHER KING JR WAY S X Original Plan Submittal Response to Correction Letter # Revision # before Permit Issued Revision # after Permit Issued DEPARTMENTS: PONU ►dry ,V6 Building Division ip �J(/) 146 Public Works A -1-A Aux_ Fire Prevention ir Structural r\A&)1 Planning Division Permit Coordinator ip PRELIMINARY REVIEW: Not Applicable n (no approval/review required) DATE: 07/24/18 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved ❑ Approved with Conditions Corrections Required Denied (corrections entered in Reviews) (ie: Zoning Issues) DUE DATE: 08/21/18 Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg 0 Fire ❑ Ping ❑ PW 0 Staff Initials: . 12/18/2013 NORTHWAY CONSTRUCTION IIS Horne Espanol Contact Safety & Health Claims & Insurance IdiI)Washington State Department of Labor & industries Page 1 of 3 A-7, Index Help My I>&t Workplace Rights Trades & Licensing NORTHWAY CONSTRUCTION INC Owner or tradesperson Principals FRY, KYLE RAY, PRESIDENT FRY, SONYA LEIGH, SECRETARY (End: 01/29/2016) Doing business as NORTHWAY CONSTRUCTION INC 1433 VALENTINE AVE SE SUITE 102 PACIFIC, WA 98047 253-735-8100 KING County 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. NORTHCI905CQ Effective — expiration 02/18/2010— 02/18/2020 Bond ................. DEVELOPERS SURETY & INDEM CO Bond account no. 250161C $12,000.00 Received by L&I Effective date 01/24/2011 02/01/2011 Expiration date Until Canceled Insurance .................... BITCO National Ins Co $1,000,000.00 Policy no. CLP3632077 Received by L&I Effective date 11/27/2017 01/18/2016 Expiration date 01/18/2019 Insurance history Savings No savings accounts during the previous 6 year period. Lawsuits against the bond or savings No lawsuits against the bond or savings accounts during the previous 6 year period. L&I Tax debts .......... No L&I tax debts are recorded for this contractor license during the previous 6 year period, but some debts may be recorded by other agencies. Help us improve https://secure.lni.wa.gov/verify/Detail.aspx?UBI=602977633&LIC=NORTHCI905CQ&SAW= 9/10/2018 NORTHWAY CONSTRUCTION INC License Violations No license violations during the previous 6 yc . eriod. 0 Workers' comp Do you know if the business has employees? If so, verify the business is up-to-date on workers' comp premiums. L&I Account ID 190,338-00 Doing business as NORTHWAY CONSTRUCTION INC Estimated workers reported Quarter 2 of Year 2018 "21 to 30 Workers" L&I account contact T2 / SUSAN BETTS (360)902-4828 - Email: BETT235@Ini.wa.gov Account is current. Public Works Strikes and Debarments Verify the contractor is eligible to perform work on public works projects. Contractor Strikes No strikes have been issued against this contractor. Contractors not allowed to bid No debarments have been issued against this contractor. Workplace safety and health Check for any past safety and health violations found on jobsites this business was responsible for. Inspection results date 04/09/2018 Inspection no. 317948654 Location 1301 W Meeker St Kent, WA 98032 Inspection results date 03/23/2015 Inspection no. 317935529 Location No violations No violations Page 2 of 3 Help us improve https://secure.lni.wa.gov/verify/Detail.aspx?UBI=602977633&LIC=NORTHCI905CQ&SAW= 9/10/2018 NORTHWAY CONSTRUCTION 16 1804 Garret Street Enumclaw, WA 98022 Inspection results date 02/08/2013 Inspection no. 316580810 Location 1015 N Pearl St. Tacoma, WA 98406 No violations Page 3 of 3 © Washington State Dept. of Labor & Industries. Use of this site is subject to the laws of the state of Washington. Help us improve https://secure.lni.wa.gov/verify/Detail.aspx?UBI=602977633&LIC=NORTHCI905CQ&SAW= 9/10/2018 Scope of Work: Site Location: Parcel #'s: Site Size: Remodel Area: Number of Stories: Type of Construction: Building Height: Mutual Materials Tukwilla Project Information (IBC 2015) Remodel existing showroom building, which will include updates for accessible access and to add accessible restrooms 10411 Martin Luther King Jr Way S Tukwila, WA 98118 032304-9213 68,249+/- Square Feet (1.57+/- Acres) main floor=2529, basement=2102, loft=590 Total=5,221 Two Stories with Mezzanine Type V -B 32'-O" +/- Fire: Zoning: Occupancy Group: Allowable Area: Parking Allowances: Plumbing Analysis: Energy Code: Existing Showroom Remodel Non -Sprinkled Light Insdustrial Mercantile - M (Showroom), Office - B, and storage S-1 Per Table 506.2 - Base Allowable Area = 9,000 S.F. - Warehousing: 1 space per 2,000 sq. ft. usable floor are minimum. -:=Office: 3 per 1,000 sq. ft. usable floor area min. 5,221 sf Occ B = 16 Stalls Required / 25 Stalls Provided 5,221 sf Occ B = 53 occupants, 27 male, 26 female Male - (2) Water Closets, (2) Sinks Required Female - (2) Water Closets, (2) Sinks Required Male - (2) Water Closets, (2) Sinks Provided Female - (2) Water Closets, (2) Sinks Provided Per pre -application meeting, building remodeldoes not change the use, so the existing building envelope can remain unchanged. New Mechanical and Electrical separate submittals will need to meet WSEC 2015 t�Elli thENG1t;I; EERED, t T4 3* 11¢. C,4TJOF�Y STORAGE ;1D ER a A Ir L>!:isiL GRATE R a s „„„ ' i .29 3U 'NIDE / t. ::20' til `El. E. EAS t✓f3 ui (,i GRATE3i�i=2."1.0 CNC i 9 mnn nno_rnvco-euT Awn rc 7199/9n1R 1111.49 PM. 1CARI FTr1N- nWG To PI3F.nc3. ARCH full bleed 13 (36.00 x 24.00 Inches). 1:1 30 60 90 SCALE: 1"=30' Project Team Owner Project Manager Civil Engineer/ Landscape Architect Architect Structural Engineer General Contractor Plumbing/Mechanical Electrical SEPARATE PERMIT REQUIRED FOR: Cl achanicaf Electrical 9/plumbing IE/Gas Piping City of Tukwila BUll_ ' rG DIVISION Mutual Materials, Inc. 605 119th Ave NE Bellevue, WA 98005 Phone: (425) 452-2363 Contact: Mike Jones Vector Development Company 11335 NE 112nd Way, Suite 105 Kirkland, WA 98034 Phone: (425) 968 - 5115 Contact: Tyler Litzenberger Barghausen Consulting Engineers 18215 72nd Ave S Kent, WA 98032 Phone: (425)..251-6222 Contact: Daniel K. Balmelli, PE Tahoma Design Group 535 Dock Street, Suite 211 Tacoma, WA 98402 Phone: (253) 284-9680 Contact: James K. Carleton, AIA AHBL Inc. 2215 North 30th Street, Suite 300 Tacoma, WA 98403 Phone: (253) 383-2422 Contact: Daniel L. Booth, PE, SE Northway Construction 1433 Valentine Ave. SE #102 Pacific, WA 98047 Phone: (253) 735-8100 Contact: Colby LeClaire License: NORTHCI905CQ Exp: 02/18/2020 TBD/Design Build TBD/Design Build Drawing Index CIVIL Under separate cover LANDSCAPING Under separate cover ARCHITECTURAL Sheet CS -R A1.01R A1.02R A1.03R A2.01R A3.01R Title Cover Sheet / Site Plan Basement Floor Plan Main Floor Plan Loft Floor Plan Restroom Plans and Elevations Stair / Ramp Plans and Sections STRUCTU RAL Sheet S0.01R S0.02R S1.01R S2.01R Title Structural Notes Special Inspection and Standard Details Foundation Plan and Overall Section Foundation and CMU Details REVISIONS No changes shall he made to the scope of work without prior approval of Tukwila Building Division NOTA: Revisions will require a new plan submittal and may include additional plan review fees. FILE COPY Perrel* No. 17)fg- d, .g ) Plan.revie:'r?