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Permit D19-0021 - MUTUAL MATERIALS - SPRINKLER RISER ROOM
MUTUAL MATERIALS - SPRINKLER RISER ROOM 4302 S 104TH PL D19-0021 0 Parcel No: Address: Project Name: �~^�xx '�� Tukwila "~�~� xvn v K8m^w�8na Department of Community Development 6300SouthcenuerBoulevard, Suite #1O0 Tukwila, Washington g810O Phone:206'431'367O Inspection Request Line: ZV6~438'9350 Web site: http://www.TukwilaWA.Rov 0323049213 43025104THPL DEVELOPMENT PERMIT Permit Number: Issue Date: Permit Expires On: MUTUAL MATERIALS - SPRINKLER RISER ROOM Dl9'O0Zl l/1l/2019 8/11/2Ul9 Owner: Name: Address: Contact Person: Name: Contractor: MUTUAL MATERIALS COMPANY §O5ll9THAVE NE, DELLEVUE.WA, 11335 N[ 122NDW/AY '5UOI 105' K|RKLAND'VVA 98034 NORTHWAY CONSTRUCTION INC Address: l433VALENTINE AVE SESUITE 101 PACIFIC, WA, 98O47 License No: NORTHC1905CQ Lender, Name: MUTUAL MATERIALS Phone: (425)968'5115 Expiration Date: 2/18/2020 DESCRIPTION OF WORK: PROVIDE 80 SQUARE FEET OF NEW CMU FIRE SPRINKLER RISER ROOM NEXT TO CANOPY STRUCTURE UNDER SEPARAET PERMIT. Project Valuation: $4,205,48 Type ofFire Protection: Sprinklers: YES Fire Alarm: YES Type nfConstruction: VB Electrical Service Provided by: TUKWILA Fees Collected: $395.19 Occupancy per IBC: U Water District: TUKVV|LA Sewer District: TUKWILA Current Codes adopted by the City of Tukwila: International Building Code Edition: International Residential Code Edition: |memadnna|Mechanical Code Edition: Uniform Plumbing Code Edition: international Fuel Gas [ode: 2015 2015 2015 2015 2015 National Electrical Code: VVACities Electrical Code: VVA[296-46B: Code: Public Works Activities: Chan nelization/Striping: Curb Cut/Access/Sidewalk: Fire Loop Hydrant: Flood Control Zone: Hauling/Oversize Load: Land Altering: Landscape Irrigation: Sanitary Side Sewer: Sewer Main Extension: Storm.Drainage: Street Use: Water Main Extension: Water Meter: Volumes; Cut: 0 Fill: 0 Number: 0 No Permit Center Authorized Signature/ Date: 0,2 it (/ 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 /he conditions attached to this permit. Signature: Print Name: V SL% G0212 1 E- Date: Z -/Z -/8 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 bedone inconformance with the Washington State Building Code and the Washington State Energy Code. lO: Notify the City ofTukwila Building Division prior tuplacing any concrete. This procedure isinaddition to any requirements for special inspection. ll: Masonry construction shaUbespeda|inspected. 12: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 13: 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 onsatisfactory completion ofthis requirement. 14: All plumbing and gas piping work shall be inspected and approved under a separate permit issued by the City ofTukwila Building Department (2U6-431-367U). 15: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center. 16: 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 tobe occupied by concrete, 17: Prior to final inspection for this building permit, a copy of the roof membrane manufacturer's warranty certificate shall be provided tothe building inspector. 18: VALIDITY OFPERMIT: 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 togive authority toviolate orcancel the provisions ofthe code orother ordinances nfthe City nfTukwila shall not bevalid, The issuance ofapermit based unconstruction 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 (JO6/431-3G7U). 20: Temporary erosion control measures shall be implemented as the first order of business to prevent sedimentation off -site orinto existing drainage facilities. 21: The site shall have permanent erosion control measures in place as soon as possible after final grading has been completed and prior tuthe Final Inspection. 25: 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 lO' 5.4) 22: Portable fire extinguishers, not housed in cabinets, shall be installed on the hangers or brackets supplied. Hangers orbrackets shall besecurely anchored tothe mounting surface in accordancewith the manufacturer's installation instructions, Portable fire extinguishers having agross weight not exceeding 4D 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 isnot more than l5feet (1O67mm)above the floor. The clearance between the floor and the bottom pfthe installed hand-held extinguishers shall not beless than 4inches (l02mm). (|F[9OG7and |F[ 906.9) 23: Extinguishers shall be located in conspicuous locations where they will be readily accessible and immediately available for use. These locations shall bealong normal paths uftravel, un|eathefireoode official determines that the hazard posed indicates the need for placement away from.normal paths of travel. (|RC9U6.5) 24: Fire extinguishers require monthly andyeadyinspections. They must have a tag orlabel securely attached that indicates the month and year that the inspection was performed and shall identify the company nr person performing the service. Every six years stored pressure extinguishers shall beemptied and subjected tuthe applicable recharge procedures. |fthe required monthly and yearly inspections ofthe 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: Maintain a 4 foot clear space around the sprinkler riser(s) for emergency access. (NFPA25) (City Ordinance #Z436) 28: All valves controlling the water supply for automatic sprinkler systems and waterflow switches on all sprinkler systems shall beelectrically supervised. (City Ordinance #Z436) 29: Maintain minimum 40 degrees F. temperature in all areas to prevent sprinkler pipe from breaking and causing unnecessary damage, (NFPAI3'77ll2) ]l: A supply of spare sprinklers (never fewer than 6) shall be maintained on the premises so that any sprinklers that have operated nrbeen damaged inany way can bepromptly replaced. These sprinklers shall correspond to the types and temperature ratings of the sprinklers in the property. The sprinklers shall be kept in a cabinet located where the temperature to which they are subjected will atnotime exceed 100 deXreesF. A special sprinkler wrench shall also be provided and kept in the cabinet to be used in the removal and installation pfsprinklers. (NFPA13'6.l9.1,6l82'hI9.]'6l9.6) 30: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2436and #2437) 32: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval ofsuch condition nrviolation. 33: These plans were reviewed byInspector 5ll. |fyou have any questions, please call Tukwila Fire Prevention Bureau at(ZO6)57S44O7. PERMIT INSPECTIONS REQUIRED Permit Inspection Line: (2O6)413O'9350 1700 BU|LD|NGF|NAL~~ 0301 CONCRETE SLAB 1400 FIRE FINAL 0201 FOOTING 0409 FRAMING 0401 ROOF SHEATHING 0603 ROOF/CE|UNG|N5UL 4037 8-CAST'|N'PLA[[ 4022 S|'N1A5ONRY 4028 8'RE|NFSTEEL4mELB 4035 5|'SO|L5 4032 S|-WOOD[DNST CITY OF TUKII/J,A Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http://www.TukwilaWA.gov Building Per Project No. Date Application Accepted: Date Application Expires: (For o 'e use only CONSTRUCTION PERMIT APPLICATION Applications and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or by fax. **Please Print** SITE LOCATION Site Address: 43o1S, 04- T14 .9r King Co Assessor's Tax No.: 032304-9213 Tukwila, A 98118 Suite Number: Floor: Tenant Name: Mutual Materials Company New Tenant: 0 Yes I] .. No PROPERTY OWNER Name: Mutual Materials Company Address: 10411 Martin Luther King Jr Way S City: Tukwila State: WA Zip: 98118 CONTACT PERSON — person receiving all project communication Name: Tyler Litzenberger Address: 11335 NE 122nd Way, Suite 105 ' 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.: ARCHITECT OF RECORD Company Name: Tahoma Design Group Architect Name: James K. Carleton, ALA Address: 535 Dock Street, Suite 211 City: Tacoma State: WA Zip: 98402 Phone: 253-380-1284 Fax: 253-284-9681 Email: jcarleton@tahornadesigngroup.com ENGINEER OF RECORD Company Name: AHBL, Inc. Engineer Name: Daniel L. Booth. 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: tr c>/k, V/44--z-siztk---(t Address: tOiseil ),...) t...,01t 12„0„. ,.....5i.a. City: -e I UK LC' State: tziA. Zip: ,c), 112 HAApplications;Forms-Applications On Line\ 2011 ApplicationsWerinit Application Revised - 8-9-11.docx Revised: August 201 bh Page 1 of 4 BUILDING PERMIT INFORMATIO A6-431-3670 Valuation of Project (contractor's bid price): $ 35,000 Existing Building Valuation: $ not applicable Describe the scope of work (please provide detailed information): Provide 80 square feet of new cmu fire sprinkler riser room next to canopy structure under separate permit Will there be new rack storage? Yes 0.. No If yes, a separate permit and plan submittal will be required. Provide All Building Areas in Square Footage Below Existing Interior Remodel Addition to Existing Structure New Type of Construction per IBC Type of Occupancy per IBC 1 Floor 80 V-B U 2nd 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: not applicable Compact: Handicap: Will there be a change in use? 0 Yes Z No If "yes", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: Z Sprinklers Automatic Fire Alarm 0 None 0 Other (specify) Will there be storage or use of flatnmable, combustible or hazardous materials in the building? 0 .„_..Yes ._._.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. HAApplivations1Fonns-Applications On Line \ 201 I Applications\ Permit Application Revised - 8-9-II.docx Revised: August 2011 bh Page 2 of 4 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 o ...T u kw i I a 0 ... Water District #125 0 ...Water Availability Provided Sewer District 0 ...Tukwila O ...S ewer Use Certificate • _ 0 Renton 0...Valley View 0 .. Renton 0...Sewer Availability Provided 0.- Seattle Septic System: O 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 apolv): 0 ...Civil Plans (Maximum Paper Size - 22" x 34") 0 ...Technical Information Report (Storm Drainage) 0 ...Bond 0 *Insurance 0 .. Easement(s) Proposed Activities (mark boxes that apply): O ...Right-of-way Use - Nonprofit for less than 72 hours 0 ...Right-of-way Use - No Disturbance 0 ...Construction/Excavation/Fill - Right-of-way 0 Non Right-of-way El O ,..Total Cut cubic yards 0 ...Total Fill cubic yards 0 ...Sanitary Side Sewer O ...Cap or Remove Utilities 0 ...Frontage Improvements 0 ...Traffic Control ..• .Backflow Prevention - Fire Protection Irrigation 0 Geotechnical Report ,. • Maintenance Agreement(s) 0 _.Traffic Impact Analysis 0...Hold Harmless - (SAO) 0 ...Hold Harmless - (ROW) o .. Right-of-way Use - Profit for less than 72 hours o .. Right-of-way Use - Potential Disturbance • Work in Flood Zone 0 .. Storm Drainage o .. Abandon Septic Tank 0 _ Curb Cut 0 .. Pavement Cut 0 .. Looped Fire Line Domestic Water IS .. • Grease Interceptor • Channelization 0 .. Trench Excavation O .. Utility Undergounding 0 ...Permanent Water Meter Size... ,, WO # 0 ...Temporary Water Meter Size .. ,, WO # O ...Water Only Meter Size ....... ..... 1, WO # 0 ...Deduct Water Meter Size 0 ...Sewer Main Extension . Public 0 Private 0 0 ...Water Main Extension Public 0 Private 0 FINANCE INFORMATION Fire Line Size at Property Line Number of Public Fire Hydrant(s) ..• .W ate r El ...Sewer El _Sewage Treatment Monthly Service Billing to: Name: Day Telephone: Mailing Address: Water Meter Refund/Billing: Name: Mailing Address: City State Zip Day Telephone: City State Zip 1-1:1App licat ionsTonns-App icat ions On Linea)! 1 ApplicationsWermit Applicaliun Revised - 8-9-1 1 Avex 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 180 days following the date of application shall expire by limitation. The Building Official may grant one or more extensions of time for additional periods not exceeding 90 days each. The extension shall be requested in writing and justifiable cause demonstrated. Section 105.3.2 International Building Code (current edition). 1 HEREBY CERTIFY THAT 1 HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT, BUILDING OWNER �RZWf1ORIZEDAGE Signature: Date: 10/3/2018 Print Name: James K. Carleton AIA (Tahon4 Design Group) Day Telephone: 253-380-1284 Mailing Address: 535 Dock St, Suite 211 Tacoma WA 98402 City Slate Zip HAApplicationsWorms-Applications On Line \ 201 1 ApplicationsWennit Application Revised - 8-4-11.docx Revised: August 2011 bh Page 4 of 4 DESCRIPTIONS ACCOUNT QUANTITY PermitTRAK PAID $395.1 D19-0021 Address: 4302 5 104TH PL Apn: 0323049213 $395.19 DEVELOPMENT $385.59 PERMIT FEE R000.322.100.00.00 0.00 $192.06 PLAN CHECK FEE R000.345.830.00.00 0.00 $124.84 WASHINGTON STATE SURCHARGE B640.237.114 0.00 $25.00 STRUCTURAL CONSULTANT R000.345.830.01.00 0.00 $43.69 TECHNOLOGY FEE $9.60 TECHNOLOGY FEE TOTAL FEES PAID BY RECEIPT: R16530 R000.322.900.04.00 0.00 $9.60 $395.19 Date Paid: Friday, January 18, 2019 Paid By: MUTUAL MATERIALS Pay Method: CHECK 441627 Printed: Friday, January 18, 2019 752 AM 1 of 1 YSTEMS INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431 670 Permit Inspection Request Line (206) 438-9350 tRcY- Project: kt cffli eh— ilk A-7-4'R 1 /4- 4._ Type nspection: 4.10 1 I.,p iNc- Address: .13c!Y2-- Date Called: ....S: Special Instructions: Date Wanted a.m. Requester: Phone No: Nt_i_kpproved per applicable codes. Corrections required prior to approval. COMMENTS: p Ft 7st 4._ Inspector: 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 OP?, Project Type Type of l spection: 4004.° Ad : Date Called: Special Instructions: 'Date Wanted: a.m. P.m.' Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. MENTS: Inspector: Date: REINSPECTION FE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION NO. INSPECTION RECORD Retain a copy with permit PERMIT 3d4. CITY OF TUKWILA BUILDING DIVISION 6300 Sauthcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Pro ct: Type of Inspection: dress: = ate Called: Special Instructions R V t Date Wanted: 1- 19 - 2-0 a.m. Re ue to 0 Approved per applicable codes. n s pecto Corrections required prior to approval. REINSPE ON FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Bt uite 100. Cali to schedu[e reinspection. OD( �. 7 z.,e) I 9- INSPECTION RECORD Retain a copy with permit Dt°l co24 INSPECTION NO. PERMIT WO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: -Type' 1.1 of Inspection: Ad r ss: Date Called. SpeciaC Instructions: Date Wanted: dIia,it a.m. p.m. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: 1 cv.4 nspector: Date: REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Calf to schedule reinspection. Lighting Summary LTG -SUM 2015 Washington State EnergyCode Compliance Forms for Commercial Buildings includingR2, R3, R4 over 3 stories and all R1 Revised Nov 2017 Project Info Compliance forms do not require a password to use. Instructional and calculating cells are write- protected. Project Title: Mutual Materials Tukwila Fire Srpinkler Riser Room Date 1/1 5/2 01 9 Applicant Information. Provide contact information for individual who can respond to inquiries about compliance form information provided. For Building Department Use _. 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 0 No Lighting Scope with lighting compliance forms. New Building 0 Addition 0 Alteration Include PROJ-SUM form (included in envelope forms workbook) Interior Lighting System Description 0 Interior Lighting Plans Included New 80 square foot fire sprinkler riser room. REVIEWED FOR CODE COMPLIANCE APPROVED FEB 01 2019 Interior Lighting Power Allowance Method 0 Building Area Method li . atttrOicnikwila Select method used in project. • tALIDING DIVISION Interior Lighting Controls 0 All C405.2.1 - C405.2.8 Lighting Controls D C405.2 Exception 5 Luminaire Level Lighting Controls (LLLC) 0 Additional Efficiency Package Option C406.4 Enhanced Digital Lighting Controls To comply with C406.4, no less than 90% of the total installed interior lighting power shall comply with the required controls per C406.4. Dwelling Unit Interior Lighting Permanently installed interior lighting fixtures in dwelling units comply with: 0 No Dwelling 0 C405.2 thru C405.5 Commercial Lighting Controls and L PA Units 0 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 Lighting System Description 0 Exterior Lighting Plans Included None, building near tall canopy structure with high bay lighting that will illuminate the entire area. Building Additions Refer to Section C502.2.6 for additional requirements. Compliance Method Interior lighting Exterior lighting Lighting systems in addition area comply with all applicable provisions as a stand alone new construction project 0 0 Lighting systems in addition are combined with existing building lighting systems to demonstrate compliance 0 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. bi 0021 RECEIVED CITY OF TUKWILA JAN 18 2019 PERMIT CENTER Lighting Summary, cont. LTG -SUM 2015 Washington State EnergyCode Compliance Forms for Commercial Buildings including R2, R3, R4 over 3 stories and all R1 Revised Nov 2017 Project Title: Mutual Materials Tukwila Fire Srpinkler Riser Room Date 1/15/2019 Change of Space Use 0 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. . 0 No changes are being made to the interior or exterior lighting systems and existing space uses and configuration are not changed. Lighting Power Interior lighting Parking garage Exterior lighting 50% or more of existing are replaced Less than 50% of existing are replaced 0 El 0 Lamp and/or ballast replacement only — existing total wattage not increased 0 El El 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-8LD, 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-1NT-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 III New wiring or circuit - For interior light ng, 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. interior Lighting - Space -By -Space Method LTG-INT-SPACE rcial Buildinas includinaR2 R3 R4 over 3 stones and all R1 Revised Nov 2017 Project Title: Mutual Materials Tukwila Fire Srpinkler Riser Room Date 1/15/2019 Calculation Area "T" 0 New Construction 0 Addition - 0 Addition stand alone + existing r., Spaces where < 50% of Spaces where 50% of Spaces where the Use "" luminaires are replaced luminaires are replaced is changing (C505) For Building Department Use LPA Calculation Type 0 Standard 0 Additional Efficiency Package Option C406.3 Reduced Interior Lighting To comply with C406.3. the Proposed LPD shall be 25% lower than the Target LPA. Refer to C406.3 for additional requirements. User Note Maximum Allowed Lighting Wattage "°" ' Location (plan #, room #) Space Type Ceiling HeightNOTE 2 Gross Interior Area in ft2 Allowed Watts per ft2 Watts Allowed (watts/ft2 x area) Fire Riser Room Electrical/mechanical 9 80 0 . 760 61 Lobby Art/Exhibit Display Allowance from LTG-INT-DISPLAY NOTE 8 Total Area Retail Display 80 Watts Allowance from LTG-INT-DISPLAY Allowed 61 Pro osed LightingWattage NOTE 3 Location (plan #, room #) Fixture Description NOTE 4, 5, 6 Number of Fixtures Watts/ Fixture NOTE 7 Watts Proposed Restrooms Surface Mounted LED Light Fixture 32 32 Proposed Retail Display Lighting from LTG-INT-DISPLAY Total Proposed Watts may not exceed Total Allowed Watts for Interior Lighting Total Proposed Watts 32 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 wattshineal 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-1NT-DISPLAY form only. Note 9 - Calculation Area Details: a. Liohting fixtures in a building addition may COMA/ 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 a 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. Project Summary, pg 1 PROJ-SUM 2015 WSEC Compliance Forms for Commercial Buildings including R2, R3, & R4 over 3 stories and all R1 Revised Oct 2017 General Info PROJ-SUM form shall be provided as cover sheet for all a compliance form submittals. Project Title shall match project plans title block. ProjectTi : Mutual Materials Tukwila Frie Sprinkler Riser Room Date 1/17/2019 Project Street Address: 10411 Martin Luther King Jr Way S For Building Department Use Project City, County, Zip: Tukwila, King, 98118 Project Owner or Rep: James K. Carleton, AIA (Tahoma Design Group) Jurisdiction: City of Tukwila r 1:176WVVED FOR Project Description Select all that apply to the scope of project. Select Addition + Existing or Alteration + Existing if the existing building will be combined with the addition or alteration to demonstrate compliance per Section C502.1 or C503.1. New Construction C3 New Building Existing Building 0 Alteration 0 Historic Building Elements 0 All 0 Service and Additions 0 Building Addition IR: ., , - ,l'- (Ai, 1!,.