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Permit D19-0055 - HOLDEN OF SOUTHCENTER - FOUNDATION AND GROUND IMPROVEMENT
HOLDEN AT SOUTHCENTER FOUNDATION 112 ANDOVER PARK E Apn: 0223000045 FINALED 05/21/2021 D19-0055 Parcel No: Address: Project Name: ~^ xx ^ Tukwila x~U~ vo n v w Kna Department ofCommunity Development 630OSouthcenterBoulevard, Suite #1UO Tukwila, Washington 9O18O Phone:206-43l'367O Inspection Request Line: 3V6-438'93SV Web site- http://www.TukwilaWA.gov 0223000045 DEVELOPMENT PERMIT Permit Number: llZANDOV[RPARK E Issue Date: Permit Expires On: HOLDEN AT SOUTHCENTER - FOUNDATION Ol9-O055 5/21/ZOl9 11/17/20l9 Owner I8BZ7BOTMELLWAY NE#1lO' 80THELLVVA 98011 Contact Person: Name: AL[XDAiZELL Phone: (2O6)Z47-09,7Z Address; 1938FAIRVIEW AVE E'SUITE l0O' 5EATTLE,WA, 98lO2 Contractor: Name: ALLIANCE PACIFIC NW BLDR5 LLC Phone: (206) 330-0618 Address Z525E[AKxEiBA[KROAD SUITE 50l PHOENIX, AZ,850l6 License No: ALUAPm871Lx Expiration Date: 6/12/2019 Lender, ''' DESCRIPTION OF WORK: CONSTRUCTION OF THE FOUNDATION AND GROUND IMPROVEMENT OF A 7 STORY, 134 UNIT ASSISTED LIVING COMMUNITY WITH MEMORY CARE. BUILDING DESIGN TO INCLUDE 5 LEVELS OF WOOD -FRAMED CONSTRUCTION OVER 2 LEVELS OF CONCRETE CONSTRUCTION, EXISTING BUILDING AND IMPROVEMENTS TO BE DEMOLISHED.Project Valuation: $3,500,000.00 Type ufFire Protection: Sprinklers: YES Fire Alarm: YES Type ofConstruction: VB Electrical Service Provided by: TUKWILA Fees Collected: $39,706.68 Occupancy per IBC: R-2 Water District: TUKYV|LA Sewer District. TUKWILA Current Codes adopted by the City of Tukwila: International Building Code Edition: International Residential Code Edition: International Mechanical Code Edition: Uniform Plumbing Code Edition: International Fuel Gas Code: 2015 2015 2015 2015 2015 National Electrical Code: VVACities Electrical Code: VV4[Z96-468: WA State Energy Code: 2017 20172017 Public Works Activities: Channelization/Striping: Curb Cut/Access/Sidewalk: Fire Loop Hydrant: Flood Control Zone: Hauling/Oversize Load: Land Altering: Landscape Irrigation: Sanitary Side Sewer: Sewer Main Extension: Storm Drainage: Street Use: Water Main Extension: Water Meter: Volumes: Cut: 0 Fill: 0 Permit Center Authorized Signature' Number: 0 No Date: 67Z....1 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 pernyjnd agree to cpnditions attached to this permit. Signature: Print Name: --)41-6L "r 6 4'CA} 4i ',bt T-' g,,0-a., Date: 5-A/` 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: 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. 2: The special inspections and verifications for concrete construction shall be as required by IBC Chapter 17, Table 1705.3. 3: 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. PERMIT INSPECTIONS REQUIRED Permit Inspection Line: (206) 438-9350 1700 BUILDING FINAL** 7: 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. 8: 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. 9: The special inspections and verifications for concrete construction shall be as required by IBC Chapter 17, Table 1705.3. 10: Installation of high -strength bolts shall be periodically inspected in accordance with AISC specifications. 11: The special inspection of bolts to be installed in concrete prior to and during placement of concrete. 12: Remove all demolition rubble and loose miscellaneous material from lot or parcel of ground, properly cap the sanitary sewer connections, and properly fill or otherwise protect all basements, cellars, septic tanks, wells, and other excavations. Final inspection approval will be determined by the building inspector based on satisfactory completion of this requirement. 13: All construction noise to be in compliance with Chapter 8.22 of the City of Tukwila Municipal Code. A copy can be obtained at City Hall in the office of the City Clerk, 14: Preparation before concrete placement: Water shall be removed from place of deposit before concrete is placed unless a tremie is to be used or unless otherwise permitted by the building official. All debris and ice shall be removed from spaces to be occupied by concrete. 15: VALIDITY OF PERMIT: The issuance or granting of a permit shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of the building code or of any other ordinances of the City of Tukwila. Permits presuming to give authority to violate or cancel the provisions of the code or other ordinances of the City of Tukwila shall not be valid. The issuance of a permit based on construction documents and other data shall not prevent the Building Official from requiring the correction of errors in the construction documents and other data. PERMIT INSPECTIONS REQUIRED Permit Inspection Line: (206) 438-9350 1700 BUILDING FINAL** 1400 FIRE FINAL co..) ve4. 1:2"'N'A Wqr4 CITY OF TUK LA Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http://www.TulcwilaWA.gov Building Peat No. D 00,55 Project No. Date Application Accepted: Oc;210& Date Application Expires: °S /(2k b (For office use only) CONSTRUCTION PERMIT APPLICATION Applications and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or by fax. **Please Print** SITE LOCATION King Co Assessor's Tax No.: 022300-0045 Site Address: 112 Andover Park E Tenant Name: Holden of Southcenter Suite Number: PROPERTY OWNER Name: Beta - Tukwila, LLC Address: 18827 Bothell Way NE, #110 City: Bothell State: WA Zip: 98011 CONTACT PERSON — person receiving all project communication Name: Alex Dalzell Address: 1938 Fairview Ave E Suite 100 City: Seattle State: WA Zip: 98102 Phone: (206) 257-0972 Fax: Email: alexd@urbalarchitecture.com GENERAL CONTRACTOR INFORMATION Company Name: Alliance Pacific Northwest Buildersd Address: 1325 4 th Ave Suite 1005 City: Seattle State: WA Zip: 98101 Phone: (206) 330-0618 Fax: Contr Reg No.: ALLIAPN871LK Exp Date: 06/12/2019 Tukwila Business License No.: New Tenant: Floor: 0 Yes D..No ARCHITECT OF RECORD CompanyName: Urbal Architecture Architect Name: Chad Lorentz Address: 1938 Fairview Ave E Suite 100 City: Seattle State: WA Zip: 98102 Phone: (206) 257-0972 Fax: Email: chadl@urbalarchitecture.com ENGINEER OF RECORD Company Name: DCI Engineers Engineer Name: Anthony Sorentino Address: 707 W 2nd Ave CitY: Spokane State: WA Zip: 99201 Phone: (509) 227-5733 Fax: Emil: asorentino@dci-eagineers.com LENDER/BOND ISSUED (iequired for projects $5,000 or greater per RCW 19.27.095) Name: To be determined prior to permit issuance Address: City: State: Zip: HAApplications \Forms-Applic.stions On Linek2011 ApplicationsWermit Application Revised - 8-9-1 I.docx Revised: August 2011 bh Page 1 of 4 UILDING PERMIT INFORMATIL - 06 31-3670 Valuation of Project (contractor's bid price): $ 3,500,000 Existing Building Valuation: $ 1,039,000 Describe the scope of work (please provide detailed information): Construction of the foundation and ground improvements of a 7 story, 134 unit Assisted living community with memory care. Building design to include 5 levels of wood -framed construction over 2 levels of concrete construction. Existing building and improvements to be demolished W be new rack storage? No If yes, a separate permit and plan submittal will be required. ProvideAll Building Areas in Square Footage Below Existing Interior RemodelStructure Addition to Existing New Type of Construction per IBC Type of Occupancy per IBC l' Floor 14,605 IA A-2, A-3, B 2"d Floor 18,918 IA A-3, I-1 3'd Floor 19,036 VA 1-1 4th Floor 19,039 VA I-1 5th Floor 16,915 VA A-3, I-1 6th Floor 16,915 VA I-1 7thFloor 16,915 VA I-1 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 (sy 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: 45 Compact: 1 1Handicap: 2 -- Will there be a change in use? Yes El No If "yes", explain: Redevelopment to Assisted Livj FIRE PROTECTION/HAZARDOUS MATERIALS: iiil Sprinklers ill . Automatic Fire Alarm Eli None Eli Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? 0 Yes Ili No If "yes'. attach list of materials and storage locations an a separate 8-1/2 x 11" paper including quantities and %feria Safety Data Sheets, SEPTIC SYSTEM D.......0n-site Septic System -- For on -site septic system, provide 2 copies ofa currentseptic design approved by King County Health Department. ^Applications‘Fornis-Applications On Linc,.201 I Applications Parma Application Revised - docit Ronsed August 101 1,5 Page 2 of4 TION — 20 33-0179 Scope of Work (please provide detailed information): Public works improvements for the proposed development at 112 Andover include: grind & overlay, curb cut replacements, sawcutting, utility trenching/backfill, removal and replacement of sidewalks, new driveways, pavement marking replacement, landscaping, ROW lights, water/fire service connections, drainage infrastructure, dry utility connections, AC removal, new parking stalls/drive aisles. This work is associated with building permit # D19-0026 Call before you Dig: 811 Please refer o Public Works Bulletin #1 for fees and estimate sheet. Water District WI ...Tukwila 0 ...Water District #125 0 ...Water Availability Provided Sewer District 0 ...Tukwila 0 ...Sewer Use Certificate 0 ...Valley View 0 ...Sewer Availability Provided O Highline .. ▪ Renton o .. Renton .. Seattle 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. Submitted with Application (mark boxes which apply): WI ...Civil Plans (Maximum Paper Size — 22" x 34") o ...Technical Information Report (Storm Drainage) 0 ...Bond 0.. Insurance Easement(s) Proposed Activities (mark boxes that apply): 0 ...Right-of-way Use - Nonprofit for less than 72 hours 0 ...Right-of-way Use - No Disturbance 0 ...Construction/Excavation/Fill - Right-of-way WI Non Right-of-way 0 WI ...Total Cut 185 cubic yards WI ...Total Fill 1,269 cubic yards • Geotechnical Report .. • Maintenance Agreement(s) 0 ...Traffic Impact Analysis 0 ...Hold Harmless — (SAO) 0 ...Hold Harmless — (ROW) LJ .. Right-of-way Use - Profit for less than 72 hours .. ▪ Right-of-way Use — Potential Disturbance • Work in Flood Zone .. • Storm Drainage ...Sanitary Side Sewer Abandon Septic Tank WI ...Cap or Remove Utilities .. Curb Cut WI ...Frontage Improvements .. Pavement Cut 0 ...Traffic Control 0 .. Looped Fire Line ...Bacicflow Prevention - Fire Protection 6 " Irrigation 1.5 " Domestic Water 4 " .. • Grease Interceptor • Channelization .. • Trench Excavation .. • Utility Undergrounding WI ...Permanent Water Meter Size... 4 '', WO # 0 ...Temporary Water Meter Size .. ,, WO # 0 ...Water Only Meter Size.. ....... ... ,, WO # 0 ...Deduct Water Meter Size 0 ...Sewer Main Extension Public 0 Private ID 0 ...Water Main Extension Public 0 Private 0 FINANCE INFORMATION Fire Line Size at Property Line Number of Public Fire Hydrant(s) 0 ...Water 0 ...Sewer Monthly Service Billing to: Name: Holden at Southcenter, LLC 0 ...Sewage Treatment Day Telephone: (206) 330-0620 Mailing Address: 1325 4th Avenue, Suite 1005 Seattle WA 98101 Water Meter Refund/Billing: Name: Holden at Southcenter, LLC Mailing Address: 1325 4th Avenue, Suite 1005 City State Day Telephone: (206) 330-0620 Seattle WA City State Zip 98101 Zip HAApplications \Forms -Applications On Line \2011 ApplicationsTermit Application Revised - 8-9-11,docx Revised: August 2011 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 tiine for additional periods not exceeding 90 days each. The extension shall be requested in writing and justifiable cause demonstrated. Section 105.3.2 International Building Code {current edition). I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. BUILDING OWNER t AUTH I Signature: ftENT: Date: 02/08/2019 Print Name: Alex Dalzell Mailing Address: 1938 Fairview Ave. E, Suite 100 Day Telephone: (206) 676-5649 Seattle WA 98102 City State Zip HAApplicationsTorms-Applications On Line \2011 ApplicationsTermit Application Revised - 8-9-11 sloex Revised: August 2011 bh Page 4 of 4 Cash Registei. Receipt City of Tukwila DESCRIPTIONS ACCOUNT I QUANTITY PAID PermitTRAK $39,706.68 D19-0055 Address: 112 ANDOVER PARK E Apn: 0223000045 $39,706.68 DEVELOPMENT $38,677.32 PERMIT FEE R000.322.100.00.00 0.00 $20,587.12 PLAN CHECK FEE R000.345.830.00.00 0.00 $13,381.63 WASHINGTON STATE SURCHARGE B640.237.114 0.00 $25,00 STRUCTURAL CONSULTANT R000.345.830.01.00 0.00 $4,683.57 TECHNOLOGY FEE $1,029.36 TECHNOLOGY FEE TOTAL FEES PAID BY RECEIPT: R16827 R000.322.900.04.00 0.00 $1,029.36 $39,706.68 Date Paid: Friday, February 08, 2019 Paid By: HOLDEN OF SOUTHCENTER LLC Pay Method: CHECK 1039 Printed: Friday, February 08, 2019 10:48 AM 1 of 1 YS Horne Kspafiol Cont;:tet. Search L&I Safety & Health Claims & Insurance I I II kik Washington State Department of / Labor & Industries A-Z Index Ikip My 1,k1 Workplace Rights Trades & Licensing ALLIANCE PACIFIC NW BLDRS LLC Owner or tradesperson HARRISON, BRETT ROBERT Principals HARRISON, BRETT ROBERT, PARTNER/MEMBER CT CORPORATION, AGENT VVA UBI No 603 221 710 140 GRAND STREET STE 300 WHITE PLAINS, NY 10601 206-330-0618 Business type Limited Liability Company License Verify the contractors active registration / license / certification (depending on trade) and any past violations.. Construction Contractor Active. Meets current requirements. License specialties GENERAL License no. ALLIAPN871LK Effective — expiration 06/12/2013— 06/12/2019 Bond Cincinnati Ins Co Bond account no. 0548995 $12,000 00 Received by L&I Effective date 06/12/2013 07/12/2012 Expiration date Until Canceled Insurance Gemini Ins Co $1,000,000 00 Policy no vggp003827 Received by L&I Effective date 01/29/2019 01/31/2019 Expiration date 01/31/2020 Insurance history Savings No savings accounts during the previous 6 year period. Lawsuits against the bond or savings No lawsuits against the bond or savings accounts during the previous 6 year period, L&I Tax debts Help us improve Permit Inspections City of Tukwila Permit Number: D19-0055 Applied: 2/8/2019 Approved: 4/25/2019 Issued: 5/21/2019 Finaled: 5/21/2021 Status: FINALED Parent Permit: Parent Project: Details: Description: HOLDEN AT SOUTHCENTER - FOUNDATION Site Address: 112 ANDOVER PARK E City, State Zip Code:TUKWILA, WA 98188 Applicant: HOLDEN AT SOUTHCENTER - FOUNDATION Owner: BETA TUKWILA LLC Contractor: ALLIANCE PACIFIC NW BLDRS LLC CONSTRUCTION OF THE FOUNDATION AND GROUND IMPROVEMENT OF A 7 STORY, 134 UNIT ASSISTED LIVING COMMUNITY WITH MEMORY CARE. BUILDING DESIGN TO INCLUDE 5 LEVELS OF WOOD -FRAMED CONSTRUCTION OVER 2 LEVELS OF CONCRETE CONSTRUCTION. EXISTING BUILDING AND IMPROVEMENTS TO BE DEMOLISHED. ilikREA, S COS SCHEDULED DATE COMPLETED DATE TYPE INSPECTOR RESULT REMARKS SI-CAST-IN-PLACE Bill Centen Notes: ' SI-CONCRETE CONST Bill Centen Notes: SI-DRIVEN DEEP FOUND Bill Centen Notes: SI-EPDXY_EXP CONC Bill Centen Notes: SI-MASONRY Bill Centen Notes: SI-SEISMIC RESTIST Bill Centen Notes: ---TAi_FI SL INSUL T_00R Bill Centen Notes: CONCRETE SLAB Bill Centen Notes: Printed: Wednesday, 06 October, 2021 1 of 3 SUPER1ON Permit inspections City of Tukwila FOOTING Bill Centen Notes: FOUNDATION WALL Bill Centen Notes: FOOTING DRAINS Bill Centen Notes: 11/15/2019 11/15/2019 FOOTING Lee Sipe NOT APPROVED Notes: NOT READY No special inspection reports. No plans on site. PARTIAL 11/18/2019 11/18/2019 FOOTING Bill Centen APPROVAL Notes: 11/18/2019 - BC *Tower crane footings at 61 Line - H.9 and 5.5 - 7.6 Line - ok to pour per S.I. report PARTIAL 11/18/2019 Any 11/18/2019 CONCRETE SLAB Bill Centen APPROVAL eTRAKiT Inspection Request Notes: 11/15/2019 3:29 PM Michael Ruby AM inspection Please Contact Name: Michael Ruby Site Address: 112 ANDOVER PARK E Phone: 2064273547 e-Mail: mruby@allresco.com 11/18/2019 - BC Partial slab pour at Tower crane footing @ F1 line - H.9 and from 5.2 - 7.6 - ok per S.I. reports. PARTIAL 2/20/2020 Any 2/20/2020 FOUNDATION WALL Darrin Graham APPROVAL #10 Notes: 2/18/2020 10:25 AM Michael Ruby PM Inspection on concrete columns please Contact Name: Michael Ruby Site Address: 112 ANDOVER PARK E Phone: 2064273547 e-Mail: mruby@allresco.com P/A Level 2 columns, Area B Core wall elevator 1. Shear wall 8.6/ 10.8-EA. Pending Special Inspection approval. Provide approved plans on site. Printed: Wednesday, 06 October, 2021 2 of 3 -‘A.r rek SUPERION Permit Inspections City of Tukwila 5/20/2021 AM 5/21/2021 BUILDING FINAL** Bill Centen APPROVED 206-552-6918 Aaron Meadows Notes: Printed: Wednesday, 06 October, 2021 3 of 3 rl SUPERION INCORPOR Geotechnical A T E D Earthquake Engineering Consultants PanGE® and 3213 Eastlake Ave E Ste B Project No. Page No. Seattle, WA98102 18-174 1 of 4 Tel: (206) 262-0370 Fax: (206) 262-0374 Report No. Date / Day of Week - 09 November4-8, 2019 / Monday - Friday Project Name Location or Address Holden at Southcenter 112 Andover Park East, Tukwila, WA Owner Permit No. Weather Holden at Southcenter, LLC D19-0055 (Foundation) Partly Cloudy to Sunny, 50s — 60s Architect Aggregate Pier Subcontractor: PanGEO Field Rep. Urbal Architecture Geopier Northwest Christian Venturino A PanGEO representative was on site from November 4 to 8, 2019, to monitor the installation of rammed aggregate piers (Geopiers), observe backfill and compaction, and monitor temporary erosion control measures. The following documents our observations. Ground Improvement— Aggregate Pier Installation Summary: During our site visits we observed the subcontractor, Geopier Northwest, install 105 Geopiers to improve the ground below the proposed mat slab foundation. Our geotechnical observations are summarized below: • 11/4— Installation of 17 Geopiers