^7rov l i ru! c: t tD c~r rs and omissions. Approval ;,;;,�:;;;:::: ,n 1'. 211; ,o;lts do s not authorize the viola:on of any adopted code or ordinance. Receipt of approved Field Copy and i`' ns is acknowledged: Date:�/%� - l,ri,y of Tukwila BUILDING DIVISION CD CO fa 4.1 Showroom Remode a U 4-0 io Mike Jones (425) 452-2363 605 119th Ave NE, Belleview, WA 98005 REVIEWED FOR CODE COMPLIANCE APPROVED AUG 0 9 2018 AT LW - City of Tukwila BUILDING DIVISION ANN1NG APPROVED • °< ole nges ban be made.to these pians without approval from the [Nanning Division of OCD Approved roved Vt SCIII1pSrn RECEIVED CITY OF TUKWILA JUL 232018 PERMIT CENTER S.BOENG ACCESS RD VICHTY MAP OUR) Z 1 o�� q- `;6 71L4, qb 4 rfiV mr Mfg d N 54'-4 " 25'-6 40'-6 I3'-10$" 6'-6 I9'-0 STORAGE 108 10'-l0i" STORAGE 101 EXISTING WALLS TO REMAIN 28-2i" EXISTING WALLS TO REMAIN I.T./SERVER 106 ■ REMOVE WALLS AND PLUMBING AS INDICATED MECH/ ELEC 105 • 1 11 • STORAGE 103 ■ ■ _1J HALLWAY 101 �\ STORAGE 104 STORAGE 102 REMOVE WALLS AND STAIRS AS INDICATED T+. • 1 \\ 1 I 1 LSI LL JL 101 ♦ v- 4'-10" rr rFTFT1 1 1 1 1 1_1_1_ NNE i=i NEW STAIR AND OPENING AT MAIN LEVEL t/\S N'1' NI.T 1/4" n.\1M71117n7101M oeM1renN17O710 R.Al n1.A1 n'i dwn Al MR 7177/7R1A 11•AA•1 A PM. 1CAPI FICIN. men Tn PDF_nr•3. ARCH full bleed 13 (36.00 x 24.00 Inches). 1:1 GENER4L. NOTES: 1. SEE SHEET AI.02 FOR ARCHITECTURAL NOTES 2. REFER ALSO TO STRUCTURAL DRAWINGS AND NOTES. 3. NO AUTOMATIC FIRE SUPPRESSION SYSTEM 4. EXISTING SUSPENDED CEILING AND LIGHTING TO REMAIN. MODIFY AS REQUIRED AT STAIR c/l REVIEWED FOR' CODE COMPLIANCE APPROVED AUG 0 9 2018 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA JUL 23 2018 PERMIT CENTER (i) a.; ▪ 1 r.) 4.3 CD CD o^ ` Showroom Remode N u Mutual Materials Mike Jones (425) 452-2363 605 119th Ave NE, Belleview, WA 98005 4 4 4 U.' 0 .t71 ce NEW ACCESSIBLE RAMP AND STAIRS SEE SHEET A30IR 16'-61" REMOVE EXISTING AS REQUIRED --� -N Cel \II' -102 (201) ■ • iklN IEEm-�i� EXIT 4 SAMPLES 201 EXISTING WALLS TO REMAIN F ••••-ltM I _ =�1Iii OFFICE 204 11'-21" RECEPTION 202 4i-011 { COPY • MACHINE F.E.\ _L. • FIREPLACE 21-8" LOFT ABOVE SAMPLES 205 EXISTING DOORS TO REMAIN, TYP UNLESS NOTED OTHERWISE WITH DOOR SYMBOL I3'-68" EXISTING WALLS, ASSUME PIPE VENTING CHASE BASED ON BASEMENT PIPING 25'-10" CUT IN DOOR IN EXISTING WALLS TOP OP STAIR i�._ _J III iE 11 CUT IN DOORS AND REMOVE EXISTING AS REQUIRED 0 COFFEE 206 BOT OF STAIR — KEEP EXISTING STAIRS AND WALL 35'-1" F.E. 6'-07" !01) MEN 201 i O MEN WOMEN 208 208 0 WOMEN 209 (210) BREAK 211 COORDINATE DOOR SWING OUT COUNTER WITH SINK AND ), STORAGE C F.E. REFRIGERATOR DECK 10'-5" Ni , 111 F ,1...... O 11"" ,.1`.1 1/4" 114:p n d', n, 7PN�M,mnn ooA f r t 10117,0 D.A7 07.AI f1Q Awn Al n7n 7n1n111a 17.4(197 AM. Irma FMN. DWG To PDF.oc3. ARCH full bleed D (36.00 x 24.00 Inches), 1:1 REMOVE EXISTING STAIR AND WALLS GENERAL NOTES: 1. REFER ALSO TO STRUCTURAL DRAWINGS AND NOTES. 2. NO AUTOMATIC FIRE SUPPRESSION SYSTEM FLOOR PLAN NOTES: I) ALL EXITS SHALL BE ILLUMINATED AT ANY TIME THE BUILDING IS OCCUPIED WITH LIGHT HAVING INTENSITY OF NOT LESS THAN ONE FOOT CANDLE AT FLOOR LEVEL. FIXTURES FOR EXIT ILLUMINATION SHALL BE SUPPLIED FROM SEPARATE SOURCES OF POWER 13Y NOTE 2. 2) THE POWER SUPPLY FOR EXIT ILLUMINATION SHALL NORMALLY BE PROVIDED 8Y PREMISE'S WIRING SYSTEM. IN THE EVENT OF IT'S FAILURE, ILLUMINATION SHALL 13E AUTOMATICALLY PROVIDED FROM AN EMERGENCY BATTERY BACK-UP SYSTEM. 3) EXIT SIGNS SHALL BE INSTALLED ABOVE ALL EXIT DOORS. SIGNS SHALL BE INTERNALLY OR EXTERNALLY ILLUMINATED BY TWO ELECTRIC LAMPS. CURRENT SUPPLY TO ONE OF THE LAMPS SHALL BE PROVIDED BY THE EMERGENCY BATTERY BACK-UP SYSTEM. 4) KEY BOXES SHALL 8E REQUIRED FOR FIRE DEPARTMENT ACCESS. COORDINATE BOX TYPE, KEYING AND LOCATION WITH THE FIRE DEPARTMENT. 5) GENERAL CONTRACTOR TO COORDINATE WITH FIRE MARSHALL FOR REQUIRED NUMBER AND LOCATION OF PORTABLE FIRE EXTINGUISHERS. FLOOR PLAN LEGEND: NOTES: © - INDICATES DOOR NO. I SEE SCHEDULE SHT A3.0I ► EXIT 4 - INDICATES EXIT LIGHT (SEE NOTE 3) ►I - INDICATES ADDITIONAL EGRESS ILLUMINATION (SEE NOTE I) I PORTA1eLE FIRE EXTINGUISHERS NOTES: F.E.--\INDICATES WALL MOUNTED FIRE EXTINGUISHER IN ACCORDANCE WITH 2015 IFC REQUIREMENTS, TRAVEL DISTANCE PER TABLE 906.3(I) IS 15 FEET. PROPOSED EXTINGUISHERS ARE 503 ABC TYPE. REVIEWED FOR CODE COMPLIANCE APPROVED AUG 0 9 2010 City of Tukwila BUILDING DIVISION co 4.0 Showroom Remode V U) CD ro 2 ones (425) 452-2363 605 119th Ave NE, Belleview, WA 98005 RECEIVED CITY OF TUKWILA JUL 23 2018 PERMIT CENTER TY?• o as \ 1 0 .0 0 2170719.00.20 wl 28'-8$" I9'-6" 11 'l_ EXISTING WALLS TO REMAIN (I EXISTING WALLS TO BE REMOVED i1 11 NEW STUD WALL AND D0QRS 11 it L 11'-10 OPEN TO BELOW C 1,302) OPEN 301 ©_ COPY MACHINE EXISTING COL TO REMAIN EXISTING STAIR TO REMAIN OPEN TO BELOW 21'-0 EXIT t Wilco m NOTE: DUCTLESS WALL MOUNTED HVAC UNITS AS REQUIRED n O F T F J_... c O 1; ' I 1/4" .,.. n,..-.. �. �,.�....nn nn....-er.v,.-.n,.n n_e, n._n. no .A,.,.. Al 1110 11111111.181 11 .CO.117 DM ireDI FTAM nun: Tn Dnr nra ADfk fill hinad r (a6.nn x 74 nn 7nrhec1_ 1:1 GENERAL NOTES: 1 SEE SHEET A1.02 FOR ARCHITECTURAL NOTES 2. REFER ALSO TO STRUCTURAL DRAWINGS AND NOTES. 3. NO AUTOMATIC FIRE SUPPRESSION SYSTEM ai ti 0 0 2 Showroom Remode Mike Jones (425) 452-2363 (I) REVIEWED FOR CODE COMPLIANCE , APPROVED AUG 092018 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA JUL 23 2018 PERMIT CENTER 11)1- o aa� 6'-011 MEN 209 MEN 211 • 208 WOMEN 212 2'--12" v NOTE: -2x4 WOOD WALLS INSULATED WITH SOUND BATT -CEILING INSULATED WITH SOUND BATT ABOVE PLYWOOD DECKING ON TOP OF CEILING JOISTS F (:)(=:=)F -' ' J._ ,\14 1/4" 5/8" GYP CEILING AT BOTTOM OF JOIST 1'-0" 1/4" CEILING LEGEND NOTES: 4 4' LONG SURFACE MOUNTED LED LIGHT FIXTURE INDICATES OCCUPANCY MOTION SWITCH 0 CEILING FAN, PER WSEC 2015 1 L 1 /\1`.%.1. 1/4" .....,, ............... ANA ...............-...1.., n n, .,..... ne n.n Ana nmo 1.m.0 AM irnoi FT/11,1 mAtr' .. DrIF nr•1 ADCW hill hlaad fl (16.00 r 74.00 Tnrhes)- 1:1 WOOD FULLY GLAZED DOOR i'-0" 1'-011 PER SCHEDULE O WOOD FULLY GLAZED DOOR 1_ T101 1s PER SCHEDULE © SOLID CORE WOOD DOOR TYP URINAL TYP ACCESSIBLE LAVATORY TYP DRYER AND TRASI-I TYP ACCESSIBLE WATER CLOSET TYPICAL RESTROOM Ti"' OOM F I ><TURE ELEVATIONS 1/4" - 11-0" z LI CEILING ELEV 411. APPROX 8'-0" AFF 10' SHEETS OF 1/2" —� PLYWOOD, CAULK ALL JOINTS AND PENETRATIONS. 2x4 WOOD WALL STUDS AT 16" O.C. AND SOUND BATT fns 1/2" PLYWOOD, CAULK ALL JOINTS AND PENETRATIONS SMM TYPE X GUS CENTER OF 2x8 WOOD SIGN 60" AFF. CEILING JOISTS �- AT 16" O.C. WITH SOUND BATT NOTE: SIGNAGE SHALL COMPLY WITH APPLICABLE PROVISIONS OF ADA GUIDELINES SECTION 4.30 LOCATE ON LATCH SIDE. CHARACTERS AND SYMBOLS SHALL CONTRAST WITH THEIR BACKGROUND- WHITE CHARACTERS ON BLUE BACKGROUND TYPICAL (MEN SHOWN) ACCESS I ISLE S ICINAC E i. NO SCALE M PLAM WAINSCOT WITH METAL EDGE OVER WATER RESISTANT WALL BOARD. 02 24" X 36" MIRROR W/5S. FRAME 03 5.5. SOAP DISP. ® PROTECT EXPOSED HOTWATER AND DRAIN LINES PER ADA REQ.