• of Occupancy ,. . Building Scope - Select all that apply El Building Envelope CUUE COMPLIANCE APPROVED FEB 01 2019 ' 0 Change in Space Cond ioning Cky of Tukwila BUILDING DIVISION 0 Mechanical Systems 0 Electrical Systems Hot Water Systems III Lighting Systems Occupancy Type 0 AD Commercial 0 Group R - R2, R3, & R4 0 Mixed Use over 3 stones and all R1 Mixed Use - Building is greater than three stories above grade and it has bean Commercial and Group R occupancies. Mixed Occupancy - Building is three stories or less above grade and it has both Commercial and Group R2, R3 or R4 occupancies. Select All Commercial to document compliance for the commercial areas of the building. The residential spaces shall comply with the WSEC Residential Provisions. Space Conditioning Categories Select all that apply 0 Fully Conditioned 0 Low Energy to the scope of project E:1 Refrigerated Spaces (VVarenecetytEtin1) CITY OF TUKWILA el Semi-heated2 Space Category3 Eligible Low Energy Spaces JAN18 2019 0 Unconditioned 0 Low energy heating/cooling capacity 0 Wireless service equipment shelter 0 Greenhouse 4 El PERMITTE. NTER Floor Area and Stories Floors Above Grade Building Gross Conditioned Floor Area Project Gross Conditioned Floor Area 1 80 square feet 80 square feet General Compliance Path 0 Compliance Method 1 - General 0 Compliance Method 2 - Total Building Compliance Method 1 - Projects shall demonstrate compliance with all applicable mandatory and prescriptive requirements of this code. Refer to C401.2, Item 1 for more information. Compliance forms to include with a Prescriptive submittal: All applicable ENV, LTG, and MECH. . Compliance Method 2 - Projects complying via total building performance (TBP) shall include a summary of results from a whole building energy model per Section C407 and shall demonstrate compliance with all applicable mandatory provisions in this Code, Refer to Section C401.2, Item 2 for more information. Compliance forms to include with a TBP submittal: PROJ-SUM, ENV-CHK, LTG-EXT, LTG-CHK, and all MECH forms except MECH-ECONO and MECH-VENT (pending). Note 1 - Refrigerated Spaces - They shall comply with the envelope and refrigeration equipment requirements in Section C410. Warehouse coolers and freezers shall also comply with the envelope requirements in C402. C410 takes precedent for overlapping requirements. Note 2 - Semi -heated Spaces - If heated with equipment other than electric resistance may take an exemption for wall insulation. All other envelope assemblies shall comply with the thermal envelope provisions. Note 3- Exemptions For Low Energy Spaces - Low Energy spaces are exempt from all provisions in WSEC Section C402 Building Envelope, however all other applicable provisions in the Code do apply including lighting, mechanical, service water heating, etc, Note 4 - Eligible Space Conditioning For Low Energy Greenhouses - Greenhouses are defined as spaces that maintain a specialized sunlit environment that is used exclusively for cultivation, protection and maintenance of plants. Cooling with outside air and/or evaporative cooling, and any form of heating equipment, are allowed under the Low Energy Greenhouse category. Greenhouses with cooling equipment that requires a condensing unit are NOT eligible. Project Summary, pg 2 PROJ-SUM 2015 WSEC Compliance Forms for Commercial Buildings including R2, R3, & R4 over 3 stories and all R1 Revised Oct 2017 General Info Project Title: Mutual Materials Tukwila Frie Sprinkler Riser Room 'Date 1/17/2019 C406 Additional Efficiency Package Options Summary A minimum of two Options are required for new construction, and change in space conditioning or occupancy projects. Select all Options included in the current project scope. Also select Options complied with under previous projects (shell and core, other tenant Buildings with multiple tenant spaces may comply with different options (mix & match). Options are required for all space conditioning categories. Include discipline specific information for C406 options in ENV -SUM, LTG -SUM and Refer to SBCC website for official interpretations regarding C406 provisions, Building level efficiency options: Current Scope Previous Projects C406.8 Enhanced envelope performance C406.9 Reduced air infiltration C406.5 On -site renewable energy Building area level efficiency options C406.2 More efficient HVAC equipment C406.6 Dedicated outside air systems (DOAS) C406.7 Reduced energy use in service water heating 0 0 C406.3 Reduced lighting power C406.4 Enhanced digital lighting controls 0 0 C406 Comments: , Envelope Summary ENV -SUM 2015 WSEC Compliance Forms for Commercial Buildings including R2, R3, & R4 over 3 stories and all R1 Revised Oct 2017 Project Info Applicant Info. Provide contact information for individual who can respond to inquines about information provided. Project Title: Mutual Materials Tukwila Frie Sprinkler Riser Room Date 01/17/2 01 9 Company Name: Tahoma Design Group For Building Department Use Company Address: 535 Dock Street, Tacoma, WA 98402 Applicant Name: James K. Carleton, AIA Applicant Phone: 253-380-1284 Applicant Email: jcarleton@tahomadesigngroup.com Project Description Ei New Building 0 Addition 0 Alteration D No Envelope Scope Envelope Project Scope Select all that apply. 0 All Commercial 0 Group R - Commercial D Mixed Use -Commercial + Group R 0 Semi -heated 0 Refrigerated Cooler 0 Refrigerated Freezer Ei Equipment Building Envelope Description Provide brief description of the project and relevant supporting documentation. If project includes multiple Target Insulation Allowance areas, and/or is demonstrating compliance as an Addition + Existing, Alteration + Existing, or Addition + Alteration + Existing project, provide a brief summary of the approach to whole building compliance. Semi -Heated Utility Structure for Fire Sprinkler Riser Assembly. Air Barrier Testing Air barrier testing is required for all new construction projects. Testing criteria is 0.40 cfm/ft2 under test pressure of 0.3 inch w.g. To comply with C406.9, demonstrate that measured air leakage of building envelope 0 Air barrier testing per Section C402.5.1.2 included in project scope 0 Additional Efficiency Package Option - C406.9 Reduced Air Infiltration 0 Testing not required. Explanation: This is an unoccupied group "U" occupancy. Compliance Documentation Scope and Method Scope of This Calculation 0 New Building 0 Addition 0 Alteration 0 No Envelope Scope Target Insulation Allowance Sets the title and calculations in the compliance forms. Selection required to enable forms. 0 Fully Conditioned - Commercial, Group R, Mixed Use ® Semi -heated 0 Refrigerated Cooler 0 Refrigerated Freezer If project includes more than one Target Insulation Allowance area, and/or if project includes addition and alteration areas complying independently, for each area complete an ENV -SUM form Rows 16-46 and either an ENV -PRESCRIPTIVE form, or ENV-UA + ENV-SHGC forms if demonstrating compliance via component performance. Envelope Compliance Path Selection required to enable forms. 0 Prescriptive C) Component Performance Component Performance Calculation Adjustments 0 Change of Occupancy (C503.2) / Conditioning (C505) - 10% higher UA allowed 0 Additional Efficiency Package Option - C406.8 Enhanced Envelope - 15% lower UA required Additions 0 Addition stand alone 0 Addition + Existing Addition stand alone - Complete Vertical Fenestration and Skylight Area Calculation. Enter total existing -to -remain wall, roof, vertical fenestration and skylight areas as EXISTING. Enter total addition envelope assembly areas as NEW, If resulting total building WWR exceeds 30% and/or SSR exceeds 5%, refer to C502.2.1 and C502.2.2 for prescriptive compliance alternatives. If complying via component performance, complete ENV-UA per instructions for addition stand alone projects. Addition + existing - Complete ENV-UA per instructions for addtion + existing projects. Alterations - El Replacement windows only, or resulting Li r---, Total building WWR increased by alteration `—' total building WWR 5 original VVWR Fenestration and Skylight 0 Replacement skylights only, or resulting 0 Total building SRR increased by alteration total building SRR 5 original SRR WWR and SRR not increased - Vertical Fenestration and Skylight Area Calculation not required. WWR and/or SRR increased - Complete Vertical Fenestration and Skylight Area Calculation. Enter total existing -to -remain wall, roof, vertical fenestration and skylight areas as EXISTING. Enter total altered envelope assembly areas as NEW. If resulting total building WWR exceeds 30% and/or SSR exceeds 5%, refer to C503.3.2 and C503,3.3 for prescriptive compliance alternatives. If complying via component performance, complete ENV-UA per instructions for alteration + existing projects. Envelope Summary, pg. 2 ENV-SUIVI 2015 WSEC Compliance Forms for Commercial Buildings including R2, R3, & R4 over 3 stories and all R1 Revised Oct 2017 Project Title: Mutual Materials Tukwila Frie Sprinkler Riser Room 'Date 01/17/2019 Vertical Fenestration and Skylight Area Calculation Prescriptive Path - Enter envelope sf values directly into this section of ENV -SUM for vertical fenestration, skylights, net walls and roof. For Additions and Alterations, refer to these sections in ENV -SUM for further instructions. Component Performance - When this Envelope Compliance Path is selected, write - protection of this section is enabled. Enter envelope sf values for all assemblies into the ENV-UA form. Envelope information from ENV-UA will auto -fill into this section of ENV - Total Vertical Fenestration Area (rough opening NET Exterior Above Grade Wall Area I Total Skylight Area (rough opening) NET Exterior Roof Area New 0 0 0 80 Existing 0 0 0 0 Total 0 0 0 80 Vertical Fenestration-to- Wall Ratio (WWR) Skylight -to -Roof Ratio (SRR) Vertical Fenestration Area Compliance Skylight Area Compliance NO SKYLIGHT PROPOSED. COMPILIES WITH MAAIMUM ALLOWANCE. Vertical Fenestration Alternates 0 High performance fenestration U-factors and SHGC per C402.4.1.3 0 Dedicated outdoor air system per C402.4.1.4 and C403.6 Show locations of qualifying daylight zone (DLZ) areas and ft2 on project plans. For Daylight Zone Area Calculations - a) Sidelight areas include primary + secondary daylight zone areas. b) Include overlapping toplight and sidelight daylight zone areas under Toplight. c) Net floor area definition in Chapter 2. 0 In buildings 3 stories, 25% or more of NET floor area is in C4LZ per C402.4.1.1 0 In buildings < 3 stories, 50% or more of CONDITIONED floor area is within DLZ per C402.4.1.1 Daylight Zone Calculations Daylight Zone Fenestration Alternate Not Selected. No Calculations Required Sidelight Daylight Zone Area Toplight Daylight Zone Area Percent Daylight Zone Area Spaces in Single Story Building Requiring Skylights In these spaces a minimum of 50% of the floor area shall be within a skylight daylight zone (DLZ). Refer to C402.4.2 for requirements. SRR = Skylight to roof ratio List all enclosed spaces that exceed 2,500 ft2, have ceiling height greater than 15 ft, and are space types required to comply with this provision. Indicate aperture with "AP" prefix (AP 1.1%) Space Space Area (ft2) DLZ Area (ft2) SRR or Aperture Exception Envelope Exemptions Low Energy and Semi -heated Spaces Low energy spaces per C402.1.1 Item 1 are exempt from the thermal envelope provisions. Semi - heated spaces heated by systems other than electric resistance are exempt from wall insulation provision only per C402.1.1.1. Complete Low Energy and Semi -Heated Spaces table in MECH-SUM to verify eligibility based on installed peak heating and cooling capacity per sf. Equipment Buildings Equipment buildings are exempt from the thermal envelope provisions per C402.1.2. The following shall be met to be eligible: building size 5 500 sf, average wall/roof U- factor S. U-0.20, electronic equipment load ? 7 watts/sf, heating system output capacity s 17,000 btu/h. Cooling system capacity not Wall Insulation R-Value Roof Insulation R-Value Overall Average U-Factor Equipment Building Envelope Electronic equipment power (watts/sf) Heating system output capacity (Btu/hr) Cooling capacity (Yes/No) Envelope Requirements Summary, pg 1 2015 WSEC Compliance Forms for Commercial Buildings including R2, R3, & R4 over 3 stories and all R1 ENV-REQ Revised Oct 2017 Minimum Requirements This table summarizes prescriptive compliance requirements for opaque elements and fenestration. Refer for Prescriptive Compliance to Tables C402.1.3, C402.1.4 and C402.4 in the 2015 WSEC for important footnotes that apply to these tables, Refer to Section C402 for all applicable requirements for each envelope element type and applicable exceptions. Refer to Section C410 for all applicable information for refrigerated spaces. Prescriptive Path Notes 1,7 Table C402.1.3 Insulation Minimum R-Value Notes 1,2 Table C402.1.4 Assembly Maximum U-factor Occupancy Group All Other Group R All Other I Group R Opaque Elements Roofs Insulation Entirely above Deck R-38 c.i. R-38 c.i. U-0.027 U-0.027 Metal Building (with thermal spacer block) Note 3 R-25 + R-11 Ls R-25 + R-11 Ls U-0.031 U-0.031 Attic and Other R-49 R-49 U-0.021 U-0.021 Joist or single rafter R-49 R-49 U-0.027 U-0.027 Walls, Above -grade Mass R-9.5 c,i. Note 6 R-13.3 c.i. U-0.104 Note 6 U-0.078 Mass transfer deck slab edge No R-Value for prescriptive compliance U-0.200 U-0.200 Metal Building R-19 c.i. R-I9 c.i. U-0.052 U-0.052 Steel Framed R-13 + R-10c.i. R-19 + R-8.5 c.i. U-0.055 U-0.055 Wood Framed and Other R-21 w/ int. frame R-21 w/ int. frame U-0.054 U-0.054 Below Grade Wall Note 4 Same as above grade , Same as above grade Floors Mass R-30 c.i. R-30 c.i. U-0.031 U-0.031 Steel Joist R-38 + R-10 c.i. R-38 + R-10 c.i. U-0.029 U-0.029 Wood Framed and Other R-30 R-30 U-0.029 U-0.029 Slab -On -Grade Floors Unheated R-10 for 24 in. (from top of slab) F-0.54 F-0.54 Heated Note 5 R-I 0 perimeter & under entire slab F-0.55 F-0.55 Opaque Doors I Swinging No R-Value for prescriptive compliance U-0.37 U-0.37 Nonswinging (Roll -up or sliding) R-4.75 I R-4.75 U-0.34 U-0.34 Table C402.4 - 0-30% of wall area, or 30%-40% per Section C402.4.1.1 DLZ or Section C402.4.1.4 DOAS Section C402.4.1.3 High Performance Fenestration Option - 0-40% of wall area Fenestration Assembly Maximum U-factor Notes 1,2 Vertical Fenestration Nonmetal framing U-0.30 U-0.30 U-0.28 U-0.28 Metal framing (fixed) U-0.38 U-0.38 U-0.34 U-0.34 Metal framing (operable) U-0.40 U-0.40 U-0.36 U-0.36 Entrance doors U-0.60 U-0.60 U-0.60 U-0.60 Skylights Skylights U-0.50 I U-0.50 U-0.50 U-0.50 Fenestration Assembly Maximum SHGC Factor Vertical Fenestration PF<0.2: north - SHGC=0.53; all other SHGC=0.4 0.2 5 PF < 0.5: north - SHGC-0.58; all other - SHGC-0.48 PF ?. 0.5: all orientations - SHGC-0.64 PF<0.2: north - SHGC=0.46; all other SHGC=0.35 0.2 5 PF < 0.5: north - SHGC-0.5 I; all other - SHGC-0.42 PF ?.- 0.5: all orientations - SHGC-0.56 Skylights SHGC-0.35 SHGC-0.35 C410.2 Refrigerated Spaces Insulation Insulation Minimum R-Value Assembly Maximum U-factor Freezers - Walk-in and Warehouse Roof / Ceiling R-32 U-0.030 Wall R-32 U-0.030 Door R-32 U-0.030 Door - transparent reach -in triple -pane, heat -reflective treated or gas Floor R-28 U-0.035 Coolers - Walk-in and Warehouse Roof / Ceiling R-25 U-0.039 Wall R-25 U-0.039 Door R-25 U-0.039 Door - transparent reach -in double -pane, heat -reflective treated & gas fill, or comply with freezer door recL Floor No Requirement Envelope Requirements Summary, pg 2 ENV-REQ 2015 WSEC Compliance Forms far Commercial Buildings including R2, R3, & R4 over 3 stories and all R1 Revised Oct 2017 Definitions: Ls = Liner system -- A continuous membrane installed below the purlins and uninterrupted by framing members. Uncompressed, unfaced insulation rests on top of the membrane between the purlins. Refer to Section A102.2.5.4. c.i. = Continuous insulation -- Insulation that is continuous across all structural members without thermal bridges other than service openings and penetrations by metal fasteners with a x-sectional area of less than 0.04% of the opaque surface area of the assembly. Components with more than 0.04% metal penetrations may be eligible to follow the alternate CI values below. int = Intermediate framing -- Includes insulated headers, corners and interior partition wall to exterior wall intersections. Refer to Section A103.2 for framing definitions. Footnote Summary: Each table in the 2015 WSEC has footnotes applicable to specific information provided in the table. This footnote summary provides only abbreviated details from these footnotes. Refer to 2015 WSEC for complete footnote information. Note 1 - Assembly descriptions can be found in Chapter 2 and Appendix A, Note 2 - Use of assembly U-factors, C-factors and F-factors from Appendix A and Chapter 3 are required unless otherwise allowed by the provisions of this Code. Note 3 - For metal building roofs where using R-value compliance method, a thermal spacer block with minimum thickness of 1/2-inch and minimum R-value of R-3.5 is required. Otherwise use the U-factor compliance method. Note 4 - Where heated slabs arc below -grade, they shall comply with the F-factor requirements for slab -on -grade heated slabs. Note 5 - Heated slab F-factors shall be determined specifically for heated slabs. Unheated slab F-factors shall not be used. Note 6 - CMU walls in all occupancies other than Group R may be eligible for reduced insulation if all provisions stated in applicable footnote are met. Refer to Footnote D in Table C402.1.4 or Footnote C in Table C402.1.3 for eligibility requirements. Note 7 - Components with continuous insulation but with metal penetrations / connections may be eligible for alternate continuous insulation R-values ifall provisions in applicable footnote are met. Refer to alternate prescriptive R-values in table below and Footnote G in Table C402.1.3 for eligibility requirements. Alternate continuous insulation nominal R-values This alternate nominal R-value compliance option is allowed for projects complying with all of the following: 1. The ratio of the cross -sectional area, as measured in the plane of the surface, of metal penetrations of otherwise continuous insulation to the opaque surface area of the assembly is greater than 0.0004 (0.04%), but less than 0.0012 (0.12%). 2. The metal penetrations of otherwise continuous insulation are isolated or discontinuous (e.g., brick ties or other discontinuous metal attachments, offset brackets supporting shelf angles that allow insulation to go between the shelf angle and the primary portions of the wall structure). No continuous metal elements (e.g., metal studs, z-girts, z-channels, shelf angles) penetrate the otherwise continuous portion of the insulation. 3. Building permit drawings shall contain details showing the locations and dimensions of all the metal penetrations (e.g., brick ties or other discontinuous metal attachments, offset brackets, etc.) of otherwise continuous insulation. In addition, calculations shall be provided showing the ratio of the cross -sectional area of metal penetrations of otherwise continuous Assemblies with continuous immolation (see definition) Alternate option for assemblies adds metal penetrations, greater than 0.04% but less than 0.0S% Alternate option for assemblies with metal penetrations, greater than or eqnal to 0.03% but less than 0.121t4 R-9.Sc R-1 1,9ci R-13a R-11 kl R-143ci R-15.7cs R-133ci R-16.6ci R-1$.3cs R-1 5.2c1 R-19.06 R-210 R-30ci R-380 R4 2ci R-38ci R-48ci R-Ski R-13 + R-7.5cs R-13 + R-9.4ci R-13 ..- R.-10.3ct R-13 -+R-liki R-13 -t- R-12.Sci R-13 + R-13,11ct R-13 +R-12.5ci R-13 , R-15.6c: R-13 -- R.-17.2ct R-13 + R-13ci R-13 . R-16.3a R-13 1.- R-17.9ct R-19 — R-83ci R-19 — R-10.60 R-19- R-11..7ci R-19 "-R-1-lc R-19 +- R-37.5cs R-19 + R-19.2ct R-19 R-16ci R-19 +R-20a R-20 .. R-3.1ki R-20 + R-4.8ci R-20 .+R-53ci R-21 - R-5a R-21 + R-6.3ca R-21 • R-05.90 End of Envelope Requirements Summary Prescriptive Path, pg. 1 ENV-PRESCRIPT1VE Revised Oct 2017 2015 WSEC Compliance Forms for Commercial Buildings including R2, R3, & R4 over 3 stones and all R1 Project Title: Mutual Materials Tukwila Frie Sprinkler Riser Room Date 01/17/2019 Target Insulation Allowance Prescriptive Compliance Not Selected ForBuilding Department Use Fenestration Area as % gross above -grade wall area Max. Target: 30.0% Skylight Area as % gross roof area 0.0% Max. Target: 5.0% Vertical Fenestration Alternates: None Selected on ENV -SUM User Note Prescriptive compliance of envelope assemblies may be accomplished by providing insulation R-values per Table C402.1.3 or U-factors / F-factors per Tables C402.1.4 and C402.4. A single project may comply via R-values for some envelope assemblies and U-factors / F-factors for others. Note compliance method taken for each assembly in spaces provided. Building Component R-Value Method for Prescriptive Compliance U-Factor/F-Factor Method for Prescriptive Compliance Provide plan/detail # of assembly and description Cavity Ins. R-Value t,ontinuous Ins. (CI) R-Valuel v. Area or merar- Penetrations in CIS Assembly 0-Factor U-Factor Source3 (..) il) 0 0 ce ... 0 Opaque vvolls-Ahoveomuv: U 1. 11) co . m = 2 o .c 0 --a o o o 0 to 2 ',-... a) . . 5U Tu a) u) , E o 0 6 ° rao) ce 0. 2 0 u) 0 9 iL 0 to 1 sb E f°. . Prescriptive Path, pg. 2 ENV -PRESCRIPTIVE 2015 WSEC Compliance Forms for Commercial Buildings including R2, R3, & R4 over 3 stories and all R1 Revised Oct 2017 Project Title: Mutual Materials Tukwila Frie Sprinkler Riser Room Date 01/17/2019 Fenestration Area as % gross above -grade wall area Max. Target: 30.0% Skylight Area as % gross roof area 0.0% Max. Target: 5.0% If vertical fenestration or skylight area exceeds maximum allowed per C402.4.1, then the project must comply via Component Performance and provide ENV-UA and ENV-SHGC forms. For Building Department Use Building Component Provide plan/detail # of assembly and description R-Value Method for Prescriptive Com»fiance Perim. Ins. R-Value Full Slab CI R-Value U-Factor/F-Factor Method for Prescriptive Compliance F-Factor F-Factor Source10 Slab-on-grade9 -o ca m c -o m a) d Provide ID from door schedule and description Ins. R-Value Assembly U-Factor U-Factor Source11 Opaque Doors a u) L_ 0 Provide ID from window schedule and description Solar Heat Gain Coefficient (SHGC) rroleetron Factor (PF) if applicable12 unemauon (N or SEW)13 Assembly SHGC14 U-Factor for Prescriptive Compliance Assembly U-Factor U-Factor Source14 0 d u- m m v 2 0 z N d C N derrath a slab -on -grade or exposed floor, this floor shall be thermally broken from the surrounding floor area with the same amount of insulation as IT 2 ccn < e Miscellaneous - Refrigerated Spaces Provide plan/detail # of assembly and description iv a0i oo u_ LL Ins. R-Value Assembly U-Factor U-Factor Source c N 0 Provide ID from window schedule and description 0 0 c Cooler / Freezer , Double Pane Glass Triple Pane Glass Inert Gas Filled Heat Reflective Treated Glass L U l0 Nbte 1 - Insulation that is continuous except for fasteners may be entered here if the cross -sectional area of metal penetration through otherwise continuous insulation is less than 0.12%. Note 2 - Alternate prescriptive continuous insulation R-values per Table C402.1,4, Footnote F may be used if the cress sectional area of metal penetrations exceeds 0.04% but is less than 0.12%. Calculations are required to use these altemate R-values. Note 3 - Opaque assembly U-factors shall come from Appendix A or calculated per approved method as specified in C402.1.5.1. Specify the table number or calculation page number. Note 4 - Thermal spacer blocking and liner system are required for prescriptive R-Value compliance in metal building roof assemblies. Note thermal spacer thickness and R-value in roof assembly description. Note 5 - Intermediate framing is required for prescriptive R-Value compliance in wood -framed wall assemblies. Note 6 - Proposed CMU mass walls in non -Group R that meet Table C402.1.4 Footnote C requirements can enter the target prescriptive U-value of 0.104. Note 7 - Mass transfer slab edges must be covered with an assembly having an overall U-factor of 0.2. Note 8 - Refer to Table C402.1.3, Footnote E for prescriptive R-Value requirement for steel floorjoist assemblies. Note 9 - Prescriptive slab -on -grade insulation shall extend from top of slab to minimum length per an approved method as defined in C402.2.6. Note 10 - Slab -on -grade F-Factors shall come from Appendix A or calculated per approved method as specified in C402.1.5.1. Note 11 - Opaque door U-factors shall come from Appendix A or calculated per approved method as specified in C402.1.5.1. A door is defined as opaque if less than 50% of the door area has glazing. Note 12 - Refer to Equation C4-6 Projection Factor Calculation. Note 13 - N = Oriented within 45 degrees of true north, SEW = All other orientations. Note 14 - Fenestration assembly U-Factor and SHGC shall be the manufacturer's NFRC product rating, which includes the glazing and frame, or shall be the default value per Section C303.1.3. Note 15 - List all above -grade Group R mass walls and steel frame walls in Group R Walls section. List commercial above grade walls and all other Group R above grade walls in Opaque Walls - Above Grade. Note 16 - Refrigerated Coolers - All cooler roof, wall and door assemblies shall comply with the prescriptive R-values or U-factors per C410. Enter proposed information under the most similar assembly type. Slab edge insulation for slab -on -grade floors shall comply with C402. Floors that separate a cooler from a non -cooler space (unconditioned and conditioned) shall be insulated per C402. Vertical fenestration (not within cooler doors) shall comply with the prescriptive F?