in the southern portion of the site, between gridlines 9 and 14. • 11/5 — Installation of 3 Geopiers in the southeast portion of the site, between gridlines 12 and 14. • 11/6 — Installation of 40 Geopiers in the southern portion of the site, between gridlines 12 and 14. • 11/7 — Installation of 41 Geopiers in the western portion of the site, between gridlines 9 and 14. • 11/8 — Installation of 4 Geopiers in the west and northeast portion of the site, between gridlines 9 and 10 and 1 and 2. Three rammed aggregate piers were added by Geopier NW, at the request of the owner, in the northeast corner of the building to support a proposed generator pad (Pier numbers 700, 701, and 702). Prior to installation, the pier locations were marked in the field by the project surveyor. The installed Geopier locations are shown on the installation summary site plan, attached at the end of this report. Additional details for each Geopier are provided in the attached tables at th table is provided for each day of installation. I , NFPA 0 - t*C Dne gum, 1 e nwdn 18-174 - 112 andover park e - fr09 - 2019.11.04-08.docx City of Tukwila BUILDING DIVISION FIELD REPORT In summary, based on our observations, it is our opinion that the aggregate piers were installed in general accordance with the plans and specifications prepared by Geopier NW, and the encountered soils were generally consistent with the anticipated conditions. This completes the aggregate pier installations for this project. Aggregate Pier Installation Procedure: Prior to installation, the surveyor established the Geopier locations and marked them with feathered nails. To install the aggregate piers, the contractor used a RTG RG 19T tracked rig equipped with an 8-inch (inside diameter) mandrel, which was advanced to a depth of approximately 28 feet, per plan (Photo 1). After each hole was advanced to depth, 11/4-inch crushed rock was placed through the hollow mandrel and into the hole. At the bottom of each pier, the contractor created an initial widened base, or "bulb", which consisted of an approximately 12-inch thick lift of rock that was compacted multiple times. After the creation of the bulb, lifts of approximately 24-inches were then compacted with the mandrel up to the surface to create the remaining portion of the aggregate pier, per plan. A bottom stabilization test (BST) was performed by Geopier NW on generally the first five Geopiers installed each day to ensure pier uniformity and equipment continuity. The BST was performed by using the tracked rig's weight to compress the bulb at the base of the pier. The BST deflections were recorded for each pier and are summarized in the attached daily summary tables. During installation, the approximate amount of gravel used for each pier was tracked and compared to the theoretical volume of gravel for each pier, to confirm adequate gravel placement and general uniformity of the piers. We understand from Geopier that their minimum yield is about 110% theoretical volume. The yield percentage, which exceeded the target minimum, is shown on the attached daily tables for each installed pier. Soil Conditions: In general, based on the ease of penetration of the mandrel during pier installation, the site soils likely consist of the very soft to medium stiff silt and clay, and very loose to medium dense silty sand and sand that was encountered in our previous subsurface explorations at the site. Based on our observations, we infer that the soils are generally consistent with our previous subsurface explorations and anticipated conditions. Backfill and Compaction Utility Trench Backfill: During our site visits, we observed the excavation contractor, Nelson, excavate for utility lines located generally between gridlines 4 and 9 and D and I. Based on our observations and discussions with the contractor, following the excavations, the matrix soils and tops of geopiers were compacted with a jumping -jack compactor to a densified and reasonable condition. Pea gravel was placed at the base of each trench in preparation for PVC pipe installation. Based on our observations, as well as our 18-174 - 112 andover park e - fr09 - 2019.11.04-08.docx Page 2 of 4 PanGEO, Inc FIELD REPORT discussions with the excavation contractor, the trench subgrade was prepared adequately. PanGEO will return to the site to observe and monitor trench backfill and compaction. Retention Pond Backfill: During our site visits on November 5th and 6th, we observed Nelson backfilling the southern portion of the retention pond along the east side of the project site in preparation for an on -site roadway. Gravel borrow (Type-17 mineral aggregate) was placed in lifts of approximately 12 inches and compacted with a single -drum vibratory roller, which traversed the area multiple times. Based out our observations of the backfill and compaction methods, as well as the observed minimal penetrations of a Y2 - inch diameter steel hand probe into the surface of the compacted fill, it is in our opinion that the backfill was being adequately compacted. The backfilled area was not within the building's footprint, so no rammed aggregate piers were disturbed during the excavations and backfill. Temporary Erosion Control During our site visits we noted that the quarry spalls along the northern and southern entrances of the site remain in adequate condition and appear to be preventing off -site transport of material. Additionally, quarry spalls were placed along the eastern portion of the site, connecting the northern and southern entrances, to prevent off -site transport of material. The silt fences along the perimeter of the site remain in adequate condition. Throughout our site visits, the entrance and roadway were swept clean of rock and debris with a truck that periodically circulated the exterior of the site. The trenches and retention pond located along the east portion of the site appear to be functioning adequately. PanGEO will return to the site to continue observation of earthwork and Geopier installations. Photo 1. View of aggregate pier installation in the southern portion of the site, looking southeast (11/6/2019). Photo 2. View of the installed pea gravel at he base of the utility trenches, looking east (11/6/2019). 18-174 - 112 andover park e - fi09 - 2019.11.04-08.docx Page 3 of 4 PanGEO, Inc FIELD REPORT Photo 3. View of the installed elevator pit footing, looking northeast (11/6/2019) Photo 4. View of the installed PVC pipe and pea gravel within the utility trenches adjacent to the tower crane sad lookint north 11/7/2019 . Signed: Reviewed: Attachments: Aggregate pier installation summary site plan Aggregate pier installation summary tables from 11/4/2019 to 11/8/2019 18-174 - 112 andover park e - fr09 - 20 19.1 1.04-08.docx Page 4 of 4 PanGEO, Inc -- Attachme II 1 I 1 1 •. ?�.M • • • +'' i• • • ji.•••f • 1176 • -e— •••� �� ••�° ,• . ! • .111 s•-1• • i• - • •1 • l•• • •r• j• . 1• • •I• • •; • • •, le • • =1• • I• • i1411, °° •. • •'! ••• err* • • • • • 1 • •i �J • •.--... #702 #701 I•_I 0•10.0_ #700 • • • • 1• • • C-.. . • i` 1• • • 1 _ TD i""9D,� • 10_•_.._ L.•-._.• • •—• • •• 4010 •I• • L_�. '• 0 • �R�B • -t , i • 41• • • • • • z7� 0 •—; -• +i •--1110• .; .• • 1 I oao a• ••i••• b• 8u0.0 6 • • I• i • �• °aaa l•• .•,L - I • • •, • Modulus Test Performed on pier #330 on 10/14 • GeoPiers Installed on 11/4 O GeoPiers Installed on 11/5 • GeoPiers Installed on 11/6 0 GeoPiers Installed on 11/7 • GeoPiers Installed on 11/8 • Previously Installed GeoPiers 18-174 112 Andover Park East Monday, November 4, 2019 Geopier No, Start Time End Time Diameter (ft) Length (ft) Gravel In (Buckets) Gravel Out (Buckets) Theoretical Volume (et)V(c Actual e Yield (%) Notes 506 820 831 1.66 28 3 0 60.6 105,3 173,9 Rig maintenance 700-815 394 840 853 1.66 28 3 0.25 60.6 96.5 159,4 3" @ 24' 395 855 908 1.66 28 3 0.25 60,6 96.5 159.4 3" @ 24' 417 914 922 1.66 28 . 3 0,25 60.6 96.5 159.4 4" @ 24' 406 925 933 1.66 28 3 0.25 60.6 96.5 159.4 4" @ 24' 405 935 943 1.66 28 3 0.25 60.6 96,5 159.4 Pier #506 = 6+" @ 24' 420 944 951 1.66 28 3 0.25 60.6 96,5 159,4 426 958 1008 1,66 28 3 0,25 60.6 96.5 159,4 427 1010 1018 1,66 28 3 0.25 60.6 96.5 159.4 440 1020 1052 1.66 28 3 0.25 60.6 96.5 159.4 Rig maintenance 1022-1045 441 1053 1100 1.66 28 3 0.5 60.6 87.8 144.9 461 1103 1113 1.66 28 3 0,5 60.6 87.8 144.9 Lunch 460 1116 122 1,66 28 3 0 60.6 105,3 173.9 Rounded rock delivered to site 480 123 129 1,66 28 3 . 0.5 60.6 87.8 144.9 Waiting for crushed rock & mixing 481 130 309 1.66 28 3 0 60.6 105.3 173.9 Approved by GeoPier engineer 581 337 343 1.66 28 3 025 60,6 96.5 159.4 Rigaintenance&mobization 132-335 600 345 401 1.66 28 3 J 0 60.6 105.3 _ 173.9 Started #583 - Rig maintenance 408-EOD Approximate Gravel per Bucket (cf) 35.1 Overall Total 530 86.18 PanGEO, Inc. 18.174 112 Andover Park East Tuesday, November 5, 2019 Geopier No, Start Time End Time Diameter (ft) Length (ft) Gravel In (Buckets) Gravel Out (Buckets) Theoretical Volume (cf) Actual Volume (cf) Yield (%) Notes 583 344 358 1,66 28 3 0 60.6 105,3 173,9 Rig maintenance 700-344 585 359 444 1.66 28 3 0.25 60,6 96,5 159,4 615 445 459 1.66 28 3 0.25 60.6 96.5 159.4 Started #598 Approximate Gravel per Bucket (et) 35.1 Overall Total 533 86.67 ° PanGEO, Inc. 18.174 112 Andover Park East Wednesday, November 6, 2019 Geopier No, Start Time End Time Diameter (ft) Length (ft) Gravel In (Buckets) Gravel Out (Buckets) Theoretical Volume (cf) Actual Volume Yield (%) Notes 598 729 740 1.66 28 3 0 60.6 105,3 173.9 0" @ 24' 571 741 752 1.66 28 3 0 60.6 105.3 173.9 4" @ 24' 613 754 _ 800 1.66 28 3 0,25 60.6 96.5 159.4 6+" @ 24' 599 802 816 1.66 28 3 0.25 60,6 96.5 159,4 6+" @ 24' 572 818 831 1.66 28 3 0,25 60.6 96.5 159,4 6+" @ 24' 614 836 843 1,66 28 3 0.25 60.6 96,5 159.4 597 845 908 1.66 28 3 0,25 60,6 96.5 ' 159.4 565 912 920 1,66 28 3 0.5 60.6 87.8 144,9 569 921 929 1,66 28 3 0.25 60.6 96,5 159.4 612 932 940 1.66 28 3 0.25 60,6 96.5 159,4 Rig maintenance 953-1005 595 943 1003 1.66 28 3 0.25 60.6 96,5 159.4 573 1011 1028 1,66 28 3 0.25 60,6 96.5 159.4 610 1029 1036 1.66 28 3 0.75 60,6 79.0 130.4 596 1038 1045 1,66 28 3 0.5 60.6 87.8 144.9 611 1047 1055 1.66 28 3 0.25 60.6 96.5 159.4 574 1057 1104 1.66 28 3 0.25 60.6 96.5 159,4 594 1111 1119 1,66 28 3 0.25 60,6 96,5 159.4 609 1120 1127 1,66 28 3 0,25 60.6 96.5 159,4 575 1128 1138 1.66 28 3 0,25 60.6 96.5 159.4 592 1140 1148 1.66 _ 28 3 0.5 60.6 87,8 144,9 566 1150 1159 1,66 28 3 0.25 60.6 96.5 159.4 570 1201 1208 1,66 28 3 0.5 60.6 87,8 144,9 607 1214 1222 1,66 28 3 0.25 60.6 , 96.5 159.4 593 1223 1231.. 1.66 28 3 0.25 60,6 96,5 159.4 608 1232 1240 1.66 28 3 0.25 60.6 96.5 159.4 576 1245 1255 1,66 28 3 0.25 60,6 96.5 159,4 590 101 113 1,66 28 3 0.25 60,6 96.5 159.4 605 114 132 1,66 28 3 0.25 60,6 96.5 159.4 577 134 144 1.66 28 3 0.5 60.6 87.8 144.9 591 146 155 1.66 28 3 0.5 60.6 87.8 .144.9 606 157 209 1,66 28 3 0.25 60.6 96.5 159.4 589 210 218 1.66 28 3 0.5 60,6 87.8 144,9 564 220 230 1.66 28 3 0.25 60.6 96.5 159.4 Approximate Gravel per Bucket (cf) 35.1 Overall Total 573 93,17 ° PanGEO, Inc. 18.174 112 Andover Park East 568 231 240 1,66 28 3 0.5 60.6 87,8 144.9 Rig mobilization 604 313 320 1,66 28 3 0,25 60.6 96,5 159,4 587 321 335 1.66 28 3 0.25 60.6 96,5 159,4 578 337 348 1,66 28 3 0.5 60.6 87,8 144.9 602 359 408 1.66 28 3 0,25 60.6 96,5 159,4 588 415 425 1,66 28 3 0,25 60.6 96.5 159.4 579 431 440 1.66 28 3 0.25 60,6 96.5 159.4 PanGEO, Inc. 18-174 112 Andover Park East Thursday, November 7, 2019 Geopier No. Start Time End Time Diameter (ft) Length (ft) Gravel In (Buckets) Gravel Out (Buckets) Theoretical Volume (cf) Actual Volume (cf) Yield (%) Notes 603 740 748 1,66 28 3 0.25 60.6 96.5 159.4 0" @ 24' 842 855 1.66 28 3 0.25 60.6 96,5 159,4 #579 - Duplicate from 11/6 559 859 905 1.66 28 3 0.25 60.6 96.5 159,4 5" @ 24' 558 906 914 1.66 28 3 0,25 . 60.6 96,5 159.4 6+" @ 24' 541 916 926 1,66 28 3 0.25 60,6 96,5 159,4 5" @ 24' 542 928 940 1.66 28 3 0,5 60.6 87,8 144.9 Pier #579 = 3" @ 24' 523 944 953 1,66 28 3 0.25 60.6 96.5 159.4 522 955 1004 1.66 28 3 0.25 60.6 , 96.5 159.4 501 1006 1016 1,66 28 3 0.25 60.6 96.5 159.4 502 1018 1026 1.66 28 3 0.25 60.6 96.5 159.4 601 1040 1052 1.66 28 3 0 60.6 105.3 173.9 586 1055 1104 1,66 28 3 0 60,6 105.3 173.9 584 1105 1115 1.66 28 3 0.25 60,6 96.5 159.4 582 1118 1127 1.66 28 3 0,25 60,6 96.5 159.4 580 1130 1141 1,66 28 3 0.25 60.6 96.5 159.4 567 1145 1205 1.66 28 3 0.25 60.6 96,5 159.4 562 1208 1221 1.66 28 0,25 60.6 96.5 159.4 560 116 123 1.66 28 3 0.25 60.6 96.5 159.4 547 129 137 1.66 28 3 0.25 60.6 96,5 159.4 545 139 150 1.66 28 3 0.25 60,6 96,5 159.4 530 153 205 1,66 28 3 0 60.6 105.3 173.9 528 222 234 1,66 28 3 0.25 60.6 96,5 159,4 524 236 247 1.66 28 3 0 60.6 105.3 173.9 512 252 258 1.66 28 3 0,75 60.6 79,0 130,4 505 301 310 1.66 28 3 0.25 60.6 96.5 159.4 503 316 325 1.66 28 3 0.5 60,6 87.8 144.9 487 326 338 1,66 28 3 0.25 60.6 96.5 159.4 486 339 352 1,66 28 3 0.25 60.6 96.5 159.4 488 353 405 1.66 28 3 0.25 60,6 96,5 159.4 482 409 427 1.66 28 3 0,25 60,6 96.5 159,4 469 429 437 1,66 28 3 0,25 60,6 96.5 159.4 462 443 453 1,66 28 3 0.5 60.6 87.8 144.9 464 455 504 1.66 28 3 0,25 60.6 96.5 159.4 Approximate Gravel per Bucket (cf) 35.1 Overall Total 614 99.84 % PanGEO, Inc, 18.174 112 Andover Park East 449 508 517 1,66 28 3 0.25 60.6 96.5 159.4 444 518 527 1,66 28 3 0.25 60,6 96.5 159.4 442 538 552 1,66 28 3 0,25 60,6 96,5 159.4 429 605 613 1,66 28 3 0.25 60.6 96.5 159.4 421 614 625 1.66 28 3 0.25 60.6 96.5 159.4 418 627 632 1.66 28 3 0.25 60.6 96.5 159,4 404 633 640 1.66 28 3 0.25 60.6 96,5 159,4 398 641 649 1.66 28 3 0.25 60,6 96.5 159.4 382 652 658 1.66 28 3 0,25 60.6 96,5 159.4 Started #396 PanGEO, Inc. 18.174 112 Andover Park East Friday, November 8, 2019 Geopier No. Start Time End Time Diameter (ft) Length (ft) Gravel In (Buckets) Gravel Out (Buckets) Theoretical Volume (cf) Actual Volume (cf) yield (%) Notes 396 812 817 1.66 28 3 0.25 60.6 96.5 159,4 Mobilization to NE comer 700 912 923 1,66 28 3 0 60,6 105,3 173.9 Additional pier 701 928 937 1.66 28 3 0.25 60.6 96,5 159,4 Additional pier 702 948 957 1.66 28 3 0.25 60.6 96,5 159.4 Additional pier } Pier #396 = 0" @ 24' Pier #700 = 3" @ 24' Pier#701=4"@24' Pier #702 =20" @ 24' I Approximate Gravel per Bucket (cf) 35.1 Overall Total 618 100,49 0 PanGEO, Inc. 44 _DoNMI enGinEERs i-engineers.com Washington Oregon California Texas Alaska Colorado Montana 1 LD STRUCTURAL CALCULATIONS HOLDEN AT SOUTHCEN FOUNDATION CALCULATIO FOR COD cc: 'LANCE S Al'rkOlo APR 2 5 2019 Prepared for: Urbal Architecture City of Tukwila 1938 Fairview Avenue East, Suite °BUILDING DIVISION Seattle, WA 98102 February 06, 2019 DCI Job Number 18041-0236.00 D( oo tc RECEIVED CITY OF TUKWILA FEB 0 8 2019 PERMIT CENTER 707 W 2nd Avenue Spokane, WA 99201 Phone (509) 455-4448 Service Innovation Value Project: Subject: Code: Jurisdiction: Location: Loads: Holden Design Criteria 2015 IBC Lat: Long: Dead Loads (VVood): RoofLoads: Roofing = 1/2" sheathing = 117/8"Joists = (2) Layers S/0Gyp = Insulation= Misc. = Seismic Dead Loads: Gravity DL= BrgWalls = Roof terrace: AtPahoSpace: DL= LL= Project Number: 18041~0236 Sheet No: By: AWS Date: 15 is 6 20 Dead Loads (Concrete): Transfer Slab load 1311 130 8ab= Flooring = Cei|ing= Non Brg VVa|b= Mbc= Parking Conc Loads: Qab= Flooring = Cei|in8= Non 8rgWalls = Misc= Floor Loads: 1"Topping = Flooring = 3/4" sheathing = 117/8" joists = (2) layers gyp = Misc= Non BrgWalls = Floor DL= At Landscaping: QL= /oxf 12 1.4 I.] 2.3 5.6 0.9 5 /osf Seismic Dead Loads: /osf 162 2.5 5 1.5 172 ]9.S Gravity DL= 172 BrgWalls = 10 (os0 Seismic Dead Loads: (nsf Q CqncCOL and Walls O Q 5 117 182 S 122 1� » Project; Subject: Design Criteria Live Loads: Geotech|nfonmation: Seismicity: Project Number: By: AWS Residential = 40 Corridors = 100 Assembly = 100 Storage = 125 Retail = 100 Parking= 40 Ss= 1.45 Fa= S1= 0i54 Fv= Site Class = [ Sds= 0.87 5dl= 0.86 Foundations: Min Depth at Exterior = KAATSLAB BearinO= Permanet Walls: Sheet No: Date: 0.9 2.4 Friction = 0'4 Passive = 350 At Reat= 45pcf Triangular distribution down to .2H Seisrnic= QH Int Please note that the entire building permit was also submitted with the foundation design. Following the mat slab design is a column reaction table just for reference. Also note that the tower crane reactions are included in this submittal but also include in the towercrane only submittal. Holden Mat Slab W LATERAL shear only.cpt 1/11/2019 RAM Concept C) 2018 Bentley Systems, Inc. RAM Concept."' Is a trademark of Bentley Systems 6.5 Holden Mat Slab W LATERAL shear only.cpt - 1/11/2019 Table of Contents Units................. ........ ............................................... ...... ........................................ ......... ....................... .............. 3 Signs............ ...... .......... ....................... ............................... ................................ .................. ............ ............. ............... 4 Materials.............. ......... ......»,,,................ ........................... .................................. .,,.....,,,................... ....,,.................. ........... ....... ,......... 5 Loadings............ ................ ................. .................... ...................................... .»..,...,......................... ............................. ...... ............ .».....,.. 