-TYP O l/2" OD. 58. GRAB BAR O 5.S. TOILET PAPER HOLDER O CLEAR AREA 0 PAPER TOWEL DISPENSER 09 5.5. TRASH CONTAINER 10 WATER RESISTANT GYPSUM WALL BOARD W/(2) COATS OF EPDXY PAINT 0 SHEET VINYL COVE BASE 0 LAMINATED COUNTER TOP _ OO c SCS-1ED1.IL-E DOOR NO. OPENING SIZE ELEV TYPE (' \ \ REMARKS \ \ FINISH MATERIAL FINISH 1/4" .....,, ............... ANA ...............-...1.., n n, .,..... ne n.n Ana nmo 1.m.0 AM irnoi FT/11,1 mAtr' .. DrIF nr•1 ADCW hill hlaad fl (16.00 r 74.00 Tnrhes)- 1:1 WOOD FULLY GLAZED DOOR i'-0" 1'-011 PER SCHEDULE O WOOD FULLY GLAZED DOOR 1_ T101 1s PER SCHEDULE © SOLID CORE WOOD DOOR TYP URINAL TYP ACCESSIBLE LAVATORY TYP DRYER AND TRASI-I TYP ACCESSIBLE WATER CLOSET TYPICAL RESTROOM Ti"' OOM F I ><TURE ELEVATIONS 1/4" - 11-0" z LI CEILING ELEV 411. APPROX 8'-0" AFF 10' SHEETS OF 1/2" —� PLYWOOD, CAULK ALL JOINTS AND PENETRATIONS. 2x4 WOOD WALL STUDS AT 16" O.C. AND SOUND BATT fns 1/2" PLYWOOD, CAULK ALL JOINTS AND PENETRATIONS SMM TYPE X GUS CENTER OF 2x8 WOOD SIGN 60" AFF. CEILING JOISTS �- AT 16" O.C. WITH SOUND BATT NOTE: SIGNAGE SHALL COMPLY WITH APPLICABLE PROVISIONS OF ADA GUIDELINES SECTION 4.30 LOCATE ON LATCH SIDE. CHARACTERS AND SYMBOLS SHALL CONTRAST WITH THEIR BACKGROUND- WHITE CHARACTERS ON BLUE BACKGROUND TYPICAL (MEN SHOWN) ACCESS I ISLE S ICINAC E i. NO SCALE M PLAM WAINSCOT WITH METAL EDGE OVER WATER RESISTANT WALL BOARD. 02 24" X 36" MIRROR W/5S. FRAME 03 5.5. SOAP DISP. ® PROTECT EXPOSED HOTWATER AND DRAIN LINES PER ADA REQ.-TYP O l/2" OD. 58. GRAB BAR O 5.S. TOILET PAPER HOLDER O CLEAR AREA 0 PAPER TOWEL DISPENSER 09 5.5. TRASH CONTAINER 10 WATER RESISTANT GYPSUM WALL BOARD W/(2) COATS OF EPDXY PAINT 0 SHEET VINYL COVE BASE 0 LAMINATED COUNTER TOP _ OO c SCS-1ED1.IL-E DOOR NO. OPENING SIZE ELEV TYPE DOOR FRAME HARDWARE SET NO REMARKS WIDTH x HEIGHT MATERIAL FINISH MATERIAL FINISH (101) 3'-0" x 1'-0" O HM INS PT HM PT 2 108 3'-0" x 1'-0" O NM INS PT HM PT 2 REVERSE DOOR SWING TO GO OUTWARD 201 31-0" x V-0" 0 WOOD/GLAZING PT 1 -IM PT 1 REVERSE DOOR SWING TO GO OUTWARD 3'-0" x 1'-0"0 SCUD C5 HM FT 2 (206) 201) 3'-0" x 1'-0" O SCWD C5 HM FT 4 3'-0" x 1'-0" O SCUD CS 1 -IM PT 4 208 �209) 3'-0" x 7'-0" O SCUD C5 HM FT 4 210 3'-0" x 1'-0" Q SCWD CS HM PT 4 3'-0" x 1'-0" Q WOOD/GLAZING C5 1111 FT I REVERSE DOOR SWING TO GO OUTWARD ® 3'-0" x 1-0" O SCWD CS HM PT 2 (302) 1 DOOR SCHEDULE NOTES: 1) ALL EXIT DOORS NEED TO BE OPENABLE FROM THE INSIDE WITHOUT THE USE OF A KEY OR SPECIAL KNOWLEDGE OR EFFORT 2) UTILIZE SMOKE SEAL IN LIEU OF WEATHER STRIPPING AT FIRE RATED DOORS. 3) PROVIDE DOOR ALARMS PER OWNERS SPECIFICATIONS. DOOR SCHEDULE LEGEND ALUM C5 GALV INS HM HM INS MFR PT SCUD SHGC SLR ALUMINUM CLEAR SEALANT/ STAIN (COLOR TO BE SELECTED BY OWNER) GALVANIZED INSULATED HOLLOW CORE WOOD HOLLOW METAL HOLLOW METAL INSULATED MANFACTURED PAINT SOLID CORE WOOD SOLAR HEAT GAIN COEFFICIENT SEALER HARDWARE GROUPS HWI ALL HARDWARE BY MANUFACTURER HW 2 (TYPICAL EXTERIOR EXIT DOORS) 3 EA HINGES EA THRESHOLD SET SMOKE SEAL EA LOCK (MORTISE) EA BUTTS (NRP) EA FLOOR STOP EA CLOSER HW 3 (MECH/STORAGE) 3 EA HINGE I EA STOREROOM LOCK I EA FLOOR STOP 3 EA SMOKE SEAL HW 4 (RESTROOMS) 3 EA HINGE 1 EA LEVER STYLE MORTISE WITH PRIVACY LOCK WITH OCCUPIED INDICATOR 1 EA SURFACE CLOSER 1 EA KICK PLATE 1 EA FLOOR STOP 3 EA SILENCER REVIEWED FOR CODE COMPLIANCE APPROVED AUG 0 9 2018 City of Tukwila BUILDING DIVISION h_J 4J ro Mike Jones (425) 452-2363 605 119th Ave NE, Belleview, WA 98005 RECEIVED CITY OF TUKWILA JUL 232018 PERMIT CENTER 1JIg-oaa1 .23 o2S tp- LL a) ulH a) tne c o 11-1 0 N 0 z 0 n 4 <1 Ra --1 rlc r 0 �r r -r 1 11 In==orf 6'-5" i S T , I i=).L. .' 1/4" NEW RESTROOM WALL HALF HIGH WALL AT EDGE OF STAIR OPENING, WOOD CAP i'-0" HALF HIGH WALL AT EDGE OF STAIR OPENING, WOOD CAP i L 4'-0" I'-0" 1'-0" CLR MIN. • (1) TREADS AT 11"=6'-5" 4'-8" 4'-0" HALF HIGH WALL AT EDGE OF STAIR OPENING, WOOD CAP Cl) TREADS AT II" = 6'-5" cct 41- 0:\2017 \ 2170719 \ 00 1- O:\2017\2170719\00 PRM \CAD\2170719 R-A3.01.dwq, A3.01R, 7/22/2018 11:09:29 PM, ]CARLETON, DWG To PDF.pc3, ARCH full bleed D (36.00 x 24.00 Inches), 1:1 / • / / /1 /\ INFILL BETWEEN COLUMN AND NEW PIPE RAIL WITH WOOD RAILING TO MATCH EXIST DECK RAILING 6'-0" 24.08 24.11 24.09 24.18 2655 2656 / CONCRETE STAIRS / <1 8'- 8'-6" / / — 5'-0" WIDE CONCRETE SIDEWALK, FLUSH WITH PAVEMENT, SEE CIVIL DRAWINGS FOR FINISH GRADE ELEVATIONS / 0 01 TYPICAL HANDICAPPED PARKING STALL (LOCATE PER CIVIL PLANS) / INTERNATIONAL SYMBOL OF ACCESS PAINTED ON PAVING WHEEL STOP PER 12"x18" SIGN (WALL MOUNTED) 2656 STOP OF SLOPE 26.60 z_\ RAMP DOWN 5'-0" 24.01 TOE OF SLOPE 24.10 26.63Q 26.63 26.61 26.61 FF=26.61 lEXISTING STONE COLUMN #i SUPPORTS °°.- RAILING DECK WITH WOOD RAILING i.. ----EXISTING EXTERIOR WALL OF BUILDING STA 1 1 /\r i r 1_ AN 1/4" CONCRETE LANDING WITH MAX 2% SLOPE 11-011 1 1/2" STANDARD PIPE RAIL, PAINTED, TYP NOTE : MOUNT SIGN ON POST WHERE POSSIBLE 2" DIA. G.I.P. SCH. 40 1'-0"' RESERVED PARKING STATE DISABLED PARKING PERMIT REQUIRED (llimmuumwrrsSY ACCESSIBLE -tHl9 SIGN AT VAN ACCESSIBLE STALL ONLY M CONCRETE 4 k AN 1 C Al 1 l RK I NG � I GNAG E NOT TO SCALE 7 6'-011 I3/I6" DIA HOLES — CONCRETE LANDING WITH MAX 2% SLOPE I 1/2" STANDARD PIPE RAIL, PAINTED, TYP m et 1. �r CONCRETE WALK FACE OF SIDEWALK 24" (2) w3 BARS 3:1 SAND 4 CEMENT GROUT I" DEPTH NON -SHRINK GROUT 8" MIN 10" MAX. 2" CLEARANCE (TYP) (2) i'(o BARS z F'RE CAST CEMENT CONCRETE REVIEWED FOR CODE COMPLIANCE APPROVED AUG 092018 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA JUL 23 2018 PERMIT CENTER b174- o a a\ CD ro L 13 4.1 CCS CD P L Al O z 0 O 21 0) 3 u 0 ami C 0 a C O c 1 <1 L .41-1 O M STRUCTURAL NOTES 1.1. ANY DISCREPANCY FOUND AMONG THE DRAWINGS, SPECIFICATIONS, THESE NOTES, AND THE SITE CONDITIONS SHALL BE REPORTED TO THE ARCHITECT AND THE STRUCTURAL ENGINEER, WHO SHALL CORRECT SUCH DISCREPANCY IN WRITING, ANY WORK DONE BY THE CONTRACTOR AFTER DISCOVERY OF SUCH DISCREPANCY SHALL BE DONE AT THE CONTRACTOR'S RISK. THE CONTRACTOR SHALL VERIFY AND COORDINATE THE DIMENSIONS AMONG ALL DRAWINGS PRIOR TO PROCEEDING WITH ANY WORK OR FABRICATION, THE CONTRACTOR IS RESPONSIBLE FOR ALL ERECTION BRACING, FORMWORK AND TEMPORARY CONSTRUCTION SHORING. 1.2. BY THE ACT OF SUBMITTING A BID FOR THE PROPOSED CONTRACT, THE CONTRACTOR WARRANTS THAT; 1.2.1, THE CONTRACTOR AND ALL SUBCONTRACTORS HE INTENDS TO USE (INCLUDING AGENTS AND SUPPLIERS) HAVE CAREFULLY AND THOROUGHLY REVIEWED THE DRAWINGS AND STRUCTURAL NOTES AND HAVE FOUND THEM COMPLETE AND FREE FROM AMBIGUITIES AND SUFFICIENT FOR THE PURPOSE INTENDED. 1.2.2. THE CONTRACTOR HAS CAREFULLY EXAMINED THE SITE OF THE WORK AND THAT FROM HIS OWN INVESTIGATIONS, HE HAS SATISFIED HIMSELF AS TO THE NATURE AND LOCATION OF THE WORK, AS TO THE CHARACTER QUALITY, AND QUANTITIES OF MATERIAL AND DIFFICULTIES TO BE ENCOUNTERED, AS TO THE EXTENT OF EQUIPMENT AND OTHER FACILITIES NEEDED FOR THE PERFORMANCE OF THE WORK AND AS TO THE GENERAL AND LOCAL CONDITIONS, AND OTHER ITEMS WHICH MAY IN ANY AFFECT THE WORK OR ITS PERFORMANCE. 1.2,3. THE CONTRACTOR AND ALL WORKERS HE INTENDS TO USE ARE SKILLED AND EXPERIENCED IN THE TYPE OF CONSTRUCTION REPRESENTED BY THE DRAWINGS AND DOCUMENTS BID UPON. 1.2.4. NEITHER THE CONTRACTOR NOR ANY OF HIS EMPLOYEES, AGENTS, INTENDED SUPPLIERS, OR SUBCONTRACTORS HAVE RELIED UPON ANY VERBAL REPRESENTATIONS ALLEGEDLY AUTHORIZED OR UNAUTHORIZED FROM THE OWNER OR HIS EMPLOYEES OR AGENTS, INCLUDING THE ARCHITECT OR ENGINEERS, IN ASSEMBLING THE BID FIGURES. 