-values or U-factors per C402. Enter only the opaque portion of refrigerated space doors. Windows within doors and reach -in display case doors shall comply with C410 prescriptive requirements. Note 17 - Refrigerated Freezers - All freezer roof, wall and door assemblies shall comply with the prescriptive R-values or U-factors per C410. Enter proposed information under the most similar assembly type. Freezer floor insulation shall comply with C410. Insulation is required under the entire freezer floor. If the freezer floor assembly rests on top of a standard floor, the vertical edge of the freezer floor shall be entered as and comply with the requirements for a freezer wall. If freezer floor insulation is installed as integral to or applied underneath a slab -on -grade or exposed floor, this floor shall be thermally broken from the surrounding floor area with the same amount of insulation as required for a freezer Component Performance Path, pg. 1 ENV-UA Revised Oct 2017 2015 WSEC Compliance Forms for Commercial Buildings including R2, R3, & R4 over 3 stories and all R1 Project Title: Mutual Materials Tukwila Frie Sprinkler Riser Room Date 01/17/2019 Target Insulation Allowance Semi -heated Space For Building Department Use Calculation Adjustments Semi -heated space - walls excluded from proposed and target total UA Fenestration Area as % gross above -grade wall area Max. Target: 30.0% Skylight Area as % gross roof area 0.0% Max. Target: 5.0% Vertical Fenestration Alternates: None Selected on ENV -SUM For Stand-alone Projects13,14 Existing -to -remain Areas Vertical Fenestration Net Wall User Note Skylights Net Roof Building Component Cavity+CI Plan/Detail # U-Factor Source & Table # 2 Proposed UA U-factor x Area (A) = UA (U x A' Target UA U-factor x Area (A) = UA (U x A) Roofs R. 38 R= R= A1.01 Rigid insulation above deck 0.026 B0 2.1 0.027 I 80 2.2 Above Deck Insulation U-0.027 y °° 2 R= R= R= 0.031 Metal Building U-0.031 R= R= R= 0.027 Joist/single rafter U-0.027 O `t. R= R= R= 0.021 Single raft, attic, other U-0.021 Opaque Walls - Above Grade4 6 15 rn R= R= R= , NR I NR Steel/metal frame NR m R= R= R= NR NR Metal Building NR Wood/Oth R= R= R= NR NR Wood Frame, other NR ti i R= R= R= NR NR Mass Wall NR a, 2 1... R= R= R= NR' NR Mass Transfer Deck NR cr a 'o co �` R= R= R= NR I I NR Group R Mass Wall NR Below Grade Walls°,€ Comm R= R= R= NR NR Assumed to be Mass Wall NR IGroup R R= R= R= _ NR NR Assumed to be Mass Wall NR o g iii R= R= R= 0.031 I I Mass Floor U-0.031 v E LL R= R= R= 0.029 j Joist/Framing U-0.029 Page 1 Subtotal Area 80 UA 2 Area UA 80 2 Component Performance Compliance (UA) UA COMPLIES Component Performance Path, pg. 2 ENV-UA Revised Oct 2017 2015 WSEC Compliance Forms for Commercial Buildings including R2, R3, & R4 over 3 stories and all R1 Project Title: Mutual Materials Tukwila Frie Sprinkler Riser Room Date 01/17/2019 Fenestration Area as % gross above -grade wall area Max. Target: 30.0% For Building Department Use Skylight Area as % gross roof area 0.0% Max. Target: 5.0% Building Component Ins. R Plan/Detail # F-factor Source & Table #8 F-factor Proposed UA x Perimeter = FP(F x P) Target UA F-factor x Perimeter = UA (y x A) Slab -on -grade I R= R= R= Stab -On -Grade F-0.54 8 w 1 R= R7- 0 .550 Heated Slab -On -Grade F-0.55 Schedule ID U-factor Source9:1° U-factor x Area (A) = UA (U x A ill -factor x Area (A) = UA (U x A) . 0 . 370 Opaque Swing Doors U-0.37 0 .340 1 01aague rollup & sliding U-0.34 F- "L. 0 C. — C o z 0.30 Non -Metal Frame U-0.30 Metal, fixed 0.38 1 t Metal Frame, Fixed U-0.38 To7 0.40 I Metal Frame, Operable U-0.40 Mtl entrance I 0.60 Metal Entrance Door U-0.60 ' (00.50 1 All types U-0. 0 Refrigerated Cl Space Freezer Plan/Detail # Floors U-factor Source & Table # 2 Proposed UA U-factor x Area (A) = UA (U x A Target UA U-factor x Area (A) = UA (U x A) rsi 8 a) o 2 iT. u• R= R= I 1. Freezer Floor TO COMPLY - The Proposed Total UA shall not exceed the Target Total UA. Page 2 Subtotal Page 1 Subtota Project Tota Area' UA Component Performance Compliance (UA) UA COMPLIES Refrigerated Space Windows In Doors "'" Plan/Detail # Description uooier Freezer uouoie vane Glass npie Pane Glass inert ties Filled Heat Reflective Treated Glass 0 c c o 0 Note 1 - If vertical fenestration or skylight area exceeds maximum allowed per C402.4.1, then Target Area Adjustment of all applicable envelope elements will be calculated automatically by the compliance form. Refer to Target Area Adjustments worksheet for this calculation. Note 2 - Opaque assembly U-factors shall come from Appendix A or be calculated per approved method as specified in C402.1.5.1. Note 3 - Proposed CMU mass wall in non -Group R that meet Table C402.1.4 Footnote D requirements can enter the target U-value of 0.104. Note 4 - Semi -heated spaces - For spaces eligible for this wall insulation exception, the UA calculation excludes all wall assemblies. However, wall area values are required to run the window -to -wall ratio calculation. Enter into form all wall types in the semi -heated space. Enter the sf area of each wall type and enter "1" for the U-factor. Note 5 - Mass transfer slab edges must be covered with an assembly having an overall U-factor of 0.2. Note 6 - Demising walls, doors, and vertical fenestration separating spaces with different degrees of space conditioning (unconditioned, semi -heated, fully conditioned) shall be included only on the ENV-UA form for the space with the greatest degree of space conditioning. Note 7 - List Group R above grade mass walls here. List all other above grade walls, Commercial and Group R, in the Opaque Walls - Above Grade section. Note 8 - Slab -on -grade F-Factors shall come from Appendix A or calculated per approved method as specified in C402.1.5.1. Note 9 - Opaque door U-factors shall come from Appendix A or calculated per approved method as specified in C402.1.5.1. A door is defined as opaque if less than 50% of the door area has glazing. Note 10 - Fenestration assembly U-Factors shall be the manufacturer's NFRC product rating, which includes the glazing and frame, or shall be the default value per Section C303.1.3. Note 11 - Refrigerated Coolers - Target U-factors for cooler roof, wall and door assemblies are per C410. Enter proposed information under the most similar assembly type. Target F-factors for slab -on -grade floors are per C402. Target U-factors for floors that separate a cooler from a non -cooler space (unconditioned and conditioned) are per C402. Target U-factors for vertical fenestration (not within cooler doors) are per C402. Enter only the opaque portion of refrigerated space doors. Windows within doors and reach -in display case doors shall comply with C410 prescriptive requirements. Note 12 - Refrigerated Freezers - Target U-factors for freezer roof, wall and door assemblies are per C410. Enter proposed information under the most similar assembly type. Target U-factor for insulated freezer floors is per C410. Insulation is required under the entire freezer floor. Enter proposed information in the Freezer Floor section. If the freezer floor assembly rests on top of a standard floor, the vertical edge of the freezer floor shall be entered as a section of freezer wall. If freezer floor insulation is installed as integral to or applied undemeath a slab -on -grade or exposed floor, this floor area shall be thermally broken from the surrounding floor. Enter proposed thermal break information in the Freezer Floor section and note it as In -Floor Thermal Break. Enter only the opaque portion of freezer doors. Windows within doors and reach -in display case doors shall comply with C410 prescriptive requirements. Note 13 - Stand alone projects - Enter total existing -to -remain sf areas for net above grade walls (including opaque doors), net roof, vertical fenestration and skylights in section provided at top of ENV-UA form. Enter UA information for new envelope assemblies in Building Components section. Note 14 - Addition + Existing, Alteration + Existing, Addition + Alteration + Existing projects - Enter sf areas and estimated U-factors for all existing -to - remain envelope assemblies in Building Components section. Identify these assemblies as EXISTING in U-factor Source & Table # column. Enter UA information for new addition and altered envelope assemblies in Building Components section. Existing and new information will autofill into the Vertical Fenestration and Skylight Area Calculation section of ENV -SUM as all NEW. Does not affect calculation results. Vertical Fenestration Target Area Adjus ent Calculations Project Title: Mutual Materials Tukwila Frie Sprinkler Riser Room Date 01/17/2019 If vertical fenestration area exceeds maximum allowed per Section C402.4.1, then Target Area Adjustment of all applicable envelope elements is required. This worksheet automatically calculates these adjustments and updates target areas in the ENV-UA and ENV-SHGC worksheets. Information shown in this worksheet is for reference only and is write -protected. Submit this Target Area Adjustment form with ENV-UA and ENV-SHGC forms. VF = Vertical fenestration DR = Opaque doors AG = Above -grade NW = Net above grade wall (excludes fenestration and doors.) Gross Exterior Above -Grade Wall Area= VF + NW + DR Proposed Areas Gross Exterior AG Wall Area Project Areas -> Existing Non -project Areas -> Max Vert. Fen. % (C402.3.1) Total Vertical Fenestration Project Vertical Fenestration Net AG Wall Area Vertical Fenestration Net Above Grade Wall Opaque Door VF= NW= DR= VF= NW= 30.0% Maximum Targ 100 Delta Vertical Fenestration Maximum Target Vert. Fen. Area 0 0 greater Excess Vertical Fenestration Excess Vertical tL Target Vertical Fenestration Fenestration Excess Fenestration Target Areas - UA Commercial Vertical Fenestration Non-metal frame Metal frame, fixed Metal frame, operable Metal frame, entrance door Above -grade Wall Steel Frame Metal Building Wood / Other frame Mass Mass Transfer Deck Group R Mass Sum of Proposed Target Areas - SHGC x A Non -North Vertical Fenestration PF < 0.2 0.2 5 PF < 0.5 PF a 0.5 North Vertical Fenestration PF < 0.2 0.2 5 PF < 0.5 PF a 0.5 Target Net Wall Area Proposed Area Proposed Area Proposed Area Total Vertical Fenestration Net Wall Target VF Mult. Target Net Wall Mult. Sum of Target Target VF Mult. Target VF Multiplier Target Net Wall Mult. Target Area Target Area Target Area Multiplier applied to all Proposed Vertical Fenestration Areas to calculate Target Vertical Fenestration Area Multiplier applied to all Proposed Opaque Above - Grade Wall Areas to calculate Target Above - Grade Wall Area Target areas in shaded boxes are applied to target areas on ENV-UA Sum of target above -grade wall and vertical fenestration areas are calculated to equal the sum of proposed SHGC target areas in shaded boxes are applied to target areas on ENV- SHGC Skylight Target Area Adjustment Calculations Project Title: Mutual Materials Tukwila Frie Sprinkler Riser Room Date 01/17/2019 If skylight area exceeds maximum allowed per Section C402.4.1, then Target Area Adjustment of all applicable envelope elements is required. This worksheet automatically calculates these adjustments and updates target areas in the ENV-UA and ENV-SHGC worksheets. Inforrnation shown in this worksheet is for reference only and is write -protected. Submit this Target Area Adjustment form with ENV-UA and ENV-SHGC forms. SKY= Skylight NR - Net roof (excludes skylight) Gross Exterior Roof Area = SKY + NR Proposed Areas Project Areas -> Existing Non -project Areas -> Gross Exterior Roof Area 80.0 Total Sk li ht Area Project Skylight Area Net I'rolect Roof Area 80.0 Max Skylight cYii (C402.3.1) Skylight Net Opaque Roof SKY= NR= 80.0 SKY= NR= 5.0% 100 Maximum Target Delta Skylight Area 4. Excess Skylight —4.0 lG Target Skylight Area Total Skylight Area Target SKY Multiplier Maximum Skylight Fenestration Area Excess Skylight Excess Skylight Target Net Roof Area 80.0 Target Areas - UA and SHGC x A Skylight All Roof Insulation Above Deck Metal Building Joist / Single Rafter Attic / All Others Sum of Proposed Proposed Area Proposed Area 80.0 80.0 Net Roof 80.0 Target SKY Mult. Target Net Roof Mult. 1.00 Target Net Root Mult. Sum of Target 1.00 Targe ea Target Area 80.0 80.0 Multiplier applied to all Proposed Skylight Areas to calculate Target Skylight Area Multiplier applied to all Proposed Opaque Roof Areas to calculate Target Roof Area Target areas in shaded boxes are applied to target areas on ENV-UA Sum of target roof and skylight areas are calculated to equal the sum of proposed SHGC Calculation ENV-SHGC Revised Oct 2017 2015 WSEC Compliance Forms for Commercial Buildings including R2, R3, & R4 over 3 stones and all R1 Project Title: Mutual Materials Tukwila Frie Sprinkler Riser Room Date 01/17/2019 Target Insulation Allowance: Seml-heated Space For Building Department Use Fenestration Area as % gross above -grade wall area Max. Target: 30.0% Skylight Area as % gross roof area 0.0% Max. Target: 5.0% Vertical Fenestration Alternates: None Selected on ENV -SUM Notes: 1 - Proposed vertical fenestration and skylight areas entered in ENV-SHGC must match proposed fenestration areas in ENV-UA. 2 - If Target Area Adjustment is required per ENV -CIA, then target areas will be automatically adjusted in ENV-SHGC. Refer to Target Area Adjustments worksheet for this calculation. 3 - Fenestration assembly SHGC shall be the manufacturer's NFRC product rating, or shall be the default value per Section C303.1.3. 4 - Fenestration that separates conditioned space from a non -conditioned space shall be included in this worksheet. Enter target SHGC values for this fenestration under proposed SHGC, so it is neutral to the calculation. User Note Skylights Sch. ID Provide SHGC source and fenestration schedule ID Proposed SHGC SHGC x Area (A) SHGC x I Target SHGC SHGC x Area (A) = SHGC x A 0.35 SHGC 0.35 Sky ight Totals I I All Non -North Sch. ID Vertical Fenestration+ Provide SHGC source and fenestration schedule ID PF Proposed SHGC SHGC x Area (A)= SHGC x A Target SHGC ++ PF Category SHGC x Area (A) = SHGC x A • PF 0.2- 0.40 0.2sPF<0.5 O. 48 PF 0.5 0.64 ++ If projection factor (PF) credits are applied to the proposed design, Target SHGC Will sum fenestration area by PF category. + If PF credit is applied, then vertical fenestration Non -North Window Totals must be entered in the correct table according to orien(ation, If creditis not applied then all vertica fenestration can be entered in either table. North Vertical Sch. ID Fenestration+ Provide SHGC source and fenestration schedule ID PF Proposed SHGC SHGC x Area (A) SHGC x A Target SHGC++ PF SHGC x Area (A) = SHGC x A Category PF 0.2 0 .53 0,25PF<0,5 0.58 PF115 ' 0.64 ++ If projection factor (PF) credits are applied . to the proposed design, Target SHGC will sum fenestration area by PF category. North Window Totals TO COMPLY - The Proposed Total SHGC x A shall not exceed the Target Total SHGC x A. Total (Skylight + Window) I Area SHGC x A Area SHGC x A Component Performance Compliance SHGC) 4 Structural Calculations For Mutual Materials Tukwila Riser Room Tukwila, WA Project # 2170719.20 Project Principal Daniel Booth 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: Roof (Min Blanket Snow) 25 psf Slab on Grade 250 psf Wind Load Criteria: Ultimate Wind Speed 110 Risk Category 11 Wind Exposure Topographic Factor 1.0 Seismic Criteria: Risk Category Seismic Importance Factor 1.0 Ss = 1.508 S1 = 0.569 Sds = 1.005 Sdi = 0.569 Site Class = D Seismic Design Category = D Response Modification Coeff. (R): 5 b o REVIEWED FOR CODE COMPLIANCE APPROVED FEB 01 2019 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA JAN 1 8 2019 PERMIT CENTER Soil Criteria: Based on Geotechnical Engineering Report by: Terra Associates, Inc., dated March 16, 2018. Allowable Soil Bearing Capacity: 2,000 allow 33% increase for loads from wind or seismic origin. Active Earth Pressure = 35 AtRest Earth Pressure = 50 Friction Coefficient = .35 Passive Pressure = 300 Project Description The projectcoNmistsofasmal|(approxmaba|y8OoquanahaeUahed'whiohuiUhnusathe sprinkler riser that services the adjacent storage canopy. ^ AHBL Inc. 2215 N. 30th St. Tacoma, WA 98403 253-383-2422 JOB TITLE Mutual Materials JOB NO. 2170719.20 SHEET NO. CALCULATED BY ULU DATE CHECKED BY DATE www.struware.com Code Search Code: International Building Code 2015 Occupancy: Occupancy Group = S Storage Risk Category & Importance Factors: Risk Category = Wind factor = Snow factor = Seismic factor = Type of Construction: Fire Rating: Roof = Floor = Building Geometry: Roof angle (8) Building length (L) Least width (B) Mean Roof Ht (h) Parapet ht above grd Minimum parapet ht Live Loads: 1.00 1.00 1.00 0.0 hr 0.0 hr 0.25 / 12 12.0 ft 6.7 ft 10.7 ft 13.2 ft 2.5 ft 1.2 deg Roof 0 to 200 sf: 20 psf 200 to 600 sf: 24 - 0.02Area, but not less than 12 psf over 600 sf: 12 psf Floor: Typical Floor N/A Partitions N/A Partitions N/A Partitions N/A Partitions N/A AHBL|nc. 221SN.3OthSt. Tacoma, WA 98403 253-383-2422 JOB TITLE Mutual Materials � ���������_ � JOB No21707102D ox�eTwo [� ���ou�«Tsoov�---'— - c�Ts - CHECKED BY DATE Wind Loads: Ultimate Wind Speed Nominal Wind Speed Risk Category Exposure Category EndoouveC|anei[ |nhornu| pmnnum D|rac1inno||\y (Kd) Kh case Type of roof ASOE7~10 110mph 85.2 mph U Partially Enclosed +/-O.55 0.85 0,849 0.849 Topographic Factor (KzV Topography Hill Height (H) Half Hill Length (Lh Actua|H/Lh = UnoH/Lh = ModifiedLh = From top ofcrest: x= Bldg up/down wind? H/Lh=O.UO gLh= 1,04 z/Lh = 0.01 At Mean Roof Ht: Gust Effect Factor h= 1O.7ft 8= O7ft /z (O.Oh) = 15.8ft Riqld Structure cl = 0.20 5QOft 15# 0.20 3.4 427.1ft 0.96 0.23 0.90 use G=O.V5 Monoslope Rat 25O.0ft 2500.0 ft 010 000 25OO.Uft 2SOD�Uft upwind H/Lh^02 ESCARPMENT V(Z) Speed-up Flexible structure 8natural frequency ^IHz(T^1smcong). However, ifbuilding h/B<*then probably rigid structure (rule nfmumW. h/B=1.8O Therefore, probably rigid structure G = 0.85 Using rigid structure default Flexible orDvnamioalivSensitive Structure Natural Frequency (q,)= O.OHz 0 0Z5 0.15 92.9 0.00 0.000 28.282 28,282 28.282 0,000 0.000 0�UU0 q= 0.000 q= 0.000 q= u�uuu h= 10.78 AHBL|mc. JOB TITLE Mutual Materials 2215N.30thSt. Tacoma, VVAQ84O3 JOB NO, 217O718.30 --- w� -- - 25O3O32422 ---- -- ---'---- ' ' c*�cu�a7co�rDLB oaTc ---------- — ------ C*scnsoaY o*Ts Enclosure Classification Test for enclosed Buildinq: A building that does not qualify as open or partially enclosed, Toot for Open Sui|dinp: All walls are akleast DU%open. Toot for Partially Enclosed Buildinn: Input Au, 23.3 of An ? 1.1Aoi Ag 158.0 sf Ao > 4' orD,01Ag Aoi ODof Aoi/Ag| g 0.20 Agi 4136 sf YES YES YES Building IS Partially Enclosed Conditions toqualify eoPartially Enclosed Building, Must satisfy all ofthe following: &o�:11Ani Au> smaller of 4'm0.0Ag Ao/Ag :5 0.20 Ao = the total area of openings in a wall that receives positive external pressure. 4y=the gross area ofthat wall inwhich Ao)oidentified. Aui = the sum ofthe oemu of openings in the building envelope (walls and roof) not including Au, Agi = the sum of the gross surface amou of the building envelope (wm||o and roof) not including AO. Reduction Factor for |arqevolume partially enclosed bui|dinqm(Ri): If the partially enclosed building contains a single room that is, unpartitioned , the internal pressure coefficient may be multiplied by the reduction factor Ri. Total area ofall wall & roof openings (Aog): Ri= 572 sf 512of 1.00 Altitude aMiumtmlent toconstant O.8O26G(caution - see code) : Altitude = U fee Average Air Density = 0.0705 Ibm8t JOB TITLE Mutual Materials AHBL Inc. 2215 N. 30th St. Tacoma, WA 98403 253-383-2422 JOB NO. 2170-719.20 SHEET NO. CALCULATED BY CLB DATE CHECKED BY DATE Wind Loads - MWFRS all h (Enclosed/partially enclosed only Kh (case 2) = 0.85 Base pressure (q) = 22.4 psf Roof Angle (0) = 1.2 deg Roof tributary area - (h/2)*L: 64 sf (h/2)*B: 36 sf h = ridge ht = L = B = 10.7 ft 10.7 ft 12.0 ft 6.7 ft GCpi = G = oi = qh Ultimate Wind Surface Pressures (psf) +/-0.55 0.85 Surface Wind Normal to Ridge B/L = 0.56 h/L = 1.60 Wind Parallel to Ridge LIB = 1.80 h/L = 0.89 Cp qhGC, w/+q,GC0 w/-qGCpi Dist. Cp cinGC, w/ +q,GCpi wl -qt,GCp, Windward Wall (WW) 0,80 15.2 see table below 0.80 15.2 see table below Leeward Wall (LW) -0.50 -9.5 e21.8 2,8 -0.34 -6.5 -18.8 5,8 Side Wall (SW) -0.70 -13.3 -25.6 -1.0 -0.70 -13.3 -25.6 -1.0 Leeward Roof (LR) •• Included in windward roof Neg Windward Roof: 0 to h/2* -1.30 -24,7 :37.0 -12.4 0 to h/2* -1.21 -23.0 -35.3 -10.7 > h/2* -0.70 -13.3 -25:6 -1.0 h/2 to h* -0.74 -14.1 -26.4 -1.8 h to 2h* -0.66 -12.5 -24,7 -0.2 Pas/min windward roof press. -0.18 -3,4 -15.7 8.9 Min press. -0.18 -3.4 -15.7 8.9 **Roof angle < 10 degrees. Therefore, leeward roof is included in windward roof pressure zones. *Horizontal distance from windward edge For monoslope roofs, entire roof surface is either windward or leeward surface. Windward Wall Pressures at "z" z h= 0 to 15' Kz I Kzt 0,85 1.00 Windward Wall q,GC0 w/+cLGC,, w/-qhGC,, 15.2 2,9 27.5 Combined WVV + LW Normal to Ridge 24.7 Parallel to Ridge 21.7 WIND NORMAL TO RIDOE %VDT PARALLEL TO RIDGE NOTE: See figure in ASCE7 for the application of full and partial loading of the above wind pressures. There are 4 different loading cases. Parapet z Kz 13.2 ft 0.85 Kzt qp (psf) 1.00 22.4 Windward parapet. 