7 Load Combinations 8 Mesh Input: Standard Plan 21 Other Dead Loading: All Loads Plan 23 Live (Reducible) Loading: All Loads Plan 25 Live (Unreducible) Loading: All Loads Plan 27 Ultimate Seismic East Loading: All Loads Plan 29 Ultimate Seismic North Loading: All Loads Plan 31 Ultimate Wind East Loading: All Loads Plan 33 Ultimate Wind North Loading: All Loads Plan.................................................................................................................. 35 FactoredLC: 1.4D: Max Mx Plan37 FactoredLC: 1.4D: Min Mx Plan39 FactoredLC: 1.4D: Max My Plan............................................................................. ....,..,41 FactoredLC: 1.4D: Min My Plan ......... ................... ........... ............................. ............... ...................... ..........,.»,,,.............. ....... ......... ....,43 Factored LC: 0.9D: Max Mx Plan 45 Factored LC: 0.9D: Min Mx Plan 47 Factored LC: 0.9D: Max My Plan 49 Factored LC: 0.9D: Min My Plan 51 Factored LC: 1.2D + 1.6L + 0.5Lr: Max Mx Plan 53 11,11 Factored LC: 1.2D + 1.6L + 0.5Lr: Min Mx Plan 55 i.s Factored LC: 1.2D + 1.6L + 0.5Lr: Max My Plan 57 Factored LC: 1.2D + 1.6L + 0.5Lr: Min My Plan 59 Factored Wind LC: 1.2D + f1L + 0.5Lr + 1.0W: Max Mx Plan 61 +rr Factored Wind LC: 1.2D + f1L + 0.5Lr + 1.0W: Min Mx Plan 63 Factored Wind LC: 1.2D + f1L + 0.5Lr + 1.0W: Max My Plan 65 Factored Wind LC: 1.2D + f1L + 0.5Lr + 1.0W: Min My Plan 67 i1r Factored Wind LC: 1.2D + fiL + 0.5Lr - 1.0W: Max Mx Plan ....... ........................... ......................... ...................»................... ............ ,..,69 Factored Wind LC: 1.2D + f1L + 0.5Lr - 1.0W: Min Mx Plan71 Factored Wind LC: 1.2D + fiL + 0.5Lr 1.0W: Max My Plan.................................................................................................................... . 73 Factored Wind LC: 1.2D + f1L + 0.5Lr - 1.0W: Min My Plan 75 Factored Seismic LC: 1.2D + f1L + f2S + E: Max Mx Plan 77 Factored Seismic LC: 1.2D + fiL + f2S + E: Min Mx Plan 79 Factored Seismic LC: 1.2D + fiL + f2S + E: Max My Plan 81 Factored Seismic LC: 1.2D + f1L + f2S + E: Min My Plan 83 Factored Seismic LC: 1.2D + f1L + f2S - E: Max Mx Plan 85 Factored Seismic LC: 1.2D + f1L + f2S - E: Min Mx Plan 87 Factored Seismic LC: 1.2D + fiL + f2S - E: Max My Plan..............................................................................89 Factored Seismic LC: 1.2D + f1L + f2S - E: Min My Plan 91 Design Strip: Latitude Design Spans Plan 93 Design Strip: Longitude Design Spans Plan 95 Design Strip: Punching Checks Plan 97 DesignStatus: Status Plan ............... ........ ........ ........... .................................... ............................ ...................................... ............. »»99 Design Status: Top Reinforcement Plan ............. ............................... ........... ...... ............ ....... ....... .................. .................... ............... ...».,101 Design Status: Bottom Reinforcement Plan 103 Table of Contents - 2 Holden Mat Slab W LATERAL shear only.cpt - 1/11/2019 Units Geometry Unit Plan Dimensions: feet Angles: degrees Loading and Reaction Unit Point Force: Kips - Report As Zero: 0 Kips Point Moment: kip-ft - Report As Zero: 0 kip-ft Spring and Stiffness Unit Point Force Spring: kips/in Point Moment Spring: k-ft/° Slab Analysis Unit! Force: Kips - Report As Zero: 0 Kips Force Per Width: kips/ft - Report As Zero: 0 kips/ft Materials Unit Concrete Volume: yd3 Reinforcement Weight: tons PT Weight: pounds Miscellaneous Unit Floor Area: ft2 Tendon Angles (for friction): radians Slab Thickness: inches Elevations: inches Line Force: kips/ft - Report As Zero: 0 kips/ft Line Moment: Kips - Report As Zero: 0 Kips Line Force Spring: ksi Line Moment Spring: k/° Moment: kip-ft - Report As Zero: 0 kip-ft Moment Per Width: Kips - Report As Zero: 0 Kips Reinforcing Area: in2 Tendon Profile: inches Cover: inches Density: pcf Support Dimensions: inches Support Height: feet Area Force: psf - Report As Zero: 0 psf Area Moment: #/foot - Report As Zero: 0 #/foot Area Force Spring: pci Area Moment Spring: k/ft° Concrete Stress: psi - Report As Zero: 0 psi Deflection: inches - Report As Zero: 0 inches PT Force: Kips Reinforcing Stress: ksi Elongations: inches Units - 3 Holden Mat Slab W LATERAL shear only.cpt - 1/11/2019 WNW Signs Positive Loads Positive Analysis Positive Reactions Signs - 4 Holden Mat Slab W LATERAL shear only.cpt - 1/11/2019 Materials Concrete Mix MA' Density Density For fci fc ft& fcu Poisons User Eci User Ec Name (pcf) Loads (pcf) (psi) (Psi) (psi) (psi) Rabb Ec Calc (psi) 60-50 3000 psi 150 150 3000 3000 3725 3725 0.2 Code 2500000 3000000 4000 psi 150 150 3000 4000 3725 4975 0.2 Code 2500000 3000000 5000 psi 150 150 3000 5000 3725 6399 0.2 Code 2500000 3000000 6000 psi 150 150 3000 6000 3725 7450 0.2 Code 2500000 3000000 4500 150 150 3000 4500 3725 5590 0.2 Code 2500000 3000000 PT Systems System Aps Eps fse ',Jr Duct Width Strands Min Radius Name Type (in') (ksi) (ksi) (ksi) (ksl) (inches) Per Duct (feet) 1/2" Unbonded unbonded 0.153 28000 175 243 270 0.5 1 6 1/2" Bonded bonded 0.153 28000 160 243 270 3 4 6 0.6" Unbonded unbonded 0.217 28000 175 243 270 0.6 1 8 0.6" Bonded bonded 0.217 28000 160 243 270 4 4 8 PT Stressing Parameters System Jacking Stress Seating Loss Anchor Wobble Friction Angular Friction Long -Term Losses Name (ksi) (inches) Friction (1/feet) (1/radians) (ksi) 1/2" Unbonded 216 0.25 0 0.0014 0.07 22 1/2" Bonded 216 0.25 0.02 0.001 0.2 22 0.6" Unbonded 216 0.25 0 0.0014 0.07 22 0.6" Bonded 216 0.25 0,02 0.001 0.2 22 Reinforcing Bars Bar As Es Fy Straight 90 Hook 180 Hook Name (In2) (ksi) (0) Coating Ld/Db Ld/Db Ld/Db #3 0.11 29000 60 None Code Code Code #4 0.2 29000 60 None Code Code Code #5 0.31 29000 60 None Code Code Code #6 0.44 29000 60 None Code Code Code #7 0.6 29000 60 None Code Code Code #8 0.79 29000 60 None Code Code Code #9 1 29000 60 None Code Code Code #10 1.27 29000 60 None Code Code Code #11 1.56 29000 60 None Code Code Code Materials - 5 Holden Mat Slab YYLATERAL shear on|y.cpt'l/l1/20l9 Materials ��w��� N�N~=���N N°=N~~ � ��� � �SSR Systems 5tud/lrea HeadArea Min Clear Head So.-ClAed Stud Fy Stud Spacing Rounding Min Studs 5y5ten 55R 5ystenName (W) Cnq Spaong (inches) Spacing (Inches) (k5i) Increment (inches) Per Rail Type 3/8''SSR 0.11 1.11 0.5 None 50 0.25 Z Rail 1/2^SSR 0.196 1.96 OJ None 50 025 2 Rail 5/8"SGR 0.307 3.07 0.5 None 50 0.25 2 Rail 3/4" S5R 0.442 4.42 O.5 None 50 0.25 2 Rail AnoznShaarfixAuto'0z217 1.096 8.5906 None 72.52 0.0]9]7 2 Rail AnconShearfix1QmnW.1Z17 1.096 0.5900 Nona 72.52 0.03937 2 Rail Ancon3hearhx1lmnW.175] 1.578 0.5906 None 72.52 0.03937 2 Rail Ancon3heanOx14mnW.2J86 2.147 0.5906 None 72.52 0.03937 I Rail AncvnShearfix10mnW3116 2.805 0.5906 None 72.52 0.03937 Z Rail AnconShea,fixZOmn0,4869 4.]8] 0.5906 None 72.52 0.03937 2 Rail AncnnShearfix24mnN.7V1Z 6311 0.5906 None 72.52 0.03937 2 Rail ' Pilo !I No 1� * vM Materials 6 W" Holden Mat Slab VVLATERAL shear only.cpt: 1/11/2019 Loadings Loading Nam Self -Dead Loading Balance Loading MyperstaticLoading Temporary Construction (At Stressing) Loading Other Dead Loading Live (Reducible) Loading Live (Unredudb|e)Loading Live (Storage) Loading Live (Parking) Loading Live (RooULoading Snow Loading Ultimate Wind North Loading Ultimate Wind East Loading Ultimate Seismic North Loading Ultimate Seismic East Loading Type Self -Weight Balance Hyperstatic Stressing Dead Dead Live (Reducible) Uve(Unreducib|e) Live (Storage) Live (Parking) Live(Rono Snow Ultimate Wind 1 Ultimate Wind Z Ultimate Seismic 1 Ultimate Seismic 2 Analysis Normal Normal Hyperstabc Normal Normal Normal Normal Normal Normal Normal Normal Normal Normal Normal Normal On-Pamem Factor Cff-nattemFactor z z 1 1 � 1 1 1 1 1 � 1 1 1 z 1 ,N IN /11 Load Combinations All Dead LC liar Active Design Criteria: <none> Analysis: Zero -Tension Loading Standard Factor Self -Dead Loading 1 Other Dead Loading 1 Dead + Balance LC Active Design Criteria: <none> Analysis: Zero -Tension Loading Standard Factor Self -Dead Loading 1 Balance Loading 1 Other Dead Loading 1 Initial Service LC Active Design Criteria: Initial Service Design Analysis: Zero -Tension Loading Standard Factor Self -Dead Loading 1 Balance Loading 1.13 Temporary Construction (At Stressing) Loading 1 Holden Mat Slab W LATERAL shear only.cpt - 1/11/2019 Service LC: D + L Active Design Criteria: User Minimum Design, Code Minimum Design, Service Design, Soil Bearing Design Analysis: Zero -Tension Loading Standard Factor Self -Dead Loading 1 Balance Loading 1 to4P Other Dead Loading 1 Live (Reducible) Loading 1 Live (Unreducible) Loading 1 ▪ Live (Storage) Loading 1 Live (Parking) Loading 1 6or Service LC: D 111it Active Design Criteria: User Minimum Design, Code Minimum Design, Service Design, Soil Bearing Design ‘,40 Analysis: Zero -Tension Loading Standard Factor Self -Dead Loading 1 Balance Loading 1 Other Dead Loading 1 1110 Load Combinations - 8 Holden Mat Slab W LATERAL shear only.cpt - 1/11/2019 Load Combinations (2) Service LC: D + Lr Active Design Criteria: User Minimum Design, Code Minimum Design, Service Design, Soil Bearing Design Analysis: Zero -Tension Loading Standard Factor Self -Dead Loading 1 Balance Loading 1 Other Dead Loading 1 Live (Roof) Loading 1 Service LC: D + S Active Design Criteria: User Minimum Design, Code Minimum Design, Service Design, Soil Bearing Design Analysis: Zero -Tension Loading Standard Factor Self -Dead Loading 1 Balance Loading 1 Other Dead Loading 1 Snow Loading 1 Service LC: D + 0.751 + 0.75Lr Active Design Criteria: User Minimum Design, Code Minimum Design, Service Design, Soil Bearing Desigr Analysis: Zero -Tension Loading Standard Factor Self -Dead Loading 1 Balance Loading 1 Other Dead Loading 1 Live (Reducible) Loading 0.75 Live (Unreducible) Loading 0.75 Live (Storage) Loading 0.75 Live (Parking) Loading 0.75 Live (Roof) Loading 0.75 Service LC: D + 0.75L + 0.75S Active Design Criteria: User Minimum Design, Code Minimum Design, Service Design, Soil Bearing Design Analysis: Zero -Tension Loading Standard Factor Self -Dead Loading 1 Balance Loading 1 Other Dead Loading 1 Live (Reducible) Loading 0.75 Live (Unreducible) Loading 0.75 Live (Storage) Loading 0.75 Live (Parking) Loading 0.75 Snow Loading 0.75 Load Combinations - 9 wo Load Combinations (3) Service Wind LC: D + 0.6W Active Design Criteria: Soil Bearing Design Analysis: Zero -Tension Key Lateral Loading: Wind -Ultimate Standard Factor: 0.6 Loading Standard Factor Self -Dead Loading 1 Balance Loading Other Dead Loading 1 too Loading Standard Factor Self -Dead Loading 1 WO Balance Loading 1 65. Other Dead Loading 1 Service Wind LC: D - 0.6W Active Design Criteria: Soil Bearing Design Analysis: Zero -Tension Key Lateral Loading: Wind -Ultimate Standard Factor: -0.6 6.• Service Wind LC: D + 0.751 + 0.75Lr + 0.45W Active Design Criteria: Soil Bearing Design Analysis: Zero -Tension Key Lateral Loading: Wind -Ultimate Standard Factor: 0.45 Loading Standard Factor 1111 Self -Dead Loading 1 Balance Loading 1 Other Dead Loading 1 Live (Reducible) Loading 0.75 ▪ Live (Unreducible) Loading 0.75 Live (Storage) Loading 0.75 Live (Parking) Loading 0.75 Live (Roof) Loading 0.75 tr Service Wind LC: D + 0.751 + 0.75Lr - 0.45W Active Design Criteria: Soil Bearing Design fait Analysis: Zero -Tension Key Lateral Loading: Wind -Ultimate Standard Factor: -0.45 Loading Standard Factor 1111 Self -Dead Loading 1 Balance Loading 1 Other Dead Loading 1 Live (Reducible) Loading 0.75 Live (Unreducible) Loading 0.75 Live (Storage) Loading 0.75 ▪ Live (Parking) Loading 0.75 ▪ Live (Roof) Loading 0.75 Holden Mat Slab W LATERAL shear only.cpt - 1/11/2019 Load Combinations - 10 Holden Mat Slab W LATERAL shear only.cpt - 1/11/2019 Load Combinations (4) Service Wind LC: D + 0.75L + O.75S + O.45W Active Design Criteria: Soil Bearing Design Analysis: Zero -Tension Key Lateral Loading: Wind -Ultimate Standard Factor: 0.45 Loading Standard Factor Self -Dead Loading 1 Balance Loading Other Dead Loading 1 Live (Reducible) Loading 0.75 Live (Unreducible) Loading 0.75 Live (Storage) Loading 0.75 Live (Parking) Loading 0.75 Snow Loading 0.75 Service Wind LC: D + O.75L + O.75S - 0.45W Active Design Criteria: Soil Bearing Design Analysis: Zero -Tension Key Lateral Loading: Wind -Ultimate Standard Factor: -0.45 Loading Standard Factor Self -Dead Loading 1 Balance Loading 1 Other Dead Loading 1 Live (Reducible) Loading 0.75 Live (Unreducible) Loading 0.75 Live (Storage) Loading 0.75 Live (Parking) Loading 0.75 Snow Loading 0.75 Service Wind LC: O.6D + O.6W Active Design Criteria: Soil Bearing Design Analysis: Zero -Tension Key Lateral Loading: Wind -Ultimate Standard Factor: 0.6 Loading Standard Factor Self -Dead Loading 0.6 Balance Loading 1 Other Dead Loading 0.6 Service Wind LC: O.6D - 0.6W Active Design Criteria: Soil Bearing Design Analysis: Zero -Tension Key Lateral Loading: Wind -Ultimate Standard Factor: -0.6 Loading Standard Factor Self -Dead Loading 0.6 Balance Loading 1 Other Dead Loading 0.6 Load Combinations - 11 Holden Mat Slab W LATERAL shear only.cpt - 1/11/2019 r Load Combinations (5) Service Seismic LC: D + 0.7E Active Design Criteria: Soil Bearing Design Analysis: Zero -Tension Key Lateral Loading: Seismic -Ultimate Standard Factor: 0.7 Loading Standard Factor Self -Dead Loading 1 Balance Loading 1 Other Dead Loading 1 Service Seismic LC: D - 0.7E Active Design Criteria: Soil Bearing Design Analysis: Zero -Tension Key Lateral Loading: Seismic -Ultimate Standard Factor: -0.7 Loading Standard Factor Self -Dead Loading 1 Balance Loading 1 Other Dead Loading 1 Service Seismic LC: D + 0.751 + 0.75S + 0.525E Active Design Criteria: Soil Bearing Design Analysis: Zero -Tension Key Lateral Loading: Seismic -Ultimate Standard Factor: 0.525 Loading Standard Factor Self -Dead Loading 1 Balance Loading 1 Other Dead Loading 1 Live (Reducible) Loading 0.75 Live (Unreducible) Loading 0.75 Live (Storage) Loading 0.75 Live (Parking) Loading 0.75 Snow Loading 0.75 Service Seismic LC: D + 0.75L + 0.75S - 0.525E Active Design Criteria: Soil Bearing Design Analysis: Zero -Tension Key Lateral Loading: Seismic -Ultimate Standard Factor: -0.525 Loading Standard Factor Self -Dead Loading 1 Balance Loading 1 Other Dead Loading 1 Live (Reducible) Loading 0.75 Live (Unreducible) Loading 0.75 Live (Storage) Loading 0.75 Live (Parking) Loading 0.75 Snow Loading 0,75 Load Combinations - 12 Holden Mat Slab W LATERAL shear only.cpt - 1/11/2019 Load Combinations (6) Service Seismic LC: 0.6D + 0.7E Active Design Criteria: Soil Bearing Design Analysis: Zero -Tension Key Lateral Loading: Seismic -Ultimate Standard Factor: 0.7 Loading Standard Factor Self -Dead Loading 0.6 Balance Loading 1 Other Dead Loading 0.6 Service Seismic LC: 0.6D - 0.7E Active Design Criteria: Soil Bearing. Design Analysis: Zero -Tension Key Lateral Loading: Seismic -Ultimate Standard Factor: -0.7 Loading Standard Factor Self -Dead Loading 0.6 Balance Loading 1 Other Dead Loading 0.6 Sustained Service LC Active Design Criteria: Sustained Service Design Analysis: Zero -Tension Loading Standard Factor Self -Dead Loading 1 Balance Loading 1 Other Dead Loading 1 Live (Reducible) Loading 0.5 Live (Unreducible) Loading 0.5 Live (Storage) Loading 1 Live (Parking) Loading 0.5 Live (Roof) Loading 0.5 Factored LC: 1.4D Active Design Criteria: User Minimum Design, Code Minimum Design, Strength Design, Ductility Design Analysis: Zero -Tension Loading Standard Factor Self -Dead Loading 1.4 Hyperstatic Loading 1 Other Dead Loading 1.4 Factored LC: 0.9D Active Design Criteria: User Minimum Design, Code Minimum Design, Strength Design, Ductility Design Analysis: Zero -Tension Loading Standard Factor Self -Dead Loading 0.9 Hyperstatic Loading 1 Other Dead Loading 0.9 es tre Load Combinations - 13 Holden Mat Slab W LATERAL shear only.cpt - 1/11/2019 r Load Combinations (7) Factored LC: 1.2D + 1.6L + O.5Lr Active Design Criteria: User Minimum Design, Code Minimum Design, Strength Design, Ductility Design Analysis: Zero -Tension Loading Standard Factor Self -Dead Loading 1.2 Hyperstatic Loading 1 Other Dead Loading 1.2 Live (Reducible) Loading 1.6 Live (Unreducible) Loading 1.6 Live (Storage) Loading 1.6 Live (Parking) Loading 1.6 Live (Roof) Loading 0.5 mu Factored LC: 1.2D + 1.6L + O.5S Active Design Criteria: User Minimum Design, Code Minimum Design, Strength Design, Ductility Design imp Analysis: Zero -Tension Loading Standard Factor Self -Dead Loading 1.2 Hyperstatic Loading 1 Other Dead Loading 1.2 ISM Live (Reducible) Loading 1.6 6.1 Live (Unreducible) Loading 1.6 fa Live (Storage) Loading 1.6 Live (Parking) Loading 1.6 Snow Loading 0.5 ▪ Factored LC: O.9D + 1.6L + 0.5Lr • Active Design Criteria: User Minimum Design, Code Minimum Design, Strength Design, Ductility Design Analysis: Zero -Tension • Loading Standard Factor Self -Dead Loading 0.9 Hyperstatic Loading 1 Other Dead Loading 0.9 Live (Reducible) Loading 1.6 Live (Unreducible) Loading 1.6 Live (Storage) Loading 1.6 Live (Parking) Loading 1.6 Live (Roof) Loading 0.5 N MI Load Combinations - 14 Holden Mat Slab W LATERAL shear only.cpt - 1/11/2019 Load Combinations (8) Factored LC: 0.9D + 1.6L + 0.5S Active Design Criteria: User Minimum Design, Code Minimum Design, Strength Design, Ductility Design Analysis: Zero -Tension Loading Standard Factor Self -Dead Loading 0.9 Hyperstatic Loading 1 Other Dead Loading 0.9 Live (Reducible) Loading 1.6 Live (Unreducible) Loading 1.6 Live (Storage) Loading 1.6 Live (Parking) Loading 1.6 Snow Loading 0.5 Factored LC: 1.2D fiL + 1.6Lr Active Design Criteria: User Minimum Design, Code Minimum Design, Strength Design, Ductility Design Analysis: Zero -Tension Loading Standard Factor Self -Dead Loading 1.2 Hyperstatic Loading 1 Other Dead Loading 1.2 Live (Reducible) Loading 0.5 Live (Unreducible) Loading 1 Live (Storage) Loading 1 Live (Parking) Loading 1 Live (Roof) Loading 1.6 Factored LC: 1.2D + fiL + 1.6S Active Design Criteria: User Minimum Design, Code Minimum Design, Strength Design, Ductility Design Analysis: Zero -Tension Loading Standard Factor Self -Dead Loading 1.2 Hyperstatic Loading 1 Other Dead Loading 1.2 Live (Reducible) Loading 0.5 Live (Unreducible) Loading 1 Live (Storage) Loading 1 Live (Parking) Loading 1 Snow Loading 1.6 Mil we Mk Load Combinations - 15 es Imo Holden Mat Slab W LATERAL shear only.cpt - 1/11/2019 Load Combinations (9) Factored LC: 0.9D + flL + 1.6Lr Active Design Criteria: User Minimum Design, Code Minimum Design, Strength Design, Ductility Design Analysis: Zero -Tension Loading Standard Factor Self -Dead Loading 0.9 Hyperstatic Loading 1 Other Dead Loading 0.9 low Live (Reducible) Loading 0.5 Live (Unreducible) Loading 1 Live (Storage) Loading 1 Live (Parking) Loading 1 • Live (Roof) Loading 1.6 Factored LC: 0.9D + fiL + 1.6S Active Design Criteria: User Minimum Design, Code Minimum Design, Strength Design, Ductility Design law Analysis: Zero -Tension ▪ Loading Standard Factor Self -Dead Loading 0.9 Hyperstatic Loading 1 Other Dead Loading 0.9 Live (Reducible) Loading 0.5 Live (Unreducible) Loading 1 Live (Storage) Loading 1 Live (Parking) Loading 1 Snow Loading 1.6 Factored Wind LC: 1.2D + f1L + 0.5Lr + 1.0W Active Design Criteria: User Minimum Design, Code Minimum Design, Strength Design, Ductility Design Analysis: Zero -Tension Key Lateral Loading: Wind -Ultimate Standard Factor: 1 Loading Standard Factor Self -Dead Loading 1.2 Hyperstatic Loading 1 Other Dead Loading 1.2 • Live (Reducible) Loading 0.5 1.