1.2.5. THE REQUIREMENTS CONTAINED WITHIN THIS SECTION SUPERSEDE REQUIREMENTS AND/OR RECOMMENDATIONS CONTAINED IN THE AISC "CODE OF STANDARD PRACTICE FOR STEEL BUILDING AND BRIDGES", AS WELL AS CASE DOCUMENT 962-D HA GUIDELINE ADDRESSING COORDINATION AND COMPLETENESS OF STRUCTURAL CONSTRUCTION DOCUMENTS" 1.2.6. THE CONTRACTOR AND ALL SUBCONTRACTORS HE INTENDS TO USE ARE AWARE OF AND ACKNOWLEDGE THAT CLOSE COORDINATION AMONG ARCHITECTURAL, STRUCTURAL, MECHANICAL, ELECTRICAL AND OTHER TRADE DRAWINGS IS REQUIRED. 1.2.7. THE CONTRACTOR AND ALL SUBCONTRACTORS HE INTENDS TO USE SHALL RECOGNIZE THAT THE PROJECT CONTRACT DOCUMENTS INCLUDE THE ARCHITECTURAL, STRUCTURAL, MECHANICAL AND ELECTRICAL AND OTHER TRADE DRAWINGS AND SPECIFICATIONS 1,2.8. CONTRACTOR AND ALL SUBCONTRACTORS ACKNOWLEDGE THAT CLOSE COORDINATION BETWEEN DISCIPLINES INCLUDED WITHIN THE CONTRACT DOCUMENTS IS NECESSARY. ELEMENTS THAT WILL REQUIRE CLOSE COORDINATION BY THE CONTRACTOR INCLUDE (BUT ARE NOT LIMITED TO): A. VERIFICATION OF ALL DIMENSIONS INDICATED ON THE ARCHITECTURAL AND STRUCTURAL DRAWINGS B. DETERMINATION OF ALL COLUMN LOCATIONS C. DETERMINATION OF TOP OF FLOOR, TOP OF STEEL, WALL PLATE AND/OR TOP OF BEAM ELEVATIONS D. DETERMINATION OF TOP OF FOOTING ELEVATIONS AND FOOTING STEP LOCATIONS E. MECHANICAUELECTRICAL EQUIPMENT LOCATIONS AND WEIGHTS F. LOCATION AND SIZE OF ALL MECHANICAU ELECTRICAL PENETRATIONS THROUGH WALLS AND FLOORS/ ROOFS G. COORDINATION WITH DESIGNERS/ SUPPLIERS OF PRE- ENGINEERED COMPONENTS (JOISTS, TRUSSES, STAIRS, ETC.) a, THE CONTRACTOR ACKNOWLEDGES THAT TEMPORARY SHORING ANDIOR BRACING MAY BE REQUIRED TO COMPLETE THE PROJECT. DESIGN AND IMPLEMENTATION OF TEMPORARY SHORING AND/OR BRACING DURING CONSTRUCTION IS THE SOLE RESPONSIBILITY OF THE CONTRACTOR, 1.2.9. THE CONTRACTOR AND ALL SUBCONTRACTORS HE INTENDS TO USE SHALL MAKE CONSIDERATION FOR, AND INCLUDE MONIES FOR THE ABOVE IN THE PREPARATION OF THEIR BIDS, 1.2.10, THE CONTRACTOR SHALL NOT SCALE THE ARCHITECTURAL AND STRUCTURAL DRAVVINGS FOR LOCATIONS OF ELEMENTS NOTED ABOVE. 1.2.11. ELECTRONIC COPIES OF THE STRUCTURAL DRAWINGS (PDF'S, CAD DRAWINGS OR BIM MODELS) MAY BE PROVIDED TO THE CONTRACTOR FOR THEIR USE. THESE FILES MAY BE PROVIDED AT THE REQUEST OF THE CONTRACTOR FOR THEIR CONVENIENCE ONLY, THE CONTRACTOR AGREES THAT THESE FILES SHALL NOT SUPERSEDE INFORMATION SHOWN ON THE ORIGINAL BID/ CONSTRUCTION DOCUMENTS, THE CONTRACTOR AGREES TO HOLD THE STRUCTURAL ENGINEER HARMLESS FOR ANY ERRORS OR DISCREPANCIES CONTAINED WITHIN THESE ELECTRONIC FILES. 1.2.12. THE BID FIGURE IS BASED SOLELY UPON THE CONSTRUCTION CONTRACT DOCUMENTS AND PROPERLY ISSUED WRITTEN OR VERBAL REPRESENTATIONS. 1.3. EXISTING BUILDING CONDITIONS 1.3.1. STRUCTURAL DESIGN IS BASED ON EXISTING FRAMING CONDITIONS OBSERVED AND FIELD MEASURED AND/OR DESCRIBED IN ORIGINAL CONSTRUCTION DRAWINGS. FIELD OBSERVATIONS DURING DESIGN ARE LIMITED TO AREAS OPEN TO VIEW AND ACCESSIBLE. 1.3.2. GENERAL CONTRACTOR SHALL FIELD VERIFY ALL EXISTING FRAMING CONDITIONS FOR COMPLIANCE WITH THE INFORMATION SHOWN ON THE STRUCTURAL DRAWINGS PRIOR TO DEMOLITION AND CONSTRUCTION. AS -BUILT DEVIATIONS FROM THE INFORMATION SHOWN ON THE STRUCTURAL DRAWINGS SHALL BE BROUGHT TO THE ATTENTION OF THE ARCHITECT AND THE STRUCTURAL ENGINEER PRIOR TO EXECUTION OF WORK IN THE AREAS AFFECTED BY THE DISCREPANCY. 1.3.3. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO FIELD LOCATE REINFORCING IN EXISTING CONCRETE OR MASONRY CONSTRUCTION PRIOR TO SAW -CUTTING OR CORE -DRILLING. CUTTING OF EXISTING REINFORCING SHALL NOT BE PERMITTED UNLESS DIRECTED BY THE ENGINEER. 1,3,4. WHEN SAW -CUTTING EXISTING CONCRETE OR MASONRY CONSTRUCTION, OVER -CUTTING OF CORNERS SHALL NOT BE PERMITTED. 1A,: CODES • 144.. ALL,METHODS,,MATERIAL8.AND wpgpijANE0R. SHALL CONFORM TO THE?oisiNTERNATIONALEyILQING.CODE (IBC) AS AMENDED AND .-ApoPTEopy. THE LOCAL BUILDING AUTHORITY. .ALL REFERENCESTOOTHER CODES; STANDARDS AND SPECIFICATIONS, (Apt, ,ASTM, ETC.), • SHALL BE FOR THE EDITION .CURRENTLY REFERENCED BY IBC AS.AMENDEDAND ADOPTED BY, THE LOCAL BUILDING AUTHORITY. 1.4.3. THIS DESIGN ooNFoRms To UFC 3-301-01 !STRUCTURAL ENGINEERING1, DATED:1 JUNE 2013 ciFo+p10-0:i :Top MINIMUM: ANTITERRORISM 8TANDARD.8 FOR BUILDINGS" DATED pFEBRUARY 2012:(INCLUDINGOIANpE 1,1 OCTOBER 204 1.4.4, ALTERATIONS TO EXISTING BUILDINGSSHALLCONFORMTO THE 2015INTERNATIONAL:EXISTING:BUILDING CODE:(IEBC)AS AMENDED. AND ADOPTED BY THE BUILDING AUTHORITY, 1.5 DESIGN CRITERIA 1.5.1. UNIFORM LOADS: LOCATION LIVE LOAD DEAD LOAD INTERIOR STAIRS 100 PSF UNIFORM ACTUAL 300 LB POINT LOAD EXTERIOR ,RAMP - 100 PSF UNIFORM ACTUAL IA STATEMENT OF SPECIAL iNspEoTioN8 SEE STATEMENT:OF:SPECIAL:INSPECTION AND:TESTING.SHEETS0.02. ,SHOP DRAWINGS EpEmirsHoP pF0WINos:ToTHEARpHITEoT/ENQINEER FoR-THE. FOL..LOkAim H, 'CONCRETE MIXDEMN-sus.mITTAL8 ,REINFoRoNG. STEEL J. J. ILSI.'..MEMBER& misoE4ANEogs. tat VERIFY ALL DIMENSIONS ANDCONDITIONSIN:THEFIELa 1,0.2, VERIFY SIZE AND LOCATION OF ALL OPENINGS IN THE FLOORS, ROOF AND WALLS WITH ARCHITECTURAL, MECHANICAL AND ELECTRICAL DRAWINGS. 1.8.3. CONSTRUCTION DETAILS NOT SPECIFICALLY SHOWN ON THE DRAWINGS SHALL FOLLOW SIMILAR DETAILS OF SECTIONS OF THIS PROJECT AS 'APPROVED BY THE ARCHITECT/ ENGINEER. 1.8.4. SEE ARCHITECTURAL; MECHANICAL AND ELECTRICAL DRAWINGS FOR DIMENSIONS AND LOCATIONS OF OPENINGS NOT DIMENSIONED OR SHOWN ON STRUCTURAL PLANS. 1,8,5: SEE ARCHITECTURAL, MECHANICAL AND ELECTRICAL DRAWINGS FOR LOCATIONS AND WEIGHTS OF ALL MECHANICAL AND ELECTRICAL EQUIPMENT INCLUDING HOUSEKEEPING PADS. 1.8.6. FOR PIPES, CONDUITS, DUCTS AND MECHANICAL EQUIPMENT SUPPORTED OR BRACED FROM STRUCTURE: • CONFORM TO SHEET METAL AND AIR CONDITIONING CONTRACTORS NATIONAL ASSOCIATION, INC., PUBLICATION "APPENDIX E: SEISMIC RESTRAINT MANUAL GUIDELINES FOR MECHANICAL SYSTEMS!' ALL BRACING AND SUPPORTS SHALL BE DESIGNED FOR SEISMIC HAZARD LEVEL (SHE.) B. SPRINKLER LINE ATTACHMENTS SHALL CONFORM TO NFPA PAMPHLET 13. 1.8.7. THE STRUCTURE HAS BEEN DESIGNED TO RESIST CODE REQUIRED VERTICAL AND LATERAL FORCES AFTER THE CONSTRUCTION OF ALL STRUCTURAL ELEMENTS HAS BEEN COMPLETED. STABILITY OF THE STRUCTURE PRIOR TO COMPLETION IS THE SOLE RESPONSIBILITY OF THE GENERAL CONTRACTOR. THIS RESPONSIBILITY INCLUDES BUT IS NOT LIMITED To. JOB SITE SAFETY: ERECTION MEANS, METHODS, AND SEQUENCES; TEMPORARY SHORING,' FORMVVORK, AND BRACING; USE OF EQUIPMENT AND OoNsTRyoTioN PROCEDURES. 2. SITE .pREpARATioupok REMEDIATION 2:1 :SOIL:DATA. . 4pwAELEEpit„FREapy:RE:',?coppsF.:•.ALLoW41137.9 INCREASE FOR LOADS FROM WIND:OftsismpoRIGIN,..EE.•:.0.E.QT:gcHNIQALENpiNEERING REpogr BY Rii?S,P.444.:APSOPIAT.48 DATED MARCH 16,2018. SEE GEOTECH REPORT FOR ALL SUSGRADE PREPARATION REQUIREMENTS AS WELL AS CAPILLARY:. : BREAK AND VAPOR BARRIER RECOMMENDATIONS. z?, ExpAyATioN. ExpAyATETo.DEPTH SHOWN AND FIRM UNDISTURBED MATERIAL. ovER7: ExcAvATIoNaaHALL .B.E.:0AcKFUEDwITH,.LEAN opNoRETEAt-750o,i4p F81) OR STRUCTURAL FILL AT THE coNTRAcToRa pcpaNaE., EXERCISEEXTREME ,cAREpuRNG•Ex0AvATIoNTOAvolD DAmAGETq.EpRIEo.pNE4, TANKS, AND •0THER.coNcEALEDITEms. :upoRpscovERy; DO NOT PROCEED WITH WORK uNTIL,REcEiyiNp-iwRiTTENJNETRporloNfRom THE ARCHITECT.. A:. . :COMPETENT REPRESENTATIVE OF THEpANER,SHALL1N8PEOT ALL FOOTING ExcAvATioNapog.spiTAKITrpF!EARINp-auRpAcgapRioli.To PLACEMENT OF:REINFoROING8TEEL..