33.5 psf (GCpn = +1.5) Leeward parapet: -22.4 psf (GCpn = -1.0) Windward roof overhangs ( add to windward roof pressure): 15.2 psf (upward) 7 AHBL Inc. 2215 N. 30th St, Tacoma, WA 98403 253-383-2422 JOB TITLE Mutual Materials JOB NO. 2170719.20 SHEET NO. CALCULATED BY DLB DATE CHECKED BY DATE Wind Loads - Components & Cladding : h <= 60' Kh (case 1) = 0,85 Base pressure (qh) = 22.4 psf Minimum parapet ht = 2.5 ft Roof Angle (13) = 1.2 deg Type of roof = Monoslope Roof Area Negative Zone 1 Negative Zone 2 Negative Zone 3 Positive All Zones Overhang Zone 1&2 Overhang Zone 3 Parapet h = a GCpi = 10.7 ft 3.0 ft +/-0.55 Ultimate Wind Pressures GCp +/- GCpi Surface Pressure (psf) User input 10 sf 50 sf 100 sf 10 sf 50 sf 100 sf 75 sf 500 sf -1.55 -1.48 -1.45 -34,6 -33.1 -32,4 -32,7 -32.4 -2.35 -1.86 -1.65 -52,5 . -41.5 -36.9 -38.8 -36.9 -3.35 -2.16 -1.65 -74.9 -48,3 -36.9 -41.6 -36.9 0.65 0.78 0.75 19.0 17.4 16.8 17.0 16.8 -1.70 -1.63 -1.60 -38.0 -36.4 -35.8 -36.0 -24.6 -2.80 -1.40 -0.80 -62.6 -31.3 -17.9 -23,5 -17.9 Overhang pressures in the table above assume an internal pressure coefficient (Gcpi) of 0.0 Overhang soffit pressure equals adj wall pressure (which includes internal pressure of 12,3 psf) qp = 22.4 psf CASE A = pressure towards building (pos) CASE B = pressure away from bldg (neg) Walls Area Negative Zone 4 Negative Zone 5 Positive Zone 4 & 5 Solid Parapet Pressure Surface Pressure (psf) User input 10 sf 100 sf 500 sf 40 sf ;ASE A: Interior zone: 60.3 41.1 38.7 48.8 Corner zone: 82.7 41.1 38.7 57.7 -;ASE B : Interior zone: -42.2 -35.1 -30.2 -38.0 Corner zone: -48,3 -37.6 -30.2 -41.9 GCp +1- GCpi Surface Pressure (psf) User input 10 sf 100 sf 500 sf 10 sf 100 sf 500 sf 53 sf 200 sf -1.54 -1.38 -1.27 -34.4 -30.9 -28.4 -31.9 -29.8 -1,81 -1.49 -1.27 -40.5 -33.3 -28.4 -35.3 -31.2 1.45 1,29 1.18 32.4 28.9 _... 26.4, 29.8 27.8 Note: GCp reduced by 10% due o roof angle <= 10 deg. AHBL Inc. 2215 N. 30th St. Tacoma, WA 98403 253-383-2422 JOB TITLE Mutual Materials JOB NO. 2170719.20 SHEET NO. CALCULATED BY DLB DATE CHECKED BY DATE Roofs w! 8 s 10° and all walls h>60' Monoslope roofs 10° <8530° h S. 60' & alt design h<90' Location of C&C Wind Pressure Zones Walls h 5 60' & alt design h<90' Multispan Gable & Gable 7° < 0 s 45° Gab e, Sawtooth and Multispan Gable 8 5 7 degrees '& Monoslope 5 3 degrees h _< 60' & alt design h<90" Hip 7° < 0 5 27° Ultimate Wind Pressures Monoslope roofs 3°<0510° h <_ 60' & alt design h<90' A B CD Sawtooth 10° < 8 5 45° h <_ 60' & alt design h<90' Stepped roofs 8 5 3° h 5 60' & alt design h<90' Design Maps Summary Report Page 1 of mums Design Maps Summary Report User -Specified Input Report Title Mutual Materials Tue December 19, 2017 16:57:31 UTC Building Code Reference Document 2012/2015 International Building Code (which utilizes USGS hazard data available In 200B) Site Coordinates 47,50957°N, 122.28179°W Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/II/III df 1,1-1t USGS-Provided Output Ss = 1.508 g = 0.569 g SH$ = 1,508 g = 0.853 g Sos = 1.005 g SDI = 0.569 g For information on how the SS and SI values above have been calculated from probabilistic (risk -targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the "2009 NEHRP" building code reference document. IACERResponse Spectrum 17 1. LILA a 12 1177 agr; a o's a t.5 (IOC 3.3 CI V Q CLIO GU I acp 2.o3 Pence, T (s4tc) Design Response Spectrum t.Uj 1 Ps -AT (s4K) linps://earthquake.usgs.govien2idesignmaps/us/summarv.ohn7temnlate=minimal&latitud 9/701 /b AHBL Inc. JOB TITLE Mutual Materials 2215 N. 30th St. Tacoma, WA 98403 JOB NO. 2170719.20 SHEET NO. 253-383-2422 CALCULATED BY DLB DATE CHECKED BY DATE Seismic Loads: IBC 2015 Risk Category Importance Factor (I) : 1.00 Site Class : D Ss (0.2 sec) 7- 150.80 %g Si (1.0 sec) = 56.90 %g Fa = Fv = Strength Level Forces 1.000 Sms = 1.508 Sos = 1.005 Design Category = 1.500 Sm1 = 0.854 Sal = 0,569 Design Category = Seismic Design Category =D Number of Stories: 1 Structure Type: All other building systems Horizontal Struct Irregularities: No plan Irregularity Vertical Structural Irregularities: No vertical Irregularity Flexible Diaphragms: No Building System: Bearing Wall Systems Seismic resisting system: Special reinforced masonry shear walls System Structural Height Limit: 160 ft Actual Structural Height (hn) = 10.7 ft See ASCE7 Section 12.2.5 for exceptions and other system limitations DESIGN COEFFICIENTS AND FACTORS Response Modification Coefficient (R) = 5 Over -Strength Factor (0o) = 2.5 Deflection Amplification Factor (Cd) = 3.5 SDS 1.000 (Sds modified for Cs calculation since SD 1 = 0.569 regular structure, T<=0.5 and <= 5 stories) p = redundancy coefficient Seismic Load Effect (E) = p QE +1- 02SDE D = p QE +/- 0,201D 0E = horizontal seismic force Special Seismic Load Effect (Em) = flo QE +1- 0.2SDE D = 2.5 QE +1- 0.201D D = dead load PERMITTED ANALYTICAL PROCEDURES Simplified Analysis - Use Equivalent Lateral Force Analysis Equivalent Lateral -Force Analysis - Permitted Building period coef. (CT) = 0.020 Cu = 1.40 Approx fundamental period (Ta) = CTN.' = 0.118 sec x= 0.75 Tmax = CuTa 0.166 User calculated fundamental period (T) = 0 sec Use T = 0.118 Long Period Transition Period (TL) = ASCE7 map = 6 Seismic response coef. (Cs) = Sosl/R = 0.200 need not exceed Cs = Sdl I = 0.962 but not less than Cs = 0.044SdsI = 0.044 USE Cs 0,200 Design Base Shear V = 0.200W Model & Seismic Response Analysis - Permitted (see code for procedure) ALLOWABLE STQRY DRIFT Structure Type: All other structures Allowable story drift = 0.020hsx where hsx is the story height below level x AHBL1nc. JOB TnLEMutuo|Materials If 2215 N. 30th Ex. Tocoma.VVA'884D3 JOB NO. 2170719.2O SHEET NO. 253-383-2422 CALCULATED oYDLB DATE _ CHECKED BY DATE Seismic Loads ~ cont : Strength Level Forces CONNECTIONS Seismic Design Category (SDC)=D |e= 1.00 Force to connect smaller portions ofstructure to remainder of structure Fp=0.133Sduwv= 0134wP or Fp=0.D5wp= 0.05wp UsoFp= 0.13wn w,,=weight wfsmaller portion Beam, qirder or truss connection for resistinci horizontal force parallel to member Fp = no less than 0.05 times dead plus live load vertical reaction AnchnrnoeofStructural Walls tnelements p,ovidinqlateral support Fp= not less than O.2Ka|wVVp Flexible diaphragm span Lf= Enter LfVocalculate Fpfor flexible diaphragm Fp =0.4Gdnko|eVVp =O.402VVp. but not less than 0.2VVp (rigid diaphragm) ko= 1 Fp= 0.402 VVp but FpshaU not be less than 6 ps[ MEMBER DESIGN Bearinq Walls and Shear Walls (out of plane forcel Fp=OASdsleVVw= but not less than Diaphraqrns O,402w° O1Qw° Fp=(Sum Fi/Sum VVVVVpx+Vpx= (Sum Fi/Sum VVi)VVpx+Vpx need not exceed 0/uSdo|oYVpx+Vpw= 0\402 VVpx+Vpx but not less than O.28dn|oVVpx+Vpx= 0.201 VVpx+Vpx ARCHITECTURAL COMPONENTS SEISMIC COEFFICIENTS Architectural Component : Signs arvd Billboards Importance Factor (1p): 1.0 Component Amplification Factor (a.) = 2.5 h= 107fao Comp Response Modification Factor 0RJ= 3 z= 50.0feeg z/h= 1.00 Fp=O4anSds(pVVp(1+2z/h/Rp= 1�005VVp not greater than Fp=1.6Sdo\pVVp= 1�609VVp but not less than Fp=0.3SdoIpVVp= 0.302VVp uoeFp= 1.005VVp MECH AND ELEC COMPONENTS SEISMIC COEFFICIENTS, MechorElectrical Component : Elevator and escalator components. Importance Factor (1p): 1.5 Component Amplification Factor (a.) = 1 h= 10.7feet Comp Response Modification Factor OR.= 2.5 z= 50.0fee z/h= 1.08 Fp=O.4o,8do|pVVp(1+2z/h)/Rp= 0J24VVp not greater than Fp=1.8Sda|pVVp= 2.413VVp but not less than Fp=0.8Sdu|pVVp= 0A52 VVp uaeFp= 0.724 VVp Project Project No Subject Phone With/To Fax # Address # Faxed Pages Date By Co te.cre. (24 4, is p e 1 ,".• e.'-a* • 4.1 Page of D Calculations D Fax O Memorandum o Meeting Minittes O Telephone Memo IS ICI= etoil 2.4 r vg Civil Engineers Structural Engineers Landscape Architects Community Planners Land Surveyors Neighbors a e eit e, g If this does not meet with your understanding, please contact us in writing within seven days. THANK YOU. Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Blockselection. Title Block Line 6 Project Title: Engineer: Project ID: Project Descr: 13 Printed: 9 JAN 2019, 2:4 5PM Wood Beam Description : Riser Room Root Joist CODE REFERENCES 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 Fb + Fb - Fc PrIl Fc - Perp Fv Ft Beam Bracing : Beam is Fully Braced against lateral -torsional buckling : Douglas Fir -Larch No.2 File = ak201712170719120_STRW0N_CAD\CALCMRJME28-91Riser Room.ec6 yrighl ENERCALC, INC. 1983-2010, Build1018,815 . Licensee AHBL, irc 900 psi 900 psi 1350 psi 625 psi 1 BO psi 575 psi E : Modulus of Elasticity Ebend- xx 1600 ksi Eminbend - xx 580 ksi Density 31.2pcf Repetitive Member Stress Increase D(0,07 },S(0.05) r ) 26 Span = 6.011. Applied Loads Service loads entered, Load Factors will be applied for calculations. Uniform Load : D = 0.0350, S = 0,0250 ksf, Tributary Width = 2.0 ft 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 i Maximum Deflection Max Downward Transient Deflection Max Upward Trarisient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.554 1 2x6 856.86psi 1,547.33psi +D+S+H 3.000ft Span # 1 0.044 in 0.000 in 0.106 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 = 1633 >=360 0 <360 680 >=240 0 <240 Overall Maximum Deflections Design OK 0.270 1 2x6 55.90 psi 207.00 psi +D+S+H 0.000ft Span # 1 Load Combination Span Max. "." Defl Location in Span Load Combination Max. "+" Dell Location in Span -4:),s+H Vertical Reactions 1 0.1058 3.022 Support notation Far left is #1 0.0000 Values in KIPS 0.000 Load Combination Support 1 Support 2 Overall MAXimum Overall-MINimum +D+H +0+L-4-1-1 +D+Lr+H +0+S+H +D+0,750Lr+0,750L+H +D40,750L+0.750S+H +D+0,60W+H 0.360 0.150 0.210 0.210 0.210 0.360 0.210 0,323 0,210 0.360 0.150 0,210 0.210 0.210 0.360 0.210 0.323 0.210 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: 9 JAN 2019, 2:45PM File 77,9:1201712170719120_STR1NON_CADICALCs1RJMEZ8-91Riser Roormec6 Softwre copyrk)N ENERCALC, INC. Lic. # KW-06001735 Licen Description : Riser Room Roof Joist Vertical Reactions Load Combination Support notation : Far left is #1 Support 1 Support2 Values in KIPS +D+0.70E+H +D+0.750Lr+0,750L+0.450W+H +D40.750L+0,750S+0.450W+H +D+0.750L+0.750S+0.5250E+H I-0.60D+0,60W+0.60H 40.600+0,70E+0.60H D Only Lr Only L Only S Only W Only E Only H Only 0.210 0.210 0.323 0.323 0.126 0.126 0.210 0.210 0.210 0.323 0.323 0.126 0.126 0.210 0,150 0.150 Project Project No. 0 Page of Subject Phone 0 Calculations 0 Fax With/To Fax # 0 Memorandum Address # Faxed Pages 0 Meeting Mlautes Date By 0 Telephone Memo (J.4,L p5r,11 Civil Engineers Structural Engineers Landscape Architects Community Planners Land Surveyors Neighbors If this does not meet with your understanding, please contact us in writing within seven days. THANK YOU. Title Block Line You can change this area using the "Sohingx menu item and then using the `PMnUn0& Title Block" selection. Title Block Line G Projqct Title: Project ID: Project Descr: Wall Footing Licensee : AKBL, INC Description : Riser Room Wall Footing Code References Calculations per AC|318'14.IBC 2O1S.CBC201G.ASOE7'1O Load Combinations Used: ASCE7'1D General Information K8ah*ha| Properties fy Rebar ymM EoConcrete Elastic Modulus Concrete Density 9Yu|ueo Flexure Shear Analysis Settings Min Steel % Bending Roif. Min Allow % Temp ReinL Min, Overturning Safety Factor Min. Sliding Safety Factor AuIoColcFooting Weight aoDL : Dimensions Footing Width Wall Thickness Wall center offset from center of looting = = 30ksi = 60.0 ks! = 3.122Dksi = 145.0pd = 0,90 = 0,750 Soil Design Values Allowable Soil Bearinp Increase Bearing , ooting Weight Soil Passive Resistance (for Sliding) Soil/Concrete Friction Coeff, Increases based on footing Depth Reference Depth below Surface Allow, Pressure Increase per foot of depth = OI) when base footing bbelow = 1.O."1 Increases based unfooting Width = 1D:1 Allow. Pressure Increase foot of width Yes when footing iowider than Adjusted Allowable Bearing Pressure Reinforcing 2]3h Footing Thickness = 24.0in Bars along X-XAxis 8.0in Rebar Centerline toEdge ofConorete— Bar spacing = atBottom of footing = 3.0h Reinforcing Bar Size = 2Dksf No 25ODpd 0,30 O.OR ODksf OI)M U.Oksf [iO8 2.Oksf 48.00 # 5 °�, Applied Loads p:Column Load 03: Overburden Vx applied = = = = " D Lr L IS UV E H 1.231 0.0 KO OD 0.0 0.0 0.08340 0.0 0.0 0.0 NU 0.0 0.0 0.0 0.0 CiD 0,0 in above top of footing O�Ok V.Vksf [LO KO 0.0 0.0 0.0k 0.0 0.0 [iO [iO O.Ok-ft I I Title Block Line Ymran change this area using the `GeWngx°menu item and then using the 'Printing & Title Block" selection. Title Block Line 8 Wall Footing" Description : Riser Room Wall Footing ^6 Project Title: Project ID: Project Descr: 4111-1. .` He= .' Design OK Factor of Safety Item Capacity Governing Load Combination PASS o/a Overturning 'IZ PASS n/a Sliding 'X-X pm»u n/u Uplift Utilization Rabo Item PASS 08194 Soil Bearing pvmou 0Z7043 ZFlexure (+0 PASS 0.02939 ZFlexure (-0 PASS n1a 1-way Shear (+X) PASS 0.0 1-way Shear (-X) Detailed Results Applied 1,838ksf O.0514Uk-ft 0.2145k-ft O8pni 0.Opoi No Overturning No Sliding No Uplift Capacity Governing Load Combination 20kd +D+S+H 7.297 k-ft +1.40D+1.50H 7297k-ft +O-DOO+E+O.gOH 82.158pai n/a O,0poi n1u Soil Bearing Rotation Axis & Load Combination... _ Actual Soil Bearing Stress Actual /Allowable Gross Allowable Xecc A +X Ratio Rotation Axis & Load Combination - Footing HaoNOOvertuming Sliding Stability Force App|IcativnAxis Load Combina±inn- Footing Has NOSliding ` Footing Flexure Flexure Axis & Load Combination lUhsf 3739in 0,07847kd 1.741 kd 0870 2.0ksf 3J38in 8.07047ksf 1J41hd 0.870 2.0kof 3.739in 0,07047ksf 1.741ksf 0,870 2.0ko/ 3.818in 0.05560ksf 1838ku{ 0.919 28ks[ 3.739in 0D7047kof 1741kaf 0,870 2.0kyf 3J07in 0.05832kxf 1.614kof 0.907 2.0ksf 3J39in 0.07047kd 1J41ko< 0.870 2.0knf 3739in 0.07047kmf 1,741ksf 087U 2.0kof 3J38in 0.87047kxf 1J41ksf 0.870 2.0kaf 3.707in O.05832ksf 1,814hd O�907 2,0kof 3.707in 0,05832kd 1.814km{ 0.907 2.0ku[ 3.739in 0.04228ksf 1.044ksf 0.522 2.0ke/ 3.738in 0.04228kaf 1.044ksf 0.522 Units k-ft Overturning Moment Resisting Moment Stability Ratio Status Sliding Force Mu Which Tension@Bot. AaReq'd Resisting Force ShdnUSafetyRahv Status Gvrn. As Actual As PhI'Mn +1A0O+1,60H 0.333 -X Bottom 0,0035 Min for 8endinq 0.0775 7,297 OK +1.40O~,60H 0854 -tX 8u8mm 08005 Min for BemUinu 08775 7.297 OK +1.20O+0.5OLr+1f0L+1.60H 0.288 `X Bottom 0.003 Min for BenUino 0,0775 7.297 OK .�120D+8.5Ob+1.60L+1f0H 0.04405 -�X Bottom O�0005 Min for Bend\nn OV75 7.297 OK .+120O+1.80i+0.50G+1.60H 0,2878 'X Bottom 0803 Min for 8onUino 0.0775 7.297 OK .+1.20D+1.68L+0.50S+1.00H 08400 ~X Bottom 0.0005 Min for Bundino 0.0775 7297 OK .+120O+1.68Lr+0.50L+1.60H 0.286 'X Bottom 0.003 Min for 8nndinu 0.0775 7.297 OK .+1.20D,1.6OLn8.50L+1.60H 0.04405 +X Bottom 0.0005 Min for Bendino 0V75 7.297 OK .+1.20D+1.60Lr+0.50VY+1.50H 0.286 -X Bottum 0003 Min for Boodino 0.0775 7.297 OK .+1.20D~1�601-r+0.50VV+1.60H 0.04405 +X Bottom 0.0005 Min for Bondiou 8.0775 7,297 OK +1.20D+0.50L+1.60S+1.80H 0.2$18 'X Bottom 0.0031 Min for 8endinq 0.0775 7,207 OK +1.20D+0,50L+1,608+1,60H 0.04735 +X Bottom 0D005 Min for Bandino 0.0775 7.297 OK .+1,20D+160S+0.50YY+1ZH 0,2919 -X Bottom 0.0031 Min for Bond|no 0.0775 7,297 OK +1.20D+1.60S+0.5VVV+1.60H 0.04735 +X Bottom 0.0005 Min for 8ondino 8.0775 7,297 OK .+1.20D+0.50Lr*0.50L+1N+1,60H 0286 'X Bottom 0,003 Min for 8endino 0.0775 7.297 OK +1.20D+0.5OLn0.60L+W+1,60H 8.04405 +X Bottom 0D005 Min for 8enUino 0.0775 7.297 OK .+1,20D^8.50L+0.5OStW+1.68H 0.2879 'X Bottom 0.083 Min for Bendinn 0,0775 7297 OK .+120D+0.50L+0.50G*N+1.80H 0.04508 ~X Bottom 0D005 Min for Bendino 0.0775 7.297 OK Title Block Line 1 You can change this area using the 'Settings' menu item and then using the 'Printing & Title Blockselection. Title Block Line 6 Wall Footing * Project Title: Engineer: Project ID: Project Descr: /8 Printed' 10 JAN 2019, 2.46PM ' FIIe=11ahacorrAdatalProjects1.201712170719 20...STRWON_CAMCALCs\RJMEZ8-9\ Riser Room.ec6 .3Software p nght ENERCALC, INC 1983-2018, Bulld:1OE1B. Lie. # : KW-06001735 Licentiee AHBL, INC Description Riser Room Wall Footing +1.20D+0.50L+0.20S+E+1.60H 0.2867 -X Bottom +1.20D+0.50L+0.20S+E+1,60H 0.04447 +X Bottom 0.003 Min for Bending 0.0005 Min for Bending 0 0775 0.0775 7.297 OK 7 297 OK Title Block Line Ynu can change this area using the "SaUings"menu item and then using ihu'PhnUng& Title Block" selection, 06-0 Wall, A Title Block Line 6 Description : Riser RDorn Wall Footing Focifing Flexure Project Title: Project ID: Project Descr: in 4 Q`M~Ak.' �^'"�""��`""��~����� WPM Licensee, : AHOL, INC Flexure Axis & Load Combination .+0\80D+W+0.90H +0,90D+W-0,00H +0�901)+E+0,901-1 +0�90D~E+0f01-1 One Way $hwur Mu Which Tension k$ GNw? mTop Y 0.2145 -X Bottom 0D3304 +X Mtom 02145 'X Bottom U3304 +X Bottom As Req'd Gvrn. As &0023Min for Bendino 0.0003 Min for8endinv 08023 Min for 8eodnn 0.003 Min for Band|no Actual As in 2 0.0775 08775 0,0775 O.O775 Phi'Mn k-ft Status 7,297 OK 7287 OK 7.287 OK 7.297 OK Load Combination... +1.40O+1.60H +1.20D+0.5OLr+1/60L+lf01-1 +1.20D+1.60L+0.50S+1.60H +1.20D+1.6OLn0.50L+1.00H +1.20D+1.6ULn8.50N+1.60H +1.20D450L+1.60G+1.60H +1.20O+1.60G+0.50VV+1.60H +120D+0.50Ln8.50L+N+1.80H +1.20O+0.50�0.50S+N+1.68H +1.20D+0.50L@20S+E+1.60H +O.QOD+N+U,SOH +0.90D+E+0.80H Vu@ -X Vu+X Vu:Max PNVo Oosi 0od 0 nd 82168osi Omd 0md 0 mA 82158nSi Oooi Ocsi D ovi 82158oai 0051 Uosi 0 od 82158pd 0ooi OmJ U nsi 82.150ue| Uos| 00o} U oei 82158ns! Oox| Oooi 0 nsi 82158cmi Oooi 00oi O u$i 82158uu| Ooai ODsi O Ds| 82158Dsi Omd ODsi O nd 82158mJ 0osi Dmd Vmd 82158nsi OPui 0oxi O o»| 82158osi Vu/Phi*Vn 8 O U O 0 U O 0 O O O Status OK OK OK OK 0( OK 0K OK 0< OK OK OK Project Project No. Subject Phone With/To Fax # Address # Faxed Pages Date By • -S) fr, .034v 10' , 0017 31 O Page of O Calculations O Fax O Memorandum O Meeting Minutes O Telephone Merno ,vg .7-31 /?.?‘ 69?, 3/)(411"11.7‘10". Civil Engineers Structural Engineers Landscape Architects Community Planners Land Surveyors Neighbors eV' If this does not meet with your understanding, please contact us in writing within seven days. THANK YOU. Project Subject With/To Address Date s 4 10 11 4. eQ r 2„?.. Project No Phone Fax # # Faxed Pages a Page o Calculations O Fax O Memorandum a Meeting Minutes By a Telephone Memo IN/ en: (els- 1)4“-- 44, (41 1:4LVAY,ri 0/J/7 Ag) r/90(ti;IJ 31),0-36/ „id Hner (/,leel LIP ,;4.) i4 • = eself OD 7w, i f 1g '7 34(tX .724/ (7'14:5" u ,37 gift( 4,0441.- 7 ,efil 4. 1 - (14' 11.1(2..1 • •!! ego) Civil Engineers Structural Engineers Landscape Architects Community Planners Land Surveyors Neighbors tri y 7 f 7. tzi Ogg 12. j4 • eittz1.viel m141 19). 219, 7 Z. RI, '4,$91"Zr vLL 146.5"•011' o, . v44, 1e.3/ 7,4 1,149 7/e If this does not meet with your understanding, please contact us in writing within seven days. THANK YOU. Title Block Line 1 You can change this area using the 'Settingsmenu item and then using the 'Printing & Title Block" selection. Title Block Line 6 Masonry Slender Wa escription Riser Room Wall Code References Project Title: Engineer: Project ID: Project Descr: Printed: 9 JAN 2019, 407PN1 File = Q:1201712170719129 STR1NON_CAD1CALCs1RJMEZ8-91Riser Roorn.m6 PY ht ENERCALC, INC. 1983-2018, Build10.18.8,15 . Licensee : AHBL, INC Calculations per ACI 530-13, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used : ASCE 7-10 General Information Calculations per ACI 530-13, IBC 2015, CBC 2016, ASCE 7-10 Construction Type : Grouted Hollow Concrete • 1.50 ksi • 60.0 ksi F'm Fy - Yield Fr - Rupture Em =VW' Max % of p bal. Grout Density Block Weight Wall Weight • 153.0 psi • 900.0 = 0.007304 = 140 pcf Normal Weight = 84.0 psf Wall is Solid Grouted One -Story Wall Dimensions Masonry Nom. Wall Thickness Actual Thickness Rebar "d" distance Lower Level Rebar Bar Size Bar Spacing A Clear Height 10 ft B Parapet height = 3.17 ft Wall Support Condition Top & Bottom Pinned Vertical Loads Vertical Uniform Loads (Applied per foot of Strip Width) Ledger Load Eccentricity 6.31 in Concentric Load Lateral Loads 8 in 7.625 in 3.8125 in 5 48 in Temp Diff across thickness deg F Min Allow Out -of -plane Defl Ratio = 0 Minimum Vertical Steel % = 0.0020 DL : Dead .21 0,0 Lr : Roof Live 0.0 0.0 Lf : Floor Live 0.0 0.0 0.0 W : Wind 0.0 k/ft 0.0 k/ft Wind Loads : Full area WIND load 35.3 psf Seismic Loads : Wall Weight Seismic Load Input Method : SDS Value per ASCE 12.11.1 S DS • ASCE seismic factors entered Fp = Wail Wt.