• Live (Unreducible) Loading 1 Live (Storage) Loading 1 • Live (Parking) Loading 1 rd.+ Live (Roof) Loading 0.5 tow 1110 Load Combinations - 16 Holden Mat Slab W LATERAL shear only.cpt - 1/11/2019 Load Combinations (10) Factored Wind LC: 1.2D + f1L + 0.5Lr - 1.0W Active Design Criteria: User Minimum Design, Code Minimum Design, Strength Design, Ductility Design Analysis: Zero -Tension Key Lateral Loading: Wind -Ultimate Standard Factor: -1 Loading Standard Factor Self -Dead Loading 1.2 Hyperstatic Loading 1 Other Dead Loading 1.2 Live (Reducible) Loading 0.5 Live (Unreducible) Loading 1 Live (Storage) Loading 1 Live (Parking) Loading 1 Uve (Roof) Loading 0.5 Factored Wind LC: 1.2D + flL + 0.5S + 1.0W Active Design Criteria: User Minimum Design, Code Minimum Design, Strength Design, Ductility Design Analysis: Zero -Tension Key Lateral Loading: Wind -Ultimate Standard Factor: 1 Loading Standard Factor Self -Dead Loading 1.2 Hyperstatic Loading 1 Other Dead Loading 1.2 Live (Reducible) Loading 0.5 Live (Unreducible) Loading 1 Uve (Storage) Loading 1 Live (Parking) Loading 1 Snow Loading 0.5 Factored Wind LC: 1.2D + f1L + 0.5S - 1.0W Active Design Criteria: User Minimum Design, Code Minimum Design, Strength Design, Ductility Design Analysis: Zero -Tension Key Lateral Loading: Wind -Ultimate Standard Factor: -1 Loading Standard Factor Self -Dead Loading 1.2 Hyperstatic Loading 1 Other Dead Loading 1.2 Live (Reducible) Loading 0.5 Uve (Unreducible) Loading 1 Live (Storage) Loading 1 Live (Parking) Loading 1 Snow Loading 0.5 %MI Load Combinations - 17 NEI if Load Combinations (11) Factored Wind LC: 1.2D + 1.6Lr + O.5W fwv Holden Mat Slab W LATERAL shear only.cpt - 1/11/2019 Active Design Criteria: User Minimum Design, Code Minimum Design, Strength Design, Ductility Design Analysis: Zero -Tension Key Lateral Loading: Wind -Ultimate Standard Factor: 0.5 Loading Standard Factor Self -Dead Loading 1.2 Hyperstatic Loading 1 Other Dead Loading 1.2 Live (Roof) Loading 1.6 Factored Wind LC: 1.2D + 1.6Lr - O.5W Active Design Criteria: User Minimum Design, Code Minimum Design, Strength Design, Ductility Design Analysis: Zero -Tension Key Lateral Loading: Wind -Ultimate Standard Factor: -0.5 Loading Standard Factor Self -Dead Loading 1.2 Hyperstatic Loading 1 Other Dead Loading 1.2 Live (Roof) Loading 1.6 Factored Wind LC: 1.2D + 1.6S + O.5W Active Design Criteria: User Minimum Design, Code Minimum Design, Strength Design, Ductility Design Analysis: Zero -Tension Key Lateral Loading: Wind -Ultimate Standard Factor: 0.5 Loading Standard Factor Self -Dead Loading 1.2 Hyperstatic Loading 1 Other Dead Loading 1.2 Snow Loading 1.6 ctored Wind LC: 1.2D + 1.65 - O.5W Active Design Criteria: User Minimum Design, Code Minimum Design, Strength Design, Ductility Design Analysis: Zero -Tension Key Lateral Loading: Wind -Ultimate Standard Factor: -0.5 Loading Standard Factor Self -Dead Loading Hyperstatic Loading Other Dead Loading Snow Loading 1.2 1 1.2 1.6 Factored Wind LC: O.9D + W Active Design Criteria: User Minimum Design, Code Minimum Design, Strength Design, Ductility Design Analysis: Zero -Tension Load Combinations - 18 Holden Mat Slab W LATERAL shear only.cpt - 1/11/2019 Load Combinations (12) Factored Wind LC: O.9D - W Active Design Criteria: User Minimum Design, Code Minimum Design, Strength Design, Ductility Design Analysis: Zero -Tension Key Lateral Loading: Wind -Ultimate Standard Factor: -1 Loading Standard Factor Self -Dead Loading 0.9 Hyperstatic Loading 1 Other Dead Loading 0.9 Factored Seismic LC: 1.2D + fiL + f2S + E Active Design Criteria: User Minimum Design, Code Minimum Design, Strength Design, Ductility Design Analysis: Zero -Tension Key Lateral Loading: Seismic -Ultimate Standard Factor: 1 Loading Standard Factor Self -Dead Loading 1.2 Hyperstatic Loading 1 Other Dead Loading 1.2 Live (Reducible) Loading 0.5 Live (Unreducible) Loading 1 Live (Storage) Loading 1 Live (Parking) Loading 1 Snow Loading 0.7 Factored Seismic LC: 1.2D + f1L + f2S - E Active Design Criteria: User Minimum Design, Code Minimum Design, Strength Design, Ductility Design Analysis: Zero -Tension Key Lateral Loading: Seismic -Ultimate Standard Factor: -1 Loading Standard Factor Self -Dead Loading 1.2 Hyperstatic Loading 1 Other Dead Loading 1.2 Live (Reducible) Loading 0.5 Live (Unreducible) Loading 1 Live (Storage) Loading 1 Live (Parking) Loading 1 Snow Loading 0.7 Factored Seismic LC: O.9D + E Active Design Criteria: User Minimum Design, Code Minimum Design, Strength Design, Ductility Design Analysis: Zero -Tension Key Lateral Loading: Seismic -Ultimate Standard Factor: 1 Loading Standard Factor Self -Dead Loading 0.9 Hyperstatic Loading 1 Other Dead Loading 0.9 Load Combinations - 19 Holden Mat Slab W LATERAL shear only.cpt - 1/11/2019 Load Combinations (13) Factored Seismic LC: 0.9D - E Active Design Criteria: User Minimum Design, Code Minimum Design, Strength Design, Ductility Design Analysis: Zero -Tension Key Lateral Loading: Seismic -Ultimate Standard Factor: -1 Loading Standard Factor Self -Dead Loading 0.9 Hyperstatic Loading 1 Other Dead Loading 0.9 Load Combinations - 20 Holden Mat Slab W LATERAL shear only.cpt - 1/11/2019 Mesh Input: Standard Plan Mesh Input Scams; Beam Prfmakes; Slab Areas; Stab Area Priorities: Stab Openings: Stab Opening Priorities; Point Supports; Paint Support Irons; Line Supports; Una Support Isom; Wags Above; Waite Below; Columns Above; COEIMOS below Column Number.; Point Swings; P $ycaG •f:R25 PRO Kasai Ojai SD Mesh Input: Standard Plan - 21 Holden Mat Slab W LATERAL shear only.cpt - 1/11/2019 Mesh Input: Standard Plan (2) Priori:y.2 ly,S' Prtooty.S %MN Mesh Input: Standard Plan - 22 Holden Mat Slab W LATERAL shear only.cpt - 1/11/2019 Oft Other Dead Loading: All Loads Plan Other Dead LoadIna; Point Loads; Point Load Icons; Point Load Values; (Me Loads; Lino Load Icons; Line Load Values; Area Loads; Ama Load loons; Area Load Values; User Notes; User Lines; User Dimensions; DravAnp Import: User Notes; User Lines; User Dimensions; 0; A-FLOR; A -WALL; A-WALL-PATT, A-GLAZ; A-FLOR-OVHD; C-PROP-LINE; A-DOOR-GLAZ; A -DOOR -FRAM; L-SITE; S-COLS; A -DOOR; S-STRS-MEIND; A-DETL-MEDM; A-FLOR-LEVL; A-GLAZ-CWMG; A-FLOR-HRAL; 4.08 Mesh Input; Stab Areas; Wells Above; Columns Above; Element: Wall Elements Above; Wall Elements Below; Well Element Maine Only; Column Elements Above; Column Elements Below Slab Elements; Slab Element Outline Only; a 1225 • Fy.21 Fy.60 1F oFy=i12 se212 118 MIN Woo 140 Other Dead Loading: All Loads Plan - 23 Holden Mat Slab W LATERAL shear only.cpt - 1/11/2019 Other Dead Loading: All Loads Plan (2) r oFz=320 OM 1 F..260 Fz=17 .14 rz=3sq p F..2:15 wFr49 11. Other Dead Loading: All Loads Plan - 24 Holden Mat Slab W LATERAL shear only.cpt - 1/11/2019 Live (Reducible) Loading: All Loads Plan Live (Reducible) Loading: User Lines; User Notes; User Dimensions; Point Loads; Point Load Icons; Point Load Values; Line Loads; Line Load Icons; Line Load Values; Area Loads; Area Load Icons; Area Load Values; Drawing Import: User Lines; User Notes; User Dimensions; Element WAIT Elements Below; Wall Elements Above; Wall Element Outline Only; Column Elements Below; Column Elements Above; Slab Elements; Slab Element Outline Only; Scab • 1:225 0 Live (Reducible) Loading: All Loads Plan - 25 Holden Mat Slab W LATERAL shear only,cpt - 1/11/2019 Live (Reducible) Loading: All Loads Plan (2) EL pia ea 0 Live (Reducible) Loading: Alt Loads Plan - 26 Holden Mat Slab W LATERAL shear only.cpt - 1/11/2019 Mat Fz=3 Fz•3 Live (Unreduc'ible) Loading: All Loads Plan Live (Unreducible) Loading: Point Loads; Point Loud Icons; Point Land Values; Line Loads; Line Load Icons; Lino Load Values; Area Loads; Area Load Icons; Area Load Values; User Notes; User Lines; User Ulmenslens; Mesh Input Slab Areas; Walls Above; Columns Above; Element: Wall Elements Above; Wall Elements Bet rx; Wall Element Outline Only; Column Elements Above; Column Elements Below, Slab Elements; Slab Element Outline Only; gcalo =1:225 Fz=t (00 zut2 (41 z=20 ,s,fzSEitEal150 Fz>21 Fz=961 Fz=59 ®Fz=55 ®Fz•103 EiFo 48 ®Fz=79 Fz=35 Fz07 z=39 IMP A Live (Unreducible) Loading: All Loads Plan - 27 Holden Mat Slab W LATERAL shear only.cpt - 1/11/2019 Live (Unreducible) Loading: All Loads Plan (2) Crj Fz.=106 mFx.16 pFx=13 g F Fr,12 F2.100 Fr=g7 Live (Unreducible) Loading: All Loads Plan - 28 NMI Holden Mat Slab W LATERAL shear only.cpt - 1/11/2019 Ultimate Seismic East Loading: All Loads Plan Ultimate Seismic East Loading: User Lbws; User Notes; User Oimenstom; Point tends; Point Load Icons; Point Load Values; Line Loads; the Load Icons; Ole Load Values; Area Loads; Area Load Icons; Area Load Values; tka inp import User lines; User Notes; User Dimensions; Element: Well Elements Below Wall Elements Alroxa; Well Element plane Only; Column Elements BOOK Column Elements Above; Slab Elements; Slab Element Outten, Only; ¢use * 1:226 IIU saw NMI let w EON tag* I• Ultimate Seismic East Loading: All Loads Plan - 29 Holden Mat Slab W LATERAL shear only.cpt - 1/11/2019 Ultimate Seismic East Loading: All Loads Plan (2) 0 IMO Ultimate Seismic East Loading: All Loads Plan - 30 Holden Mat Slab W LATERAL shear only.cpt - 1/11/2019 Ultimate Seismic North Loading: All Loads P an Ultimata Seismic North Leading: User Lines; User Notes; User Dimensions; Point Loads; Paint Load Icons; Point Load Values; Una Loads; Line Load Icons; Une Load Values; Area Loads; Area Load loons; Area Load Values; Mewing import User Lines; User Notes; User Dimensions; Element Wall Elements titelow Wall Elements Above; Wall Element Outline Only; Column Elements Bolero Column Elements Above; Slab Elements: Slab Element Outline Only; aeala 11.25 0 0 0 o C 0 Mes20000 0 0. 0 f 0 Ultimate Seismic North Loading: All Loads Plan - 31 Holden Mat Slab W LATERAL shear only,cpt - 1/11/2019 Ultimate Seismic North Loading: All Loads Plan (2) ! 0 0 Ultimate Seismic North Loading: All Loads Plan - 32 Holden Mat Slab W LATERAL shear only.cpt - 1/11/2019 Ultimate Wind East Loading: All Loads Plan Ultledne Wind East Losdtng: User Lines; User Notes; User Dimensions; Point Loads; Point Load Icons; Point Load Values; Line Loads; Line Load kens; Line Load Values; Area Loads; Area Load Icons; Area Load Values; Drawing Import: User Lines; User Notes; User Dimensions; Element: Wall Element* Selonr, Wall Elements Above; Wail Element Outline Only; Column Elements Nnbnoo: Column Elements Above; Slab Elements; Slab Element Outline Only; rwk • 1225 0 F2a577 SFr 513 oFz 5nd 0F2=,St3 Ultimate Wind East Loading: All Loads Plan - 33 Holden Mat Slab W LATERAL shear only.cpt - 1/11/2019 Ultimate Wind East Loading: A Loads Plan (2) Ultimate Wind East Loading: All Loads Plan - 34 Holden Mat Slab W LATERAL shear only.cpt - 1/11/2019 Ultimate Wind North Loading: All Loads Plan Ultimate Wind North Loading: User Lines; User Notes; User Dimensions; Point Loads; Point Load Icons; Point Load Values; Line Loads; Line Load Icons: Line Load Values; Area Loads; Area Load Icons; Area Load Values; Drawing Import: User Lino; User Notes; User Dlmenslons; Element: Wall Elements Below; Wall Elements Above; Wall Element Outline Only; Column Elements Below; Column Elements Above; Slab Elements; Slab Element Outline Only; Srab= 1:225 ❑ ❑ 0 ❑ EFa•513 EIFce513 FsnS13 wFan513 Ultimate Wind North Loading: All Loads Plan - 35 Holden Mat Slab W LATERAL shear only.cpt - 1/11/2019 Ultimate Wind North Loading: All Loads Plan (2) 0 0 0•• 0! 01 1 Ultimate Wind North Loading: All Loads Plan - 36 Holden Mat Slab W LATERAL shear only.cpt - 1/11/2019 Factored LC • • 1.4D: Max Mx Plan Factored LC: 1.40: User Lines; User Notes: User Dimensions; 0mrNng Import User Lines; User Notes; User Dimensions; Element Wall Elements Below, Wall Elements Above; Wall Element Outline Only; Column Elements Below, Column Elements Above; Slab Elements; Slab Element Outline Only; Scale • 1:225 Factored LC: 1.40 - Bending Moment Plot (Maximum Values) (X-AoIs Direcllen) One Contour • 6 Kips Min Value • -53.97 Kips @ (12.35,-61.22) Max Value =127.7 Kips @ (12.35,-76.95) .iJ I j 1. if /!i is 2:4", ✓rr✓ lif\tom..: Factored LC: 1.4D: Max Mx Plan - 37 Holden Mat Slab W LATERAL shear only.cpt - 1/11/2019 Factored LC: 1.4D: Max Mx Plan (2) It „.; 7 r- 4- ---2-;.- i eg-[Ii,_•,, ,1 ,) ,g;,..?` ...,--- . \ .., ,-':, - . , 7--'1.. ".",............,„„........„... r` /---i, ..--- -/ 0/cLiA,C 1.011 Factored LC: 1.4D: Max Mx Plan - 38 Holden Mat Slab W LATERAL shear only.cpt - 1/11/2019 Factored LC: 1.4D: Min Mx Plan Samna] LC: 1.41): User Lines; User Notes; User Dimensions; Drawing Import User Lines: User Notes; thug DimenalOnal Element: Wall Elements Below; Wall Elements Above; Wall Element Outline Only; Column Elements Below; Column Elements Above; Slab Elements; Slab Element Outline Only; Seale a 1225 Faelored LC: 1.40 Bending Moment Piot (Minimum Values) (X.Axls131rect)on) One Contour 5 Kips Min Value a -53.97 Kips (12.35,-61.22) Max Value a 127.7 Alps ft (12.35,-76.95) • — 1 114 0 ( rr; '-\ v,rd \q„0:14 /7 Factored LC: 1.4D: Min Mx Plan - 39 IMO ens WW1 Holden Mat Slab W LATERAL shear only.cpt - 1/11/2019 in Factored LC:1.4D: Min Mx Plan (2) \ Hv FF,?5 4" • _ L-4 ' -- -- ------ ._-----T-7-1-°----), -:--).-----7-------- r - - 7-- , ; • 1 J( ,/ ) , , - ) ) ----- --cz,------ --------____-- /". c.>CIT Factored LC: 1.4D: Min Mx Plan - 40 Holden Mat Slab W LATERAL shear only.cpt - 1/11/2019 Factored LC: 1.4D: Max My Plan Factored LC: 1.4En User Lines; Uwe Notes, lie. BenensiMml Drawing Import User Lines; User Not User DimenslOW Element: Wag Elements Below; Wall Elements Abort; Wall Element Outline Only; Column Elements Below; Column Elements Above; Slab Elements; Slab Element °Wane Only; Scala .1,V5 Factored LC:1.40 tt Bending Moment Plot (Maximum Values) (Y-AMs Direction) One Contour . Klps Min Value ttS4.17 Kies (23.82,6291) Max Value . 10S7 Rips (41,06,46.05) i ' 1 , 5 II 0 «TI / FactoredLC: 1.4D: Max My Plan - 41 Holden Mat Slab W LATERAL shear only.cpt - 1/11/2019 Factored LC: 1.4D: Max My Plan (2) I l Factored LC: 1.4D: Max My Plan - 42 Holden Mat Slab W LATERAL shear only.cpt - 1/11/2019 04 Factored LC: 1.4D: Min My Plan Factored LC: 1.41): User Lines; User Notes; User Dimensions; brewing Import: User Lines; User Notes; User Dimensions; Element: Wall Elements Below, Well Element. Above; Wall Element Outline Only; Column Elements Below Column Elements Above; Slab Elements; Slab Element Outline OnN; SWIM .1:225 Factored LC: 1 AD - Bending Moment Plot (Minimum Values) (Y'Axis lalrectlon) Ono Contour 5 Kips MIn Value • 44.17 nips 642162,4391) Max Value .108,7 Alps (0 (41.96,46.05) I / I !!' • !`".. ED: • )„I/1 cp.:ill/ / • • • ' 1 , I /\ ran' yo , :! 1 Factored LC: 1.4D: Min My Plan - 43 IMOR Holden Mat Slab W LATERAL shear only.cpt - 1/11/2019 Factored LC: 1.4D: Min My Plan (2) Factored LC: 1.4D: Min My Plan - 44 Holden Mat Slab W LATERAL shear only.cpt - 1/11/2019 SS Factored LC: 0.9D: Max Mx Plan Fectonei LC; 0.9D: User Lines; User Notes; User Dimensions; Drawing Import: User Lines; User Notes; User Dimensions; Element: Wall Elements Belovr, Wall Elements Above; Wall Element Outline Only; Column Elements Below; Column Elements Above; Slab Elements; Slab Element Outline Only; Scat. .1:225 Factored LC: 0.90 - Bending Moment Plot (Maximum Values) (X-Axis Direction) One Contour .2 Kips Min Value .44.69 Kips (12.35,41.22) Max Value 82.1 Kips AJ (12.35276,9S) „2—,2 ........... ' r „AN 11 1 ,11 111.1i/ A I )1) • __: ' o . • •4'• . ________________ j „----- --------) I t ,',(,•,-,-1 / \ .,.,- --- ,---;', ---- e,---- vs" ( ,,, __,...