„'FRoviDEDRAINAGEAS NECESSARY TO. AVOID .wATER,s0FTENED:sueGRADE.: F*11.,:L.,:0AoKFILLANopommorpN:. :.BACKFILL AGAINST WALLS SHALL NOT BE p.LAcEO uNTIL.,AFTERTHE REMOVAL OF ALLMATERIALSUBJEOTTOROT, OR ooRRo8loN, ALL FILL AGAINST .RETAINING WALLS oR.BAsEmENTANAL4,8HALL.5EEREEDRAINING• ...GRANULAR MATERIAL. : STRUCTURAL Fl LLIoTH ER :THAN PEA GRAvEL. sHALL: BE '• GRANULAR PLACED. IN 6 -INCH 'LIFTS AND COMPACTED TO AT LEAST 95% OF ITS : MAXIMUM DRY: DENSITY : AS DETERMINED BY ApThit0:1557.:, (mop PROCTOR). : PEA GRAVEL FILL SHALL HAVE A MAXIMUM PARTICLE SIZEOF3/.87•DIAMETER,. STRUCTURAL CONCRETE 3.1. GENERAL ALL CONCRETE SHALL BE HARD ROCK CONCRETE MEETING THE REQUIREMENTS OF ACI -301, "SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDINGS." PROPORTIONING OF INGREDIENTS FOR EACH CONCRETE MIX SHALL BE BY METHOD 2 OR THE ALTERNATE PROCEDURE GIVEN IN ACI - 301. PLACE CONCRETE PER ACI -304 AND CONFORM TO ACI -604 (306) FOR WINTER CONCRETING AND ACI -605 (305) FOR HOT WEATHER CONCRETING. USE INTERIOR MECHANICAL VIBRATORS WITH 7,000 RPM MINIMUM FREQUENCY. DO NOT OVER -VIBRATE, CONCRETE SHALL BE PLACED MONOLITHICALLY BETWEEN CONSTRUCTION OR CONTROL JOINTS PROTECT ALL CONCRETE FROM PREMATURE DRYING, EXCESSIVE HOT OR COLD TEMPERATURE FOR SEVEN DAYS AFTER PLACING. 3.2. STRENGTH TWENTY-EIGHT DAY COMPRESSIVE STRENGTHS SHALL BE AS FOLLOWS: FOOTINGS 3000 PSI SLAB ON GRADE 4000 PSI VERTICALLY FORMED WALLS 4000 PSI CONCRETE SUPPLIER TO PROVIDE TEST RECORDS PER SECTION 5.3 OF ACI 318. WHEN NO PRIOR EXPERIENCE OR TRIAL MIXTURE DATA ARE AVAILABLE, THE WATER/CEMENT RATIO FROM THE TABLE BELOW MAY BE USED, BUT ONLY WHEN SPECIAL PERMISSION IS GIVEN BY ENGINEER. MAXIMUM ABSOLUTE WATER/CEMENT RATIO BY WEIGHT FOR CONCRETE MIXES WITHOUT TEST RECORDS SHALL BE AS Follows; SPECIFIED COMPRESSIVE STRENGTH NON AIR ENTRAINED CONCRETE AIR. ENTRAINED CONCRETE 3000 PSI 4000 PSI 0.58 0.46 0.44 0,35 3.3. MATERIALS 3.3.1 CEMENT: ASTM C150, TYPE I OR TYPE II. ENGINEER'S APPROVAL IS NEEDED FOR USE OF TYPE III CEMENT, 3.3,2. COARSE AND FINE AGGREGATE: ASTM C33, 3.3.3. WATER SHALL BE CLEAN AND POTABLE 3.3,4, FLYASH: ASTM C618 CLASS C (CLASS F SHALL BE ALLOWED IF PERMITTED BY THE STRUCTURAL ENGINEER) 3.3.5. GROUND GRANULATED BLAST FURNACE SLAG (GGBFS): ASTM C989 GRADE 100 OR 120. GGBFS SHALL NOT BE PERMITTED UNLESS REVIEWED AND APPROVED BY THE STRUCTURAL ENGINEER. MIX DESIGNS SUBMITTED INCLUDING GGBFS SHALL INCLUDE SHRINKAGE TEST RESULTS AT 28 DAYS. 3,4. ADMIXTURES 34.1. WATER REDUCING ADMIXTURE: ASTM C494, ADMIXTURES SHALL BE USED IN EXACT ACCORDANCE WITH MANUFACTURER'S INSTRUCTIONS. 342 WATER REDUCING ADMIXTURES SHALL BE USED AT ALL HEAVILY CONGESTED AREAS (I.E. CONCRETE BEAMS, COLUMNS AND WALLS VVITH REINFORCING SPACING OF 4" OR LESS) 3.43. CONCRETE USING ADMIXTURES TO PRODUCE FLOVVABLE CONCRETE MAY BE USEDSUSJECT TO ENGINEER'S APPROVAL: 3.4,4. AIR ENTRAINMENT: ASTM C260 AND ASTM C494 ENTRAIN 5% PLUS/ MINUS 1.5% BY VOLUME IN ALL CONCRETE EXPOSED TO WEATHER. 3.4.5. NO OTHER ADMIXTURES PERMITTED UNLESS APPROVED BY THE ENGINEER. 3,5. REINFORCING STEEL; 3.5,1, DETAIL, FABRICATE, AND PLACE PER ACI -315 AND ACI -318. SUPPORT REINFORCEMENT WITH APPROVED CHAIRS, SPACERS, OR TIES. 3.5.2. DEFORMED BAR REINFORCEMENT; ASTM A615 GR 60 3.5.3. WELDED WIRE FABRIC: ASTM A-185 & ASTM A-82 Fr:65 Ks! 3.5.4. EXCEPT AS NOTED SPECIFICALLY ON THE DRAWINGS, ALL CONCRETE REINFORCEMENT SHALL BE LAP -SPLICED AS FOLLOWS: ANDsmALLER... 48 X pAR DIAMETER: #7:ANDLARGER 50 X BAR DIAMETER' .No moRETHAN '50%.-HoRizoNTAL oR vERTIcAL, BARS SHALL BE SPLICED AT ONE LOCATION 3.5.5. EXCEPT AS NOTED SPECIFICALLY ON THE DRAWINGS, PROVIDE CORNER BARS TO MATCH QUANTITY AND DIAMETER OF HORIZONTAL REINFORCEMENT AND LAP WITH HORIZONTAL REINFORCEMENT AS FOLLOWS: #6 AND SMALLER 48 X BAR DIAMETER #7 AND LARGER 56 X BAR DIAMETER THESE CORNER BARS SHALL BE PLACED AT ALL CORNERS AND INTERSECTIONS IN. CONCRETE FOOTINGS AND WALLS. 3,5,6, LAP WELDED WIRE FABRIC 12" OR ONE SPACING PLUS 2', WHICHEVER IS MORE 3.6. CONCRETE COVER ON REINFORCING SHALL BE AS FOLLOWS (UNLESS SHOWN OTHERWISE): BOTTOM OF FOOTINGS 3" FORMED EARTH FACE AND SLAB ON GRADE 2" WALLS, WEATHER FACE 1-1/2" WALLS, INSIDE FACE 1" COLUMNS TO STIRRUPS 1-1/2" BEAMS TO STIRRUPS 1-112" BOTTOM OF ELEVATED STRUCTURAL SLAB 3/4" 3.7. GROUT FOR BEARING PLATES THE NON -SHRINK GROUT SHALL MEET ASTM C1107 GRADE B OR EQUIVALENT (MASTERFLOW 928 BY BASF OR APPROVED EQUIVALENT). GROUT SHALL BE A PRE-PACKAGED HYDRAULIC CEMENT BASED MINERAL AGGREGATE GROUT, MIXED, PLACED AND CURED AS RECOMMENDED BY THE MANUFACTURER. COMPRESSIVE STRENGTH SHALL EXCEED 6000 PSI AT 28 DAYS. • M.17STRUCTURAL 5STEEL 5,1.1, BOLTS A. MACHINE BOLTS NOT SPECIFIED AS HIGH STRENGTH SHALL BE ASTM A-307. 5.1.2. STEEL ANCHORAGE ELEMENTS: A. THREADED RODS SHALL BE ALL -THREAD. (Fy=36 KSI) U.N.O. B. ANCHOR RODS: ANCHOR RODS SHALL BE ASTM F 1554 F36 KSI WITH HOOKED END AT STUD WALL CONNECTIONS UNLESS NOTED OTHERWISE. AT COLUMN LOCATIONS ANCHOR RODS sHALL. BE ASTM F1554, Fy=36 KSI WITH HEADED OR THREADED/NUTTED END. TACK WELD NUT TO ANCHOR ROD UNLESS NOTED OTHERWISE. WHERE NOTED, HIGH STRENGTH ANCHOR RODS SHALL BE ASTM F1554, Fy=105 KSI WITH DOUBLE NUTTED PLATE WASHER. C. EXPANSION ANCHORS SHALL BE CARBON STEEL AS NOTED IN THE FOLLOWING TABLE. ANCHORS IN CONCRETE SHALL HAVE BEEN TESTED IN ACCORDANCE WITH ACI 355.2 AND/OR ICC -ES AC193 FOR CRACKED CONCRETE AND SEISMIC APPLICATIONS. ANCHORS SHALL HAVE A CURRENT CODE REPORT THAT COMPLIES WITH THE CURRENT EDITION OF THE IBC AND SHALL BERATED FOR USE IN THE SEISMIC DESIGN CATEGORY NOTED IN SECTION 1.5 OF THESE NOTES. • EXPANSION ANCHORS IN CONCRETE CODE REPORT HILTI Wilk BOLT TZ SIMPSON STRONG -BOLT 2 DEWALT/POVVERS POWER -STUD+ SD2 ICC ESR -1917 ICC ESR -3037 ICC ESR 2502 D. ADHESIVE ANCHORS SHALL BE THREADED ANCHOR RODS OR REBAR DOWELS USING AN INJECTABLE ADHESIVE AS NOTED IN THE FOLLOWING TABLE. ANCHORS IN CONCRETE SHALL HAVE BEEN TESTED IN ACCORDANCE WITH ACI 355,4 AND/OR ICC -ES AC - 308 FOR CRACKED CONCRETE AND SEISMIC APPLICATIONS, ANCHORS SHALL HAVE A CURRENT CODE REPORT THAT COMPLIES WITH THE CURRENT EDITION OF THE IBC AND SHALL BE RATED FOR USE IN THE SEISMIC DESIGN CATEGORY NOTED IN SECTION 1.5 OF THESE NOTES, ADHESIVE ANCHORS IN CONCRETE CODE REPORT HILTI HIT HY-200 SAFE SET SIMPSON AT -XP * DEWALTROVVERS PURE 110+ ICC ESR -3187 IAPM0 ER -253 ICC ESR4298 'SIMPSON SET -XP MAY BE USED MERE BASE MATERIAL TEMPERATURE IS ABOVE 50 DEGREES FAHRENHEIT OR FOR EMBEDMENT GREATER THAN 12 -INCHES FOR LONGER GEL TIME. SEE ICC ESR -2508 (CONC) AND IAPM0 ER -265 (MASONRY), POWDER ACTUATED FASTENERS: PDF'S OR PAF'S SHALL BE A MINIMUM 0.157" DIA KNURLED SHANK FASTENER AS NOTED IN THE FOLLOWING TABLE, UNLESS NOTED OTHERWISE. FASTENERS DRIVEN INTO STEEL SHALL BE DRIVEN SO THAT THE POINT OF THE FASTENER COMPLETELY PENETRATES THE STEEL BASE MATERIAL. AT TOPPING SLABS, PT SLABS OR SLABS WITH RADIANT HEAT TUBES EMBEDDED WITHIN THE SLAB, LIMIT THE PDF PENETRATION TO 3/4" MAXIMUM AND COORDINATE WITH TENDON/ TUBE PLACEMENT AND COVER. POWDER ACTUATED FASTENERS CODE REPORT HILT' X -U. ICC ESR -2269 SIMPSON PDPA DEWALT/POWERS CSI PIN ICC ESR -2138 ICC ESR -2024 CARPENTRY DIMENSION LUMBER SHALL BE HF#2. SAWN LUMBER BEAMS, HEADERS AND COLUMNS SHALL BE HF#1 OR AS SHOWN ON THE DRAWINGS, ALL 2" NOMINAL LUMBER SHALL BE KILN DRIED (KD), EACH PIECE OF LUMBER SHALL BEAR STAMP OF WEST COAST LUMBER INSPECTION BUREAU (VVCLIB) AND/OR WESTERN WOOD PRODUCTS ASSOCIATION (VIMPA) SHOWING GRADE MARK 6.1, PRESSURE -PRESERVATIVE TREATMENT IN ACCORDANCE WITH AMERICAN WOOD PROTECTION ASSOCIATION (AWPA) STANDARD Ul , LATEST EDITION TO THE USE CATEGORY AS FOLLOWS: 6.1.1. TREAT ALL WOOD IN CONTACT WITH CONCRETE, MORTAR, GROUT, MASONRY AND WITHIN 12" OF EARTH TO THE REQUIREMENTS OF USE CATEGORY LIC2 (INTERIOR/DAMP). 