* 0.4020 = 33.768 psi 1.005 z3 Load Combination 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 Project Title: Engineer: Project ID: Project Descr: Printed: 9 JAN 2019, 4:07PM asonry Slender # : KWW46001735 scription : Riser Roo DESIGN SUMMARY ii Governing Load Combination : PASS PASS PASS PASS Moment Capacity Check +1.20D+0.50S+W Service Deflection Check W Only Axial Load Check +1.20D+0.50S+W Reinforcing Limit Check Design Maximum Combinations - Moments Load Combination 1707191203TRWON_CAD\CAiCs\RJMEZ8-90ser Room.ec6 copy r r. t ENERCAIC, INC.1963.2018, Build;10.18.8,15 License Results reported for "Strip Width" of 12.0 in Actual Values .. , Allowable Values ... Maximum Bending Stress Ratio = 0.2784 Max Mu 0.4387 k-ft Phi * Mn Actual Defl. Ratio L/ 11900 Allowable Deft. Ratio 150 Max. Deflection 0.01008 in Max Pu / Ag 12.984 psi Max. Allow, Defl, Location 4.833 ft 0.2 * fm 1.576 k-ft 0.80 in 300.0 psi Controlling As/bd 0.001694 Asibd007304 rho bal 0.007796 Maximum Reacticns , .. for Load Combination.... Top Horizontal W Only Base Horizontal W Only Vertical Reaction +D+S 0.3061 k 0.1588 k 1.466 k Results reported for "Strip Width" = 12 in. Axial Load Moment Values Pu 0.2*fm*b`t Mcr Mu Phi Phi Mn As As Ratio k k k-ft k-ft k-ft in^2 0.6* rho bal +1.40D at 9,67 to 10.00 +1.20D at 9.67 to 10.00 +1.20D+0.50S at 9.67 to 10.00 +1,20D+0.50'W at 5.00 to 5.33 +1.20D+1.60S at 9,67 to 10.00 +1,20D+1.60S+0,50W al 5.67 to 6.00 +1.20D+W at 4.67 to 5.00 +1.20D+0.50S+W at 4.67 to 5,00 +1.20D+0.20S+E at 4.67 to 5.00 +0,90D+W at 4.67 to 5.00 +0.90D+E at 4.67 to 5.00 0,706 27.360 1.48 0.15 0.90 1.46 0.078 0.605 27.360 1.48 0.13 0.90 1.43 0.078 0.680 27,360 1.48 0.17 0.90 1.45 0,078 1.076 27.360 1.48 0.24 0.90 1.56 0,078 0,845 27.360 1.48 0,26 0.90 1.50 0,078 1,248 27.360 1.48 0.31 0.90 1.60 0.078 1.109 27,360 1,48 0.42 0.90 1.57 0.078 1.184 27.360 1.48 0,44 0.90 1.58 0.078 1.139 27.360 1,48 0.41 0.90 1.57 0.078 0,832 27.360 1,48 0.40 0.90 1.49 0.078 0.832 27.360 1.48 0,39 0,90 1.49 0,078 Design Maximum Combinations - Deflections Axial Load Pu k Moment Values Mcr Mactual k-tt k-ft I gross in^4 0.0017 0,0074 0.0017 0.0074 0.0017 0.0074 0.0017 0.0075 0.0017 0.0074 0.0017 0.0076 0,0017 0.0075 0,0017 0.0076 0,0017 0.0076 0,0017 0.0074 0.0017 0,0074 Results reported for "Strip Width" = 12 in. Stiffness I cracked in^4 I effective in^4 Deflections Deflection Defl. Ratio in D Only at 5.67 to 6.00 +O+S at 5.67 to 6.00 +0+0,750S at 5.67 to 6.00 +0+0.60W at 5.00 to 5.33 +0+0.70E at 4.67 to 5.00 +0+0,450W at 5,00 to 5.33 +0+0.750S+0.450W at 5.00 to 5.33 +D+0.750S+0,5250E at 5.00 to 5.33 +0.60D+0.60W at 4.67 to 5.00 +0,600+0.70E at 4.67 to 5.00 S Only at 5.67 to 6.00 W Only at 4.67 to 5.00 E Only at 4.67 to 5.00 Reactions • Vertical & Horizontal Load Combination D Only 0.840 1,48 0.06 0.990 1.48 0.11 0.953 1.48 0.10 0.896 1.48 0.27 0.924 1.48 0.29 0.896 1.48 0.21 1.009 1.48 0.25 1.009 1,48 0.26 0.555 1.48 0.25 0,555 1,48 0.27 0,150 1,48 0.05 0,000 1.48 0.35 0.000 1.48 0.34 Base Horizontal 0.0 k 443.30 443.30 443,30 443.30 443.30 443.30 443.30 443.30 443.30 443.30 443,30 443.30 443.30 19.53 443.300 19.97 443.300 19.86 443.300 19.69 443.300 19.78 443.300 19,69 443.300 20,02 443.300 20.02 443.300 18.70 443.300 18.70 443.300 17.49 443.300 17.04 443.300 17.04 443.300 Results reported for Top Horizontal 0.01 k 0.002 0.004 0.003 0.008 0.009 0.007 0.008 0.008 0.007 0,008 0.001 0.010 0,010 58,634.8 34,191.4 38,170.5 14,933.2 13,733.3 18,375.4 15,764.9 14,749.3 16,575.3 15,108.3 82,223.6 11,900.1 12,440.0 trip Width" = 12 In. Vertical © Wall Base 1.316 k Title Block Line 1 You can change this area using the °Settingsmenu item and then using the 'Printing & Title Block' selection. Title Block Line 6 Masonry Slender Wa Description: Riser Room Wall +D+S +D+0.750S +D+0.60VV 0.0 k 0.0 k 0.1 k Project Title: Engineer: . Project ID: Project Descr: Printed: 9 JAN 2019, 4:07PM File = 0;1201 17071 TRINONSADCALCsIRJMEZ8-91Riser Rootn.ec6 liktt ERCALC, INC. 19832Q18, 9u11d:1O.18.8. 0.02 k 0.02 k 0.17 k Licensee AMU., INC 1.466 k 1.429 k 1.316 k 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 1 Masonry Slender Wa Project Title: Engineer: Project ID: Project Descr: Printed: 9 JAN 2019, 4:07PM • File =©:12017t2170119120STRWON_CA©ICALCsIR1MEZ8-91Riser Room.ec6 hl ENERCALC, INC. 1983-201 : KW-4)6001735 lice Description : Riser Room Wall Reactions • Vertical & Horizontal Load Combination +D+0.70E +p+0.450W +D+0.750S+0,450W +D+0.750S+0.5250E +0.60D+0.60W +0.60D+0.70E S Only W Only E Only Base Horizontal 0.1 k 0.1 k 0.1 k 0.1 k 0.1 k 0.1 k 0.0 k 0.2 k 0.2 k Results reported for "Strip Width" = 12 in. Top Horizontal Vertical @ Wall Base 0.19 k 0.13 k 0.12 k 0,14 k 0.18 k 0.20 k 0.01 k 0.31 k 0.29 k 1.316 k 1.316 k 1.429 k 1.429 k 0.790 k 0.790 k 0.150 k 0.000 k 0.000 k Project Project No 0 Page of 0 Calculations Subject Phone 0 Fax With/To Fax # 0 Memorandum Address # Faxed Pages 0 Meeting Minutes Date By 0 Telephone Memo r,4.44- I— I Al Pi 55 1 io S'A4et 3,13 1 A.S A /.4 (. 4): /A/9 Esr, ftoff /5-ede 7' Aro V35-57461:r z.4/1 Civil Engineers Structural Engineers Landscape Architects Community Planners Land Surveyors Neighbors If this does not meet with your understanding, please contact us in writing within seven days. THANK YOU. ler I Project Project No Subject Phone With/To Fax # _ Address # Faxed Pages Date By 6.1'4Pr 1,16“., Of 41. ri tyk• t c-41 I-1 F4t1/4 eP - ev bd 1741 SI *.$ O Page of O Calculations O Fax O Memorandum O Meeting Minutes 0 Telephone Memo ;')I , ii4141 / 4) C:i.—fer,4 3 s'e.J#' / 5 V Civil Engineers Structural Engineers Landscape Architects Community Planners Land Surveyors Neighbors 3o,11.• 3.5-(1. If this does not meet with your understanding, please contact us in writing within seven days. THANK YOU. Project Project No. 0 Page of C Subject p alculationshone Fax With/To Fax # 0 Mernorandurn Address # Faxed Pages 0 Meeting Minutes Date By El Telephone Memo , (,)t_ / V31: et,i t-'409 124 il 0 ,Sia (;-0#1,/ l' 4, 4,9s 1 (e- 3-7 3 6. - 41 Civil Engineers Structural Engineers Landscape Architects Community Planners Land Surveyors Neighbors If this does not meet with your understanding, please contact us in writing within seven days. THANK YOU. 00 "( • Project Project No 0 Page of 0 Calc.ulations Subject Phone 0 Fax With/To Fax # 0 Memorandum Address # Faxed Pages 0 Meeting Minutes Date By 0 Telephone Memo cif A A ST5 1, .14 de•D+,1,W kit‘f ve /1 = • I., ()1.11 I-1 (4 f. • +4 (C ei 4. ‘) ie.t.t .44 [di Civil Engineers Structural Engineers Landscape Architects Community Planners Land Surveyors Neighbors If this does not meet with your understanding, please contact us In writing within seven days, THANK YOU. 4 RECEIVED FILE • \\*;44S0 t ee. JAN Z 2 2019 TUKWILA PUBLIC WORKS GEOTECHNICAL REPORT Mutual Materials 10411 Martin Luther King Jr. Way South Tukwila, Washington REVIEWED FOR CODE COMPLIANCE APPROVED FEB 01 2019 City of Tukwila BUILDING DIVISION Project No. T-7776 Terra Associates, Inc, btli‘roo2.) Prepared for: Mutual Materials c/o Vector Real Estate Kirkland, Washington March 16, 2018 RECEIVED CITY OF TUKWILA JAN 18 2019 PERMIT CENTER TERRA ASSOCIATES, Inc. Consultants in Geotechnical Engineering, Geology and Environmental Earth Sciences March 16, 2018 Project No. T-7776 Mr. Michael Jones Mutual Materials c/o Mr. Tyler Litzenberger Vector Real Estate 14104 — 102nd Avenue NE Kirkland, Washington 98034 Subject: Geotechnical Report Mutual Materials 10411 Martin Luther King Jr. Way South Tukwila, Washington Gentlemen: As requested, we have conducted a geotechnical engineering study for the subject project. The attached report presents our findings and recommendations for the geotechnical aspects of project design and construction. Our field exploration indicates the soil conditions we observed under the two to three inches of asphalt consisted of approximately 9.5 to 11.5 feet of loose to medium dense, inorganic fill material overlying alluvial silts and sands to the termination of the test borings. The exception to this was observed in Test Boring B-2 where the fill material between 6 and 11.5 feet was noted to have heavy organic inclusions. Groundwater was observed at a depth of 13 to 14 feet below current site grades at the time of our field work. In our opinion, support of structures using standard spread footing foundations will be feasible. However, in order to gain suitable support, all foundations will need to be supported on a minimum of two feet of granular structural We trust the information presented in this report is sufficient for your current needs. require addition n o ation, please call. youThaVe any questions or 12220 113th Avenue NE, Ste. 130, Kirkland, Washington 98034 Phnn. Idloq) f171-7777 •(411.1:211 AllA TABLE OF CONTENTS Page No. 1.0 Project Description 1 2.0 Scope of Work 1 3.0 Site Conditions 2 3.1 Surface 2 3.2 Subsurface 2 3.3 Groundwater...................................................... ........ .................... ...,2 3.4 Geologic Hazards,. ........... ........... ...... --.--.- .......... .......... 3 3.4.1 Seismic 3 3.4.2 Landslide Hazard Areas 4 4.0 Discussion and Recommendations 4 4.1 General.................w 4 4.2 Site Preparation and Grading ............. ...,............. .,.....,,.......... ....... . »,....... ...........5 4.3 Excavations 6 4.4 Foundations 7 4.5 Slabs on Grade 7 4.6 Utilities ................. 8 4.7 Pavements...................................................................................... ,., 5.0 Additional Services 9 6.0 Limitations - 9 Figures Vicinity Map Figure 1 Exploration Location Plan Figure 2 Appendix Field Exploration and Laboratory Testing Appendix A Geotechnical Report Mutual Materials 10411 Martin Luther King Jr. Way South Tukwila, Washington 1.0 PROJECT DESCRIPTION The project consists of redeveloping the site with a new paved storage/parking area, a truck access route, and a new metal skinned building in the northeastern corner of the site. Grading to achieve the new development will be minimal with cuts and fills from one to five feet. We expect the structure will be constructed using structural steel with a metal exterior. Structural loading is expected to be light with isolated columns carrying loads of 10 to 15 kips, and bearing walls carrying 1 to 2 kips per foot. The recommendations in the following sections of this report are based on our understanding of the design features outlined above. We should review final design drawings as they become available to verify that our recommendations have been properly interpreted and to supplement them, if required. 2.0 SCOPE OF WORK On November 7, 2017, we observed the soil and groundwater conditions at the site by drilling 3 soil test borings to 15 to 20 feet below existing surface grades. Using the information obtained from our subsurface exploration, we performed analyses to develop geotechnical recommendations for project design and construction. Specifically, this report addresses the following: • Soil and groundwater conditions • Geologic Hazards per the City of Tukwila Municipal Code • Site preparation and grading • Excavations • Foundation support • Slab -on -grade support • Utilities • Pavements It should be noted that recommendations outlined in this report regarding drainage are associated with soil strength, design earth pressures, erosion, and stability. Design and performance issues with respect to moisture as it relates to the structure environment are beyond Terra Associates' purview. A building envelope specialist or contactor should be consulted to address these issues, as needed. March 16, 2018 Project No. T-7776 3.0 SITE CONDITIONS 3.1 Surface The site is an approximately 1.5-acre parcel located at 10411 Martin Luther King Jr. Way South in Tukwila, Washington. The approximate location of the site is shown on Figure 1. This site is currently occupied by three wood -framed structures, paved parking, and associated landscaping. Site topography is relatively flat over the majority of the property. There is a slight to moderate slope along the north property line that starts in the approximate center of the north property line that descends from the south to the north-northwest with an overall relief of approximately five feet. There is also a slight to moderate slope along the western property line that descends from the east to the west with an overall relief of approximately six feet. The eastern half of the north property line and a small section of the northeast property line is supported by a rockery that is between one and five feet tall. 3.2 Subsurface In general, the soil conditions we observed under the 2 to 3 inches of asphalt consisted of approximately 9.5 to 1 1.5 feet of loose to medium dense, inorganic fill material overlying alluvial silts and sands to the termination of the test borings. The exception to this was observed in Test Boring B-2 where the fill material between 6 and 11.5 feet was noted to have heavy organic inclusions. The Geological Map of Seattle — a progress report, by K.G. Troost, D.B. Booth, A.P. Wisher, and S.A. Shimel (2005) maps the site as Peat — Modified Land (Qp). While the modified land description matches what we observed on -site, we did not observe any peat during our explorations. The soil unit mapped to the east of the site is Alluvium — Modified Land (Qal). This description is more consistent with the soils we observed on -site. The preceding discussion is intended to be a brief review of the soil conditions observed at the site. More detailed descriptions are presented on the Test Boring logs attached in Appendix A. 3.3 Groundwater We observed groundwater in all 3 test borings between 13 and 14 feet below current site grades. The groundwater was observed in the relatively clean sand layers within the alluvial soils. Fluctuations in the static groundwater level will occur seasonally. Typically, groundwater will reach maximum levels during the wet winter months. Based on the time of year of water levels were observed, the groundwater levels observed at the site likely represent the near seasonal low groundwater levels. Page No. 2 March 16, 2018 Project No. T-7776 3.4 Geolinic Hazards 3.4.1 Seismic Based on the soil conditions encountered and the local geology, per Section 1615 of the 2015 International Building Code (IBC) for seismic conditions, site class "D" should be used in design of the structures. Based on this site class, in accordance with the 2015 IBC, the following parameters should be used in computing seismic forces: Seismic Design Parameters (IBC 2015) Spectral Response acceleration (Short Period), Sms 1.508g 0.853g 1.005g 0.569g Spectral Response acceleration (1 — Second Period), SMI Five percent damped .2 second period, SOS Five percent damped 1.0 second period, SDI These values were determined using the latitude/longitude coordinates 47.509575/-122.281797 and the United States Geological Survey (USGS) Ground Motion Parameter Calculator accessed on November 30, 2017 at the web site https://earthquake.usgs.govidesignmaps/us/application.php. Soil Liquefaction Liquefaction is a phenomenon where there is a reduction or complete loss of soil strength due to an increase in pore water pressure induced by vibrations from a seismic event. Liquefaction mainly affects geologically recent deposits of fine-grained sands that are below the groundwater table. Soils of this nature derive their strength from intergranular friction. The generated water pressure or pore pressure essentially separates the soil grains and eliminates this intergranular friction; thus, eliminating the soil's strength. Information obtained from our recent subsurface exploration indicates that the soils at the site are alluvial in origin. Groundwater was observed at 13 and 14 feet below current site grades. When penetration test values are low, the soils typically consist of alluvial sandy or clayey silt that, due to its fines content, will exhibit undrained cohesive strength and is not significantly affected by the liquefaction phenomenon. Based on analysis of these conditions, in our opinion, the soil liquefaction hazard at this site and associated risk to building development is low. Impacts to site structures should liquefaction occur during an earthquake will be in the form of settlement in the amount of one to two inches. This amount of settlement would cause cosmetic cracking of the structure, but would not structurally impair its use, in our opinion. Page No. 3 March 16, 2018 Project No. T-7776 3.4.2 Landslide Hazard Areas Section 18.45.120 of the City of Tukwila Municipal Code (TMC) defines a landslide hazard area as "Areas of potential geologic instability are classified as follows: 1. Class 1 area, where landslide potential is low, and which slope is less than 15 percent. 2. Class 2 areas, where landslide potential is moderate, which slope is between 15 and 40 percent, and which are underlain by relatively permeable soils. 3. Class 3 areas, where landslide potential is high, which include areas sloping between 15 and 40 percent, and which are underlain by relatively impermeable soils or by bedrock, and which also include all areas sloping more steeply than 40 percent. 4. Class 4 areas, where landslide potential is very high, which include sloping areas with mappable zones of groundwater seepage, and which also include existing mappable landslide deposits regardless of slope." The majority of the site is relatively flat or has slopes less than 15 percent. Therefore, the site would be Class 1 landslide hazard as defined by the TMC. 4.0 DISCUSSION AND RECOMMENDATIONS 4.1 General In our opinion, there are no geotechnical considerations that would preclude development of the site, as planned. The existing alluvial soils have undergone some preloading due to the existing fill material observed in the site explorations. Based on the expected weight of the proposed building, it is our opinion that an additional preload or surcharge is not necessary. The building can be supported on conventional spread footings bearing on a minimum of two feet of compacted structural fill. Pavements and floor slabs can be similarly supported. The soils observed at the site contain a significant amount of fines and will be difficult to compact as structural fill when too wet. The ability to use native and existing fill soil from site excavations as structural fill will depend on its moisture content and the prevailing weather conditions at the time of construction. If grading activities will take place during winter, the owner should be prepared to import clean granular material for use as structural fill and backfill, Alternatively, stabilizing the moisture in the native soil with cement or lime can be considered. Detailed recommendations regarding these issues and other geotechnical design considerations are provided in the following sections. These recommendations should be incorporated into the final design drawings and construction specifications. Page No. 4 March 16, 2018 Project No. T-7776 4.2 Site Preparation and Grading Site preparation will predominately consist of demolition of the existing buildings and removal of the asphalt pavement. The asphalt was between two and three inches thick. Some stripping of organic material would be expected in the landscaped areas of the project. Demolition of existing structures should include removal of existing foundations, floor slabs, underground septic systems, and other buried utilities. Abandoned utility pipes that fall outside of new building areas can be left in place provided they are sealed to prevent intrusion of groundwater seepage and soil. Organic topsoil will not be suitable for use as structural fill, but may be used for limited depths in nonstructural areas. Once clearing and demolition operations are complete, cut and fill operations can be initiated to establish desired building grades. Prior to placing fill, all exposed bearing surfaces should be observed by a representative of Terra Associates, Inc. to verify soil conditions are as expected and suitable for support of new fill. Our representative may request a proofroll using heavy rubber -tired equipment to determine if any isolated soft and yielding areas are present. If excessively yielding areas are observed, and they cannot be stabilized in place by compaction, the affected soils should be excavated and removed to firm bearing and grade restored with new structural fill. Beneath embankment fills or roadway subgrade if the depth of excavation to remove unstable soils is excessive, the use of geotextile fabrics, such as Mirafi 500X, or an equivalent fabric, can be used in conjunction with clean granular structural fill. Our experience has shown that, in general, a minimum of 18 inches of a clean, granular structural fill placed and compacted over the geotextile fabric should establish a stable bearing surface. We recommend supporting conventional spread footing foundations on a minimum of two feet of granular structural fill that replaces the native alluvial soils. The granular structural fill should meet requirements for wet weather structural fill as discussed in the following paragraphs. The structural fill should extend a minimum of one -foot laterally from the edges of the continuous wall or isolated column footing. The existing fill material observed on -site would meet this requirement depending on the final grading. A representative of Terra Associates, Inc. should observe all bearing surfaces to verify that soil conditions are as expected and are suitable for support of building foundations, floor slabs, and site pavements. Our study indicates that the native and existing fill soils contain a sufficient percentage of fines (silt and clay size particles) that will make them difficult to compact as structural fill if they are too wet or too dry. Accordingly, the ability to use these native and existing fill soils from site excavations as structural fill will depend on their moisture content and the prevailing weather conditions when site grading activities take place. Soils that are too wet to properly compact could be dried by aeration during dry weather conditions or mixed with an additive such as cement or lime to stabilize the soil and facilitate compaction. If an additive is used, additional Best Management Practices (BMPs) for its use will need to be incorporated into the Temporary Erosion and Sedimentation Control plan (TESC) for the project. Page No. 5 March 16, 2018 Project No. T-7776 If grading activities are planned during the wet winter months, or if they are initiated during the summer and extend into fall and winter, the contractor should be prepared to import wet weather structural fill. For this purpose, we recommend importing a granular soil that meets the following grading requirements: U.S. Sieve Size Percent Passing 6 inches 100 No. 4 75 maximum No. 200 5 maximum* *Based on the 3/4-inch fraction. Prior to use, Terra Associates, Inc. should examine and test all materials imported to the site for use as structural Structural fill should be placed in uniform loose layers not exceeding 12 inches and compacted to a minimum of 95 percent of the soil's maximum dry density, as determined by American Society for Testing and Materials (ASTM) Test Designation D-698 (Standard Proctor). The moisture content of the soil at the time of compaction should be within two percent of its optimum, as determined by this ASTM standard. In nonstructural areas, the degree of compaction can be reduced to 90 percent. 