„ ''. i 17 k 1 ) 7 / i 1 1 *29. t•• ,:••:' i , , . , • / , / ) / if —A% 11 .:..::.___---- • -77-" [Th ICJ ‘.."` ( V '1 • j!-- ( ) Factored LC: 0.9D: Max Mx Plan - 45 NM WIN Holden Mat Slab W LATERAL shear only.cpt - 1/11/2019 Factored LC: O.9D: Max Mx Plan (2) 4i -2 f Factored LC: 0.9D: Max Mx Plan - 46 Holden Mat Slab W LATERAL shear only.cpt - 1/11/2019 \ i4.4•10:' , ...., kle„ „..„........_ __....- / Factored LC: 0.9D: Min Mx Plan Factored LC: 0.9D: User Lines; User Notes; User Dimensions; Drawing Import: User Lines: User Notes; User Dimensions; Element: Wall Elements Below, Wall Elements Above; Well Element Outline Only; Column Elements Below; Column Elements Above; Slab Elements; Slab Element Outline Only; Scale it 1:225 Factored LC: 0.00 • Bending Moment Plot (Minimum Values) (X-Axis I Wrection) One Contour .2 Kips Min Value -34.69 Kips (12.35;61.22) Max Value *82.1 Kips (12.35,-76.95) • -Qt.i>)•"" 7 f37- q11 '0J11/r, 1743.-•••"( : i ----' ,,---=-,-=------7-_—........--:----i -..,,,,....4'ff_f,----_-'_,•-_-=-72: v'144-, ...,...• ••.••,..............,,•/. r....r.r•r•,•••• , •/' •• - ---,___:__/• ,",(----1 \ . \ . \ .,•.: ''' ._.,j, )tii ,. ..------ --._1/- ,------ ,rr,..„,/•r•rrr•Yry -Thlf -1 I ) „ ilit:k i •••••••••••• rr_r_r•••••• •••••••^. ••• -4— / , / r • • A 0 . (74 • • , • , ,,••• -- } ) p io '(( //i, \ . \ \ \ / lel / oi(d l, t I / / Facto red LC: 0.9D: Min Mx Plan - 47 IMP Holden Mat Slab W LATERAL shear only.cpt - 1/11/2019 (. _ (01, 'd111(1! ((() • Factored LC: 0.9D: Min Mx Plan - 48 Holden Mat Slab W LATERAL shear only.cpt - 1/11/2019 FactOred LC: 0.9D: Max My Plan Factored LC: 0.9D: User Lines; User Notes; User Dimensions; Drawing Import: User Lines; User Notes; User Dimensions; Element: Wall Elements Below; Well Elements Above; Wall Element Outline Only; Column Elements Below; Column Elements Above; Slab Elements; Slab Element Outline Only; Soak .1:22$ Factored LC: 0.90 - Bonding Moment Plot (Maximum Values) (Y-Axis Direction) One Contour • 2 Kips Min Value* 41,62 Kips (23,624.391) Man Value • 69,91 Kips 66 (41.96,76.0S) / Factored LC: 0.9D: Max My P / /~� /�� / ` ` m Factored LC: 0.91D: Max My Plan - 50 Holden Mat Slab W LATERAL shear only.cpt - 1/11/2019 Factored LC: 0.9D: Min My Plan Factored LC: 0.9D: User Lines; User Notes; User Dimensions; Drawing Import: User Lines; User Notes; User Dimon.' ons; Element: Well Elements Below Wall Elements Above; Well Element Outline Only; Column Elements Below; Column Elements Above; Slab Elements; Slab Element Outline Only; Scale • 1:225 Factored LC: 0.9D - Bending Moment Plot (Minimum Values) (ILAxls Direction) Om Contour* 2 Kips Min Value • 44E2 Klps ffe(23.82,5.391) Max Value • 69.91 Kips €) (41.96,-76.05) Holden Mat Slab W LATERAL shear only.cpt - 1/11/2019 Factored LC: 0.9D: Min My Plan (2) / •f 1, ri Factored LC: 0.9D: Min My Plan - 52 Holden Mat Slab W LATERAL shear only.cpt - 1/11/2019 Factored LC: 1.2D + 1.6L + 0.5Lr: Max Mx Plan Factored LC: 120 * 1.61. 0.5Lt User Lines; User Notes; User Dimensions; Drawing Import User Lines; User Notes; User Dimensions; Element Wall Elements Below, Wall Elements Above; Wall Element Outline Only; Column Elements Below, Column Elements Above; Slab Elements; Slab Element Outline Only; Scale • 1:225 Factonad LC: 1,20*1.5L* 0.5Lr Bending Moment Plot (Maximum Values) (%Axis Direction) One Contour • 5 Klpa Min Value •-6258 Kips Q (12.35,41.22) Max Value• 143.9;Sipe Q (12.35,78.95) 1 K+i I�jf jr T. A IM IAY -6.41110 `1 '+ Factored LC: 1.2D + 1.6L + 0.5Lr: Max Mx Plan - 53 49111 -04 41110 elm tom out Holden Mat Slab W LATERAL shear only.cpt - 1/11/2019 Factored LC: 1.2D + 1.6L + 0.5Lr: Max Mx Plan (2) . / , , , (.,-A':,-',,,:,-) . . . :/ _, Factored LC: 1.2D + 1.6L + 0.5Lr: Max Mx Plan - 54 Holden Mat Slab W LATERAL shear only.cpt - 1/11/2019 Factored LC: 1.2D + 1.6L + 0.5Lr: Min Mx Plan Factored LC: 1/D • 1.6L • 0.5Lo User Lines; User Notes; User Dimensions; Drawing Import: User Unto; User Notes; User Dimensions; Element Wall Elements Below; Wall Elements Above; Well Element Outline Only; Column Elements Below, Column Elements Above; Slab Elements; Slab Element Outline Only; Scab • 1:225 Factored LC: 1.20.1.6L • 0.5Lr • Bending Moment Plot (Minimum Values) (X-Axis Direction) One Contour • 5 Kips Min Value •-62.5B Kips G (12.35,.61.22) Max Value• 163.E Kips @ (12.35,-76.85) cr— di H// • Factored LC: 1.2D + 1.6L + 0.5Lr: Min Mx Plan - 55 tee 4111 AFL :aa ht, 414 IMMI Holden Mat Slab W LATERAL shear only.cpt 1/11/2019 r Factored LC: 1.2D + 1.6L + 0.5Lr: Min Mx Plan (2) i ^N / r•--- //-.�----� �S (1rt fitz7 \. �J(zi - Factored LC: 1.2D + 1.6L + 0.5Lr: Min Mx Plan - 56 Holden Mat Slab W LATERAL shear only.cpt - 1/11/2019 Factored LC: 1.2D + 1.6L + 0.5Lr: Max My Plan Factontd LC: 1.2D .1.61+ 0.51n User Linea; User Notes; User Dimensions; Drawing Import: User Lines; User Notes; User Dimensions; Element: Wall Ehments Below; Wall Elements Above; Wall Elementt�° Nine Only; Column Elements Below, Column Elements Above; slab Elements; Slab Element Outline Only; Scab • 1:225 Factored LC: 1.2D * 1.61 * 0.5Lr - Bending Moment Plot (Maximum Values) (Y-Axis Direction) Ornt Contour 5 Kips Min Value • -60.02 Kips @ (21.54; 5.3S6M Max Value it 126.5 Kips Q (41; 107) Factored LC: 1.2D + 1.6L ax My Plan - 57 Holden Mat Slab W LATERAL shear only.cpt - 1/11/2019 • 0 1 / ) / I Factored LC: 1.7D + 1.6L + 0.5Lr: Max My Plan - 58 Holden Mat Slab W LATERAL shear only.cpt - 1/11/2019 Factored LC: 1.2D. 1.6L+ 0.5Lr. User Lines; User Notes; User Dimennlona; Drawing Import: User Lines; User Notes; User Dimensions; Element: Wall Eloments Below, Wall Elements Above; Wall Element Outline Only; Column Elements Below; Column Elements Above; Slab Elements; Slab Element Outline Only; Scale • 1:225 Factored LC: 1.2D+ 1.6L+ 0.5Lr - Bending Moment Plot (Minimum Values) (V-Azle Direction) One Contour • 5 Kips } Min Value• -60,02 Kips (21.94,-5.386) Max Value • 126.5 Kips Q (41;107) Factored LC: 1.2D + 1.6L + 0.5Lr: Min My Plan Factored LC: 1.2D + 1.6L + 0.5Lr: Min My Plan - 59 Holden Mat Slab VVLATERAL shear unly.4t'1/11/lO19 , / / rr � � ' \ ' ' Holden Mat Slab W LATERAL shear only.cpt - 1/11/2019 Factored Wind LC: 1.2D + f1L + 0.5Lr + 1.0W: Max Mx PIS Factored Wind LC: 1,20+ r11 + 0.5Lr+ 1.0W: User Lines; Veer Notes; Uaor Dimensions; Drawing Import: User Lines; User Notes; User Dimensions; Element Wall Elements Below, Wall Elements Above; Wall Element Outline Only; Column Elements Below; Column Elements Above; Slab Elements; Slab Element Outline Only; Scale • 1 225 Factored Wind LC: 1.20+ t1L+ 0.5Lr+ 1.0W - Bonding Moment Plot (Maximum Values) (X-Azle Direction) One Contour • 5 Kips Min Value •-56A7 Kips 12(12.35,-61.22) Max Value • 152.9 Kips (106.9,-69.01) 2Y� c: ) Nair Mit INsa Factored Wind LC: 1.2D + f1L + 0.5Lr + 1.0W: Max Mx Plan - 61 Holden Mat Slab W LATERAL shear only.cpt - 1/11/2019 Factored Wind LC: 1.2D + fli + 0.5Lr + 1.0W Max Mx Ph i-7, , , (---) / .. -.-.i „ L..2,-, / • fml ,/ ,.----- • Factored Wind LC: 1.2D + flL + 0.5Lr + 1.0W: Max Mx Plan - 62 holden Mat Slab W LATERAL shear only.cpt - 1/11/2019 11111. Factored Wind LC s 1.2D + f1L + 0.5Lr + 1.0W: Min Mx Pla Factored Wind LC: 1.20 + alL+ 0.5Lr + 1.OW: User lines; User Notes; User Dimensions; Drawing import: User Lines; User Notes; User Dimensions; Element: Wall Elements Below: Wall Elements Above; Wall Element Outline Only; Column Elements Below; Column Elements Above; Stab Elements; Stab Element Outline Only; Scab c 1:225 Factored Wind LC: 1.2D+ H1+ 0.5Lr + 1.0W - Bending Moment Plot (Minimum Values) (X-Axis Direction) One Contour a 5 Kips Min Value a -119.9 Kips Q (10290.79) Max Value a 131 Kips @ (1255,-75.95) is _5 c. 0 dryl Factored Wind LC: 1.2D + fit + 0.5Lr + 1.0W: Min Mx Plan - 63 Meet z Holden Mat Slab W LATERAL shear only.cpt - 1/11/2019 Factored Wind LC: 1.2D + fi one 1114 + 0.5Lr + 1.OW: Min Mx Pla ji Factored Wind LC: 1.2D + f1L + 0.5Lr + 1.0W: Min Mx Plan - 64 Holden Mat Slab W LATERAL shear only.cpt - 1/11/2019 Factored Wind LC • • Factored Wind LC: 1.20 + f1L+ 0.5Lx+ 1.0W: User Linos; User Notes; Boer Dimensions; Drawing Import: User Lines; User Notes; User Dimensions; Element: Wall Elements Below, Wall Elements Above; Wall Element Outline Only; Column Elements BalOW Column Elements Above; Slab Elements; Slab Element Outline Only; Sash e1:225 Factored Wind LC: 1.20 • fIL+ 0.5Lr • 1.0W -Bending Moment Plot (Maximum Values) (Y-Axis Direction) One Contour* 5 Kips Min Value a -54.91 Kips fa (21.94,-5.386) Max Value 163.3 Kips (101.1,-93.28) 1.2D + f1L + 0.5Lr + 1.OW: Max My PIz M•+^J ,,1 I / ored Wind LC: 1.2D + f1L + 0.5Lr + 1.0W: Max My Plan - 65 Fa Iwo 11 M► Holden Mat Slab W LATERAL shear only.cpt - 1/11/2019 Factored Wind LC: 1.2D + f1L + 0.5Lr + 1.OW: Max My PIE / Factored Wind LC: 1.2D + f1L + 0.5Lr + 1.0W: Max My Plan - 66 Holden Mat Slab W LATERAL shear only.cpt - 1/11/2019 Factored Wind LC: 1.2D + f1L + 0.5Lr + 1.0W: Min My Pla Factored Wind LC: 1.2D • f1L . 0.5Lr.1.0W: User Lines; User Notes; User Dimensions; Drawing Import: User Lines; User Notes; User Dimensions; Element Wall Elements Below, Wall Elements Above; Wall Element Oatlino Only; Column Elements Below, Column Elements Above; Slab Elements; Slab Element Outline Only; Scale • 1:225 Factored Wind LC: 1.2D • bIL. 0.5Lr. 1.0W - Bending Moment Plot (Minimum Values) 0-Axis Direction) One Contour e 5 Kipx Min Value. -94.15 Kips @ (109,0,-98.09) Max Value = 111.7 Nips @ (41,-107) Factored Wind LC: 1.2D + f1L + 0.5Lr + 1.0W: Min My Plan - 67 Holden Mat Slab W LATERAL shear only.cpt - 1/11/2019 0 Factored Wind LC: 1.2D + fiL + 0.5Lr + 1.0W: Min My Pla ) Factored Wind LC: 1.2D + fiL + 0.5Lr + 1.0W: Min My Plan - 68 Holden Mat Slab W LATERAL shear only.cpt - 1/11/2019 W4 Factored Wind LC: 1.2D + f1L + 0.5Lr - 1.0W: Max Mx Plai Factored Wind LC: 1.2D • f1L • 0.5Lr- 1.0W: User Lines; User Notes; User Dimensions; DrnIng Import: User Lines; User Notes; User Dimensions; Element: Wall Elements Below, Wall Elements Above; Wall Element Outline Only; Column Elements Below, Column Elements Above; Slab Elements; Slab Element Outline Only; Scale • 1:225 Factored Wind LC: 1,2D • 11L • 0.51 a • t.0W • Bandung Moment Plot (Maximum Values) (X-Axis Direction) One Contour • 6 Kips Mln Value • -56.47 Kips ($ (12.35, 61.22) Max Value • 165A Kips Q (108.5; 90,8) 7 25, r.. ( :lir r25 Factored Wind LC: 1.2D + f11 + 0.5Lr - 1.0W: Max Mx Plan - 69 44.1 Y. p MO emMe url pot Holden Mat Slab W LATERAL shear only.cpt - 1/11/2019 Factored Wind LC: 1.2D + f1L + O.5Lr - 1.0W: Max Mx Plai -�\ / f / Factored Wind LC: 1.2D + f1L + 0.5Lr - 1.0W: Max Mx Plan - 70 Holden Mat Slab W LATERAL shear only.cpt - 1/11/2019 Factored Wind LC: 1.2D + f1L + 0.5Lr - 1.0W: Min Mx Plar Factored Wind LC: 1.2D . 11L. 0.5Lr • 1.0W: User Lines; User Notes; User Dimensions; Drawing Import User Lines; User Notes; User Dimensions; Element Wall Elements Below; Wall Elements Above; Wall Element Outline Only; Column Elements Below, Column Elements Above; Slab Elements; Slab Element Outline Only; Scale = 1:225 Factored Wind LC: 1.2D 0 f1 L • 0.5Lr • 1.0W - Bending Moment Plot (Minimum Values) (X-Aois Direction) One Contour = 5 Kips Min Value =-90.1 Klps (103.5,A9.04) Max Value = 131 Kips (12.35,-70.95) ZII)(// pis I 1 ) Factored Wind LC: 1.2D + f1L + 0.5Lr - 1.0W: Min Mx Plan - 71 Holden Mat Slab W LATERAL shear only.cpt - 1/11/2019 •" Factored Wind LC: 1.2D + f1L + 0.5Lr - 1.0W: Min Mx Plar ro ./ r ti c w Factored Wind LC: 1.2D + f1L + 0.5Lr - 1.0W: Min Mx Plan - 72 Holden Mat Slab W LATERAL shear only.cpt - 1/11/2019 Factored Wind LC: 1.2D + f1L + O.5Lr - 1.OW: Max My Plai Factored Wind LC: 1.2D ♦ f1L + 0.5Lr - 1.OW: User Lines; User Notes; Nser Dimensions; Drawing Import: User Lines; User Notes; User Dimensions; Element Wall Elements Below; Wall Elements Above; Wall Element Omllne Only; Column Elements Below; Column Elements Above; Slab Elements; Slab Element Outline Only; Scale > 1;225 Factored Wind LC: 1.2D ♦ f1L • 0.5Lr - 1.0W - Bending Moment Plot (Mavlmum Values) (Y-Axis Direc0on) One Contour • 5 Kips Min Value - -5e.01 Kips « (21.944.396) Max Value a 134,9 tips a (100.5; 92.47) Factored Wind LC: 1.2D + fll. + 0.5Lr - 1.0W: Max My Plan - 73 Holden Mat Slab W LATERAL shear only.cpt - 1/11/2019 Factored Wind LC: 1.2D + fiL \ ,/ 1 o / ; I / ttttt 1,0 0.5Lr - 1.OW: Max My Plai / 0 1 FM!, J Factored Wind LC: 1.2D + fiL + 0.5Lr - 1.0W:- Max My Plan - 74 Holden Mat Slab W LATERAL shear only.cpt - 1/11/2019 aft Factored Wind LC: 1.2D + f1L + 0.5Lr - 1.OW: Min My Plar Factored Wind LC: 1.2D • f1L • 0.5Lr - 1.0W: User Lines; User Notes; User Dimensions; Drawing Import: User Lines; User Notes; User Dimensions; Element: Well Elements Below; Wall Elements Above; Wall Element (Aldine Only; Column Elements Below, Column Elements Above; Slab Elements; Slab Element Outline Only; Seale* 1:225 Factored Wind LC: 1.2D +f1L + 0.6Lr- 1.0W -Bending Moment Plot (Minimum Values) (Y-Axle Direction) One Contour • 5 Kips } Min Value w .113.8 Kips Q(101.1; 08.13) Max Value a 111.7 Kips (41; 107) • — / i Factored Wind LC: 1.2D + f1L + 0.5Lr - 1.0W: Min My Plan - 75 aio NMI Holden Mat Slab W LATERAL shear only.cpt - 1/11/2019 1.1 Factored Wind LC: 1.2D + f1L + 0.5Lr - 1.0W: Min My Plar r Factored Wind LC: 1.2D + f1L + 0.5Lr - LOW: Min My Plan - 76 Holden Mat Slab W LATERAL shear only.cpt - 1/11/2019 Factored Seismic LC: 1.2D + f1L + f2S + E: Max Mx Plan Factored Seismic LC: 1.2D+tit+f2S +E: User Lines; User Notes; User Dimensions; OrmNng Import: User Lines: User Notes; User Dimensions; Element Wall Elements Below; Wall Elements Above; Wall Element Outline Only; Column Elements Below, Column Elements Above; Slab Elements; Slab Element Outline Only; Seale. 1:225 Factored Seismic LC: 1.20+ f1L+ 12S+ E - Bending Moment Plot (Maximum Values) (X•Aels Oirecdon) One Contour • 5 Kips Mtn Value=-52.2 Weis Q(SS:49;143.3) Max Value = 274,3 Kips€173.95,'40,97) J P l / (i Factored Seismic LC: 1.2D + f1L + f2S + E: Max Mx Plan - 77 Holden Mat Slab W LATERAL shear only.cpt - 1/11/2019 MI Factored Seismic LC: 1.2D + f1L + f2S + E: Max Mx Plan ( Iwo 4.0 Factored Seismic LC: 1.2D 4 f1L + f2S + E: Max Mx Plan - 78 Holden Mat Slab W LATERAL shear only.cpt - 1/11/2019 Factored Seismic LC: 1.2D + fiL + f2S + E: Min Mx Plan Factored SeLC 1.26 DC • DS • E User Lines; User Notts; User Dimensions; Drawing Import thmr Lines; User Notes; User Dimensions; Element. Wan Elements Below, Wall Elements About; Wall Element Outline Only; Column Elements Below; Column Elements Alum; Stab Elements; Slab Element Outline Only; Scale al:225 Facto-rad Seismic LE 1,26 • fl L • f2S• E- Bending Moment Plot (Minimum Values) (X-Axis Direction) Ono -Contour a 5 Kips Min Value a -Ms Kips 0(55.8,142) Max Value 130.9 Kips (12.23,70.9S) o- 111 r:\R) R (RR ..... ^ +f- :=";=71 „ . / ( Factored Seismic LC: 1.26 + f2S E: Min Mx Plan - 79 Holden Mat Slab W LATERAL shear only.cpt - 1/11/2019 .25) ';, ) > ( ' ' ith Factored Seismic LC: 1.2D + f1L + f2S + E: Min Mx Plan - 80 Holden Mat Slab W LATERAL shear only.cpt - 1/11/2019 Factored Seismic LC: 1.2D + f1L + f2S + E: Max My Plan Factored Seismic LC: 1.20 « f1L+12S « E: User Lines; User Notes; User Dimensions; Drawing Import: User Lines; User Notes; User Dimensions; Element: Well Elements Below, Wall Elements Above; Wall Element Outline Only; Column Elements Below Column Elements Above; Slab Elements; Slab Element Outline Only; Scale • 1:225 Factored Seismic LC: 1.2D+ f IL + f2S + E • Bending Moment Plot (Msuirnum Values) (Y•Aslo Direction) One Contour r: 5 Kips Min Value •-124.5 Kips Q(55A9,-143.3) Max Value = 263.4 Nips Sa(65.51,-165A) Factored Seismic LC: 1.2D + f1L + f2S + E: Max My Plan - 81 Holden Mat Slab W LATERAL shear only.cpt - 1/11/2019 2..)_./..1 /// -'42.4, ilillp 0 f!,, '' ..•;::`,..-,•:,,„'.7:',"2-7,/ .- \ ------1 / Factored Seismic LC: 1.2D + flL + f2S + E: Max My Plan - 82 Holden Mat Slab W LATERAL shear only.cpt - 1/11/2019 Factored Seismic LC: 1.2D + fib + f2S + E: Min My Plan Factored Seismic LC: 1.2D+ f1L+f2S + E: User Lines; User Notes; User Dimensions; Drawing import: User Lines; User Notes; User Dimensions; Element Wall Elements Below, Wall Elements Above; Wan Element Duane Only; Column Elements Below; Column Elements Above; Stab Elements; Slab Element Outline Only; State: 1225 Factored Seismic LC: 1.20 r; v f2S + E • Deeding Moment Piot (Minimum Values) (Y•Axis Olfaction) One Contour = 5 Kips 9 Min Value = -278.2 Kips @ (102.7,-9.51) Max Value = 111.7laps @ (41; 107) Factored Seismic LC: 1.2D + fiL + f2S + E: Min My Plan - 83 Holden Mat Slab W LATERAL shear only.cpt - 1/11/2019 o ( \ ' Factored Seismic LC: 1.2D + flL + f2S + E: Min My Plan - 84 Holden Mat Slab W LATERAL shear only.cpt - 1/11/2019 Factored Seismic LC: 1.2D + f1L + f2S E: Max Mx Plan Factored Seismic LC; 1,20 • flL • f2S E: User Lines; User Notes; User Dimensions; Drawing Import User Lines; User Notes; User Dimensions; Element Wall Elements Below; Wall Elements Above; Wall Element Outline Only; Column Elements Below; Column Elements Above; Slab Elements; Slab Element Outline On(y; Scale .1.225 Factored Seismic LC: 1.2D • f1L • f25E Bending Moment Plot (Mazimum Values) (X.Axis Direct(on) One Contour • 5 Kips Min Value • 46.3? Kips (12.25,41.22) Max Value • 210.8 Kips 55 (55.8442.6) r • .,.