6.1.2. WHERE POSSIBLE, PRECUT MATERIAL PRIOR TO TREATMENT. ALL FIELD CUTS AND DRILLED HOLES SHALL BE FIELD TREATED IN ACCORDANCE WITH AWPA M-4. 6.2. CARPENTRY HARDWARE 6.2.1. MACHINE BOLTS SHALL BE ASTM A-307. 6.21 PROVIDE MALLEABLE IRON WASHERS (MIVV) OR HEAW PLATE CUT WASHERS WHERE BOLT HEADS, NUTS OR LAG SCREWS BEAR ON VVOOD, 623,, NAILS SHALL BE COMMON, AMERICAN OR CANADIAN MANUFACTURER.0NLY WITH MIN, .DIAMETERS AS FOLLOWS: NAIL SIZE MINIMUM NAIL SHANK DIAMETER MINIMUM NAIL LENGTH 8d 10(1 • 12d 16d SINKER 16d 20d 0.131" 0.148" 0.148" 0.148" 0.162" 0.192" 2 1/2" 3" 3 114" 1/4" 31/2' 6.2.4. LAG SCREWS SHALL MEET THE REQUIREMENTS OF ANSI/ASME B1821. WOOD SCREWS SHALL MEET THE REQUIREMENTS OF ANSI! ASME B18.61. .ANCHORS AND CONNECTIONS' pliALLE.Eaimpsok yap; ()Rico (INTERNATIONAL CODEcoUNcip AppkovEp ALL FASTENERS SHALL BE INSTALLED PER MANUFACTURER'S RECOMMENDATIONS UNLESS OTHERWISE SHOWN. apatTITuTEpcoNNEcTioNs•aHALL • HAVE A TekEyi,ATEpppAciTy'EQUAL:TO OR GREATER THAN THE .spEctriED CONNECTOR.. 61,6, CORROSION RESISTANT HARDWARE AND FASTENERS: A. • • . • FASTENERS ),;Np HARDwAREExposEp:ToWEATHER.oR.IN. UNHEATED PORTIONS OF THE BUILDING SHALL BE MECHANICALLY: . . . OR HOT DIPPED.GALVANIZEP,PER ASTM B695 - CLASS 55, OR ASTM: A153 - CLASS D. HARDWARE IN CONTACT WITH TREATED wpm SHALL CONFORM TO A MINIMLIM.GALVANIZED.COATINGOF 0185 OR As .NOTED BELOW, PRESERVATIVE TREATmENTuaED is AczA(AmrvioNiAcAL opppERziNc,ARsENATE)-i. IF THE CHEMICAL RETENTION LEVEL IS AWPA USE CATEGORY.up4A0R GREATER; OR THE . PRESERVATIVE TREATMENT USED IS NOT KNOWN, HARDWARE SHALL BE TYPE 316L STAINLESS STEEL, FASTENERS SHALL SE TYPE 304 OR 305 STAINLESS STEEL. C. IN THE EVENT OF A -CONFLICT BETWEEN THE HARDWARE mANuFAcit,/RER,8 RECOMMENDATIONS FOR aELECTING CORROSION -RESISTANT HARDWARE AND FASTENERS, THESE NOTES, AND THESPECIFICATIONS, THE MOST STRINGENT REQUIREMENT SHALL BE USED UNLESS APPROVED BY THE, ENGINEER, 6.3., MINIMUM NAILING:, PER IBC TABLE 204101 FASTENING SCHEDULE. 6.4. COORDINATION AT HOLES IN WOOD STUD WALLS PIPES IN INTERIORNONBEARINGWALLS: .pTup PARTITIONS CONTAINING PIPES BE FRAMED, AND THE JOISTS SHALL BE spAcED.:,:so AS To•plyEpRopERCLEARANcEpoR THE pimp. .WHERE A PARTITION CONTAINING pipiNa RUNS PARALLEL TO THE . JOISTS THE JOISTS BE DOUBLED AND SPACED SO AS TO . . „ . PERMIT THE PASSAGE OF SUCH PipiNp;ANO SHALL BE BRIDGED. WHERE PIPES ARE PLACED IN, FARTiAux,IN,A PARTITION• •NECESSITATING THE puTTING OF THE SOLES OR A. stmpp.oN F.3pa sTRApaHALL-EEFA8TENED TO EACH PLATE ,AND TO EACH SIDE OF THE OPENING WITH NOTLESSTHANSIX 160 NAILS. CUTTING AND NOTCHING SAWN LUMBER: IN WALLS ANo ?:BEARING PARTITIONS, ANY WOOD STUD IS pal3NuTTEoTo BE CUT • OR NOTCHED TO ADEPTKNOTEXCEEPING15 PERCENT OF ITS WIDTH, CUTTING OR NOTCHING OF srpoa To A DEPTH NOT GREATER THAN 40 PERCENT OF THE WIDTH OF THE STUD IS PERMITTED IN NONBEARING PARTITIONS auPpoRTiNG NO LOADS OTHER THAN THE WEIGHT opTHE.pARTITioN„. 6.4:3, CUTTING AND NOTCHING ENGINEERED LUMBER: • CUTTING AND, NOTCHING SHALL NOT 8EFERMITTED, IN ENGINEERED LumpER•(L$L) STUDS WITHOUT APPROVAL FRoNITHEENGINEER OF RECORD. 6.4.4. . BORED HOLES IN SAWN LUMBER: A HOLE NOT GREATER IN DIAMETER THAN 33 PERCENT OF THE WIDTH is PERMITTED TO BE BORED IN ANY woocaTyp wiTHouTENGINEEmp. VERIFICATION. BOREDHOLESNOT GREATER THAN oppERpENTQF THE wpm OF THE STUD AREpERWTED IN NONBEARING pARTITioNappoviDED.NoTmoRETHANANyTWo ADJACENT' STUDS ARE SO5oREO•INNO'CA8E$HALL. THE EDGE OF THE BORED HOLE BE NEARER THAN '5/8 -INCH FROM THE EDGE OF THE STUD:. BORED HOLES SHALL NOT LOCATED AT STUD ASA NOTCH OR cut mps:H.N.4NoTEE:t;opa9-EowITHIN.0;• IN0HEEpFTtiE END OF THE STUD. 6A.5., BORED HOLES IN ENGINEERED LUMBER: BORED HOLES sHALL NOT BE PERMITTED IN ENGINEERED STUDS WITHouT AppRoVAL. FROM THE. ENGINEER:OF:RECORD. 6.5. SHEATHING (PLYWOOD/ORIENTED STRAND BOARD) EACH SHEET SHALL BEAR THE TRADEMARK OF THE AMERICAN PLYWOOD , ASSOCIATION; ALL SHEATHING SHALL CONFORM TO STANDARD PS 205 PRP - 108. THICKNESS, NUMBER OF PLIES AND LAY-UP As, SHOWN. ALL PLYWOOD SHALL BE C-D.INTERioR WITH EXTERIOR GLUE OR AS NOTED ON THE DRAWINGS AND SHALL BE GROUP I OR II SPECIES. EXCEPT AS OTHERWISE SHOWN, PROVIDE THE FOLLOWING MINIMUM NAILING: PANEL EDGES 10d AT 6" ON CENTER, INTERMEDIATE SUPPORT 10d AT 12" ON CENTER: GAP SHEETS 10 FOR 414' SHEETS AND 1/4" FOR 85:8‘ AND LARGER SHEETS. THE MOISTURE CONTENT SHALL NOT BE GREATER THAN 15% AT TIME OF ROOFING, 6.6. MANUFACTURED STRUCTURAL WOOD MEMBERS 6.61. TIMBERSTRAND LSL STUDS SHALL BE TIMBERSTRAND 1.5E AS MANUFACTURED BY WEYERHAEUSER OR APPROVED EQUIVALENT. 6.6,2. IvIICROLLAM LVL MEMBERS SHALL BE MICROLLAM 1.9E AS MANUFACTURED BY WEYERHAEUSER OR APPROVED EQUIVALENT. a) Mutual Materials REVIEWED FOR CODE COMPLIANCE APPROVED AUG 09 2018 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA JUL 23 2018 PERMIT CENTER Z5Sw-5 ipe-N aP4 ip01 § 6hS o 6 14 r M g Hrig° hilzg ?A.NREE 8;gxj TACOMA • SEATTLE • SPOKANE • TM -CITIES 2215 North 30th Street, Suite 300 Tacoma, WA 98403 253.383.2422 TEL 253.383.2572 Mx wwirrahbl.com WEB 11. STATEMENT OF SPECIAL INSPECTIONS IBC SI SO TITLE 1705.3 ✓ N/R CONCRETE CONSTRUCTION (SEE TABLE 13) 1705.6 ✓ N/R SOILS (SEE TABLE 12A) 1705.12.2 ✓ N/R STRUCTURAL WOOD - SEISMIC FORCE RESISTING SYSTEM SI =SPECIAL INSPECTION SO =STRUCTURAL OBSERVATION ✓ =ITEM IS REQUIRED N/R =ITEM IS NOT REQUIRED SPECIAL INSPECTIONS INDICATED ARE FOR STRUCTURAL ELEMENTS ONLY. SEE ARCH, MECH AND ELEC DRAWINGS FOR ADDITIONAL SPECIAL INSPECTIONS. 11.1 INSPECTION/TESTING REQUIREMENTS: SEE DRAWINGS, SPECIFICATIONS, AND IBC SECTIONS 110, AND CHAPTER 17. 11.2 INSPECTIONS BY THE BUILDING OFFICIAL (IBC SECTION 110): 11.2.1 FOOTING AND FOUNDATION INSPECTIONS SHALL BE MADE AFTER EXCAVATIONS ARE COMPLETE AND ANY REQUIRED REINFORCING IS IN PLACE. ANY. REQUIRED FORMS SHALL BE IN PLACE PRIOR TO INSPECTION. 11.2.2 CONCRETE SLAB AND UNDER FLOOR INSPECTIONS SHALL BE MADE AFTER ALL IN SLAB OR UNDER FLOOR REINFORCING, CONDUIT, PIPING AND OTHER ANCILLARY EQUIPMENT ITEMS AND ACCESSORIES ARE IN PLACE BUT PRIOR TO CONCRETE PLACEMENT OR FLOOR SHEATHING INSTALLATION. 