4.3 Excavations All excavations at the site associated with confined spaces, such as utility trenches must be completed in accordance with local, state, or federal requirements. Based on current Washington Industrial Safety and Health Administration (WISHA) regulations, soils found on the project site would be classified as Group C soils. For properly dewatered excavations more than 4 feet, but less than 20 feet in depth the side slopes should be laid back at a minimum slope inclination of 1.5:1 (Horizontal:Vertical). If there is insufficient room to complete the excavations in this manner, or if excavations greater than 20 feet in depth are planned, temporary shoring to support the excavations will be required. Properly designed and installed shoring trench boxes can be used to support utility trench excavations where required. Groundwater should be anticipated within excavations extending below depths of 13 feet from current surface grades. Based on our study, the volume of water and rate of flow into the excavation may be significant and dewatering of the excavations will be necessary. Shallow excavations that do not extend more than one to two feet below the groundwater table can likely be dewatered by conventional sump -pumping procedures along with a system of collection trenches. Deeper excavation will require dewatering by well points or isolated deep -pump wells. The utility subcontractor should be prepared to implement excavation dewatering by well point or deep - pump wells, as needed. This will be an especially critical consideration for any deep excavations. This information is provided solely for the benefit of the owner and other design consultants, and should not be construed to imply that Terra Associates, Inc. assumes responsibility for job site safety. It is understood that job site safety is the sole responsibility of the project contractor. Page No. 6 March 16, 2018 Project No. T-7776 4.4 Foundations The building may be supported on conventional spread footing foundations bearing on a minimum of two feet of structural fill placed above the native soils. Foundation subgrade should be prepared as recommended in Section 4.2 of this report. Perimeter foundations exposed to the weather should bear at a minimum depth of 1.5 feet below final exterior grades for frost protection. Interior foundations can be constructed at any convenient depth below the floor slab. Foundations supported on structural fill material can be dimensioned for a net allowable bearing capacity of 2,000 pounds per square foot (psf). For short-term loads, such as wind and seismic, a one-third increase in this allowable capacity can be used. With structural loading as anticipated and these bearing stresses applied, estimated total foundation settlement of approximately one -inch is expected. For designing foundations to resist lateral loads, a base friction coefficient of 0.35 can be used. Passive earth pressures acting on the side of the footing can also be considered. We recommend calculating this lateral resistance using an equivalent fluid weight of 300 pounds per cubic foot (pcf). We recommend not including the upper 12 inches of soil in this computation because it can be affected by weather or disturbed by future grading activity. This value assumes the foundation will be constructed neat against competent native soil or backfilled with structural fill as described in Section 4.2 of this report. The values recommended include a safety factor of 1.5. 4.5 Slabs on Grade Slabs on grade may be supported on subgrade prepared as recommended in Section 4.2 of this report. Immediately below the floor slab, we recommend placing a four -inch thick capillary break layer composed of clean, coarse sand or fine gravel that has less than five percent passing the No. 200 sieve. This material will reduce the potential for upward capillary movement of water through the underlying soil and subsequent wetting of the floor slab. The capillary break layer will not prevent moisture intrusion through the slab caused by water vapor transmission. Where moisture by vapor transmission is undesirable, such as covered floor areas, a common practice is to place a durable plastic membrane on the capillary break layer and then cover the membrane with a layer of clean sand or fine gravel to protect it from damage during construction, and aid in uniform curing of the concrete slab. It should be noted that if the sand or gravel layer overlying the membrane is saturated prior to pouring the slab, it will be ineffective in assisting uniform curing of the slab, and can actually serve as a water supply for moisture transmission through the slab and affecting floor coverings. Therefore, in our opinion, covering the membrane with a layer of sand or gravel should be avoided if floor slab construction occurs during the wet winter months and the layer cannot be effectively drained. We recommend floor designers and contractors refer to the current American Concrete Institute (ACI) Manual of Concrete Practice for further information regarding vapor barrier installation below slab -on -grade floors. Page No. 7 March 16, 2018 Project No. T-7776 4.6 Utilities Utility pipes should be bedded and backfilled in accordance with American Public Works Association (APWA), or City of Tukwila specifications. As a minimum, trench backfill should be placed and compacted as structural fill, as described in Section 4.2 of this report. Most native soils excavated on the site should be suitable for use as backfill material during dry weather conditions. However, if utility construction takes place during the wet winter months, it will likely be necessary to import suitable wet weather fill for utility trench backfilling. The utility contractor should also be prepared for encountering unstable soft alluvial soils below the pipe invert elevations. If not removed from below the pipe and replaced with crushed rock or additional bedding material, pipe deflections may occur as a result of the soil yielding and compressing in response to loading imposed during trench backfilling. The need to overexcavate and stabilize the pipe foundation before backfilling should be evaluated by observation and testing during construction. 4.7 Pavements Traffic at the facility will include moderately heavy traffic in the form of tractor -trailer rigs. For design considerations, we have assumed traffic in parking and in car/light truck access pavement areas can be represented by an 18-kip Equivalent Single Axle Loading (ESAL) of 50,000 over a 20-year design life. For heavy traffic pavement areas, we have assumed an ESAL of 300,000 would be representative of the expected loading over the pavement design life. These ESALs represent loading equivalent to approximately 5 and 20, loaded (80,000 pound GVW) tractor -trailer rigs traversing the pavement daily in each area, respectively. As we understand, the existing pavement will remain in place with new asphalt constructed as an overlay. Using the existing asphalt as the subbase, we recommend the following pavement sections: Light Traffic and Parking Overlay: • Two inches of 1/2-inch hot mix asphalt (HMA) over two inches 1-1/4-inch HMA Heavy Traffic Overlay: • Two and one-half inches 1/2-inch HMA over three inches 1-1/4-inch HMA Asphalt concrete should meet the requirements as outlined in Washington State Department of Transportation's (WSDOT) standard specifications. Long-term pavement performance will depend on surface drainage, A poorly -drained pavement section will be subject to premature failure as a result of surface water infiltrating into the subgrade soils and reducing their supporting capability. For optimum pavement performance, we recommend surface drainage gradients of at least two percent. Some degree of longitudinal and transverse cracking of the pavement surface should be expected over time. Regular maintenance should be planned to seal cracks when they occur. Page No. 8 March 16, 2018 Project No. T-7776 5.0 ADDITIONAL SERVICES Terra Associates, Inc. should review the final design drawings and specifications in order to verify that earthwork and foundation recommendations have been properly interpreted and implemented in project design. We should also provide geotechnical services during construction to observe compliance with our design concepts, specifications, and recommendations. This will allow for design changes if subsurface conditions differ from those anticipated prior to the start of construction. 6.0 LIMITATIONS We prepared this report in accordance with generally accepted geotechnical engineering practices. No other warranty, expressed or implied, is made. This report is the copyrighted property of Terra Associates, Inc. and is intended for specific application to the Mutual Materials project in Tukwila, Washington. This report is for the exclusive use of Mutual Materials c/o Vector Real Estate and their authorized representatives. The analyses and recommendations presented in this report are based on data obtained from the subsurface explorations completed on -site. Variations in soil conditions can occur, the nature and extent of which may not become evident until construction. If variations appear evident, Terra Associates, Inc. should be requested to reevaluate the recommendations in this report prior to proceeding with construction. Page No. 9 Borg th St River 1000 3 11 St 2000 OXIMATE SCALE IN FEET REFERENCE: https://www.bing.com/maps Terra Associates Inc. Consultants in Geotechnical Engineering Geology and Environmental Earth Sciences N S P ►grim it ti €;1,k tit Ra3-Raeraeer Beach [agper St k$ VVtorSt S $a!d:St. S Ruggic St 419 St oft orporation ACCESSED 12/1/17 VICINITY MAP MUTUAL MATERIALS TUKWILA, WASHINGTON Proj.No. T-7776 Date: MAR 2018 Figure 1 r1 rs- PHASE I "et REVISE LANDSCAPING AREA FOR NEW SAMPLE YARD DISPLAY, REUSE EXISTING SITE TREES AND SHRUBBY WHERE APPLICABLE IN NEW DISPLAY PHASE I ALTERATION TO INCLUDE NEW BATHROOM FACILITIES VERIFY SEWER REQUIREMENTS AND NEEDS NOTE: eta. rcerl EI LA er 1,L THIS SITE PLAN IS SCHEMATIC. ALL LOCATIONS AND DIMENSIONS ARE APPROXIMATE. IT IS INTENDED FOR REFERENCE ONLY AND SHOULD NOT BE USED FOR DESIGN OR CONSTRUCTION PURPOSES. j. psL LEGEND: APPROXIMATE BORING LOCATION 0 50 100 REFERENCE:SITE PLAN PROVIDED BY TAHOMA DESIGN GROUP. APPROXIMATE SCALE IN FEET 4 .11 c- ‘o _ E E EXISTING PROPI Terra Associates,.Inc. Consultants in Geotechnical t ng neering Geology and Environmental Earth Sciences EXPLORATION LOCATION PLAN MUTUAL MATERIALS TUKWILA, WASHINGTON Proj.No. T-7776 Date: MAR 2018 Figure 2 APPENDIX A FIELD EXPLORATION AND LABORATORY TESTING Mutual Materials Tukwila, Washington On November 7, 2017, we observed the drilling of 3 soil test borings to depths of 16.5 and 21.5 feet below the existing site grades. Test boring locations were determined in the field by measurements from existing site features and buildings. The approximate location of the test borings is shown on the attached Exploration Location Plan, Figure 2. Test Boring Logs are attached as Figures A-2 through A-4. A geotechnical engineer from our office conducted the field exploration. Our representative classified the soil conditions encountered, maintained a log of each test boring, obtained representative soil samples, and recorded water levels observed during drilling. During drilling, soil samples were obtained in general accordance with ASTM Test Designation D-1586. Using this procedure, a 2-inch (outside diameter) split barrel sampler is driven into the ground 18 inches using a 140-pound hammer free falling a height of 30 inches. The number of blows required to drive the sampler 12 inches after an initial 6-inch set is referred to as the Standard Penetration Resistance value or N value. This is an index related to the consistency of cohesive soils and relative density of cohesionless materials. N values obtained for each sampling interval are recorded on the Test Boring Logs, Figures A-2 through A-4. All soil samples were visually classified in accordance with the Unified Soil Classification System (USCS) described on Figure A-1. Representative soil samples obtained from the test borings were placed in closed containers and taken to our laboratory for further examination and testing. The moisture content of each sample was measured and is reported on the individual Test Boring Logs. Project No. T-7776 MAJOR DIVISIONS LETTER SYMBOL TYPICAL DESCRIPTION COARSE GRAINED SOILS More than 50% material larger than No. 200 sieve size GRAVELS W1opethan 5O5& ofcoarse �aotinn ialarger than No. 4eieve Clean Gravels (less thon5Y6 fines) ' GVV Well -graded gravels, gravel -sand mixtures, little ornofines. GP Poudy'gradedgravels, gravel -sand mi�uran.|i�/eornofines. Gravels with fines GM Silty gravels, gxovo|-ound'oi|tmixtures, non -plastic fines. GC Clayey gravels, gravel -sand -clay mixtures, plastic fines. SANDS More than 5Oq6 ofcoarse fraction |ssmaller than No. 4sieve Clean Sands (less than 5Y6fines) GVV Well -graded sands, sands with gravel, little ornofines. 8p Poorly -graded sands, sands with gravel, little o,nofines, Sands with fines K8 � Silty sands, sand -silt mixtures, non -plastic fines. 8C Clayey sands, sand -clay mixtures, plastic fines. FINE GRAINED SOILS More than 50% material smaller than No. 200 sieve size SILTS AND CLAYS Liquid Linnitioless than 5OY6 K8L Inorganic silts, rock flour, clayey silts with slight plasticity. CL � Inorganic clays oflow 0umedium p\asticity(Lean day) OL Organic silts and organic clays oflow plasticity. SILTS AND CLAYS Liquid Limit iagreater than 50% yWH Inorganic silts, elastic. CM Inorganic clays ofhigh plasticity. (Fat clay) OH Organic clays ufhigh plasticity. HIGHLY ORGANIC SOILS PT Peat. � DEFINITION OF TERMS AND SYMBOLS COHESIONLESS Standard Penetration Density Resistance inBlows/Foot -- - Tr pp DD LL P| N | 2^OUTSIDE DIAMETER SPILT SPOON SAMPLER | 2.4''INSIDE DIAMETER RING SAMPLER OR —SHELBYTUBE SAMPLER V WATER LEVEL (Daoe) TORVANEREADINGS, tof PENETROMETER READING, tsf DRY DENSITY, pounds per cubic foot LIQUID LIMIT, percent PLASTIC INDEX STANDARD PENETRATION, blows per foot Very Loose 0'4 Loose 4-10 N\odiumDenoo 10-30 Dense 30_50 Very Dense >50 COHESIVE Standard Penetration Cunsistunuy Resistance inBlows/Foot Very Soft 0-2 Soft 2-4 Medium Stiff 4-8 SUff 8-18 Very Stiff 16'32 Hard >33 UNIFIED SOIL CLASSIFICATION SYSTEM MUTUAL MATERIALS TUKW|LA'VVA8H|NGTON ' Terra ~ Associates Inc. Consultants inGomeohnicm|Enginoonng Proj.No. T-7778 Date: MAR 2018 Figure A-1 ow,w and Environmental Earth Sciences LOG OF BORING NO. B-1 Figure No. A-2 Project: Mutual Materials Project No: T-7776 Date Drilled: 11/7/2017 Client: Mutual Materials Driller: Gregory Drilling Logged By: CSD Location: Tukwila, Washington Depth to Groundwater: 14 Feet Approx. Elev: 19 Feet Depth (ft) Sample Interval Soil Description Consistency/ Relative Density SPT (N) Blows/foot 10 30 50 Moisture Content (%) 0 (3 inches ASPHALT) FILL: Gray and brown silty SAND with gravel, fine to medium sand, fine moist. . gravel, 10 19.5 _ Loose 10 20.8 *At 7.5 feet soil becomes moist to saturated. 3 31.0 10 Gray. SILT, moist to wet. (ML) •7 49.1 Gray SAND, fine sand, wet to saturated. (SP) , Black interbedded SILT and SAND, fine to medium sand, saturated. (ML/SP) , 8 32.3 15 Black SAND, fine to medium sand, saturated. (SP) *At 15 feet observed heave in auger. 11 25.7 - 20 Medium Dense *At 20 feet soil becomes medium to coarse sand. •26 27,8 Test boring terminated at 21.5 feet Groundwater observed at 14 feet during drilling. 25 NOTE: This borehole log has been prepared for geotechnical purposes. This information pertains only to this boring location and should not be interpeted as being indicative of other areas of the site -- Terra . • - ' Associates,Inc. Consultants in Geotechnical tngineering Geology and Environmental Earth Sciences LOG OF BORING NO. B-2 Project; Mutual Materials Client: Mutual Materials Location: Tukwila, Washington Figure No. A-3 Project No: T-7776 Date Drilled: 11/7/2017 Driller: Gregory !Drilling Logged By: CSD Depth to Groundwater:14 Feet Approx. Elev: 23 Feet a) o. E Soil Description Consistency/ Relative Density SPT (N) Blows/foot 10 30 50 Moisture Content (%) 0 5 10 15 20 (3 inches ASPHALT) FILL: Gray and brown silty SAND, fine to medium sand, moist, some gravel. (SM) Medium Dense FILL: Gray and brown silty SAND, fine to medium sand, moist, heavy organic inclusions. (SM) FILL: Mix of gray and brown silty SAND with gravel and SAND, fine to medium sand, fine gravel, moist to wet, moderate organic inclusions. (SM/SP) FILL: Gray silty SAND with gravel, fine to medium sand, fine gravel, moist to wet, trace organics. (SM) *At 11.5 feet observed wood debris. Gray SILT interbedded with sand layers, fine sand, moist. (ML) Black SAND, fine to medium sand, saturated. (SP) , Gray SILT interbedded with sand layers, fine sand, moist. (ML) Black SAND interbedded with silt layers, fine to medium sand, saturated. (SP) \ At the bottom of the sample no silt observed. Test boring terminated at 16.5 feet Groundwater observed at 14 feet during drilling. Loose 19 6 4 6 14.9 12.9 24.2 21.2 36.1 29.7 45.8 31.5 NOTE: This borehole log has been prepared for geotechnical purposes. This information pertains only to this boring location and should not be interpeted as being indicative of other areas of the site Terra Associates. Inc. Consultants in Geotechnical Engineeilng Geology and Environmental Earth Sciences LOG OF BORING NO. B-3 Figure No. A-4 Project: Mutual Materials Project No: T-7776 Date Drilled: 11/7/2017 Client: Mutual Materials Driller: Gregory Drilling Logged By: CSD Location: Tukwila, Washington Depth to Groundwater: 13 Feet Approx. Elev: N/A Sample Interval] Soil Description Consistency/ Relative Density SPT (N) Blows/foot 10 30 50 Moisture Content (%) 0 - (2 inches ASPHALT) Mix of gray, brown, and olive silty SAND with gravel, fine to medium sand, fine gravel, moist to wet, occasional broken cobble or boulder, occasional wood debris, occasional interbedded sand layer. 12.5 14 • 12.4 5 - *At 5 feet observed rock in shoe. Medium Dense 20 11.9 •11 16.5 10 43.3 Interbedded black SILT and SAND, fine to medium sand, saturated, occasional organic silt layer. (MUSP) • 26.3 - • 8 15 Black SAND, fine to medium sand, saturated, occasional silt layer interbedded. (SP) Loose • 33.9 7 - Test boring terminated at 16.5 feet. Groundwater observed at 13 feet during drilling. 20 NOTE: This borehole log has been prepared for geotechnical purposes. This information pertains only to this boring location and should not be interpeted as being indicative of other areas of the site • Terra . . --.:_.;:,-.J Associates Consultants in Geotechnical ngineering Geology and Environmental Earth Sciences nc. PERMIT COORD COPY c, PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D19-0021 DATE: 01/18/19 PROJECT NAME: MUTUAL MATERIALS - SPRINKLER RISER ROOM SITE ADDRESS: 4302 S 104 ST X Original Plan Submittal Revision # before Permit Issued Response to Correction Letter # Revision # after Permit Issued DEPARTMENTS: kT itiou cL-)37 - Building Division .NN5Awc Public Works 41\4 At, Fire Prevention 1-As--17 Planning Division Structural Permit Coordinator PRELIMINARY REVIEW: Not Applicable ri (no approval/review required) DATE: 01/22/19 Structural Review Required REVIEWER'S INITIALS: DATE: P1 APPROVALS OR CORRECTIONS: Approved Corrections Required Approved with Conditions Denied (corrections entered in Reviews) (ie: Zoning Issues) DUE DATE: 02/19/19 Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg 0 Fire 0 Ping El PW 0 Staff Initials: 12/18/2013 NORTHWAY CONSTRUCTION IOQ Page 1 of 3 HAine Espanol Conlad Search L&I A-Z Index Help My 11,,,1 Safety & Health Claims & Insurance Workplace Rights Trades & Licensing Washington State Department of Labor & Industries 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 WA UBI No. 602 977 633 1433 VALENTINE AVE SE SUITE 102 PACIFIC, WA 98047 253-735-8100 KING County Business type Corporation License Verify the contractor's active registration / license / certification (depending on trade) and any past violations. Construction Contractor Active. Meets current requirements. License specialties GENERAL License no. 