„, , .... (---- - - , r (----/ , ) ----" ,,/ 1 ---' _..-- \ I s • - A P---7-1 25-- 0 /. ! ), • /////r,-",.,-- 25; 25 r, ".L Factored Seismic LC: 1.2D + fiL + f2S E: Max Mx Plan - 85 Holden Mat Slab W LATERAL shear only.cpt - 1/11/2019 Factored Seismic LC: 1.2D + fiL + f2S E: Max Mx Plan (2 [Ili ra. ) Factored Seismic LC: 1.2D + flL + f2S - E: Max Mx Plan - 86 Holden Mat Slab W LATERAL shear only.cpt - 1/11/2019 Factored Seismic LC: 1.2D + f1L + f2S - E: Min Mx Plan Festered Seismic LC: 1.20+ (1L + 05 • E; User Linos; User Notes; User Dimensions; Dmwlnp Import: User Lines; User Notes; User Dimensions; Element Wall Elements Below, Wall Elements Above; Wall Element Outline Only; Column Elements Below, Column Elements Above; Slab Elements; Slab Element Outline Only; Scale • 1:225 Factored Seismic LC: 1.20+fit. • r2S • E • Bending Moment Plot (Minimum Values) (6.Axis Direction) One Contour • 5 Kiln Mln Value •4e2.8 Kips Q (80.96,40.97) Max Value • 101 Kips@ (12.35,•76.95) A25! / ' 1 )10 ,jt,l o I.25 , /L tow 17N ..1 Mw1 i(� ' 1' i Factored Seismic LC: 1.2D + f1L + f2S - E: Min Mx Plan - 87Nei Holden Mat Slab W LATERAL shear only.cpt - 1/11/2019 Factored Seismic LC: 1.2D + f1L + f2S - E: Min Mx Plan (2 l, i Factored Seismic LC: 1.2D + f1L + f2S - E: Min Mx Plan - 88 Holden Mat Slab W LATERAL shear only.cpt - 1/11/2019 legasi Factored Seismic LC: 1.2D + fiL + f2S - E: Max My Plan Factored Seismic LC: 1.20 f1L +f2S -E: User Lines; User Notes; User Dimensions; Drewlnf Import: User Lines; User Notes; User Dimensions; Element: Wall Elements Below, Wall Elements Above; Well Element Outline Only; Column Elements Below; Column Elements Above; Slab Elements; 51a0 Element Outline Only; Scale • 1:225 Factored 5efsmic LC: 1.20+ f1L +f2S -E - Bending Moment Plot (Maximum Values) (Y-Axis Direction) One Contour • 5 Kips Mln Value •-5a.7 Klps Q (21.94,-5.381N Max Value a312.1 Kips Q➢i (102.7,49.5 ) Factored Seismic LC: 1.2D + f1L + f2S - E: Max My Plan - 89 WIN Bop Fes mit ages Agit Holden Mat Slab W LATERAL shear only.cpt - 1/11/2019 Factored Seismic LC: 1.2D + fn. + f2S - E: Max My Plan (2 // ) \ / /-//, / // 777•\,st Factored Seismic LC: 1.2D + flL + f2S - E: Max My Plan - 90 Holden Mat Slab W LATERAL shear only.cpt - 1/11/2019 Factored Seismic LC: 1.2D + f1L + f2S - E: Min My Plan Factored Seismic LC: 1.2D+t1L+ OS - E: User Lines; User Notes; Uttar Dimension; Drawing Import: User Lines; User Notes; User Dimensions; Element Well Elements Below; Wail Elements Above; Wall Element Outline Only; Column Elements Below; Column Elements Above'. Slab Elements; Slab Element Outline Only; Scale • 1:225 Factored Seismic LC: 1.2D+f1L+f2S • E - Bending Moment Plot (Minimum Values) (Y-Azts Direction) One Contour • 5 Kips Min Value a .194 Kips Q (55.51; 155.4) M. Vnln • 172.4 Kips Q (55.49; 143.3) i Factored Seismic LC: 1.20 + f1L + f2S - E: Min My Plan - 91 Holden Mat Slab W LATERAL shear only.cpt - 1/11/2019 Factored Seismic LC: 1.2D + f1L + f2S - E: Min My Plan (2 / ) ) ...._.- -.... 1.' _ 7- ------:\ ( ,.,,). i i 7 \ ‘''„'\I ') I j R, I 7g) Factored Seismic LC: 1.2D + flL + f2S - E: Min My Plan - 92 Holden Mat Slab W LATERAL shear only.cpt - 1/11/2019 Design'Stripil_Lalitude Design Spans Plan ...SW Lift& Spa' essailest WINO SIN WINO Oft Wilde NO Mierlatig Nag IPSO MilehlaS NNW IM,UMR ressminIC &oft Import UperNellex Mining Ur eiraisOR Muds IllobAneg WalliMem CeleimAkvir Ilkomat IlmosuliAlwom VIM Ihmionli WM IllrisidOulline Only; Piro Ilineft Maw Cele= elesuals Illoing MenesigNallIalmit Otillbe Only; OM. WS „.„ ..-==r.r=EEE-73,-Z,FEFL7 .11; Design Strip: Latitude Ign Spans Plan - 93 l 1 1 Design dip: Latitude Design Sp Holden Mat Slab W LATERAL shear only.cpt -1/11/2019 Design Strip: Longitude Design Spans Plan Mime rNumb Nam w/Emma Mayo INN rsOlio 04; ar. MEWS WYK dem rMNam YrIrSlob MNRQ;F•Olg; Holden Mat Slab W LATERAL shear only.cpt - 1/11/2019 Design Strip: Longitude Design Spans Plan - 96 Holden Mat Slab W LATERAL shear only.cpt - 1/11/2019 Design Strip: :Punching 06.1p ivy Pookliq MIN Plostis amok 1111.11.. umor Milk Ulm Lim. Um lar.11111M limb loft Nob Now MY Aisysi Mims AMP% Om* rid Nom win error arm Ivo Orme ado ordr; Comm ammo mom Cam. sprids Ding — . limmtOrlineftlin Plan n - 97 1 1 1 1 1 1 1 1 1 1 Hoiden Mat Slab W LATERAL shear only.cpt - 1/11/2019 Design Strip: Punching Checks Plan (2) Design Strip: Punching Checks Plan - 98 Holden Mat Slab W LATERAL shear only.cpt - 1/11/2019 Design Status: Status Plan Onr•tYs Unm 14rIIt1intOY•m•-i Ike S/mdIgiROm Malmo yin Drip amnion; Smn IMM Mem Linde 01108 R Vaiginga0D Mipm t»Map Mni•S A Ott WaiPC Onimc IC Oear• IYrA[ IC Oar Coming lime MrL liarlt•ItsMirOr•rm d!IY Numb Minn tY IMMOMan Mt OainOaM Gahm Crate BMWs AYorr,trrti 110 Emmet Cii1C pin •tn. OK Ovwsiwar6 sticWwt NC.4 OK EGA OK OK ON 1 OK on t8G8 Holden Mat Slab W LATERAL shear only.cpt -1/11/2019 Design Status: Status Plan (2) OK bwnwmndretl'motion) 1— 2C,t rfi an OK (normitmntlutl'malon) rcr- r) OK OK Own mmndm+d «x� unl-- o to ac Ott 7+ OK +2 OK ots =c z — r s OK [1 OK u OK (nodwfmoded 20a if.-5 OK ! pi OR OK fmrse+)+n sm.)) 1 m OK OK r3l OK fM OK OK OK (norwiona.d erAan) �mn) Design Status: Status Plan -100 Holden Mat Slab W LATERAL shear onlyr.cpt -1/11/2019 Design Status: Top Reinforcement Plan Onoluip amp* loft:ang :terOlmiliais ...aMin OWE orm,.r.anelm Wm.Emma Mom ..._.iliaMa a..ay; .da/ammacTap rainawrwlIslaL; rump oamealnrPold4 aPrrammeal f HOC cnrrra Mato.sflUu ghwwrraaiROW; .NOPlan o...arradd: Manna or.nM.raGor...a.NNW gar Hmf L T. ❑ J T. 7 eaT. I 0 3 0 Design Status: Top Reinforcement Plan -101 Holden Mat Slab W LATERAL shear only.cpt - 1/11/2019 Design Status:Top Reinforcement Plan (2) • 0 0 n 0 n 0 it a I n Design Status: Top Reinforcement Plan - 102 MI In IIII MI IN II In NI 1/11/2019 1 Holden Mat Slab W LATERAL shear only.ept - 1/11/2019 Design Status:. 0 ttom Reinforcement Plan 1 tale Holden Mat Slab W LATERAL shear only.cpt - 1/11/2019 Soil Bearing Design: Max Soil Bearing Pressure Plan Soli Bearing Design: User Lines; User Notes; User Dimensions; LatItuda Span Designs; Longitude Span Designs; Latitude DS Designs; Longitude DS Designs; PC Designs; Drawing import: User Lines; User Notes; User Dime0sions; Element Wail Elements Below; Wall Elements Above; Wall Element Outing Only; Column Elements Below; Column Elements Above; Slab Elements; Slab Element Outline Only; Scale s 1:226 Sell Dewing Design. Area Spring Vertical Reactions Plot (Maximum Values) inaiameo 000 600 900 1200 1500 1800 2100 2400 2700 Min Value•188.6 ps1(25.29,34A6) Max Value. 341D pat (10.5,-180.5) Soil Bearing Design: Max Soil Bearing Pressure Plan - 1 ISM ♦AI INN Holden Mat Slab W LATERAL shear only.cpt - 1/11/2019 Soil Bearing Desi • n: Max Soil Bearing Pressure Plan (2) NPR ►rr Soil Bearing Design: Max Soil Bearing Pressure Plan - 2 aravaswarkw 0 ; SPRINKLEFUFIRE PUMP 260 5F FIRE 296 SF PASS THRU WINDOW OPEN KITCHEN 289 SF I — — buNDEIG EEO'. COMMERCIAL KITCHEN • 1945 SF KITCHEN EXHAUST AND MAKE—UP AIR SHAFT ABV DINING —1 WELLNESS OFFICE 1581 SF WALKER STORAGE 170 SF 86 SF BISTRO 569 SF LIVING 983 SF gALON STORAG WEHLLNESSEAXM ROOr 64 SF 7-1 O4SF (—] CIRCULATION 890 SF MENS WOI LWOMENS WC 0 LOBBY 1262 SF RECEPTION 90 SF F-- STAIR A 214 SF o o STAFF WC 61 SF — WORK WM-- 181 SF RESIDENT LOADING AREA STAFF WC 91 SF TRASH 536 SF SOILED UTILITY 242 SF STAFF 335 SF COMM LAUNDR 315 SF OWER Yyp, NE 1 STAIR B 203 SF _ 806 CIRC 753 SF SALON 370 SF DISCOVERY ROOM 301 SF MKTG 174 SF 151 SF 16E3DSF Provided just as reference for loads, lateral is permitted throuhg main building permit Project: holden Subject: Concrete Wall Rigidities Project No.: Unit Load P= 1000 kips F'c 5000 psi Ec = 4031 ksi G 1612 ksi ACI Sec 8,8.2 Commentary Wall Wall Heigh Shape ,) Wall Web ength t (ft.) {ft. Sheet No.: Date: By: Podium A = (PH3)/3E1+ PH/GA R = 1/A Flange width = .25"H or.5 the distance to adjacent web Wall Flange Wall Properites Length t N.A 35% Ig (01.) (ft.) (ft,) (Ft) xR 1/11/2019 AWS r*R r4R D L 9 8 1 2,25 1 3.23 22,53 37 3.73 137852591 22.13 82 1825 D.5 C 9 22.5 1 2.25 1 11.25 514.37 46.5 37.04 1722,39071 12.63 468 5910 F.5 5 9 27.5 1 0 0 13.75 606.58 73 39.68 2896,90706 13.87 550 7632 Center of Rigidity = Wall Wall Shape 10 L 9 L 8.5 6,5 4A 4B Center of Rigidity = 59.1 80.45 4757.15037 Height 9.0 9.0 9.0 9.0 9.0 9.0 Wall Web Length t (ft.) (k) IA 1 16,0 1 10.0 1 15.6 1 15,0 1 15.6 1 Wall Flange length t Vt.) (01) 2.25 1 2.25 1 O 0 O 0 O 0 O 0 Wall Properites N.A 35% Ig (ft.) (Fe) (ft4 yR r"R 7.56 187,87 56 19.64 1099,99973 58 3 1140 7,08 158.37 78 17.48 1363.27302 36.3 635 5.00 29.17 90 4.57 411.376339 24.3 111 7.80 110.73 144 13.30 1915.03699 29.7 395 7.50 98,44 173 12.19 2108,39999 58.7 715 7.80 110.73 173 13.30 2300.70416 58.7 781 114.3 80.48 9198.79023 rt•R 66773 23035 2700 11728 41988 45818 = 207409 Project: RANCHO Sheet No.: Subject: Concrete Wall Rigidities Date: 1/11/2019 Project No.: 15041-0108 By: AWS Level 3 Vy = 1130 (ult) ex max = 18.6 includes 5% accendental torsion Vx = 1130 (ult) ey max = 17.1 Bldg length x = 110 Center of Mass x = 46 Bldg Length y = 216 Center of Massy = 108 Wall Forces Redundancy Determination Wall R r Direct Torsion F(+( A F(-) A e w/ Ax Torsion F max (k) H/L /6 of Shea Rho D 3.73 -22.1 52.3 -8.4 44.0 0.011799 60.7 0.016 18.6 8.4 60.7 1.13 4.63% 1 D.5 37.04 -12.6 520.3 -47,5 472.8 0.013 567.8 0.015 18.6 47.5 567.8 0.40 46.04% 1 F.5 39.68 13.9 557,4 55.9 613.3 0.015 501.5 0.013 18.6 55.9 613,3 0.33 49.33% 1 1 1 / ft 0,000 0.000 A @ x= 0 0,008044 0.1 0.020 0.1 A @ x= 110 0.019 0.1 0.009 0.1 Average A = 0.100 0.100 Ratio = 1.000 1.000 Ax = 1 1 1241.7 Center of force 36.05 Wall R r Direct Torsion F(+1 A F(-) A e w/ Ax Torsion F max (k) 10 19.64 -58.3 275.8 -106.7 169.1 0.009 382.5 0.019 17.1 106.7 382.5 0.53 24.41% 1 9 17.48 -36.3 245.4 -59.1 186.3 0.011 304.5 0.017 17.1 59.1 304.5 0.56 21.72% 1 8,5 4.57 -24.3 64,2 -10.4 53.8 0.012 74.5 0,016 17.1 10.4 74.5 0.90 5.68% 1 6.5 13.30 29.7 186.7 36.8 223.5 0.017 149.9 0.011 17.1 36.8 223,5 0.58 16.53% 1 4A 12.19 58,7 171.1 66.7 237.8 0.020 104.5 0.009 17.1 66.7 237.8 0.60 15.14% 1 48 13.30 58,7 186.7 72.7 259,5 0,020 114.0 0.009 17.1 72.7 259.5 0.58 16.53% 1 1 1 1482.4 A / 01 0.000 0,000 A @ = 0 0.00 0,1 0.01 0.1 Center of force 114.7 A @ y= 216 0.02 0,1 0.03 0.1 Average A = 0.100 0.100 Ratio = 1.000 1.000 Ax = 1 1 NOTE THE IRREGULARITIES CHECK, ROUNDED UP TO THE NEASRT 1/1OTH OF AN INCH, TYP Project: holden Subject: Concrete Wall Rigidities voj0t-1 No.: nit load P= f'[ _ Ec G= Wall 1000 kips 4000 psi 3605 ksi 1442 ksi Wall Shape Height ACI Sec 8.8.2 Commen ary Wall Web Length (ft.) Wall Flange Length t (ft.} (ft.) Sheet No.: Date: By: Level 1 A = )PH3 (/3EI + PH/GA R=1/8 Flange width = .25'H or.5 the distance to adjacent web Wall Properties N.A 3596 Ig (ft.) (F1.) 11 8 1 2.75 1 3.10 23.79 37 2.04 75.45872 22,027 0.5 C 11 22.5 1 2.75 1 11.25 554,84 46.5 24.28 1128,986 12.527 6,5 S 11 27.5 1 0 0 13,75 60556 73 24.99 1823.914 13,97217 349 4878 1/11/2019 AW5 Center of Rigidity= 59.0 Wall Wall Height Shape (R.) 10 L 11.0 9 L 11.0 8.5 5 11.0 6.5 5 11.0 44 5 11.0 46 5 11.0 Wall Web Length (ft.) 17.0 16.0 10.0 15.6 25.0 15.6 Wall Flange Length t (ft.) (ft.) 2.75 1 2.75 1 0 0 1 0 0 1 0 0 1 0 0 (h.) 7.39 6.90 5.00 7.80 7.50 7.80 Wall Properties N.A 35%lg (Fir) 165,75 29.17 110,73 98,44 110.73 (ft.) 56 78 90 144 173 173 51.30408 3028. R YR eft rt'R 11.85 663.4574 56.90457 674 38364 10.44 814.3662 34.90457 364 12720 2.41 216.7643 22.9D457 55 1264 7.50 1079.698 31.09543 233 7250 6.82 1180,359 60,09543 410 24641 7.50 1297.137 60.09543 451 27078 Center of Rigidity= 112.9 46.51523 5251.782 1= 120994 Project: 124 Denny Sheet No.: Subject: Concrete Wall Rigidities Date: 'roject No.: 14041-0225 By: Leveil Vy= 1680 (uh) ex max = 16.5 includes 5% accendental torsion Vx= 1680 (ult) ey max= 17.7 Bldg length x= 110 Center of Mass x= 48 Bldg Length y= 215 Center of Massy= 106 1/11/2019 AWS Wall Forces Redundancy Determination Wall R r Direct Torsion F(+) A F(-) d e w/ Ax Torsion F max (k) H/L % of Shear Rho D 2.04 -22.0 66.8 -10,3 56.5 0.028 77.1 0.038 16.5 10.3 77.1 1.38 3.98% 1 D.5 24,28 -12.5 795.0 -69.8 725.2 0.030 864.8 0.036 16.5 69.8 864.8 0.49 47.32% 1 F.5 24.99 14.0 818.2 80,1 898.3 0.036 738.0 0.030 16.5 80.1 898.3 0.40 48.70% 1 1840.2 A @ x= 0 0.019 0.100 0.046 0.100 enter of force 59.03748 1 W x= 237 0.044 0.100 0.021 0.100 Averaged= 0.100 0,100 Ratio = 1.000 1.000 Ax= 1 1 Wall R r Direct Torsion F{+) d F(-( 8 ew/Ax Torsion F max (k) 10 11.85 -56.9 427.9 -165.7 262.2 0.022 593,6 0.050 17.7 165.7 593.6 0.65 25.4796 1 9 10.44 -34.9 377.1 -89.6 287.5 0.028 466.7 0.045 17.7 89.6 466.7 0.69 22.45% 1 8.5 2.41 -22.9 87.0 -13.6 73.4 0.030 100.5 0.042 17.7 13.6 100,5 1.10 5.18% 1 6.5 7.50 31.1 270.8 57.3 328.1 0.044 213.5 0.028 17.7 57.3 328.1 0.71 16,12% 1 4A 6.82 60.1 246.4 100.8 347.2 0.051 145.6 0.021 17.7 100.8 347.2 0.73 14.67% 1 48 7.50 60.1 270.8 110.8 381.6 0.051 160.0 0.021 17.7 110.8 381.6 0.71 16.12% 1 2217.8 y= 0 0.008 0.100 0.064 0.100 enter of force 113.6386 3) x- 115 0.000 0.100 0.117 0.200 Average A = 0.100 0.150 Rat'°= 1.000 0.780 NOTE THE IRREGULARITIES Ax= 1 1 CHECK, ROUNDED UP TO THE NEASRT 1/10TH OF AN INCH, TYP El 11 rl [1LTJr]flflflfluLiflflrlrirlrlfl Pier ID 0700186 3,5PODIU :.5PODIU 10PODIU 9PODIUM 9.5PODIU 5PODIU6 4A700186 4BPODIU DL2 0.512 F.5L2 1012 9L2 8.512 6,5L2 4AL3 48L4 D C I ErlGirlEERS Load Combinations Project No: Project Name: Subject Holden 0.6 1.3 Pier Shear Design 60 60 ksi ksi Date: By: 1/11/2019 <prcien9 Shear Wall Design • Per ACI 3 8-14, Section 18,10.4 Wall Pier Level Shear Wall Information Factored Loads % Axial Load for 100+30 Combos ASCE 7.10 Section 12.5 Shear Strength ACI 18,10,4.1 Horizontal Shea Reinforcing, Ad, strength Design Check Shear Ratio ACI 18,10.4,4 fc (ks)) L , (In) t ,,, (in) h pk, Pu Vu Pu 4/Pnc Watt Rho Pu 6'Pns 100+30 Req'd dtVc NO e of Ran Bar Size Spacing (in) it,„, (in'IR) ism,,,, (in%) km, (MIN 9.14 Ilf F sren Check 4 I. '") li _111.....1kip) ' 243 _thin) 79 11.914 0 040 11.2% Not Req'd 3.0 -131 2 05 12" at. 0.00 0.36 0,62 • OK - 1.8 -OK- 58 738 1.014 0.0040 0.9% Not Req'd 3.0 369 2 #5 12" o.c. 0.46 0.36 0.62 • OK • 6,0 - OK • ' ', '' 361 797 5.111 0.0040 4.8% Not Req'd 3,0 451 2 05 12"o.c. 0.35 0.36 0,62 • OK • 5.3 • OK - 10 PODIUM 4.0 204 12 9 110 497 2.5% 0.0040 2,4% Not Req'd 3.0 279 2 #5 12^ o.c. 0.36 0.36 0.62 - OK - 5,4 - OK • 9 PODIUM 4,0 192 12 9 97 396 2.4% 0.0040 2.2% Mot Req'd 3.0 262 2 #5 12" o.c. 0.23 0.36 0.62 • OK • 4.5 • OK - 8,5 PODIUM 4.0 120 12 9 3 8 97 13,3% 0.0040 12.5% Not Req'd 3.0 164 2 #5 12" 0.0. 0.00 0.36 0.62 • OK • 1.8 • OK • 6.5 PODIUM 4.0 187 12 9 134 291 3.4% 0.0040 3.2% Not Req'd 3.0 256 2 #5 12" o.c. 0.06 0.36 0.62 - OK - 3.4 • OK • 4A PODIUM 4.0 180 12 9 490 309 12.8% 0.8040 12.0% Not Req'd 3.0 246 2 05 12" o.c. 0.12 0.36 0.62 • OK - 3,8 • OK - 46 PODIUM 4,0 167 12 9 396 337 10.0% 0.0040 9.4% Not Req'd 3.0 256 2 05 12" at, 0.15 0.36 0.62 • OK • 4.0 • OK - 332 600 16.3% 0,0040 15.3% Not Req'd 3,0 131 2 65 12" oc. 0.00 026 0.62 • OK - 2.3 - OK • 107 1124 1.9% 0.0040 1.8% Not Req'd 3.0 369 2 #6 10" o,c. 0.93 0.36 1,06 • OK • 9.1 Check 522 1168 , 7.5% 0.0040 7.0% Not Req'd 3.0 451 2 06 12" o.c. 0.72 0.36 0.88 • OK - 7.8 • OK - 10 L2 4.0 204 12 11 239 772 5.5% 0.0040 5.2%0 Not Req'd 3.0 279 2 06 12" o.c. 0.81 0.36 0,88 • OK • 8.3 Check 9 12 4.0 192 12 11 219 607 5.4% 0,0040 5,0% Not Req'd 3.0 262 2 05 12" o.c. 0.60 0.36 0,62 • OK • 6,9 • OK • 8.5 12 4.0 120 12 11 493 131 19,3%7 0,0040 18.1% Not Req'd 3.0 164 2 #5 12" o.c. 0.00 0.36 0,62 • OK- 2.4 - OK - 6.5 12 4.0 187 12 11 312 427 7.9% 0.0040 7.4% Not Req'd 3,0 256 2 #5 12" o.c. 0.30 0.36 0.62 • OK - 5.0 • OK - 44 L3 4,0 180 12 11 690 451 16,1%0 0.0040 16.9% Not Req'd 3,0 246 2 #5 12" o.c. 0.38 0.36 0.62 • OK- 5.5 • OK • 4B L4 4.0 187 12 11 525 496 13.2% 0.0040 12.4% Not Req'd 3.0 256 2 45 12" o.c. 0.43 0.36 0,62 • OK • 5,8 • OK- SHEAR WALL DESIGN • SHEAR FRICTION DESIGN hearwall Shear Friction Reinforcement Design Remarks ft 4000 psi ¢= 0.60 fy=60ksi p=1 Wall Pier Level Story (.9•26DS) Design Diaphrag Shear Dead kf Bar Site iv/ Length Thickness Shear m SF Load (in) (in) (k) (k) (k) (in) (0) (In) Bar Spacing Sides provided (In') Check Summary DPODIUM D.5PODIUM F.SPODIUM PODIUM 12 79 1,25 99 88 1.27 8 12 2 4.96 OK Provide 05 @ 12' O.C. T&B along 8' of (2) face of wall. D.5 PODIUM 270 F.5 PODIUM 330 12 12 738 797 1.25 1.25 923 26 997 110 25.20 25.84 27.5 10 2 29.70 2 29.04 OK OK Provide #6 @ 8' O.C. T&B along 22.5' of (2) face of wall. Provide #6 @ 10' O.C. T&B along 27.5' of (2) face of wall. 10PODIUM 9PODIUM 8.5PODIUM 6.5P0DIUM 4APODIUM 4BPODIUM Dl2 D.5L2 F.512 1012 9L2 8.512 6.512 4AL3 4614 10 PODIUM 204 12 497 1.25 622 41 16,58 17 10 2 17.95 OK Provide #6 @ 10' O.C. T&B along 17' of (2) face of wall. 9 PODIUM 192 12 396 1,25 495 37 #5 16 8 2 14.88 OK Provide 05 @ 8' O.C. T&B along 16' of (2) face of wall. PODIUM 120 12 97 1.25 121 124 #5 10 12 2 6.20 OK Provide #5 @ 12' O.C. T&B along 10' of (2) face of wall. 7 PODIUM 187 12 291 1.25 54 9,19 15.6 12 9.67 OK Provide 05 @ 12' O.C. T&B along 15.6' of (2) face of wall, 4A PODIUM 12 309 1.25 386 151 8,21 #5 15 12 2 9.30 OK Provide 05 @ 12' O.C. T&B alon of (21 face of wall, 48 PODIUM 187 12 337 1.25 422 146 