11.2.3 FRAMING INSPECTIONS SHALL BE MADE AFTER ALL SHEATHING, FRAMING, BLOCKING AND BRACING ARE COMPLETE AND ALL PIPES, DUCTS, ELECTRICAL, PLUMBING, ETC., ARE INSTALLED AND APPROVED PRIOR TO COVER. 11.2.4 IN ADDITION TO THE INSPECTIONS SPECIFIED ABOVE, THE BUILDING OFFICIAL IS AUTHORIZED TO MAKE OR REQUIRE OTHER INSPECTIONS OF ANY CONSTRUCTION WORK TO ASCERTAIN COMPLIANCE WITH THE PROVISIONS OF THE IBC OR OTHER LAWS ENFORCED BY THE BUILDING OFFICIAL. 11.3 STRUCTURAL TESTS AND SPECIAL INSPECTIONS (IBC CHAPTER 17): 11.3.1 SEE PROJECT SPECIFICATIONS FOR ADDITIONAL REQUIREMENTS. 11.3.2 STRUCTURAL TESTS AND SPECIAL INSPECTIONS SHALL BE PERFORMED IN ACCORDANCE WITH THE REQUIREMENTS OF CHAPTER 17 OF THE IBC AS WELL AS ANY ADDITIONAL REQUIREMENTS OF THE BUILDING OFFICIAL. OMISSION FROM THE LIST BELOW OF TESTING AND INSPECTION REQUIREMENTS SHALL NOT RELIEVE THE CONTRACTOR FROM PROVIDING TESTING AND INSPECTION REQUIRED BY THE SPECIFICATIONS, THE IBC AND THE BUILDING OFFICIAL. 11.3.3 TESTING AND SPECIAL INSPECTIONS SHALL BE COMPLETED IN ACCORDANCE WITH THE REQUIREMENTS OF CHAPTER 17 OF THE IBC FOR THE ITEMS LISTED IN THIS SECTION. 11.4 STRUCTURAL OBSERVATION 11.4.1 STRUCTURAL OBSERVATION SHALL BE PERFORMED DURING CONSTRUCTION IN A MANNER AS REQUIRED TO BECOME GENERALLY FAMILIAR WITH THE IN PLACE CONSTRUCTION. 11.4.2 STRUCTURAL OBSERVATION EXTENT SHALL BE AS INDICATED ABOVE. TIMING AND DURATION OF OBSERVATIONS SHALL BE COORDINATED WITH THE GENERAL CONTRACTOR DURING CONSTRUCTION. 11.4.3 CONSTRUCTION OBSERVATION REPORTS AND FINDINGS SHALL NOT BE VIEWED AS A WARRANTY OR GUARANTEE BY THE STRUCTURAL ENGINEER. 11.5 SPECIAL INSPECTOR: SHALL BE CURRENTLY WABO CERTIFIED AND UNDER THE SUPERVISION OF A REGISTERED PROFESSIONAL ENGINEER. 11.5.1 THE SPECIAL INSPECTOR SHALL OBSERVE THE WORK ASSIGNED FOR CONFORMANCE WITH THE APPROVED DESIGN DRAWINGS AND SPECIFICATIONS. 11.5.2 THE SPECIAL INSPECTOR SHALL FURNISH INSPECTION REPORTS TO THE BUILDING OFFICIAL, ENGINEER OF RECORD, ARCHITECT OF RECORD, AND OTHER DESIGNATED PERSONS. ALL DISCREPANCIES SHALL BE BROUGHT TO THE IMMEDIATE ATTENTION OF THE GENERAL CONTRACTOR FOR CORRECTION, THEN, IF NOT IN CONFORMANCE, TO THE PROPER DESIGN AUTHORITY AND BUILDING OFFICIAL. 11.5.3 THE SPECIAL INSPECTOR SHALL SUBMIT A FINAL REPORT STATING WHETHER THE WORK REQUIRING SPECIAL INSPECTION WAS IN CONFORMANCE WITH THE APPROVED PLANS AND SPECIFICATIONS AND THE APPLICABLE WORKMANSHIP PROVISIONS OF THE IBC. THE REPORT SHALL BE SEALED BY A REGISTERED PROFESSIONAL ENGINEER. 12A. REQUIRED SPECIAL INSPECTIONS AND TESTS OF SOILS IBC TABLE 1705.6 SPECIAL INSPECTION OR TEST TYPE CONTINUOUS SPECIAL INSPECTION PERIODIC SPECIAL INSPECTION 1. VERIFY MATERIALS BELOW SHALLOW FOUNDATIONS ARE ADEQUATE TO ACHIEVE THE DESIGN BEARING CAPACITY N/R / 2. VERIFY EXCAVATIONS ARE EXTENDED TO PROPER DEPTH AND HAVE REACHED PROPER MATERIAL N/R / 3. PERFORM CLASSIFICATION AND TESTING OF COMPACTED FILL MATERIAL N/R ✓ 4. VERIFY USE OF PROPER MATERIALS, DENSITIES, AND LIFT THICKNESSES DURING PLACEMENT AND COMPACTION OF COMPACTED FILL / N/R 5. PRIOR TO PLACEMENT OF COMPACTED FILL, INSPECT SUBGRADE AND VERIFY THAT SITE HAS BEEN PREPARED PROPERLY N/R / 12.1 SPECIAL INSPECTIONS AND TESTS FOR EXISTING SITE SOIL CONDITIONS, FILL PLACEMENT, AND LOAD-BEARING REQUIREMENTS PER IBC 1705.6., AS NOTED IN TABLE 12A. 12.1.1 THE APPROVED GEOTECHNICAL REPORT AND THE CONSTRUCTION DOCUMENTS PREPARED BY THE REGISTERED DESIGN PROFESSIONALS SHALL BE USED TO DETERMINE COMPLIANCE. 13. REQUIRED SPECIAL INSPECTIONS AND TESTS OF CONCRETE CONSTRUCTION IBC TABLE 1705.3 SPECIAL INSPECTION OR TEST TYPE CONTINUOUS SPECIAL INSPECTION PERIODIC SPECIAL INSPECTION REFERENCED STANDARD IBC REFERENCE 1. INSPECT REINFORCEMENT AND VERIFY PLACEMENT NIR / ACI 318: CH. 20, 25.2, 25.3, 26.6.1-26.6.3 1908.4 3. INSPECT ANCHORS CAST IN CONCRETE NIR / ACI 318: 17.8.2 - 4. INSPECT ANCHORS POST -INSTALLED IN HARDENED CONCRETE MEMBERS: A. ADHESIVE ANCHORS INSTALLED IN HORIZONTALLY OR UPWARDLY INCLINED ORIENTATIONS TO RESIST SUSTAINED TENSION LOADS / N/R ACI 318: 17.8.2.4 - B. MECHANICAL ANCHORS AND ADHESIVE ANCHORS NOT DEFINED IN 4A N/R / ACI 318:17.8.2 5. VERIFY USE OF REQUIRED DESIGN MIX NIR ✓ ACI 318: CH. 19, 26.4.3, 26.4.4 1904.1, 1904.2, 1908.2, 1908.3 6. PRIOR TO CONCRETE PLACEMENT, FABRICATE SPECIMENS FOR STRENGTH TESTS, PERFORM SLUMP AND AIR CONTENT TESTS, AND DETERMINE THE TEMPERATURE OF THE CONCRETE / NIR ASTM C 172 ASTM C 31 ACI 318: 26.4, 26.12 1908.10 7. INSPECT CONCRETE PLACEMENT FOR PROPER APPLICATION TECHNIQUES / N/R ACI 318:26.5 1908.6, 1908.7, 1908.8 8. VERIFY MAINTENANCE OF SPECIFIED CURING TEMPERATURE AND TECHNIQUES NIR / ACI 318: 26.5.3-26.5.5 1908.9 12. INSPECT FORMWORK FOR SHAPE, LOCATION AND DIMENSIONS OF THE CONCRETE MEMBER BEING FORMED NIR / ACI 318: 26.11.1.2(b) - 13.1 CONCRETE: SPECIAL INSPECTION AND TESTING PER IBC TABLE 1705.3 AS NOTED IN TABLE 13, INCLUDING: 13.1.1 CONTINUOUS SPECIAL INSPECTION OF PRESTRESSED CONCRETE TENDON PLACEMENT, INTEGRITY OF PROTECTIVE WRAPPING, GROUTING OF BONDED PRESTRESSED TENDONS IN THE SEISMIC FORCE RESISTING SYSTEM AND APPLICATION OF PRESTRESSING FORCES. 13.1.2 CONTINUOUS SPECIAL INSPECTION OF CONCRETE AND SHOTCRETE PLACEMENT FOR PROPER APPLICATION TECHNIQUES. 13.1.3 CONTINUOUS SPECIAL INSPECTION OF BOLTS INSTALLED IN CONCRETE PRIOR TO AND DURING PLACEMENT OF CONCRETE. 13.1.4 SHOTCRETE: SEE SECTION 3.18 OF STRUCTURAL NOTES. 13.1.5 SPECIFIC REQUIREMENTS FOR SPECIAL INSPECTION OF ANCHORS INSTALLED IN HARDENED CONCRETE SHALL BE AS DESCRIBED IN THE RESEARCH REPORT ISSUED BY AN APPROVED SOURCE (ICC, IAPMO, ETC.). 13.2 ADDITIONAL REQUIRED SPECIAL INSPECTIONS FOR SEISMIC RESISTANCE PER IBC SECTION 1705.12. AB ABV ADDL ADJ AFF ARCH ASD BEL BLKG BM BNDY BOT BRG BS BTWN BU CIP CJ CL CLG CLR CMU COL CONC CONN CONT COORD CSK CTR CVR DIA DBL EA ELEV EMB ENGR EQ EQUIV ES EW (E) EXP EXT FDN FF FFE FOC FOM FOS FS FTG GA GALV GC GL GLB GWB HGR HSS HT I.F. INT JNT KEY TO ABBREVIATIONS ANCHOR BOLT ABOVE ADDITIONAL ADJACENT ABOVE FINISH FLOOR ARCHITECTURAL, ARCHITECT ALLOWABLE STRESS DESIGN BELOW BLOCKING BEAM BOUNDARY BOTTOM BEARING BOTH SIDES BE1WEEN BULT UP CAST IN PLACE CONSTRUCTION/CONTROL JOINT CENTERLINE CELING CLEAR CONCRETE MASONRY UNIT COLUMN CONCRETE CONNECT, CONNECTION CONTINUOUS COORDINATE COUNTERSINK CENTER COVER DIAMETER DOUBLE EACH ELEVATION EMBEDMENT ENGINEER EQUAL/EQUIVALENT EQUIVALENT EACH SIDE EACH WAY EXISTING EXPANSION EXTERIOR FOUNDATION FIN':SH FLOOR FINSH FLOOR ELEVATION FACE OF CONCRETE FACE OF MASONRY FACE OF STUD FAR SIDE FOOTING GAGE GALVANIZED GENERAL CONTRACTOR GLUE LAMINATED GLUE LAMINATED BEAM GYPSUM WALL BOARD HANGER HOLLOW STEEL SECTION HEIGHT INSDE FACE INTERIOR JONT JST K, KIPS L LLH LLV LOC MB MECH MFR MIW NS NTS NWT 0/ OC O.F. OPP OSB PC PDF PAF PERP PL PLF PNL PRE-ENGR PROV PW REF REINF REQ'D RF SCHED SHTG SIM SIMP SOG SPCG SQ STD STIFF SW T&G THK THRD T.O. TOC TOF TOPL TOS TOW TRANSV TRTD TYP UNO VFY W/ W/O WF WHS WTS WWF JOIST KIPS=1000 LBS ANGLE LONG LEG HORIZONTAL LONG LEG VERTICAL LOCATION MACHINE BOLT MECHANICAL MANUFACTURER MALLEABLE IRON WASHER NEAR SIDE NOT TO SCALE NORMAL WEIGHT OVER ON CENTER OUTSIDE FACE OPPOSITE HAND ORIENTED STRAND BOARD PRE -CAST POWER DRIVEN FASTENERS, PAF POWER ACTUATED FASTENERS, PDF PERPENDICULAR PLATE POUNDS PER LINEAR FOOT PANEL PRE-ENGINEERED PROVIDE PLYWOOD REFERENCE REINFORCE, REINFORCEMENT REQUIRED ROOF SCHEDULE SHEATHING SIMILAR SIMPSON STRONG -TIE SLAB ON GRADE SPACING SQUARE STANDARD STIFFENER SHEARWALL TONGUE AND GROOVE THICK THREADED TOP OF TOP OF CONCRETE TOP OF FOOTING TOP OF PLATE TOP OF STEEL TOP OF WALL TRANSVERSE TREATED TYPICAL UNLESS NOTED OTHERWISE VERIFY WITH WITHOUT WIDE FLANGE WELDED HEADED STUD WELDED THREADED STUD WELDED WIRE FABRIC 1 1/2"CLR MIN 180 -DEGREE HOOK - LAP 48 x BAR DIA HORIZ REINF LAP 24 DIA WI HORIZ REINF N 1 1 1 PLACE ALTER- NATING CORNER BARS AS SHOWN NOTES: 1. VERTICAL REINFORCEMENT SHOWN IS ADDITIONAL IF NORMAL REINFORCEMENT IS NOT IN PROPER LOCATION. 