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 !1!ri!1c, BITCO General Ins Corp $1,000,000,00 Policy no, CLP3677595 Received by L&I Effective date 01/17/2019 01/18/2019 Expiration date 01/18/2020 BITCO National Ins Co $1,000,000.00 Policy no. CLP3632077 Received by L&l Effective date 12/04/2018 01/18/2016 inpr—crk-In '7'7 41'1 T tr---XTC\D'TT_Tr,Trirl<Ori PrQ A UT — Help us improve '1/11/1(110 Mutual Materials Tukwilla - New Canopy Fire Riser Room Project Information (IBC 2015) Scope of Work: Provide 80 square feet of new cmu fire Fire: Automatic Fire Sprinkler system throughout sprinkler riser room next to canopy structure under separate permit Zoning: Light Insdustrial Site Location: 10411 Martin Luther King Jr Way S Occupancy Group: Utility : Group U Tukwila, WA 98118 Parcel #is: 032304-9213 Allowable Area: Per Table 506.2 - Base Allowable Area = 9,000 S.F. Site Size: 68,249+/- Square Feet (1.57+/- Acres) Parking Allowances: Unoccupied fire sprinkler room, no additional parking provided Proposed Area: 80 square feet of fire sprinkler riser room Plumbing Analysis: Unoccupied fire sprinkler room, no plumbing provided Energy Code: 2015 WSEC - Semi -Heated Space Number of Stories: One Story Type of Construction: Type V-B Building Height: 32'-0" +/- fJ f NEW FIRE SFRIW-LER RISER ROOM RTY LINE A101 y, o`,7-y`;`To 7 7 f1/1 u r/r7 Z T f V� P, i fI. V, D D� '0 R' 17 1 fl/ f 0 SM, GRAIE pi"d IV i 'Y N L k , Vc E. 19 C, If M f f AIf If/ q I ------ 1AW N �Nltk A(X"-�I dud Y f I)EVEL f I M' V,,T'ji NAH -ME `0' �J_ECIRRN, 1, 4, fc SITD GIPITE X/ "a XI ING. BUILDING. - ACCESSIME 0 RAMP FAWW. AND Re= EL 1110ER SEPARATE KWIT 4�1171_= f=l 14:11T111 kp 0 30 60 90 SCALE: 1"=30' Project Team Owner Mutual Materials, Inc. 605 119th Ave NE Bellevue, WA 98005 Phone: (425) 452-2363 Contact: Mike Jones Project Manager Vector Development Company 11335 NE 112nd Way, Suite 105 Kirkland, WA 98034 Phone: (425) 968 - 5115 Contact: Tyler Litzenberger Civil Engineer/ Barghausen Consulting Engineers Landscape 18215 72nd Ave S Architect Kent, WA 98032 Phone: (425) 251-6222 Contact: Daniel K. Balmelli, PE Architect Drawing Index CIVIL Under separate cover PLANNING APPROVED LANDSCAPING No changesoan be made. to these plans without approval from the Under separate cover Planning Division of DCD Approved B Date: ARCHITECTURAL Sheet Title CS Cover Sheet/Site Plan A1.01 Floor Plan If Roof Plan and Section A2.01 Exterior Elevations STRUCTURAL Sheet Title Tahoma Design Group S0-01 Structural Notes 535 Dock Street, Suite 211 S0.02 Structural Notes and Special Inspection Tacoma, WA 98402 SO.03 Typical Details Phone: (253) 284-9680 S1.01 Foundation / Roof Plan and Details Contact: James K. Carleton, AIA Structural Engineer AHBL Inc. 2215 North 30th Street, Suite 300 Tacoma, WA 98403 Phone: (253) 383-2422 Contact: Daniel L. Booth, PE, SE General Contractor Northway Construction 1433 Valentine Ave. SE #102 Pacific, WA 98047 Phone: (253) 735-8100 Contact: Colby LeClaire License: NORTHC1905CQ Exp: 02/18/2020 Plumbing/Mechanical TBD/Design Build Electrical TBD/Design Build VICA!" MAP (ftTa) REVISIONS No Changes shall be made 10 the scope of Work WIMOU1 prior approval Of the Tukwila Building Division, NOTE: Revisions will require a new plan submittal and may include additional plan review. ccaw Pailimillit N Plan review approval is subject to errors and omissions. Approval of construction documents dM not allthirge the violation of any adopted Code or ordinance. Receipt of approved Field Copy and City of T,kwfla BUILDING DIVISION z M KI El I, C 8 'gal 1-7 RECEIVED JAN Z Z 2019 TUKWILA PUBLIC WORKS RECEIVED CITY OF I*UK%%ILA JAN 18 2019 PERMIT CENTER 4-J CL (U > 0 o < E LL 0 M -6 z) V `: NEW FIRE SPRINKLER RI5ER ROOM, FOR INTERIOR PIPING COMPONENTS, SEE FIRE SPRINKLER. SEPARATE SUBMITTAL 8" CMU, FULLY GROUTED D D FIRE — DEPt. i— CONNECTION 3'-0"xl'-0" — HOLLOW METAL INSULATED DOOR WITH LEVER STYLE HARDWARE I/4n 1_mn SPRINKLER RISER a'-4" GAP BETWEEN MASONRY SINGLE PLY MEMBRANE OVER R-S8 RIGID INSUL A OVER WOOD SHEATHKs �g CRICKET CONCRETE SLAB ON GRADE WITH THICKENED EDGES, SEE STRICT DUOS L 60 MIL SINGLE PLY TPO MEMBRANE, RUN UP WALL AND REGLET INTO CMU WITH 1/4 . 12 METAL FLASHING R-38 RIGID INSULATION (8" NOMINAL) WOOD ROOF STRUCTURE, SEE STRIUCT DW36 8" Cm FULLY GROUTED EXISTING CHAIN LINK PENCE AT PROPERTY LINE FISTING FNISH PAVEMENT EXIST ROCK RETAKING WALL 4:=";== cl-T f Carl I� 1/4" SCUPPER WITH 4° DOWNSPOUT 1/4" 1 1 1 )I PRE-ENTMEERED CANOPY UNDER SEPARATE PEWIT am v o�� o as Q w= �o 22 E f6 O t Tre •� fu - U c F (u $ ha Z E �I $ RECEIVED CITY OF TUK%VILA JAN 18 2019 PERMIT CENTER a s ( 5 }n� i � L ce „2 Z W m U) c: z y H N Q c u CL O o O N u L� 1• O R3 LL L o i In v O O IL Smf-FIER I DouNsi-ou TURNED EL PIER-110NNE WITH LEVEE HARDWARE � C-> U T +-4 E-= I- E=- 1/4" T, SmCTURE :1 UNDER ATE PER11T m EXISTING CHAIN LINK FENCE AT PROPERTY LINE EXISTIN6. FINISH _� PAVEMENT EXIST ROCK RETAINIIWI. WALL 1/4' 3 1/4' 1/4" m 11-1° 16RAPE REVIEWED FOR CODE COMPLIANCE APPROVED FEB 012019 City of Tukwila LBUILDING DIVISION RECEIVED CITY OF TUKIVILA JAN 18 2019 PERMIT CENTER 2 < D�-! j o'M 0 z < V)i9. Hoy LLi . Ln T R, 4-J fo 4-1 U c: IN 0� 4-J cD 0 LU LL V, E 0 C) FL 1. STRUCTURAN L OTES . I.I. ANY DISCREPANCY UND AM THE P FOUND AMONG .. H DRAWINGS, SPECIFICATIONS, THESE NOTES AND THE SITE CONDITIONS SHALL E REPORTED T THE I O S B ft P RTED O H 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 WAY 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. 12.4,. 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 "A GUIDELINE ADDRESSING COORDINATION AND COMPLETENESS OF STRUCTURAL CONSTRUCTION DOCUMENTS" L2.6. 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 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 OFALL MECHANICAL/ ELECTRICAL PENETRATIONS THROUGH WALLS AND FLOORS/ROOFS G. COORDINATION WITH DESIGNERS/SUPPLIERS OF PRE- ENGINEERED COMPONENTS (JOISTS,TRUSSES, STAIRS, ETC.) 1.2.9. THE CONTRACTOR ACKNOWLEDGES THAT TEMPORARY SHORING AND/OR 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, 1.2.10. 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, 1.2.11. THE CONTRACTOR SHALL NOT SCALE THE ARCHITECTURAL AND STRUCTURAL DRAWINGS FOR LOCATIONS OF ELEMENTS NOTED ABOVE. 1.2.12. ELECTRONIC COPIES OF THE STRUCTURAL DRAWINGS POPS 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 THATTHESE FILES SHALL NOT SUPERSEDE INFORMATION SHOWN ON THE ORIGINAL BID/ CONSTRUCTION HETRDOCUMENTS. . T T CONTRACTOR AGREES TO HOLD THE STRUCTURAL E GI EERHARMLESS FO N NRANY ERRORS OR DISCREPANCIES CONTAINED WITHIN THESE ELECTRONIC FILES. 12,13. THE BID FIGURE IS BASED SOLELY UPON THE CONSTRUCTION CONTRACT DOCUMENTS AND PROPERLY ISSUED WRITTEN OR.. VERBAL REPRESENTATIONS, 1.3 CODES 1.3.1.: ALL METHODS, MATERIALS AND TH N WORKMANSHIP SHALL CONFORM TO THE 2015 INTERNATIONAL BUILDING CODE (IBC) AS AMENDED AND ADOPTED BY THE LOCAL BUILDING AUTHORITY,. 1.3,2. ALL REFERENCES TO OTHER CODES, STANDARDS AND SPECIFICATIONS, (ACI, ASTM, ETC.), SHALL BE FOR THE EDITION CURRENTLY REFERENCED BY IBC AS AMENDED AND ADOPTED BY THE LOCAL BUILDING AUTHORITY.. 1.4. DESIGN CRITERIA 1.4,1. UNIFORM LOADS: LOCATION LIVE LOAD DEAD LOAD ROOF 25 PSF (SNOW-) ACTUAL SLAB ON GRADE 125 PER ACTUAL (STRUCTURAL) * THIS IS` NOT A. GROUND SNOW LOAD WHERE LIVE LOADS OF COMMERCIAL OR INDUSTRIAL BUILDINGS EXCEED 50 PSF,SUCH DESIGN LOADS SHALL BE POSTED IN THAT PART OF EACH STORY IN WHICH THEY APPLY 1,4 .2. CONCENTRATED LOADS: ALL MANUFACTURERS 0 OF PRE-ENGINEERED COMPONENTS OR SYSTEMS SHALL LOCATE,COORDINATE, . R INATE, VERIFY WEIGHTS ETC., OF MECHANIC U E AL UNITS S OR OTHER CONCENTRATED LOADS AND DESIGN THEIR SYSTEM FOR THESE LOADS. 1.4.3.. WIND LOADS (PER IBC SECTION 1609 AND ASCE 7 CHAPTERS 26 THRU 30): ULTIMATEDESIGN WIND SPEED (V�): 110 MPH. RISK CATEGORY II WIND EXPOSURE: C APPLICABLE'. INTERNAL PRESSURE COEFFICIENT: �0.18 PARTIALLY ENCLOSEDAINENCLOSED STRUCTURE FA OR TOPOGRAPHIC CT (Q 1;P 144. SEISMIC LOADS (PER IBC SECTION 1613 AND ASCE:7 CHAPTERS 11 THRU13): RISKCATEGORY: II SEISMIC IMPORTANCE FACTOR NQ: 1.0 Se: 1.508' Sr. 0.569. SITECLASS; 0 Sys; 1.005 Sm: 0.569 SEISMIC DESIGN CATEGORY: D ANALYSIS PROCEDURE USED; EQUIVALENT LATERAL FORCE PROCEDURE SEISMIGFORCE- RESPONSE OVERSTRENGTH RESISTINGSYSTEM MODIFICATION FACTOR, D,. COEFFICIENT, R A. BEARING WALL SYSTEMS: 7. SPECIAL REINFORCED MASONRY SHEAR WALLS 5 2 % NOTE: TABULATED OVERSTRENGTH FACTOR HAS BEEN REDUCED IN ACCORDANCE WITH ASCE 7 TABLE 12.2.1 FOOTNOTE G FOR STRUCTURES WITH FLEXIBLE DIAPHRAGMS, 1..5, STATEMENT OF SPECIAL INSPECTIONS SEE STATEMENT OF SPECIAL INSPECTION AND TESTING: SHEET SO.02F,. 1,6. SHOP DRAWINGS 16.1. SUBMIT SHOP DRAWINGS TO THE ARCHITECTIENGINEER FOR THE FOLLOWING: A. CONCRETE MIX DESIGN SUBMITTALS B. REINFORCING STEEL C. PRE-ENGINEERED WOOD I JOISTSIOPEN WEB JOISTS* Q CONCRETEIMASONRY COORDINATION DRAWINGS 1,6.2 SHOP DRAWING REVIEW NOTES A. ENGINEER OF RECORD SHALL REVIEW SHOP DRAWINGS FOR GENERAL CONFORMANCE WITH THE PROJECT CONSTRUCTION DOCUMENTS (PLANS AND SPECIFICATIONS).. B. ENGINEER OF N R RECORD R REVIEW OF SHOP DRAWINGS SHALL NOT RELIEVE THE GENERAL CONTRACTOR OF THEIR RESPONSIBILITY FOR REVIEW OF THE SHOP DRAWINGS FOR COMPLIANCE WITH THE PROJECT REQUIREMENTS. C. APPROVAL OF THE SHOP DRAWINGS BYTHE ENGINEER OF RECORD SHALL NOT BE CONSIDERED AS A GUARANTEE BY THE ENGINEER THAT THE SHOP DRAWINGS COMPLY WITH ALL PROJECT REQUIREMENTS, D. CONCURRENT SHOP DRAWING REVIEW SHALL ONLY BE PERMITTED IF APPROVED BYTHE ARCHITECT/ENGINEER OF RECORD PRIOR TO THE START OF SHOP DRAWING' REVIEW. 1.7.. MISCELLANEOUS 1:7:1. VERIFY ALL DIMENSIONS: AND CONDITIONS IN THE FIELD, 1.72. VERIFY SIZE AND LOCATION OF ALL OPENINGS IN THE FLOORS, ROOF AND WALLS WITH ARCHITECTURAL, MECHANICAL AND ELECTRICAL DRAWINGS. 111 CONSTRUCTION DETAILS NOT SPECIFICALLY SHOWN ON THE DRAWINGS SHALL FOLLOW SIMILAR DETAILS OF SECTIONS OF THIS PROJECT AS APPROVED BY THE ARCHITECT/ ENGINEER, 1.7A. SEE ARCHITECTURAL, MECHANICAL AND ELECTRICAL DRAWINGS FOR DIMENSIONS AND LOCATIONS FI AT ON50 OPENINGS NOT DIMENSIONED OR SHOWNN STRUCTURAL 0 TR PLANS, NS 1.7.5. SEE ARCHITECTURAL MECHANICAL ME HANI AL AND ELECTRICAL DRAWINGS FOR. LOCATIONS AND WEIGHTS OF ALL MECHANICAL AND ELECTRICAL EQUIPMENT INCLUDING HOUSEKEEPING PADS, 1.7.6. FOR PIPES CONDUITS, DUCTS AND MECHANICAL EQUIPMENT SUPPORTED OR BRACED FROM STRUCTURE: CONFORM TO SHEET METAL AND AIR CONDITIONING CONTRACTORS (T TRACTO S NATIONAL ASSOCIATION, INC. PUBLICATION "APPEN DIX NOIXE.SEISMIC ST i RE RANT MANUAL U D I G 1 EL NES FOR MECHANICAL SYSTEMS" ALL BRACING AND SUPPORTS SHALL BE DESIGNED FOR SEISMIC HAZARD LEVEL (SHL) S. SPRINKLER LINE ATTACHMENTS SHALL CONFORM TO NFPA PAMPHLET 13. 1.7,T THE STRUCTURE. HAS BEEN DESIGNED TO RESIST CODE REQUIRED VERTICAL. AND LATERAL FORCES AFTERTHE 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, FORMWORK, AND BRACING; USE OF EQUIPMENT AND CONSTRUCTION PROCEDURES, WHERE SHORING IS REQUIRED, A SHORING PLAN, STAMPED BY A LICENSED PROFESSIONAUSTRUCTURAL ENGINEER SHALL BE SUBMITTED TO THE ENGINEER FOR APPROVAL. 2.. SITE PREPARATION/SOIL REMEDIATION 2.1• SOIL DATA ALLOWABLE SOIL PRESSURE 2000 PSF. ALLOW 33-113% INCREASE FOR LOADS FROM WIND OR SEISMIC: ORIGIN, SEE GEOTECHNICAL ENGINEERING REPORT BY TERRA ASSOCIATES DATED MARCH 16,2018, SEE GEOTECH REPORT FOR ALL SUBGRADE PREPARATION REQUIREMENTS AS WELL AS CAPILLARY BREAK AND VAPOR BARRIER RECOMMENDATIONS, 2.2.:EXCAVATION EXCAVATE TO DEPTH SHOWN AND TO FIRMND UNDISTURBED MATERIAL, OVER - EXCAVATIONS SHALL - BE BACKFILLEp WITH LEAN CONC RETE P-50 - 2 (, O1 WPSI) OR STRUCTUR AL FILL AT THE CONTRACTOR'S XP E ENSE. EXERCISE EXTREME CARE DURING EXCAVATION TO AVOID DAMAGE TO BURIED LINES, TANKS, AND OTHER CONCEALED ITEMS. UPON DISCOVERY, DO NOT PROCEEDWITH WORK UNTIL RECEIVING WRITTEN INSTRUCTIONS FROM THE ARCHITECT..A COMPETENT REPRESENTATIVE OF THE OWNER SHALL INSPECT ALL. FOOTING. EXCAVATIONS FOR SUITABILITY OF BEARING SURFACES PRIOR TO PLACEMENT OF REINFORCING STEEL, PROVIDE DRAINAGE AS NECESSARY TOAVOID WATER -SOFTENED SUBGRADE,. 2,3. FILL, BACKFILL AND COMPACTION BACKFILL AGAINST WALLS SHALL NOT BE PLACED UNTIL AFTER THE REMOVAL OF: ALL MATERIAL SUBJECT TO ROT OR CORROSION. ALL FILL PLACED AGAINST RETAINING WALLS OR BASEMENT WALLS SHALL BE FREE DRAINING GRANULAR MATERIAL STRUCTURAL FILL OTHER THAN PEA GRAVEL SHALL BE GRANULAR PLACED IN 6-INCH LIFTS AND COMPACTED TO AT LEAST 95%OF ITS MAXIMUM DRY DENSITY AS DETERMINED BYASTM D-1557 (MOD PROCTOR). PEA GRAVEL FILL SHALL HAVE A MAXIMUM PARTICLE SIZE OF 318":DIAMETER. 3. STRUCTURAL CONCRETE' 3.1. GENERAL ALL CONCRETE SHALL BE HARD ROCK CONCRETE MEETING THE REQUIREMENTS OF ACIS01, "SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDINGS.° PROPORTIONING' OF INGREDIENTS FOR EACH CONCRETE MIX SHALL BE BY METHOD 2 OR THE ALTERNATE PROCEDURE GIVEN IN ACV -01. :PLACE CONCRETE PER ACW04 AND CONFORM TO ACI-604 (306) FOR WINTER CONCRETING AND ACI.605 (305) FOR HOT WEATHER CONCRETING USE INTERIOR MECHANICALVISRATORSWITH 7,000 RPM MINIMUM FREQUENCY. DO NOT OVER -VIBRATE, CONCRETE SHALL BE PLACED: MONOLITHICALLY BETWEEN CONSTRUCTION ORCONTROL 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; SLABS ON GRADE 4000 PSI FOOTINGS 3000 PSI CONCRETE SUPPLIER TO PROVIDE TEST RECORDS PER SECTION 26A OF ACI 3I8, WHEN NO PRIOR EXPERIENCE OR TRIAL MIXTURE DATAARE AVAILABLE, THE WATER/CEMENT RATIO FROM THE TABLE BELOW MAY BE USED, BUT ONLY WHEN SPECIAL PERMISSION IS GIVEN BY ENGINEER. MAXIMUM ABSOLUTE WA TERICEMENT RATIO BY WEIGHT FOR CONCRETE MIXES WITHOUT TEST RECORDS SHALL BE AS FOLLOWS: SPECIFIED NON -AIR AIR COMPRESSIVE ENTRAINED ENTRAINED STRENGTH CONCRETE CONCRETE 3000 PSI 0,58 OAS 4000 PSI OA4 0.35 3.3. MATERIALS 3.3.1. CEMENT;: ASTM C150,TYPE I ORTYPE 11, ENGINEER'S APPROVAL13 NEEDED FOR USE OF TYPE IN CEMENT. 3.32. COARSE AND FINE AGGREGATE: ASTM C33, 3.3.3. WATER SHALL BE CLEAN AND POTABLE: 134. FLYASH: ASTM C618 CLASS C (CLASS:F MAY BE ALLOWED IF APPROVED BYTHE 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. NIX. DESIGNS' SUBMITTED INCLUDING GGBFS SHALL INCLUDE SHRINKAGE TEST RESULTS AT 28 DAYS, 3.4. ADMIXTURES 3.4.1. WATER REDUCINGADMIXTURE: ASTM G494. ADMIXTURES SHALL BE USED IN EXACTACCORDANCE WITH MANUFACTURERS INSTRUCTIONS. 3.42. WATER REDUCING ADMIXTURES SHALL BE USED AT ALL HEAVILY CONGESTED AREASIN.E. CONCRETE BEAMS, COLUMNS AND WALLS WITH REINFORCING SPACING OF 4" OR LESS) 3.4.3.. CONCRETE USING ADMIXTURES TO PRODUCE FLOWABLE CONCRETE MAY BE USED SUBJECT TO ENGINEERS APPROVAL. 3.4A, AIR ENTRAINMENT: ASTM C260 AND ASTM C494 ENTRAIN 5% PLUS IN IM US 1.5°/ YV ME aB VOLUME IN ALL CONCRETE C E EXPOSER TO WEATHER. 3A.5. NO OTHER ADMIXTURES PERMITTED UNLESS APPROVED BY TI-E ENGINEER, 3.5. FORMWORK AND SHORING 3SA. FOLLOW RECOMMENDED PRACTICE FOR CONCRETE FORMWORK ACI-347 3.5:1 RESHORING FOR EARLY REMOVAL OF ORIGINAL SUPPORTS WILL NOT BE PERMITTED, 3.5.3, WHILE HO RES.. RINGOPERATIONS ARE UNDERWAY, CONSTRUCTION LOADS WILL BE PERMITTED ON THE NEW CONSTRUCTION. 3.54. ALL SHORING SHALL BE THE: RESPONSIBILITY of THE CONTRACTOR, FORMWORK SUPPORTS AND SHORING SHALL BE DESIGNED TO PROVIDE FINISHED CONCRETE SURFACES AT ALL FACES LEVEL, PLUMB AND TRUE TOTHE DIMENSIONS AND ELEVATIONS SHOWN. TOLERANCESAND VARIATIONS SHALL SEAS SPECIFIED, ASHORING PLAN, STAMPED BY A LICENSED PROFESSIONAL ENGINEER SHALL BE SUBMITTED TO THE ENGINEER FOR APPROVAL. 3.8. REINFORCING: STEEL: 3.6.1. DETAIL,FABRICATE, AND PLACE PER ACI-315AND ACI-318. SUPPORT REINFORCEMENT WITH APPROVED CHAIRS, SPACERS, OR TIES, 36.2. DEFORMED BAR REINFORCEMENT: ASTM A615GR:60 3.6.3. WELDABLE: DEFORMED BAR REINFORCEMENT: ASTM A706 GR 60 WHERE NOTED ON STRUCTURAL DRAWINGS 3.6.4. WELDED WIRE FABRIC: ASTM A-185 & ASTM A-82 Fy-65 KSI 3.6.5. EXCEPT AS NOTED SPECIFICALLY. ON THE DRAWINGS, ALL CONCRETE REINFORCEMENT SHALL BE LAP-SPLICEDASFOLLOWS: #6ANDSMALLER 48X BAR DIAMETER #7 AND LARGER 56X BAR DIAMETER NO MORE THAN 50% HORIZONTAL OR VERTICAL. BARS SHALLBE SPLICED ATONE LOCATION 3.6.6. 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 XBAR DIAMETER #7 AND LARGER 56 X BAR DIAMETER THESE CORNER BARS SHALL BE PLACED AT ALL CORNERS 'AND INTERSECTIONS IN CONCRETE FOOTINGS AND WALLS, 16,7 LAP WELDED WIRE FABRIC IT OR ONE SPACING PLUS 2", WHICHEVER IS MORE. 37. CONCRETE COVER ON REINFORCING SHALL: BE AS FOLLOWS (UNLESS SHOWN OTHERWISE):. BOTTOM OF FOOTINGS $° FORMED EARTH FACE AND SLAB ON GRADE 2° WALLS, WEATHER FACE 1-112" WALLS, INSIDE FACE V COLUMNSTOTIES 1-1/2" BEAMSTOSTIRRUPS 1-112" BOTTOM OF ELEVATED STRUCTURAL SLAB Sw 3.8. CONSTRUCTION AND CONTROL JOINTS 3.8.1. UNLESS. NOTED OTHERWISE, LOCATION OF THE CONSTRUCTION OR CONTROL JOINTS IN SLAB ON GRADE SHALL NOT EXCEED THE DISTANCES: NOTED BELOW. JOINTS SHALL BE LOCATED ON COLUMN GRIDS OR UNDER PERMANENT PARTITIONS TO THE GREATEST EXTENTPOSSIBLE, ADDITIONAL JOINTS SHALL BE REQUIRED AT REENTRANT CORNERS AND CORNERS OF SLAB DEPRESSIONS OR PENETRATIONS. SEE ARCHITECTURAL DRAWINGS FOR JOINT LAYOUTAT EXPOSED CONCRETE CONDITIONS. PROVIDEJOINT SEALANT PER SPECIFICATIONS - INSTALL PER MANUFACTURER. RECOMMENDATIONS. 4" SLAB ON GRADE. 12'-0" O.C. 5" SLAB ON GRADE. 151-W O.C. 6" SLAB ON GRADE. 181-0"O.C. 3.8.2. CONSTRUCTION JOINT SPACING IN WALLS SHALL NOT EXCEED 50'ON CENTER EXCEPT AS DIRECTED BY THE ARCHITECTIENGINEER. 3.9. CONDUITAND PIPING EMBEDDED IN CONCRETE 3.9.1. ELECTRICAL CONDUIT SHALL NOT BE PLACED WITHIN A SLAB ON GRADE, BUT PLACED BELOW THE SLAB INTHE SUB -BASE, 3S.2. NO JOISTS, BEAMS OR GIRDERS SHALL BE SLEEVED FOR PIPING OR CONDUIT EXCEPTAS NOTED ON THE STRUCTURAL DRAWINGS OR AS APPROVED BY THE ARCHITECTIENGINEER, :SAG. GROUT FORBEARIN G G PLATES THE NON -SHRINK GROUT SHA LL MEETASTM C7107 GRADE 80R 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. 3.11. ADHESIVE EXPANSIVE WATERSTOPS ADHESIVE EXPANSIVE WATERSTOP SHALL BE VOLCLAY WATERSTOP-RX (AS MANUFACTURED BYCETCO), SWELLSTOP OR HYDROTIGHT (GREENSTREAK), Oft APPROVED EQUIVALENT. INSTALL PER MANUFACTURER'S RECOMMENDATIONS. 4. MASONRY 4.1. MORTAR CMU: ASTM C-270, TYPE S, f�=1800 PSI AT 28 DAYS, OR 4.2. GROUT ASTM C-476, f�= 2500 PSI AT 28 DAYS, 5-1/2 SACK MIX (MINIMUM),:3/8" MAX AGGREGATE SLUMP 8"TO IV 4.3. REINFORCEMENT: SEE STRUCTURAL CONCRETE MATERIALS SECTION OF THESE NOTES 4.4. CONCRETE MASONRY UNITS(CMU) CONFORM TO ASTM C-90, MINIMUM FACE SHELL THICKNESS OF 1-114'.,. GRADE N- '1, MINIMUM COMPRESSIVE STRENGTH OF MASONRY (Pm) SHALL BE 1500PSL UNLESS NOTED OTHERWISE. 4.5. INSTALLATION OF MASONRY UNITS. PER THE IBC SECTION 2104 FOR UNIT MASONRY CONSTRUCTION REQUIREMENTS. 4.6. MASONRY COORDINATION DRAWINGS: PRIOR TO THE START OF MASONRY CONSTRUCTION THE CONTRACTOR SHALL SUBMIT MASONRY COORDINATION DRAWINGS TO THE ARCHITECTIENGINEER FOR REVIEW AND APPROVAL. COORDINATION DRAWINGS SHALL INCLUDE DIMENSIONS AND SIZES FOR EMBED LOCATIONS, DOOR AND WINDOW OPENINGS, MECHANICAL PENETRATIONS', AND OTHER APPROPRIATE ITEMS. 4,T CONDUIT OR PIPING EMBEDDED IN MASONRY: 4.7.1. NO MASONRY I ON Y LINTELS SHALL BE SLEEVE D FOR PIPING OR CONDUIT EXCEPT AS NOTED ON THE STRUCTURAL DRAWINGS OR AS APPROVED BY THE ENGINEER, 4,7:2, CONDUIT SHALL NOT BE PLACED WITHIN CELLS CONTAINING REINFORCING UNLESS APPROVED BYTHE ENGINEER. 5. METALS'. 5.1. STRUCTURAL STEEL GENERAL REQUIREMENTS 5.1.1. ALL DETAILING, AFABRICATION, AND ERECTION SHALL CONFORM TO AISC 360-10 "SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS", AISC 34 • " 11 0SEISMIC PROVISIONS ON 4R STRUCTURAL STEEL BUILDINGS" AND AISC 3 S 03 10 °COPE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES" EXCEPTAS AMENDED BY THESE STRUCTURAL NOTES. 5.2. STRUCTURALSTEEL. 5.2:1, BOLTS A. MACHINE BOLTS NOTSPECIFIEDAS HIGH STRENGTH SHALL BE ASTM A-307 GRADE A. 5.2.2. STEEL ANCHORAGE ELEMENTS:. A. THREADED RODS SHALL BE ALL -THREAD. (F,=36 KSI) U,N:O, B, ANCHOR RODS: ANCHOR RODS SHALL BE ASTM F 1554, F,=36 KSI WITH HOOKED END AT STUD WALL CONNECTIONS UNLESS NOTED OTHERWISE. AT COLUMN LOCATIONS ANCHOR RODS SHALL BE ASTM F1554, F,36 KSI WITH HEADED OR THREADEDMUTTED.END, TACK WELD NUT TO ROD UNLESS NOTED OTHERWISE.. WHERE NOTED, HIGH STRENGTH ANCHOR RODS SHALL BE ASTM F1554, F,=105 KSTWITH DOUBLE: NUTTED PLATE WASHER,. C. EXPANSION ANCHORS SHALL BE CARBON STEEL AS NOTED IN THE FOLLOWINGTABLE. ANCHORS IN CONCRETE SHALL HAVE BEEN TESTED IN ACCORDANCE WITH ACC 3552 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 BE RATED FOR USE IN THE SEISMIC DESIGN CATEGORY NOTED IN THE DESIGN CRITERIA SECTION OF THESE NOTES,: EXPANSION ANCHOR S R CODE IN CONCRETE N REPORT HILTI KWIK BOLT TZ ICC ESR-1917 SIMPSON STRONG-BOLT2 ICC ESR-3037 DEWALTIPOWERS POWER -STUD. SD2 ICC ESR-2502' :EXPANSION ANCHORS CODE IN GROUT FILLED CONCRETE MASONRY REPORT HILTI KWIK BOLT 3 ICC ESR-1385. SIMPSON STRONG BOLT 2 IAPMO ER-240 DEWALTIPOWERS POWERSTUD+SDI ICC ESR-2966 D. HEAVY DUTYCONCRETEIMASONRYSCREWANCHORS SHALL BE USED IN DRY INTERIOR CONDITIONS AND SHALL BE AS NOTED IN THE FOLLOWING TABLE; HEAVY DUTY CONCRETE/ CODE REPORT MASONRY SCREWANCHORS HILTI KWIK HUS-EZ. ICC ESR-3027(CONC) ICC ESR3056 (CMU) SIMPSON TITEN HD ICC ESR-2713 (CONIC) ICC ESR-1056 (CMU) DEWALT/POWERS WEDGE BOLT+ IOC ESR-2626:(CONIC) :ICC ESR•1678(CMU) E. ADHESIVE ANCHORS SHALL BE THREADED ANCHOR RODS OR REBAR DOWELS USING AN INJECTABLE ADHESIVE AS NOTED IN THE FOLLOWING TABLEANCHORS ..IN CONCRETE SHALLAVE H 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 THE DESIGN CRITERIA SECTION OF THESE NOTES, ADHESIVE. ANCHORS CODE IN CONCRETE REPORT .HILTI HIT HY-200 SAFE SET ICC ESR-3187 SIMPSON AT-XP * IAPMO ER-263 DEWALTIPOWERS PURE 110+ ICC ESR-3298 ADHESIVE ANCHORS CODE IN GROUT FILLED CONCRETE MASONRY REPORT HILTI HIT HY-270 ICC ESR-4143. SIMPSON AT-XP IAPMO.ER-281 DEWALTIPOWERS AC 100+ GOLD ICC ESR-3200 ` SIMPSON SET-XP MAY BE USED WHERE 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 IAPMO ER-265 (MASONRY). F. POWDERACTUATED 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 TENDONITUBE PLACEMENT AND COVER POWDER ACTUATED FASTENERS CODE REPORT :HILTI X-U ICC ESR-2269 SIMPSON PDPA ICC ESR-2138 DEWALTIPOWERS CSI PIN ICC ESR-2024. S.2.3. META L ALLS EE PROTECTION: I T L EXPOSED TO WEATHER, MOISTURE, SOIL, OR AS NOTED SHALL BE GALVANIZED PER ASTM A-123 ORA153 AS APPLICABLE, ALL OTHER STEEL SURFACES SHALL BE SHOP PRIMED AFTERFABRICATION. A RICATION. REPAIR ALL DAMAGED ARE AS OF GALVANIZED PARTS SUCH AS FIELD WELDS,ETC. APPLY REPAIR COATING THICKNESS GREATER THAN OR EQUAL TO ORIGINAL ZINC COATING THICKNESS. 6. CARPENTRY DIMENSION LUMBER SHALL BE.DF#2. SAWN LUMBER BEAMS, HEADERS AND COLUMNS SHALL BE DF#2:OR AS SHOWN ON THE DRAWINGS. ALLTNOMINAL. LUMBER SHALL BE KILN DRIED (NO). EACH PIECE OF LUMBER SHALL BEAR STAMP OF WEST COAST LUMBER INSPECTION BUREAU (WCLIB) AND/OR WESTERN WOOD PRODUCTS ASSOCIATION (WWPA)SHOWING GRADE MARK, 6.1, PRESSURE -PRESERVATIVE TREATMENT: IN ACCORDANCE WITH AMERICAN WOOD PROTECTION ASSOCIATION (AWPA) STANDARD U1, LATEST EDITION TO THE USE CATEGORY AS FOLLOWS: 6A.1. TREAT ALL WOOD IN CONTACT WITH CONCRETE, MORTAR, GROUT, MASONRY AND WITHIN IT OF EARTH TO THE REQUIREMENTS OF USE CATEGORY:UC2 ONTERIOR/DAMP), 6.1.2. TREAT ALL WOOD EXPOSED TO WEATHER BUT PROTECTED BY PAINT OR COVER TO THE REQUIREMENTS OF USE CATEGORY UC3A (ABOVE GROUND PROTECTED). 6A.3: TREAT ALL WOOD EXPOSED TO WEATHER SUCH AS EXTERIOR DECKING, JOISTS, BEAMS, RAILINGS, ETC TO THE REQUIREMENTS OF USE CATEGORY UC3B (ABOVEGROUND EXPOSED). 6.1.4. TREAT ALL WOOD IN CONTACT WITH THE GROUND, SOIL OR FRESH WATER TO THE REQUIREMENTS OF USE CATEGORY UC4A (GROUND CONTACT GENERAL USE). Qa� o3 0 HN ce 822 0 V Zo N� Z 2 GM V)W zE 0 r E 0 M V) W "0 U_ _ 0 fo c Zj U c> G �. F z ul �'rAnrgd C 9A�9^-, U M C Q d Za L .