9,28 #5 15.6 12 2 9.67 OK Provide #5 @ 12' O.C. T&B along 15.6' of (2) face of wall. D L2 12 100 125 126 1.38 8 12 2 4.96 OK Provide 115 @ 12' O.C. T&B along 8' of (2) face of wall. D.5 L2 270 12 1124 1.25 1405 50 38.21 22,5 39.60 OK Provide 06 @ 6' O.C. T&B along 22,5' of (2) face of wall. F.5 L2 330 12 1168 1.25 1460 182 37.51 27.5 2 48.40 OK Provide #6 @ 6' O.C. T&B along 27.5' of (2) face of wall. 10 l2 204 12 772 1.25 965 95 25,21 17 6 2 29.92 OK Provide 116 @ 6' O.C. T&0 along 17' of (2) face of wall l2 192 12 607 758 91 16 2 21.12 OK Provide 06 @ 8' 0.C. T&B along 16' of (2) face of wall. L2 120 12 131 1.25 163 177 10 12 2 8.80 OK Provide #6 @ 12' O.C. T&B along 10' of (2) face of wall. 7 12 187 12 427 1,25 533 129 12.56 15.6 12 2 13.73 OK Provide #6 @ 12' 0.C. T&B along 15.6' of (2) face of wail. 4A L3 180 12 451 1.25 223 11,96 15 2 13.20 OK Provide 06 @ 12' O.C. T&B along 15' of (2) face of wall. 4B L4 12 496 1.25 620 205 13.81 15,6 2 20,59 OK Provide 06 @ 8' O.C. T&B along 15.6' of (2) face of wall. [:a 11 [ 1 C J [ i I] CI [ I [ 1 [ l [. l [__1 [ -1 [ l [ J L 11 [A Project: Subject: Diaphramg Shear roject No.: Pier ID • DPODIUM ).5PODIU O '.5PODIU 10PODIU 9PODIUM 3.5PODIU 3.5PODIU 4APODILfl 4BPODIU DL2 D.5L2 F.5L2 10L2 9L2 8.5L2 6.5L2 4AL3 4BL4 SHEAR STRENGTH P= 0= SECTION THICKNESS (t) Vn(klf) Vnmak(klf) 0Vn(klf) 1 9 19 61 12 2 13 26 88 16 Wall Pier Level D PODIUM '2 5 PODIUM F 5 PODIUM 10 PODIUM 9 PODIUM 8.5 PODIUM 6.5 PODIUM 4A PODIUM 46 PODIUM 05 ; 2 10 9 8.5 6.5 L2 4A L3 4B L4 Sheet No.: Date: By: 1/11/2019 AWS 0.067 Fy(ksi) 60000 #5 0.31 1 fc (psi) 5000 #6 0.44 0.6 Frictior 1 #7 0.6 0 2.5 #8 0.79 #9 1 #10 1.27 Story wall DRAG DRAG Area of shear Slab "t" length Capacity REQ'D DRAG LOAD steel Length of (klf) Wall sides (in) (ft) (kips) 7 SIDES (KIPS) (in) drag(ft) 79 1 13 8 125 NO 2 738 1 13 22.5 405 YES 2 416.5 7.7 6.653329 (8) #9 8 7tb 797 2 13 27.5 861 NO 1 0 #N/A 497 1 13 17 266 YES 2 289.1 5.4 4.618083 (6) #9 6 4tb 396 1 13 16 250 YES 2 181.9 3.4 2.905883 (4) #9 4 5tb 97 2 13 10 313 NO 2 291 1 13 15.6 244 YES 1 116.2 2.2 1.855973 (4) #8 4 6tb 309 2 13 15 469 NO 2 337 1 13 15.6 244 YES 1 233.0 4.3 3.721904 (6) #9 6 4tb 0 #N/A 21 1 9 8 93 NO 2 386 1 9 22.5 260 YES 2 157.2 2.9 3.394527 (4) #8 3.16 6tb 371 2 9 27.5 637 NO 1 0 #N/A 274 1 9 17 197 YES 2 97.0 1.8 2.095621 (4) #8 3.16 211 1 9 16 185 YES 2 31.9 0.6 0.68978 (2) #8 1.6 34 2 9 10 116 NO 2 136 2 13 15.6 244 NO 2 142 2 9 15 174 NO 2 159 1 9 15.6 181 NO 1 Column Loading 13 Reduced 12 Reduced 12+13 Reduced Column Number 0 (K) 1(k) 0 (K) l (k) D (K) 1(k) Column Height Column Area Column Weight DI Total Dl (K) 1,2D+1.61 .90 Cl 53.6625 11.88 22.5 1.5 5.0625 58.725 89,478 52,8525 C2 63,8625 12.576 22.5 1,5 5.0625 68.925 102.8316 62.0325 C3 78.853125 15,528 22.5 1.5 5.0625 83.915625 125.5436 75.52406 C4 57.525 11.328 22.5 1,5 5,0625 62,5875 93,2298 56.32875 C5 137 39,1 39.4 8,2 176,4 47,3 22,5 1.5 5,0625 181.4625 293.435 163.3163 C6 242 60 72,4 11,9 314.4 71.9 22.5 1,5 5.0625 319,4625 498,395 287,5163 C7 153 60.1 59.2 11.5 212.2 71.6 22,5 1,5 5,0625 217.2625 375.275 195.5363 C8 148 50.5 62.7 9.52 210.1 60.02 22.5 1.5 5.0625 215.7625 354,947 194,1863 C9 157 60.6 46.6 10,8 203.6 71.4 22.5 1.5 5.0625 208,6625 364,635 187,7963 C10 118 48.8 42.5 8.84 160,5 57.64 22.5 1.5 5,0625 165,5625 290.899 149.0063 C11 260 98.1 88 23.2 348 121.3 22.5 1.5 5.0625 353.0625 617.755 317.7563 C12 193 69.6 61.3 22.2 254,3 91.8 22.5 1.5 5.0625 259.3625 458,115 233,4263 C13 228 84 81.9 21.9 309.9 105,9 22.5 1.5 5.0625 314.9625 547.395 283.4663 C14 165 49 48.4 9.19 213,4 58.19 22.5 1,5 5.0625 218,4625 355.259 196.6163 C15 34,8 21.5 10,4 3.28 45.2 24.78 22,5 1.5 5,0625 50.2625 99.963 45,23625 C16 194 72.1 72.9 17.9 266,9 90 22.5 1.5 5.0625 271,9625 470.355 244,7663 C17 122 52.2 44.1 19.5 166,1 71,7 22,5 1.5 5.0625 171,1625 320.115 154.0463 C18 190 74.4 118 31,3 308 105.7 22.5 1.5 5,0625 313,0625 544.795 281.7563 C19 114,67875 25.388 22.5 1.5 5.0625 119.74125 184.3103 107.7671 C20 47 19,2 47 19.2 22.5 1.5 5.0625 52.0625 93.195 46.85625 C21 131 37.4 131 37.4 22.5 1.5 5.0625 136.0625 223.115 122.4563 C23 54.2 25,3 20.9 11.6 75.1 36.9 22.5 1.5 5.0625 80,1625 155,235 72,14625 C24 67 30.6 26.4 16,2 93.4 46.8 22.5 1.5 5,0625 98,4625 193,035 88.61625 C25 265 71,1 88 33.7 353 104.8 22.5 1.5 5.0625 358.0625 597.355 322.2563 C26 116 43.1 40.6 21.8 156.6 64,9 22.5 1.5 5.0625 161,6625 297835 145.4963 C27 284 92.4 88 40,1 372 132.5 22.5 1.5 5.0625 377.0625 664.475 339.3563 C28 196 65,7 123 46.2 319 111.9 22,5 1.5 5.0625 324,0625 567.915 291,6563 C29 130 34.9 130 34,9 22.5 1.5 5.0625 135.0625 217.915 121,5563 C30 55.1 23,4 55,1 23.4 22,5 1.5 5,0625 60.1625 109.635 54.14625 C32 108 33.4 99.8 22,6 207.8 56 22.5 1.5 5.0625 212.8625 345.035 191.5763 C33 227 84.1 100 55.9 327 140 22.5 1.5 5.0625 332.0625 622.475 298.8563 C34 309 116 111 39.2 420 155,2 22,5 1,5 5,0625 425,0625 758.395 382.5563 C35 147 45.6 45.3 11.3 192,3 56.9 22.5 1.5 5.0625 197,3625 327.875 177,6263 C36 141 46.8 42.2 8.85 183.2 55.65 22.5 1,5 5.0625 188.2625 314,955 169,4363 C37 270 84,3 102 19.1 372 103,4 22,5 1,5 5,0625 377.0625 617.915 339,3563 C38 273 61.8 75.6 17.7 348,6 79.5 22.5 1.5 5.0625 353.6625 551.595 318.2963 C39 79,8 31,3 33,6 7.73 113.4 39.03 22.5 1.5 5,0625 118.4625 204.603 106,6163 C40 172 56.9 58,6 10 230.6 66.9 22,5 1.5 5.0625 235,6625 389,835 212.0963 C41 227 51.9 60,3 7.53 287.3 59.43 22.5 1.5 5.0625 292.3625 445.923 263,1263 C42 268 80.8 92.2 15.7 360.2 96.5 22.5 1,5 5.0625 365.2625 592.715 328,7363 C43 139 41,6 41.8 8,5 180,8 50.1 22.5 1.5 5.0625 185.8625 303.195167.2763 C44 60.9375 12 22.5 1.5 5.0625 66 98.4 59.4 C45 98,353125 19,368 22.5 1.5 5.0625 103.415625 155.0876 93,07406 C46 39.8 18.8 13.3 10,4 53.1 29.2 22.5 1.5 5.0625 58.1625 116,515 52.34625 C47 27,2 24.4 10,7 4.09 37.9 28,49 22.5 1.5 5.0625 42,9625 97.139 38.66625 C48 57,4 24.4 14.1 5.32 71.5 29.72 22.5 15 5.0625 76,5625 139.427 68,90625 C49 152 79.6 61,8 26 213.8 105.6 22.5 1.5 5,0625 218,8625 431,595 196.9763 Mazll 155.2 Max DL 425.0625 [ _ 1 [ _1 L_] [ �.l [ _ 1 L 1 1 ] tit [ 1 [ :1 [ I [ [ [) [J L i [.J [J C enGinsERs E 0 q 0 Washington Oregon California Texas Alaska Colorado Montana Fi E RVii COD::: CC: ::.--LIANCE APR 2 5 2019 City of Tukwila BUILDING DIVISION STRUCTURAL CALCULATIONS HOLDEN AT SOUTHCENTER SUPPLEMENTAL PERMIT CALCULATIONS FOUNDATION REVIEW 2 Prepared for: Urbal Architecture 1938 Fairview Avenue East, Suite 100 Seattle, WA 98102 C VIE sz)kl ooss APR 0 4 2019 -Do-acAct od-4o3 REID MIDDLETON, INC. April 02, 2019 DCI Job Number 18041-0236.00 707 W 2nd Avenue Spokane, WA 99201 Phone (509) 455-4448 Service Innovation Value The following are a re —plot of the main Structural Foundation Calculations submitted for the foundation permit. The following includes (2) changes. The slab thickness has been turned on in mesh input and the slab concrete strength has been turned on in the mesh input. Also please note the comments on soil modulus and concrete modulus. Holden Mat Slab W LATERAL shear only.cpt 4/2/2019 RAM Concept © 2019 Bentley Systems, Inc. RAM Concept'" is a trademark of Bentley Systems 7.1 Holden Mat Slab W LATERAL shear only.cpt - 4/2/2019 Table of Contents Units Signs Materials Loadings Load Combinations Mesh Input: Standard Plan Other Dead Loading: All Loads Plan Live (Reducible) Loading: All Loads Plan Live (Unreducible) Loading: All Loads Plan Ultimate Seismic East Loading: All Loads Plan Ultimate Seismic North Loading: All Loads Plan Ultimate Wind East Loading: All Loads Plan Ultimate Wind North Loading: All Loads Plan Factored LC: 1.4D: Max Mx Plan Factored LC: 1.4D: Min Mx Plan Factored LC: 1.4D: Max My Plan Factored LC: 1.4D: Min My Plan Factored LC: 0.9D: Max Mx Plan Factored LC: 0.9D: Min Mx Plan Factored LC: 0.9D: Max My Plan Factored LC: 0.9D: Min My Plan Factored LC: 1.2D + 1.6L + 0.5Lr: Max Mx Plan Factored LC: 1.2D + 1.6L + 0.5Lr: Min Mx Plan Factored LC: 1.2D + 1.6L + 0.5Lr: Max My Plan Factored LC: 1.2D + 1.6L + 0.5Lr: Min My Plan Factored Wind LC: 1.2D + f1L + 0.5Lr + 1.0W: Max Mx Plan Factored Wind LC: 1.2D + fiL + 0.5Lr + 1.0W: Min Mx Plan Factored Wind LC: 1.2D + f1L + 0.5Lr + 1.0W: Max My Plan Factored Wind LC: 1.2D + f1L + 0.5Lr + 1.0W: Min My Plan Factored Wind LC: 1.2D + f1L + 0.5Lr - 1.0W: Max Mx Plan Factored Wind LC: 1.2D + fiL + 0.5Lr - LOW: Min Mx Plan Factored Wind LC: 1.2D + f1L + 0.5Lr - 1.0W: Max My Plan Factored Wind LC: 1.2D + fiL + 0.5Lr - 1.0W: Min My Plan Factored Seismic LC: Factored Seismic LC: Factored Seismic LC: Factored Seismic LC: Factored Seismic LC: Factored Seismic LC: Factored Seismic LC: Factored Seismic LC: 1.2D + f1L + f2S + E: Max Mx Plan 1.2D + f1L + f2S + E: Min Mx Plan 1.2D + f1L + f2S + E: Max My Plan 1.2D + f1L + f2S + E: Min My Plan 1.2D + f1L + f2S - E: Max Mx Plan 1.2D + f1L + f2S - E: Min Mx Plan 1.2D + f1L + f2S - E: Max My Plan 1.2D + f1L + f2S - E: Min My Plan Design Strip: Latitude Design Spans Plan Design Strip: Longitude Design Spans Plan Design Strip: Punching Checks Plan Design Status: Status Plan Design Status: Top Reinforcement Plan Design Status: Bottom Reinforcement Plan 3 4 5 7 8 21 23 25 27 29 31 33 35 37 39 41 43 45 47 49 51 53 55 57 59 61 63 65 67 69 71 73 75 77 79 81 83 85 87 89 91 93 95 97 99 101 103 Table of Contents - 2 Holden Mat Slab W LATERAL shear only.cpt - 4/2/2019 Units Geometry Unit Plan Dimensions: feet Angles: degrees Loading and Reaction Unit Point Force: Kips - Report As Zero: 0 Kips Point Moment: kip-ft - Report As Zero: 0 kip-ft Spring and Stiffness Unit Point Force Spring: kips/in Point Moment Spring: k-ft/° Slab Analysis Unit Force: Kips - Report As Zero: 0 Kips Force Per Width: kips/ft - Report As Zero: 0 kips/ft Materials Unit! Concrete Volume: yd3 Reinforcement Weight: tons PT Weight: pounds Miscellaneous Unit Floor Area: ft2 Tendon Angles (for friction): radians Slab Thickness: inches Elevations: inches Line Force: kips/ft - Report As Zero: 0 kips/ft Line Moment: Kips - Report As Zero: 0 Kips Line Force Spring: ksi Line Moment Spring: k/° Moment: kip-ft - Report As Zero: 0 kip-ft Moment Per Width: Kips - Report As Zero: 0 Kips Reinforcing Area: in2 Tendon Profile: inches Cover: inches Density: pcf Support Dimensions: inches Support Height: feet Area Force: psf - Report As Zero: 0 psf Area Moment: #/foot - Report As Zero: 0 #/foot Area Force Spring: pci Area Moment Spring: k/ft° Concrete Stress: psi - Report As Zero: 0 psi Deflection: inches - Report As Zero: 0 inches PT Force: Kips Reinforcing Stress: ksi Elongations: inches Units - 3 Holden Mat Slab W LATERAL shear only.cpt - 4/2/2019 Signs Positive Loads 1 Positive Analysis Positive Reactions y Signs - 4 Holden Mat Slab W LATERAL shear only.cpt - 4/2/2019 Materials Concrete Mix Mix Name 3000 psi 4000 psi 5000 psi 6000 psi 4500 PT Systems System Name 1/2" Unbonded Y2" Bonded 0.6" Unbonded 0.6" Bonded Density (Pcf) 150 150 150 150 150 Density For Loads (pcf) 150 150 150 150 150 Type unbonded bonded unbonded bonded PT Stressing Parameters System Jacking Stress Name (ksi) 1/2" Unbonded 216 1/2" Bonded 0.6" Unbonded 0.6" Bonded Reinforcing Bars Bar As Name (in2) #3 0.11 #4 0.2 #5 0.31 #6 0.44 #7 0.6 #8 0.79 #9 1 #10 1.27 #11 1.56 216 216 216 Es (ksi) 29000 29000 29000 29000 29000 29000 29000 29000 29000 fci (Psi) 3000 3000 3000 3000 fc (Psi) 3000 4000 5000 6000 fcui (Psi) 3725 3725 3725 3725 3000 4500 3725 THIS IS STATING THAT THE PROGRAM CALCS PER CODE AND AP JOT 119 ( i, R If JT. (in ) (ksi 0.153 28000 175 0.153 28000 160 0.217 28000 175 0.217 28000 160 Seating Loss (inches) 0.25 0.25 0.25 0.25 Fy (ksi) 60 60 60 60 60 60 60 60 60 Anchor Friction 0 0.02 0 0.02 Coating None None None None None None None None None fcu Poisson User Eci User Ec (psi) Ratio Ec Calc (psi) (psi) 3725 0.2 Code 2500000 3000000 4975 0.2 Code 2500000 3000000 6399 0.2 Code 2500000 3000000 7450 0.2 Code 2500000 3000000 5590 0.2 Code 2500000 3000000 fpy fpu Duct Width Strands Min Radius (ksi) (ksi) (inches) Per Duct (feet) 243 270 0.5 1 6 243 270 3 4 6 243 270 0.6 1 8 243 270 4 4 8 Wobble Friction (1/feet) 0.0014 0.001 0.0014 0.001 Angular Friction Long -Term Losses (1/radians) (ksi) 0.07 0.2 0.07 0.2 22 22 22 22 Straight 90 Hook 180 Hook Ld/Db Ld/Db Ld/Db Code Code Code Code Code Code Code Code Code Code Code Code Code Code Code Code Code Code Code Code Code Code Code Code Code Code Code Materials - 5 Holden Mat Slab W LATERAL shear only.cpt - 4/2/2019 Load Combinations (13) Factored Seismic LC: 0.9D - E Active Design Criteria: User Minimum Design, Code Minimum Design, Strength Design, Ductility Design Analysis: Zero -Tension Key Lateral Loading: Seismic -Ultimate Standard Factor: -1 Loading Standard Factor Self -Dead Loading 0.9 Hyperstatic Loading 1 Other Dead Loading 0.9 MANUAL FOR HOW PROGRAM CALC S CONCRETE MODULUS ACI 318-14 Material Behaviors This section, explains how RAM Concept models the concrete, non -prestressed reinforcement and prestressed reinforcement when using ACI 318-14. Concrete Behavior You define the concrete elastic modulus in the materials window. You can choose to use code equation 19.2.2.1a with the inclusion of 117, or a specified value. When you directly specify values, there must be two elastic modulus values: Ecj= value for initial service (transfer) cross section analyses Ec= value far all other conditions When the code equation is selected the following values are used: E= E, = w16.533- f where fci cylinder strength at stressing 28 day cylinder strength Load Combinations - 20 Holden Mat Slab W LATERAL shear only.cpt - 4/2/2019 Mesh Input: Standard Plan Mesh Input: Beams; Beam Priorities; Slab Areas; Slab AreaT hicknesses; Slab Area Concrete Models; Slab Area Priorities; Slab Openings; Slab Opening Priorities; Pont Supports; Poi p.cale ra4425 SOIL MODULOUS KFs=1 KFz=150 0 0 KFr=1 s 1 2. 7 t=30 4500 Priority=4 thickness t=2 4 P ority=6 6 t=22 450 Priority= 453 Priority& 1=28 450 Priority=6 6 t=24 4500 PriorIty=6 4 P ority 1=16 4500 Priorityl 2 4 Pri 6 = 2 4 0 1=30 Priority=3 4500 Priority=4 t=32 45 PrirtrlDr6 0.25 2. P rity=7 5 . 7 7. t=24 4500 Priority=6 t=24 4500 Priority=7 =36 0 4500 Priority=6 Pr =28 444 ority=6 c) Mesh Input: Standard Plan - 21 Holden Mat Slab W LATERAL shear only.cpt - 4/2/2019 Mesh Input: Standard Plan (2) 3 r- 3 K .CI t=16 4500 4nors rity2 t=22 400 riority= t"2 4 0 P ority=6 n 3 t=22 450 P-iority= n 6 Mesh Input: Standard Plan - 22 January 11, 2019 PanGEO File No. 18-174 F O R COOL' Cc::,:'LIANCE APR 25 2019 City of Tukwila BUILDING DIVISION Alliance Residential Company 1325 4th Avenue, Ste. 1005 Seattle, WA 98101 Attn: Mr. Eric Peterson Pacific Northwest FIL PanGEE INCORPORATED Geotechnical & Earthquake Engineering Consultants RECEIVED FEB 13 2019 TUKWILA PUBLIC WORKS Subject: Geotechnical Review — Ground Improvement Design Holden at Southcenter 112 Andover Park East, Tukwila, Washington Dear Mr. Peterson: As requested, this letter is provided to document our geotechnical review of the ground improvement design for the subject project. As described in our geotechnical report for the project, we indicated that the proposed development could be adequately supported with a shallow foundation system, consisting of either a mat foundation or a structural slab with thickened footings, bearing on improved ground. Per our report, in our opinion a feasible ground improvement technique for the subject project consists of improving the very loose to medium dense sand and silty sand, and very soft to medium stiff silt and clay below the proposed structure with aggregate piers. Because specialty contractors install aggregate piers using a proprietary system, the installer is responsible for the ground improvement design, and provides design drawings and calculations stamped by a registered professional engineer. As requested, we reviewed the following ground improvement documents for the subject project: Ground Improvement Plan Sheets GP0.1, GP1.1 and GP1.2 for the subject site, prepared by Geopier Northwest„ dated 1/8/19; and Design Submittal Letter, Geopier Ground Improvement, Holden Development, Tukwila, WA, prepared by Geopier Northwest, dated 1/7/2019. 1'1c1-.