2. CORNER BARS ARE SAME SIZE AND SPACING AS HORIZONTAL REINFORCEMENT. 3. 90 -DEGREE HOOKS MAY BE SUBSTITUTED FOR CORNER BARS. SEE NOTE #5. 4. REINFORCEMENT AT ALL WALL CORNERS, ENDS, AND INTERSECTIONS SHALL BE FABRICATED AND PLACED IN ACCORDANCE WITH APPROPRIATE DETAIL SHOWN. 5. USE ACI MINIMUM 90 -DEGREE HOOK FOR EMBEDMENT LESS THAN 48 x BAR DIAMETERS PAST FACE OF WALL. 6. CONCRETE WALLS SHOWN, MASONRY WALLS SIMILAR. 7. WALL DETAILS SHOWN, FOOTING DETAILS SIMILAR. PLAN VIEW - TYPICAL REINFORCEMENT PLACING DETAIL 48 x BAR DIA (15" MIN) TYP ALL CORNER BARS 48 x BAR DIA (15" MIN) TYP SPLICE UNO ■1111111111111111 2 Showroom Remode c u Mutual Materials REVIEWED FOR CODE COMPLIANCE APPROVED AUG 0 9 2018 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA JUL 232018 PERMIT CENTER TACOMA • SEATTLE • SPOKANE • TRI -CITIES 2215 North 30th Street, Suite 300 Tacoma, WA 98403 253.383.2422 TR 253.383.2572 FAX www.ahbl.cam WEB REUSE OF DOCUMENTS igXgmg E*1 11 ENP CO rn rsJ 0 2170719.20 rr- —0 III PROVIDE TEMPORARY SHORING OF MAIN FLR JST PRIOR TO CUTTING NEW STAIR OPENING H TTTJ'TTT 11,11111 1111111 _L±.1...1 11 EXISTING STAIRS TO BE DEMOLISHED STR CT - • L DEMO PLAN EXISTING STAIR OPENING EA 1/4" = 1-0" l (3)1 1/2" x 11 7/8" 1.5 E LVL OR 1.55 E LSL STAIR STRINGERS (3)1 1/2" x 11 7/8" 1.5 E LVL OR 1.55 E LSL STAIR STRINGERS BASEMENT PLAN 1/4" = MANN FLOOR PLAN (3)1 1/2" x 117/81 1.5ELVL OR1.55E LSL STAIR STRINGER Ii MANN FLOOR PLAN 1/4" = 1'-O" .1 1 J GENERAL PLAN NOTES: 1. SEE SHEET S0.01R FOR STRUCTURAL NOTES. 2. SEE SHEET S0.02R FOR TESTING AND SPECIAL INSPECTIONS NOTES, ABBREVIATIONS AND STANDARD DETAILS 1/4" = 1'-0" REVIEWED FOR CODE COMPLIANCE APPROVED AUG 0 9 2018 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA JUL 23 2018 PERMIT CENTER REUSE OF DOCUMENTS 2170719.20 FOUNDATION TACOMA • SEATTLE • SPOKANE • TRI -CITIES 2215 North 30th Street, Suite 300 Tacoma, WA 98403 253.383.2422 TEL 253.383.2572 FAX WwW.ahbl.cam wee 1" STAIR TREADS STURDISTEP OR EQUIVALENT. NAIL TO EA STRINGER WI 8d NAILS AT 6" OC FULL LENGTH PANEL RISER 19/32" MIN. NAIL TO EA STRINGER W/ 8d NAILS AT6"OC 2 x 4 LET -IN -BLOCK - ATTACH WI 10d AT 12"OC PER ARCH 11" MIN 2 x 4 TRTD PL - ATTACH WI PDF AT 12" OC \\._(2) 10d TOE NAIL EA STRINGER EXISTING SLAB ON GRADE 8d AT 12" OC PER ARCH (3) 1 1/2 x 11 7/8 1.5E LVL OR 1.55E LSL STRINGERS - EQUALLY SPACE h PER ARCH 11" MIN 8d AT 12" OC 11/2x117181.5ELVL OR 1.55E LSL STRINGERS - EQUALLY SPACE FLR BNDY NAILING (2) 10d TOE NAIL EA STRINGER DBLE 2x TOP PL 2x6@16"OC U a ccw w a 10" 1" STAIR TREADS STURDISTEP OR EQUIVALENT. NAIL TO EA STRINGER W/ 8d AT 6" OC 2 x 4 LET -IN -BLOCK - ATTACH W/ 10d AT 12" OC FULL LENGTH PANEL RISER 19/32" MIN SHTG PER 2x8AT16"OC LANDING JOISTS 1/8" TOOLED RADIUS EXTERIOR PAVING PER ARCH 4 STAIR DETAIL SHOWN - RAMP DETAIL SIMILAR #4 NOSING BAR PER ARCH 12" CLR TYP Io 11- #4 AT 12" O.C. EA WAY SUB GRADE PREPARATION PER GEOTECH REPORT TYPICAL CONCRETE STAIR CONSTRUCTION EDGE NAILING 1/2" APA SHTG NAIL EDGES W/ 10d AT 6" OC AND FIELD W/10dAT12"OC. (E) SLAB 8d@16"00 1 1/2" x 11 7/8" STAIR STRINGER PER CONNECT TO EA STUD W/ (3) 16d NAILS (TYP) 2 x 6 STUDS AT16"OC C - ---7,71#T_.._-.i1. IIIc 11 EXISTING STAIRWELL WALL TO BE REMOVED - SHORE FLOOR JOISTS PRIOR TO DEMOLISHING OF WALL PER AND SEE FOR CALLOUTS IN COMMON EXISTING JSTS TO BE CUT AND REMOVED AFTER SHORING FLR BNDY NAILING - EXISTING SHTG TO NEW WALL PL EXISTING 11 7/8" TJI FLR JST. FIELD VERIFY SIZE C EXISTING STAIRWELL WALL TO BE REMOVED SECTION 1" = 1'-0" 8" CONC WALL 3/4" CHAMFER `v • • SHORE FLR PRIOR TO DEMOLISHING EXISTING STAIR WALL AND CUTTING BACK JST TO NEW BRG WALL SIMP ITS HANGER - FIELD VERIFY SIZE PRIOR TO ORDERING HANGER 2 X 8 LANDING JOISTS AT16" OC AT SIM CONN TO LEDGER W/ SIMP JB 28 1 1/2" x 11 7/8" STAIR STRINGER PER Q TYP. (AT SIM, 2 x 8 LEDGER W/ (3) 16d NAILS AT EA STUD L__ SEE FOR COMMON CALLOUTS EXISTING EXTERIOR WALL n- I-II-I-I-i-1— ,_II�I1=11 ,l II PER ARCH a. x 2 x 6 STUDSAT16"OC (STUDS TO BE FULL HT TO TOP OF GUARD WALL) EXISTING FLR JST CUT BACK TO NEW STAIR WALL. SHORE JST PRIOR TO CUTTING 2 x 8 LEDGER ATTACH W/ (2) SIMP 0.19 x 4 SDWH TIMBERHEX SCREW AT EA STUD 2 x 4 BLKG BTWN STRINGERS WI (2) 16d TO EA STUD 1" STAIR TREADS STURDISTEP OR EQUIVALENT. NAILS TO EA STRINGER W/ 8d AT 6" OC. FULL LENGTH PANEL RISER 19/32" MIN. NAIL TO EA STRINGER W/ 8d AT 6" OC PER ARCH PER ARCH 11" MIN 8d AT 12"OC (3)1 1/2" x 11 7/8" 1.5E LVL OR 1.55E LSL STRINGERS - EQUALLY SPACE SIMP H3 AT EA STAIR STRINGER EXISTING SLAB SECTION FLR BNDY NAILING 3/4" "APA RATED T&G STUDS - I - FLOOR SHEATHING (24" OC). NAIL EDGES W/ 10d AT 6" OC AND FIELD AT 12" OC 2 x 8 AT 16" OC LANDING JOISTS (EXISTING 11 7/8" TJI FLR JST AT SIM. FIELD VERIFY SIZE) SIMP JB 28 HGR AT EA JOIST (SIMP. ITS HANGER AT SIM. FIELD VERIFY JST SIZE PRIOR TO OREDERING HANGER) DBLE 2x TOP PL 2x6 STUDS AT 16" OC 2 x 8 BVLD TOP PL WI (3) 16d AT EA STUD TRTD PL. ATTACH W/ 1/4" SIMPSON STRONGBOLT II EXP. ANCHOR W/ 3" EMBEDMENT AT 32" OC 1" = 1'-0" EXISTING STAIRWELL WALL TO BE REMOVED. SHORE FLR PRIOR TO WALL REMOVAL (2) 2x TOP PL SIMP H3 AT 32" OC MAX FLR BNDY NAILING EXISTING SHTG U cc w 0 SIMP ITS EA JST. FIELD VERIFY JST SIZE PRIOR TO ORDERING HANGER EXISTING TJI FLR JST (FIELD VERIFY SIZE) SHORE FLR PRIOR TO DEMOLISHING EXISTING STAIR WALL AND CUTTING BACK JOISTS TO NEW WALL 4" CONC SLAB WI 6x6WI.4xW1.4 WELD WIRE MESH • co w 2'-6" MAX RETAINED #5 LAT 18"OC #5 HORIZ AT 18" OC • I I— • • • SECTION x x 1'-9" 2'-3" x x x COMPACTED STRUCTURAL FILL 27" x 12" CONT FTG W/ (3) #5 CONT BARS x C= • 1 1/2" DIA STEEL HAND RAIL. EMBED 6" IN GROUTED RECESSED HOLE IN CONC STEM WALL. SEE ARCH (2) #5 AT TOP OF WALL 1 1/4" PVC DRAINS AT 4'-0" EA SIDE. CAP INSIDE W/ DRAIN CLOTH GRADE Fr— • I I II 1" = 1'-0" 10 2x6 STUDS AT 16" OC (STUDS TO BE FULL HT TO TOP OF GUARD WALL) (2) 2x TOP PL SIMP H3 AT 32" OC MAX NEW 2x8W/(3) 16d AT EA STUD EXISTING TJI FLR JST FIELD VERIFY STUD # 4 2 -0 AT 12" OC IN x x x SECTION #4 CONT • 00 • • • • • EXISTING DECK ISI—Iii=(II 1" = 1'-0" Dlg o aai SEE FOR COMMON CALLOUTS i REVIEWED FOR CODE COMPLIANCE APPROVED AUG 0 9 2018 City of Tukwila BUILDING DIVISION 11 RECEIVED CITY OF TUKWILA JUL 23 2018 PERMIT CENTER TACOMA • SEATTLE • SPOKANE • TRI -CITIES 2215 North 30th Street, Suite 300 Tacoma, WA 98403 253.383.2422 TEL 253.383.2572 FAX www.ahbl.cam WEB Kits