+ o LL � ry ° Iv €, =5 In iv: � tNi REVIEWED FOR CODE COMPLIANCE APPROVED FEB 012019 CRY of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKIIVILA JAN 18 2019 PERMIT CEENTER Ej LL ® ® L O a Il d• o ' Z ) TACOMA • SEATTLE • SPOKANE • TRI CITIES ' �) 2215 NwN 3S, Su t 300 Tacoma, WA93d03 0Ntreet 25"BIN21p. 253.3332512 0 iFi M vqx wuav Bhbl WEB 6.1.5. TREAT ALL LUMBER NOTED AS FIRE TREATED TO THE REQUIREMENTS OF USE CATEGORY UCFA (FIRE RETARDANT INTERIOR) 61.6. WHERE POSSIBLE PRECUT MATERIAL PRIOR TO TREATMENT. ALL FIELD CUTS AND DRILLED HOLES SHALL BE FIELD TREATED IN ACCORDANCE WITH AWPA M4. 6.2. CARPENTRY HARDWARE 62.L MACHINE BOLTS SHALL BE ASTM A-307, 622, PROVIDE MALLEABLE IRON WASHERS (MIW)`ORHEAVY PLATE GUT WASHERS WHERE BOLT HEADS, NUTS OR LAG SCREWS BEAR ON WOOD: 6.2.3, NAILS SHALL BE COMMON, AMERICAN OR CANADIAN MANUFACTURER ONLY WITH MIN, DIAMETERS AS FOLLOWS: NAIL MINIMUM MINIMUM SIZE NAIL SHANK. NAIL DIAMETER LENGTH ad 0.131" 2112' IOU 0.148" 3" 12d 0.148' 3 V4" 16d SINKER 0.148" 3114" 16d 0,162" 3112" 20d 0.19T 4" 6.2A. LAG SCREWS SHALL MEET THE REQUIREMENTS OF ANSIIASME 818.2.1. WOOD SCREWS SHALL MEET THE REQUIREMENTS OF ANSIIASME B18.6.1. 6Z.5. ANCHORS AND CONNECTIONS SHALL BE SIMPSON, USP, OR ICC (INTERNATIONAL CODE OOUNCIL)APPROVED. ALL FASTENERS SHALL BE INSTALLED PER MANUFACTURER'S RECOMMENDATIONS UNLESS OTHERWISE SHOWN. SUBSTITUTED CONNECTIONS SHALL HAVEA TABULATED CAPACITY EQUAL TO OR GREATER THAN THE SPECIFIED CONNECTOR. 62.6.: CORROSION. RESISTANT HARDWARE AND FASTENERS: A. FASTENERS AND HARDWARE EXPOSED TO WEATHER OR IN UNHEATED PORTIONS OF THE BUILDING SHALL BE MECHANICALLY OR HOT DIPPED. GALVANIZED PER ASTM B695 -CLASS 55 OR ASTM. A153-CLASS D. HARDWARE IN CONTACT WITH TREATED WOOD SHALL CONFORM TO A MINIMUM GALVANIZED COATING OF Gl85 OR AS NOTED BELOW. B. IF PRESERVATIVE TREATMENT USED IS ACZA (AMMONIACAL. COPPER ZINC ARSENATE) IF THE CHEMICAL RETENTION LEVEL IS AWPA USE CATEGORY UC4A OR GREATER, OR IF THE PRESERVATIVE TREATMENT USED IS NOT KNOWN, HARDWARE SHALL BE TYPE 316L STAINLESS STEEL, FASTENERS SHALL BE TYPE 304 OR 305 STAINLESS STEEL, C. IN THE EVENT OF A CONFLICT BETWEEN THE HARDWARE MANUFACTURER'S RECOMMENDATIONS FOR. SELECTING CORROSION -RESISTANT HARDWARE AND FASTENERS THESE NOTES, AND THE SPECIFICATIONS, THE MOST STRINGENT REQUIREMENT SHALL BE USED UNLESS APPROVED BY THE. ENGINEER,. 6.3. MINIMUM NAILING: PER IBC TABLE 2304.10.1. FASTENING SCHEDULE, 6A, SHEATHING(PLYWOODIORIENTED STRAND BOARD) EACH SHEET SHALL BEAR THE TRADEMARK OF THE AMERICAN PLYWOOD ASSOCIATION; ALL SHEATHING SHALL CONFORM TO STANDARD PS 2 OR 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 1 Od AT 6" ON CENTER, INTERMEDIATE SUPPORT 10d AT 12" ON CENTER, GAP SHEETS IW FOR 4'x8'SHEETS AND 1l4" FOR.8'x8'AND LARGER SHEETS, THE MOISTURE'. CONTENT SHALL NOT BE GREATER THAN 15%AT TIME OF ROOFING. 6.5. MANUFACTURED STRUCTURAL WOOD MEMBERS 6.5.1. PARALLAM PSL POSTS AND COLUMNS SHALL BE PARALLAM 1.8E AS MANUFACTURED BY WEYERHAEUSER ORAPPROVED EQUIVALENT. PARALLAM PSL BEAMS SHALL BE PARALLAM 2.0E AS MANUFACTURED BY WEYERHAEUSER OR APPROVED EQUIVALENT. 6.5.2, TIMBERSTRAND LSL STUDS SHALL BE TIMBERSTRAND I.5E AS MANUFACTURED BY WEYERHAEUSER OR APPROVED EQUIVALENT. 6.5.3. MICROLLAM LVL MEMBERS SHALL BE MICROLLAM 1.9E AS MANUFACTURED BY WEYERHAEUSER OR APPROVED EQUIVALENT. 6.6. PRE-ENGINEERED OPEN WEB JOISTS AND WOOD I -JOISTS 6,61.. OPEN -WEB JOISTS AND WOOD WOISTS SHALL BE AS MANUFACTURED B LT LLC OR APPROVED EQUAL. YREDBU i 6,62. GEOMETRYAND SPACING SHALL SEAS SHOWN, THE MANUFACTURER SHALL PROVIDE ADDITIONAL FRAMING MEMBERS AS. SHOWN OR AS NECESSARY TO SUPPORT MECHANICAL EQUIPMENT, WALLS AND/OR PARTITIONS, SNOW DRIFT LOADS, ETC. 6.6.3. WHERE NOTED, PRECUT BLOCKING BRIDGING BRACING AND/OR FILLER PIECES SHALL BE FURNISHED BY THE MANUFACTURER. WHERE APPLICABLE, WIND UPLIFT BRACING SHALL BE PROVIDED BY MANUFACTURER. 6.6A4 DESIGN LOADS SHALL BE AS STATED IN DESIGN CRITERIA SECTION OF THESE NOTES PLUS ANY SPECIAL LOADS INDICATED ON THE DRAWINGS, UNLESS OTHERWISE NOTED, MINIMUM DESIGN LOADS. SHALL INCLUDE: A. TOTAL DEAD LOAD OF 12 PSF (INCLUDING TRUSSIJOIST SYSTEM DEAD LOADS). B. BOTTOM CHORD SUPERIMPOSED DEAD LOAD OF 5 PSF(INCLUDED IN TOTAL DEAD LOAD NOTED ABOVE). C. AT MASONRY AND/OR CONCRETE WALLS; MINIMUM 310 PLF (ULTIMATE LOAD)ACTING NORMAL TO WALL IN COMBINATION WITH VERTICAL DEAD PLUS 1/2 LIVE LOADS, UNLESS OTHERWISE NOTED. D. MINIMUM NET UPLIFT LOAD OF 132 PSF OR AS DETERMINED USING SITE SPECIFIC "COMPONENTS AND CLADDING" WIND FORCES IN ACCORDANCE WITH THE CRITERIA NOTED IN THE DESIGN CRITERIA SECTION OF THESE NOTES, WHICHEVER IS GREATER, 6.6.5. PROPRIETARY COMPONENTS SHALL HAVE ICC (INTERNATIONAL CODE COUNCIL) APPROVAL. 6.6.6. SHOP DRAWINGS SHALL INDICATE ALL REQUIRED PERMANENT BRACING (INCLUDING BOTTOM CHORD AND WEB BRACING SYSTEM TO RESISTWIND UPLIFT FORCES). SHOP CALCULATIONS SHALL INDICATE MEMBER STRESSES, SPECIES( GRADES ANDAPPLICABLE ICC APPROVAL. SHOP DRAWINGS AND CALCULATIONS SHALL BE SEALED BY A PROFESSIONAL ENGINEER REGISTERED IN THE STATE OF THE PROJECT. 6.6.7. UNLESS NOTED OTHERWISE, THE JOIST MANUFACTURER SHALL SPECIFY AND FURNISH CONNECTION HARDWARE NECESSARY FOR INSTALLATION OF THEIR SYSTEM. 6.6.8. OPEN WEB AND THAT AN JOISTS ,JOISTS $PAN GREATER THAN 25-FEET I T SHALL BE CAMBERED. 6.6.9. DELIVERED COMPONENTS SHALL BE ACCOMPANIED BY FABRICATORS CERTIFICATE OF CONFORMANCE TO THE REFERENCED STANDARDS. 11. STATEMENT OF SPECIAL INSPECTIONS IBC SI SO TITLE 1705.3 ✓ ✓ CONCRETE CONSTRUCTION (SEE TABLE 13) 1705.4 ✓ ✓ MASONRY CONSTRUCTION (SEE TABLES 14A, 14B, OR14C) 1705.5 ✓ ✓ SITE BUILTWOOD CONSTRUCTION 1705.E ✓ NIR SOILS (SEE TABLE 12A) 1705.11.1 ✓ ✓ 'STRUCTURAL WOOD- WIND FORCE RESISTING SYSTEM(SEETABLE 17) 1705.12.2 ✓ ✓ STRUCTURAL WOOD- SEISMIC FORCE RESISTING SYSTEM SI = SPECIAL INSPECTION SQ = STRUCTURAL OBSERVATION ✓ =ITEM IS REQUIRED NR = ITEM IS NOT REQUIRED SPECIAL INSPECTIONS INDICATED ARE FOR STRUCTURAL ELEMENTS ONLY. SEE ARCH. MECH AND ELEC DRAWINGS FOR ADDITIONAL SPECIAL INSPECTIONS. 11A. INSPECTIONRESTING REQUIREMENTS: SEE DRAWINGS, SPECIFICATIONS, AND IBC SECTIONS 110, AND CHAPTER 17. 11.2. INSPECTIONS BY THE BUILDING OFFICIAL (IBC SECTION 110): 112.1. 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, 11.24, 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): 113.1.. SEE PROJECT SPECIFICATIONS FOR ADDITIONAL REQUIREMENTS, 11.32. 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 11.0. STRUCTURAL OBSERVATION SHALL BE PERFORMED DURING CONSTRUCTION IN A MANNER AS REQUIRED TO BECOME GENERALLY FAMILIAR WITH THE IN PLACE CONSTRUCTION. 11A.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. 116.. 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 OUGHT 0 THE AL BROUGHT IMMEDIATE ATTENTION OF THE GENERAL CONTRACTOR FOR CORRECTION, THEN, IF 140T 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 BYA REGISTERED PROFESSIONAL ENGINEER. 12A. REQUIRED SPECIAL INSPECTIONS AND TEST OF SOILS IBC TABLE 1705.6 SPECIAL: INSPECTION OR TEST TYPE CONTINUOUS PERIODIC SPECIAL. SPECIAL INSPECTION INSPECTION. 1. VERIFY MATERIALS BELOW SHALLOW FOUNDATIONS ARE ADEQUATE TO NR ✓ ACHIEVE THE.DESIGN BEARING CAPACITY 2. VERIFY EXCAVATIONS ARE EXTENDED TO PROPER DEPTH AND HAVE NIR ✓ REACHED PROPER MATERIAL 1 PERFORM CLASSIFICATION AND TESTING OF COMPACTED FILL MATERIAL NIR 4, VERIFY USE: OF PROPER MATERIALS, DENSITIES, AND LIFTTHICKNESSES ✓ NR DURING PLACEMENT AND COMPACTION OF COMPACTED FILL 5: PRIOR TO PLACEMENT OF COMPACTED FILL, INSPECT SUBGRADE AND VERIFY NIR ✓ THAT SITE HAS BEEN PREPARED PROPERLY 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. 121.L 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 CONTINUOUS PERIODIC REFERENCED IBC SPECIAL INSPECTION OR TEST TYPE SPECIAL INSPECTION SPECIAL INSPECTION STANDARD REFERENCE 1.. INSPECT REINFORCEMENT, AND VERIFY ACI 318: PLACEMENT NR ✓ CH.20,25:2, 1908A 25.3,.26:6:1- 26.6.3 3.. INSPECTANCHORS CAST IN CONCRETE NIR ✓ ACI 318:17.8.2 4,. INSPECTION OF ANCHORS POST -INSTALLED IN HARDENED CONCRETE MEMBERS A. ADHESIVE ANCHORS INSTALLED IN HORIZONTALLY OR UPWARDLY INCLINED ✓ NR ACI 318: ORIENTATIONS TO RESIST SUSTAINED TENSION 1732.4 LOADS B. MECHANICAL ANCHORS AND. ADHESIVE ANCHORS NR ✓ ACI 316'17.82 NOT DEFINED IN 4A 5. VERIFY USE OF REQUIRED DESIGN. MIX ' ACI 318: 1g041 NIR ✓ CH. 19, 26A 3, 19042 1 904 2 , 26.A4 190 6. PRIOR TO CONCRETE PLACEMENT, FABRICATE ASTM C 172 SPECIMENS FOR STRENGTH TESTS, PERFORM ASTM C 31 SLUMP AND AIR CONTENTTESTS,AND DETERMINE THE TEMPERATURE OF THE ✓ NIR AC1318:26:.4, 1908.10. CONCRETE 26.12 7. INSPECT CONCRETE PLACEMENTFOR PROPER. NIR ACI318:265 1908.6,1908.7; APPLICATION TECHNIQUES' . 1908.E B. VERIFY MAINTENANCE OF SPECIFIED CURING NR ✓ ACI 318:26.5.3- 190B.9 TEMPERATURE AND TECHNIQUES 26.5Z 12. INSPECT FORMWORK FOR SHAPE LOCATION AND DIMENSIONS OF THE CONCRETE MEMBER BEING NIR ✓ ACI 318: FORMED 25.11,1:2(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 BOLTS INSTALLED IN CONCRETE PRIOR TO AND DURING PLACEMENT OF CONCRETE, 13.1.2. 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. SPECIAL INSPECTIONS AND TESTS SHALL NOT BE REQUIRED FOR THE FOLLOWING: 13.2.1• ISOLATED SPREAD FOOTINGS OF BUILDINGS THREE STORIES OR LESS ABOVE THE GRADE PLANE THAT ARE FULLY SUPPORTED BY EARTH OR ROCK: 132:2. CONTINUOUS CONCRETE FOOTINGS SUPPORTING WALLS OF BUILDINGS THREE STORIES OR LESS ABOVE THE GRADE PLANE THAT ARE FULLY SUPPORTED BY EARTH OR ROCK, AND THE FOLLOWING: A. THE FOOTINGS SUPPORT WALLS OF LIGHT -FRAME CONSTRUCTION B. THE': FOOTINGS ARE DESIGNED IN ACCORDANCE WITH TABLE1809.7, AND C. THE STRUCTURAL DESIGN OF THE FOOTINGS IS BASED ON AN P, OF 2500 PSI, 13.2:3. NONSTRUCTURALCONCRETESLABS'ON GRADE. 1324. CONCRETE FOUNDATION WALLS CONSTRUCTED IN ACCORDANCE WITH TABLE 1807.1.6.2. 14,8 REQUIRED SPECIAL INSPECTION AND TEST OF MASONRY CONSTRUCTION - LEVEL B QUALITY ASSURANCE' TMS 402 TABLE 1.19.2 SPECIAL INSPECTION ORTEST TYPE MINIMUM TESTS 1. VERIFICATION OF SLUMP FLOWAND VISUAL STABILITY INDEX(VSI) AS DELIVERED TO THE PROJECT SITE IN ACCORDANCE WITH TMS 602 ARTICLE 1S B.Tb.3 FOR SELF -CONSOLIDATING GROUT 2. VERIFICATION OF Pm AND fa IN ACCORDANCE WITH TMS 602 ARTICLE 1.4 B PRIOR TO CONSTRUCTION, EXCEPT WHERE. SPECIFICALLY EXEMPTED BY TMS-402 CONTINUOUS PERIODIC REFERENCED REFERENCED MINIMUM SPECIAL INSPECTIONS SPECIAL SPECIAL STANDARD SPECIFICATION INSPECTION :INSPECTION (TMS 402). .(TMS 602) L VERIFY. COMPLIANCE WITH THE APPROVED NR ART.15 SUBMITTALS "/ 2:. AS MASONRY CONSTRUCTION BEGINS, VERIFY THAT THE FOLLOWING ARE IN COMPLIANCE: A. PROPORTIONS OF SITE PREPARE) MORTAR NR ✓ ART.2.1, 2,6A B. CONSTRUCTION OF MORTAR JOINTS NIR ✓ ART.3.3B D. LOCATION OF REINFORCEMENT, AND NIR ✓ ART, 3A,3.6A. CONNECTORS 3. PRIOR TO GROUTING, VERIFY THAT THE FOLLOWING ARE IN COMPLIANCE: A. GROUTSPACE NIR ✓ ART.3?D 3.2F B, GRADE TYPE, AND SIZE OF REINFORCEMENT NR ✓ 1.16 ART. AND ANCHOR BOLTS, SEC.: 2A3.4 C. PLACEMENT OF REINFORCEMENT, AND NIR ✓ SEC. IJ6 ART. 32E,.3.41: CONNECTORS 3.6A D. PROPORTIONS OF SITE PREPARED GROUT NIR ✓ ARTZ6B, 2A Gt:b E. CONSTRUCTION OF MORTAR JOINTS NIR ✓ ART, 338 4. VERIFY DURING CONSTRUCTION: A. SIZE AND LOCATION OFSTRUCTLRAL ELEMENTS NUR ✓ ART, 3.3F B TYPE: SIZE AND LOCATION OF ANCHORS INCLUDING OTHER DETAILS OF ANCHORAGE OF NR ✓ SEC. 1.16A.3, MASONRYTO STRUCTURAL MEMBERS, FRAMES, 1.17.1 08 .OTHER CONSTRUCTION C. WELDING OF REINFORCEMENT(SZE ALSO TABLE SEC. 2.1 B,71,, 13) ✓ NUR 3:33.4(c), 83.3.4(b) D. PREPARATION, CONSTRUCTION, AND PROTECTION OF MASONRY DURING COLD WEATHER (TEMPERATURE BELOW 4WF (4.4°Q NIR ✓ ART.. 1.8C, 1.8D OR HOT WEATHER (TEMPERATURE ABOVE DWI` (3ZTC)) R PLACEMENT OF GROUT IS IN COMPLIANCE ✓ NIR ART. 3.5,3.6C 5:. OBSERVE PREPARATION OF GROUT SPECIMENS, ART, 1.4 B. &3, MORTAR: SPECIMENS, ANDIOR PRISMS NR ✓ 1.45.2.b13, 1 A B.2.0, 1.483, IA BA 13.3. SPECIAL INSPECTION AND VERIFICATION OF MASONRY CONSTRUCTION SHALL BE IN ACCORDANCE WITH TMS 402 AND TIME 602. QUALITYASSURANCE REQUIREMENTS AS NOTED IN TABLE 14A; 14B, OR 14C, INCLUDING: 13.3.1. COMPRESSIVE STRENGTH OF MASONRY SHALL BE CONSIDERED SATISFACTORY IF THE COMPRESSIVE STRENGTH OF EACH MASONRY WYTHE AND GROUTED COLLAR JOINT MEETS OR EXCEEDS THE SPECIFIED P, 13.3.2. COMPRESSIVE STRENGTH OF MASONRY SHALL BE DETERMINED IN ACCORDANCE WITH THE PROVISION F S 0 TMS 602. 14.1. STRUCTURAL STEEL CONSTRUCTION: SPECIAL INSPECTION AND NONDESTRUCTIVE TESTING OF STRUCTURAL STEEL ELEMENTS SHALL BE IN ACCORDANCE WITH THE QUALITY CONTROL AND. QUALITY ASSURANCE REQUIREMENTS OF RISC 360, AS NOTED IN TABLES 15A, 15B, 15C, AND AWS DILI, INCLUDING: 14.1.1. EXPANSION ANCHORS: SPECIFIC REQUIREMENTS FOR INSPECTION OF ANCHORS INSTALLED IN HARDENED CONCRETE OR MASONRY SHALL BE AS DESCRIBED IN THE RESEARCH REPORT ISSUED BYAN APPROVED SOURCE (ICC, IAPMO, ETC.). 15.1.. REQUIRED VERIFICATION AND INSPECTION OF WOOD CONSTRUCTION: 15.1.1. SPECIAL INSPECTION OF THE FABRICATION PROCESS OF PREFABRICATED WOOD STRUCTURAL: ELEMENTS AND ASSEMBLIES SHALL BE IN ACCORDANCE WITH IBC SECTION 17042.5. 17. REQUIRED SPECIAL INSPECTION AND TESTS FOR WIND RESISTANCE CONTINUOUS PERIODIC SPECIAL INSPECTION OR TEST TYPE SPECIAL. SPECIAL INSPECTION .INSPECTION 1, STRUCTURAL WOOD. B. NAIL ING,BOLTING, ANCHORING AND OTHER FASTENING OF COMPONENTS WITHIN THE MAIN WINDFORCE-RESISTING SYSTEM, INCLUDING WOOD DIAPHRAGMS, NR ✓ 3. WIND RESISTING COMPONENTS: A. FASTENING OF ROOF COVERING, ROOF DECK AND ROOF FRAMING CONNECTIONS, NIR ✓ B. FASTENING OF WALL CONNECTIONS TO ROOF DIAPHRAGMS AND FRAMING. NIR 16.1. SPECIAL INSPECTIONS FOR WIND RESISTANCE PER IBC 1705,11. 16.11. SPECIAL INSPECTION SHALL BE REQUIRED FOR BUILDINGS AND STRUCTURES CONSTRUCTED IN THE FOLLOWING AREAS: A. EXPOSURE CATEGORY B WHERE THE ULTIMATE LEVEL WIND SPEED Vult IS 165 MPH OR GREATER, B. EXPOSURE CATEGORY C ORD WHERE THE ULTIMATE LEVEL WIND SPEED Vult IS 140IMPH ORGREATER. 16.1.2. SPECIAL INSPECTION IS NOT REQUIRED FOR SHEARWALLS; SHEAR PANELS, OR DIAPHRAGMS INCLUDING NAILING, BOLTING, ANCHORING AND OTHER FASTENINGTO OTHER COMPONENTS OF THE MAIN WINDFORCE RESISTING SYSTEM WHERE THE FASTENER SPACING OFTHE SHEATHING IS GREATER THAN 4INCHES ON CENTER. 17.1. SPECIAL INSPECTIONS AND TESTING FOR SEISMIC RESISTANCE: 17.1.1. SPECIAL INSPECTIONS FOR SEISMIC RESISTANCE PER IBC 1705.12 SHALL BE REQUIRED FOR SEISMIC FORCE -RESISTING SYSTEMS IN STRUCTURES ASSIGNED TO SEISMIC DESIGN CATEGORY C, D, E OR F FORTHE FOLLOWING A. PERIODIC SPECIAL INSPECTION OF NAILING BOLTING, ANCHORING AND OTHER FASTENING OF WOOD COMPONENTS WITHIN THE SEISMIC FORCE RESISTING SYSTEM, INCLUDING WOOD DIAPHRAGMS, SPECIAL. INSPECTION IS NOT REQUIRED FOR DIAPHRAGMS, INCLUDING NAILING, BOLTING, ANCHORING AND OTHER FASTENING TO OTHER COMPONENTS OF THE MAIN. SEISMIC FORCE RESISTING SYSTEM WHERE THE FASTENER SPACING OF THE SHEATHING IS GREATER THAN 41NCHES ON CENTER. KEY TO ABBREVIATIONS AS ANCHOR BOLT JST JOIST ASV ABOVE K. KIPS KIPS=1000 LBS ADDL ADDITIONAL L ANGLE ADJ ADJACENT LLH LONG LEG HORIZONTAL AFF ABOVE FINISH FLOOR LLV LONG LEG VERTICAL ARCH ARCHITECTURAL, ARCHITECT LOC LOCATION ASD ALLOWABLE STRESS DESIGN MB MACHINE BOLT BEL BELOW MECH MECHANICAL BLKG BLOCKING MFR MANUFACTURER BM BEAM MIW MALLEABLE IRON WASHER BNDY BOUNDARY NS NEARSIDE BOT BOTTOM NIS NOT TO SCALE BRG BEARING NWT NORMAL WEIGHT BS BOTH SIDES 01 OVER BTWN BETWEEN OC ON CENTER BU BUILT UP O.F. OUTSIDE FACE CIP CAST IN PLACE OPP OPPOSITE HAND CJ CONSTRUCTIONICONTROL JOINT OSB ORIENTED STRAND BOARD CL CENTERLINE PC PRE -CAST CLG CEILING POP POWER DRIVEN FASTENERS, PAP OUR CLEAR PAP POWER ACTUATED FASTENERS, POP CMU CONCRETE MASONRY UNIT PERP PERPENDICULAR COL COLUMN PL PLATE CONC CONCRETE - PLF POUNDS PER LINEAR FOOT CONN CONNECT CONNECTION PNL PANEL CONT CONTINUOUS PRE-ENGR - PRE ENGINEERED COORD COORDINATE FROM PROVIDE CSK COUNTERSINK PW PLYWOOD CTR CENTER REF REFERENCE CVR COVER REINF REINFORCE, REINFORCEMENT DIA DIAMETER REQ'D REQUIRED DBL DOUBLE RF ROOF EA EACH SC ED H SCHEDULE ELEV ELEVATION SHTG - SHEATHING EMS EMBEDMENT SIM SIMILAR ENGR ENGINEER SIMP SIMPSON STRONG -TIE R EQ EQUAVEQUIVALENT SOG SLAB ON GRADE CD EQUIV EQUIVALENT SPCG SPACING ES EACH SIDE SO SQUARE EW EACH WAY STD STANDARD E EX EXISTING S STIFFENER EXP EXPANSION SW SHEARWALL EXT EXTERIOR T&G TONGUEANDGROOVE FOR FOUNDATION THK THICK FF FINISH FLOOR THIRD THREADED FFE FINISH FLOOR ELEVATION T.O. TOP OF BUI FOC FACEOFCONCRETE TOC TOP OF CONCRETE FOM FACE OF MASONRY TOF TOP OF FOOTING FOS FACE OF STUD TOPL TOP OF PLATE. FS FAR SIDE TOS TOP OF STEEL FIG FOOTING TOW TOP OF WALL GA GAGE TRANSV TRANSVERSE GALV GALVANIZED TRIO TREATED GC GENERAL CONTRACTOR TYP TYPICAL GL GLUE LAMINATED UNO UNLESS NOTED OTHERWISE GLB GLUE LAMINATED BEAM VFY VERIFY GWB GYPSUM WALL BOARD W/ WITH HGR HANGER W10 WITHOUT. HSS HOLLOW STEEL SECTION WF WIDE FLANGE HT HEIGHT WHS WELDED HEADED STUD I.F. INSIDE FACE WTS WELDED THREADED STUD INT INTERIOR WWF WELDED WIRE FABRIC JNT JOINT > <x EWEDFOR COMPLIANCE 'PROVED 8 012019 " of Tukwila ING DIVISION RECEIVED CITY OF TUKWILA JAN 18 2019 PERMIT CENTER L{€ TACOMA SEATTLE SPOKANE TRI CITIES 2215NWh Mth Street Suto3W Toean WAN403 253.383.2422 i L 25nHZ72 M xww ahU WE9 z Lu O m a u O :.J ,\z a LL z Y LL.iL H s`D H J V LLI m C ECD c'�I LL. o o 3 ,vf /■ 1112"CLR MIN 180-DEGREE 48 x BAR DIA 115" HOOK - LAP 48 x BAR MIN) TYP ALL DIA HORIZ REINF CORNER BARS (� LAP 24 0IA Wf ' HORIZ REINF PLACE ALTER- NATING CORNER g BARS AS [„ zo 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 EXCAVATION PIPE SLEEVE H T J T III � III m� z7+ 2 1 2 '1l)1�PARA WALLLELTO 48 x DIA ( 5"MNRTYP '. SPLICE UNO NO EXCAVATION FOR PIPE OR DUCTS PARALLEL TO FTG BELOW THIS LINE STEP AS REQ'D COMPACTED STRUCTURAL FILL OR LEAN CONCRETE AT GC OPTION TYPICAL DETAIL OF PIPE AT CONCRETE FOOTING (3) #5 TYP EA CORNER 24„ (2)#5 24` CORNER BARS AT BOND BEAMS B" CMU WALL SEE PLAN FOR TYP REINF TYP DETAIL OF CONCRETE FOOTING NTS a VERT WALL REINF- CONT BAR TO TOP OF WALL- HOOK BAR AROUND LINTEL REINF w1::__..�—R2 R1 EXTEND BARS BEYOND OPNG NO MECH AS NOTED BELOW PENETRATIO�POH\ (SOLID GROUDEPTH OF LI (ALT HOOK) R1 EXTEND BARS BEYOND OPNG AS NOTED BELOW PERARCH �.� CMU LINTEL SCHEDULE MARK "D"INCHES R1 R2 REMARKS MLt M, (2)#5HORIZ I #4AT8"OC EXTEND RI REINFORCING T-6" PAST OPENING EACH SIDE TYPICAL CMU LINTEL FLAN TYPICAL LINTEL DETAIL 5 T-0° MIN LAP SPLICE TYP ALL ALL BOND BEAMS 2" MIN COVER TYPICAL (3)#5 AT ENDS OF WALLS, CORNER -- PER eTYPICAL T-T MIN LAP SPLICE TYP ALL VERTICAL REINF IN ADDITION TO NORMAL REINF —� PROVIDE (1) #4 MIN AROUND OPENINGS GREATER THAN 24" BUT LESS THAN 48" IN EITHER DIRECTION EXTEND OPENING REINF 48 BAR DIA BEYOND FACE OF OPENING TYPICAL PROVIDE TYPICAL VERTICAL REINFORCING IN CELL ADJACENT MALL OPENINGS GREATER THAN 24, WIDE- EXTEND FULL STORY HT, TYPICAL UNLESS NOTEDOTHERWISE I 11 INS IBM ���� iGT■®i�'iii, (■�. MIN IE In CMU WALL ELEVATION NOTES 1. TYPICAL REINFORCEMENT SHOWN. PROVIDE MORE IF REQUIRED BY DETAILS. 2. PROVIDE CONTINUOUS BOND BEAM AT TOP OF WALL. 3. FOR CORNER BARS USE SAME SIZE AND SPACING OF TYPICAL HORIZONTAL REINFORCING. LAP CORNER BARS WITH TYPICAL HORIZONTAL REINFORCING WITH A LAP SPLICE PER SCHEDULE. 4. HOOK ALL REINFORCING THAT CANNOT BE EXTENDED, 5. GROUT ALL CELLS CONTAINING REINFORCING, ANCHOR BOLTS OR OTHER EMBEDDED ITEMS. TYPICAL HORIZONTAL REINFORCING "BOND BEAM"REINF SEED A LINTEL TOP REINF AND EXTENSION PAST OPENING PER e) HOOK STANDARD REINF (VERT) AROUND LINTEL REINF TYPICAL LINTEL BOTTOM REINF AND EXTENSION PAST OPENING PER /D ADDL SILL REINF AT ALL OPENINGS GREATER THAN 4W SAME SIZE AS TYPICAL WALL HORIZONTAL - EXTEND PAST EDGE OF OPENING A MINIMUM OF THE LAP LENGTH PER SCHEDULE FOUNDATION VERTICAL WALL REINFORCING GROUT SOLID PER PLAN- 112"MIN CUR FROM CMU SHELL, 2" MASONRY m COVER + HORIZONTAL WALL • � REINFORCING PER PLAN z CMU BOND BM UNIT -USE LINTEL BLOCKSATHEAD OFOPENING TYPICAL PLACEMENT OF VERT TYPICAL BOND BEAM_ it REINF WHEN (2) BARS R� [� ®Zm Q z l LIJ Qrv� c CQ O a� fa 0 3 _ m 4-j U z a TYPICAL MASONRY WALL ELEVATION pN CMU WALL ELEVATIONS NTS v > G(cu n i Q IJ- o N En En V) I--i )—I s Q u W REVIEWED FOR Q u o CODE COMPLIANCE U APPROVED H d FEB 012019 r I— o City orTukwlla BUILDING DIVISION n„1 RECEIVED CITY OF TUKWILA JAN 18 2019 PERMIT CENTER d Q < L.L m 1 a)o O L6 TACOMA SEATTLE • SPOKANE • TRI CITIES {: /O/�� 2215 NOM 30N ST"Suito 300 Tacoma, WA 98403 2533832422 M 253.H3.2572 PAY —W— • V Ih 1 T CMU (SOLID GROUT) Wl (1) #5 VERT 16' GAP BETWEEN @49' O.C. AND (2) #5 HORIZONTAL CANOPY MASONRY WALL BOND BEAM AT 48' D.C. - SEE 31S0.03 AND RISER ROOM FOR REINFORCEMENT REQUIREMENTS AT CORNERS AND AROUND OPENINGS S. ANOPY FOOTING ll*-119 UNDER SEPARATE PERMIT 6"CONC. SLAB ON GRADE W1#4 @ 16" NEW FIRE SPRINKLER CANOPY10"MASONRY O.C. EA. WAY AT SLAB CENTERLINE RISER ROOM /ZUNDERSEPARATEPEWIT F I J,iI X.k 3-4a' FOUNDATION PLAN 1/4" = V-0" 0 CANOPYFRAMING FOUNDATION NOTES: UNDERSEPARATE 1. SEE SHEET 30.01F AND S0.02F PERMIT FOR STRUCTURAL NOTES 2. SEE SHEET S0,03F FOR STANDARGDETAILS 3. SEE SOILS REPORT FOR ALL SUBGRADE PREPARATION REQUIREMENTS rCMuSOLIDGROUT) W/ (1)#5@4VQC,VERTAT b CENTERLINE WALL AND (2) ATERUNE 48'0..C. HORIZONTAL USE CONT3X6TO BOND BEAMS FORM NOTCH AT SLAB EDGE TERMINATE REINF Wl HOOK ASSHOWN �21 EXTERIOR PAVING SLAB PER PLAN PER CIVIL IF '/2 (2) #5 CONT 3' CUR 45 L DOWELS TO NOTE: SEE CIVIL FOR MATCH SPACING OF WALL VERTS SEE SOILS REPORT FOR SUBGRADE PREPARATION SECTION (2) S BOND BM AT STRAP (2) '. BONE) SM AT AES SECTION /— ROOF BOUNDARY NAILING SIMP PA15 AT 4',0" O.C. _ rM5 e", (2 STRAPS MIN EA SIDE OF RISER ROOM) //-NAIL SHTG TO 2x4 5LKG W110d AT 4" O.C. JST6 PER PLAN PROV 2 x 4 x 4'-0" AT STRAPS SIMP U26 HGR 3x TRTD W1 3/41'0 AJ5. AT 24' O.C. - EMB 5" 1.1 NEW FIRE SPRINKLER ,—CANOPY MASONRY RISER ROOM UNDER SEPARATE PERMIT A- --------- G CANOPY FRAMING UNDER SEPARATE rall PERMIT M-1 19132' APA RATED 140/20) SHEATHING. NAIL EDGES W/ 10d @ 6" O.C. AND FIELD @ 12- O.C. - LONG DIMENSION OF SHEATHING TO BE PERPENDICULAR TO ROOF JOISTS ROOF FRAMING PLAN S AT HOOK SECTION 00-0110 BOUNDARY RAILING SIMP PA35 AT 4'-0' OC.- EMBED 6" (2 STRAPS MIN EA SIDE OF RISER ROOM SIMP 6T6236 ACROSS FIRST TWO JOISTS ADJACENT TO WALL - ALIGN tl/ WIF PA35 FLAT aLKG AT ALL STRAPS 3.6 TRTO W1 A.B. AT 24" O.C. - EMIS 6" <0— � =>-:j� 0 C� 0 -7 -r o V) LU20 to 0 0 41 w 4-J u- CL 0 4-J C fu U t ul fi REVIEWED FOR CODE COMPLIANCE APPROVED FEB 012019 CftyoDIV ISION BUILDING RECEIVED CITY OF WKWILA JAN 18 2019 PERMIT CENTER < vv c 2,10 E 8 LL