-flAr RECEIVED CITY OF TU K W; C Eastlake Ave East, Ste B FEB 0 8 2019 Seattle, WA Tel:(206) 262-03770 PERMIT CENTER Geotechnical Review — Ground Improvement 112 Andover Park East, Tukwila, WA January 11, 2019 Based on our review of the documents listed above, it is our opinion that the ground improvement was designed in accordance with the information and recommendations presented in our Geotechnical Report for the subject project, dated September 7, 2018. Our analysis of the seismic stability of the riverbank to the east of the site and lateral spreading potential indicates that the proposed building is located an adequate distance from the riverbank such that lateral spreading or riverbank instability should not adversely impact the proposed structure. However, we recommended to Geopier that an additional row of ground improvement elements be installed along the east side of the structure to provide additional support for the soils below the building as a precautionary measure, to account for potential subsurface uncertainties. Based on our review of the Geopier plans, the additional row of Geopiers was added to the design, as recommended. It may be noted that the ground improvement plans and calculations indicate that the design cell capacity for each aggregate pier is 65 kips. The performance of the aggregate piers will be verified by a modulus test performed in the field up to 150% of the design load, to verify the design parameters. PanGEO will provide full-time monitoring of aggregate pier installations, as well as field modulus testing, to confirm the subsurface conditions are consistent with what was anticipated for design, and that the aggregate piers were installed in accordance with the project plans and specifications. We trust that the information outlined in this letter meets your need at this time. Please call if you have Jon C. Rehkopf, P.E. Senior Project Geotechnical Engineer Cc: Mr. Alex Dalzell, Urbal Architecture Siew L. Tan, P.E. Principal 18-174_112 andoverpegprvwltr.doc 2 PanGEO, Inc. GEOPIER® FIL TO: Mr. Eric Peterson Alliance Residential Company SUBJECT: Design Submittal Geopier Ground Improvement Holden Development — Tukwila, WA Dear Mr. Peterson: Geopier Northwest 40 Lake Bellevue, Suite 100 Bellevue, Washington 98005 Tel. 425.646.2995 - Fax 425.646.3118 www.geopier.com January 7, 2019 RE:VC:VIED FOR CODE. CO:J.PLIANCE APR 2 5 2019 City of Tukwila BUILDING DIVISION This letter and the attached documents represent our design submittal for Geopier' soil reinforcement at the site of the planned Holden Development project located in Tukwila, WA. The following paragraphs document our design of the Geopier-Impact reinforcement system for support of the mat foundation, as well as, mitigation of the liquefaction settlements to tolerable levels. Geopier Reinforcement Design Subsurface information, as documented in the geotechnical report completed by PanGEO, dated September 7, 2018, has been used as a basis for our design. The subsurface conditions below the existing grades consist of a thin crust of 5 ft of very stiff sandy clay to dense sand crust overlying soft to medium stiff silt and clay to up to 15 ft over layered loose to medium dense silty sand and medium stiff to stiff clay to depths of 55 to 60 ft over a thick layer of medium stiff clay extending to depths of 100 to 120 ft, the maximum depth of exploration. Groundwater is estimated at a depth of 15 to 20 feet. In view of the medium dense sandy soils coupled with a high groundwater table, the Geopier- Impact system or "displacement process" will be used to install the Geopier elements. The Geopier-Impact system which we propose to utilize consists of a hollow mandrel with an internal compaction surface which is driven into the ground using a powerful static down force augmented by dynamic vertical impact energy. After driving to the design depth, the hollow mandrel serves as a conduit for aggregate placement. As the mandrel is raised and redriven downward thin lifts of compacted aggregate are formed and compacted both vertically and laterally. The process is repeated until the rammed aggregate pier is constructed. The mandrel will be driven to a depth to penetrate the fill soils of 28 feet or refusal, whichever is reached first. Practical refusal is considered less than 1 foot of mandrel advancement in 30 seconds. Geopier elements will be installed in a tightly spaced grid pattern with an overall spacing of 7.5 ft o.c. with an approximate equivalent spacing of 6.5 feet -on -center underneath the mat foundation and 5 feet -on -center beneath the perimeter of the mat foundation. Additionally, Geopier elements have been added beneath the column locations in order to account for the stress concentrations provided by the structural engineer. Also, per the request of the geotechnical engineer we have included a row outside of the building on the river side of the building. RECEIVED CITY OF TUKWILA FEB 0 8 2019 PERMIT CENTER b\cf- 001c Geopierand Rammed Aggregate Pier* are registered trademarks of Geopier Foundation Company, Inc. Holden Development Tulcwila, WA January 7, 2019 Page 2 The Geopier reinforcement has been designed to support the structure based on the loading provided by the structural engineer. The design cell capacity (combination of the Geopier element and surrounding matrix soil) for each Geopier element is 65 kips. The Geopier soil reinforcement is designed to reinforce and stiffen the upper portion of the soil profile beneath the planned subgrade elevation. The upper reinforced zone will support the building loads, as well as, reduce the potential for surface manifestations and lessen settlements caused by liquefaction and minimize differential settlement. The Geopier-Impact elements will help reduce pore pressure generation during a seismic event due to increased lateral stress and the higher permeability of the Geopier element, thereby reducing the potential for triggering of liquefaction. Currently, our design consists of the construction of approximately 615 Geopier elements to a maximum depth of 28 feet below the ground surface. The installation of the piers will displace over 1,600 cubic yards of subgrade soil that will be replaced with approximately 2,300 tons of 1.5 in. to 0.75 in. nominal diameter aggregate. We have based our design on utilizing the following parameters and design criteria. • Earthquake magnitude = 7.0 • Maximum acceleration = .58g • Allowable liquefaction differential settlement over 30 feet = 2 inches Mat Foundation Settlement For our analysis, settlements are first calculated for a zone extending from the bottom of the mat foundation to the depth of the reinforcement. Additional settlement may occur in the "lower zone" or in the unimproved soil beneath the reinforced zone. The lower zone settlement is calculated using an elastic or consolidation approach depending on the soil type. We estimate that total settlement (static) will be less than two inches. A majority of this settlement should occur during construction as the load is applied. Geopier Installation, Modulus Testing, and CPT Testing The installation of the Geopier reinforcement, including a downward modulus test, will be completed in general accordance with the specifications. The installation and the modulus test will be conducted under the supervision of an experienced geotechnical engineer from Geopier Northwest. The modulus test will consist of loading the Geopier element in increments to 150% of the design load while measuring deflections to verify the design parameters. The modulus test will also incorporate a creep test at 115% of the design load. We will also be conducting four post -installation CPTs and will provide a signed and stamped liquefaction mitigation letter with liquefaction analysis which documents our ground improvement meeting the project performance criteria. Holden Development Tukwila, WA January 7, 2019 Page 3 We appreciate the opportunity to work with you on this project. If you have any questions or require further information, please call. Sincerely, Geopier Northwest Inc. David Van Thiel, RE., G.E. Attachments: Geopier Foundation Plan and Construction Notes, Sheets Gni, GP1.1, and GP1_2, and Geopier Capacity and Settlement Calculations, PROJECT: Holden NO: GNW•872 DATE: 12116/2018 ENGINEER: BCM RAMMED AGGREGATE PIER' DESIGN FOR Mat Width 100ft Mat Length 230 ft Mat Area 23000 sq. ft. Equiv INidth, B 151,7 ft Floor Pressure 1000 psf Dgw 18 ft soil 125 pcf Hs 28 ft Pier Diameter 24 inches Lower Zone: MATS Equivalent B ti Rammed Aggregate Piers Design: GEOPIER® 1E1 .7 ft. Center Edge Spadng (feet o-c) Layer Ra Thickness Em (ksf) Eg (lisf) Ecomp (kst) z (ft) z/Beq Influence Factor AP , S (inches) Influence Factor AP (ksf) S (inches) 6,50 6.50 6,50 6,50 6.50 5 10 5 8 2 0.07 0,07 0.07 0 07 0.07 400 100 300 400 400 4500 1500 3500 4000 4000 705 204 538 668 668 _ 2,5 10,0 17.5 24,0 29.0 0.02 0.07 0.12 0.16 0.19 1,00 1,00 0.99 0,98 0.97 1,00 1,00 0.99 0.98 0.97 0.1 0.3 0,1 0,1 0.1 0,95 0.68 0.61 0,57 0,56 0.95 0,68 0.61 0,57 0,56 0.1 0.2 0,1 0.1 0.0 30 Selected for Design: 6.50 Spacing jft) 0.01 Ra 0.7 Ctr UZ (In) 0.5 Edge UZ (in) Center Edge Layer Soil Type Esoil Cr EC OCP Thickness z o'v z/6eq la AP S(oenief) In AP S (Edge) ksf ksf ft ft psf _ Center ksf in Edge ksf in UT GP-CL i , ,-,r,"'''',': ' ' ' '7" 0,0 15.0 , ,,' i , 'iii!,.' :i, 0.7 , , ,;:: '''' 0.5 1 SM 400 10 35,00 3314 0.23 0.94 0.94 0.28 0,54 0,54 0,2 2 SM 400 10 45,40 3940 0.30 0.90 0.90 0.27 0,51 0.51 0,2 3 CUML 0,02 0.12 0,91 10 55.00 4566 0.36 0.84 0.84 0.18 0.48 0.48 0.1 4 CL/ML 0.02 0.12 1.04 10 65.00 5192 0.43 0.78 0.78 0.15 0.45 0.45 0,1 5 CUML 0.02 0 12 1.16 10 75.00 5818 0.49 0.71 0.71 0.12 0.43 0.43 0.1 6 CL/ML 0.02 0.12 1 29 10 85.00 6444 0.56 0.64 0.64 0.10 0.40 0.40 0.1 7 CL/ML 0.02 0.12 1 41 10 95.00 7070 0.63 0.58 0.58 0.08 0 37 0.37 0.1 8 CLAM. 0,02 0.12 1.54 10 105,00 7696 0,69 0,53 0.53 0.07 0,35 0.35 0,0 9 CL/ML 0.02 0.12 1.66 10 115.00 8322 0,76 0,48 0.48 0.06 0,32 0.32 0,0 10 CUML 0.02 0,12 1.79 10 125.00 8948 0.82 0,44 0.44 0.05 0.30 0.30 0.0 130.0 UZ (in): 0.7 UZ (in): 0.5 LZ (in) = 1,4 12 (in) = 0.8 Total Center (In): 2,0 Total Edge (in) z' 1.3 GEOPIER® F TO: Alliance Residential Company SUBJECT: Geopier Comment Response #2 Geopier Ground Improvement Holden Development — Tukwila, WA Geopier Northwest 40: e Bellevue, Suite 100 .. _ s ,-1. Belle v •, Washington 98005 COI. Lr� Tel: 42M28 . - Fax 425,646.3118 A 'r rt( v L� www•geopier,com APR 2 5 Mil it 2, 2 19 City of Tukwila BUILDING DIVISION This letter and the attached documents represent our response to review comments regarding our design submittal for Geopier® soil reinforcement at the site of the planned Holden Development project located in Tukwila, WA. Comment 1: The following comment has not been fully addressed. Supplementary calculations provided by Geopier appear to indicate that the designed "Floor Pressure" for the rammed aggregate pier is 1,000 psf. It is not clear where the allowable soil bearing pressure of 4,000 psf is substantiated in the design of the rammed aggregate pier system. The maximum soil bearing pressure for the mat slab appears to be 3,603 psf per the foundation slab model output. Additional clarification for the design of the rammed aggregate pier system should be provided. Response: Ground improvement and foundation design are based on both bearing capacity and settlement. Most of the time, ground improvement designs are controlled by settlements and not allowable bearing capacity. As requested, we have included our bearing capacity calculations to supplement our previously provided settlement calculations. Our calculations confirmed that the the controlling design parameter which is settlement. The design allowable bearing capacity of 4,000 psf (1/3 increase for short duration loads) is acceptable based on the attached calculations and previously provided settlement calculations based on the actual loading. We appreciate the opportunity to work with you on this project. If you have any questions or require further information, please call. Sincerely, Geopier Northwest Inc. David Van Thiel, P.E., G=E. Geopier') and Rammed Aggregate Pier are registered trademarks of Geopier Foundatn Compaj, Inc. GEOPIER® uJ LU h- I- < 0 0 > > CO CO REVISIONS CO w Tell5E-L:2 -4 PROJECT PROJECT NO. PAGE OF trict, s.xieirit\ x E. Coervfivdy 0 nof locidc hi he( -Gi'lcbov,o Prom Geoptc if - 3 c‘ g;70 Nizt F. 0 Li 13 t\i- cvrtc1 ".?° ovv)i)-c 6 5eivic15/ ociy 5i I F5 by )15foon o ffdc-cp Mcit oicifl 1,3$0x31,6 ),90 .3 8.i- 0,9 1)0pcf 1 000 ctore.. alio (451(p A0'1" COO ilccl by hcaryL) tr 5ci+femtv1 GEOPIER IS GROUND IMPROVEMENT® GEOTECHNICAL ENGINEERING REPORT PROPOSED DEVELOPMENT 112 ANDOVER PARK EAST TUKWILA, WASHINGTON RECEIVED FEB 13 2019 TUKWILA PUBLIC WORKS Prepared for: Alliance Realty Partners, LLC PanGE INCORPOR ATED 3213 Eastlake Avenue East, Ste B Seattle, Washington 98102-7127 Tel: 206.262.0370 Fax: 206.262.0374 bt1 OOST Project No. 18-174 September 7, 2018 PanGE® I N C O R P O R A T i D Geotechnical & Earthquake Engineering Consultants September 7, 2018 File No. 18-174.200 Alliance Realty Partners, LLC 1325 4th Avenue, Ste. 1005 Seattle, WA 98101 Attn: Jeremiah Jolicoeur Subject: Geotechnical Engineering Report Proposed Development — Broadstone Andover East 112 Andover Park East, Tukwila, Washington Dear Mr. Jolicoeur: As requested, PanGEO, Inc. completed a geotechnical engineering study to assist you and your project team with the design and construction of the proposed development in Tukwila, Washington. The results of our study are summarized in the attached report. This report incorporates recommendations presented in our Geotechnical Engineering Feasibility Evaluation, dated June 25, 2018. In summary, the site is underlain by up to about four feet of undocumented fill soil over a thick layer of alluvium, which generally consists of interlayered very soft to medium stiff silt and clay, and very loose to medium dense silty sand and sand. In our opinion, a feasible foundation system consists of supporting the structure on a shallow mat or structural slab foundation bearing on ground improved with aggregate piers. We appreciate the opportunity to work with you on this project. Please do not hesitate to contact us with any questions. Sincerely, Jon . Rehlfopf, P.E. Senior Project Geotechnical Engineer Encl.: Geotechnical Engineering Report 3213 Eastlake Avenue .East, Suite B Seattle, WA 98102 Tel: (206) 262-0370 Geotechnical Engineering Report Proposed Development — 112 Andover Park East, Tukwila, WA September 7, 2018 TABLE OF CONTENTS Page 1.0 INTRODUCTION. 1 2.0 SITE AND PROJECT DESCRIPTION 1 3.0 SUBSURFACE EXPLORATIONS 2 3.1 CONE PENETROMETER TEST 2 3.2 PREVIOUS SUBSURFACE INVESTIGATIONS 3 4.0 SUBSURFACE CONDITIONS 3 4.1 GEOLOGY 3 4.2 Son, 3 4.3 GROUNDWATER 4 5.0 SEISMIC CONSIDERATIONS 4 5.1 SITE CLASS 4 5.2 SEISMIC DESIGN PARAMETERS 5 5.3 SOIL LIQUEFACTION 6 5.3.1 Liquefaction Analysis Results 7 5.3.2 Liquefaction Mitigation Measures 7 5.4 LIQUEFACTION -INDUCTED LATERAL SPREADING & RIVERBANK STABILITY 8 6.0 GEOTECHNICAL RECOMMENDATIONS 8 6.1 FOUNDATION SYSTEM 8 6.2 GROUND IMPROVEMENT WITH AGGREGATE PIERS 8 6.3 LATERAL SPREADING MITIGATION 9 6.4 MAT FOUNDATION OR STRUCTURAL SLAB WITH THICKENED FOOTINGS 10 6.5 LATERAL RESISTANCE 10 6.6 UTILITY CONNECTIONS 11 7.0 CONSTRUCTION CONSIDERATIONS 11 7.1 SITE CONDITIONS AND PREPARATION ....--. ............... ..... . ....... ..............._ ................ 11 7.2 TEMPORARY EXCAVATION 11 7.3 DEWATERING 12 7.4 STRUCTURAL FILL AND COMPACTION 12 7.5 EROSION AND DRAINAGE CONSIDERATIONS ....... ....... ................. . ......... ........... 12 7.6 WET WEATHER EARTHWORK AND EROSION CONSIDERATIONS 13 8.0 LIMITATIONS 14 9.0 REFERENCES 16 1 8-1 74_andoverparke_rpt.doc i PanGEO, Inc. Geotechnical Engineering Report Proposed Development — 112 Andover Park East, Tukwila, WA September 7, 2018 ATTACHMENTS: Figure 1 Figure 2 Vicinity Map Site and Exploration Plan LIST OF APPENDICES: Appendix A: Summary CPT Data Figure A-1 — Log of CPT-1 Figure A-2 — Log of CPT-2 Figure A-3 — Log of CPT-3 Figure A-4 — Log of CPT-4 Figure A-5 — Dissipation test, CPT-1 Appendix B: Previous Subsurface Investigations Logs of Previous Borings B-1 and B-2 (ESNW, 2015) 1 8-1 74_andoverparke_rpt.doc jj PanGEO, Inc. GEOTECHNICAL ENGINEERING REPORT PROPOSED DEVELOPMENT — BROADSTONE ANDOVER EAST 112 ANDOVER PARK EAST TUKWILA, WASHINGTON 1.0 INTRODUCTION This report presents the results of our geotechnical engineering study that was undertaken to support the design and construction of the proposed development in Tukwila, Washington. Our study was performed in general accordance with our mutually agreed scope of work as outlined in the Broadstone Andover East Agreement for Consulting Services, dated June 15, 2018. Our service scope included reviewing readily available geologic data in the vicinity of the project site, conducting a site reconnaissance, advancing four Cone Penetrometer Tests (CPT), and performing engineering analyses to develop the geotechnical recommendations outlined in this report. This report incorporates recommendations presented in our Geotechnical Engineering Feasibility Evaluation, dated June 25, 2018. 2.0 SITE AND PROJECT DESCRIPTION The subject site is located at 112 Andover Park East, in Tukwila, Washington, as shown in Figure 1. The site is bounded to the north by a new hotel that is currently under construction, to the east by Christensen Road and the Green River, to the south by a one- story commercial structure, and to the west by Andover Park East. An aerial photo of the project site depicting adjacent site features is shown in the attached Figure 2. The site is currently occupied by a one-story commercial building located in the middle of the site. The remainder of the site consists of at -grade asphalt parking areas and drive lanes. A topographic survey was not available at the time of our study, but based on our field observations, the site is practically level. Plate 1 on the following page depicts current site conditions. As currently planned, the proposed development will consist of one level of at -grade parking and 6 above -grade levels of residential space. The structure will be located within the approximately western half of the site, and the eastern half of the site will be developed with at -grade parking. No basement excavations are proposed. 321.3 Eastlake Ave E Ste B Seattle, WA 98102 Tel (206) 262-0370 Geotechnical Engineering Report Proposed Development — 112 Andover Park East, Tukwila, WA September 7, 2018 Plate I. Looking northeast at subject site from near the southwest property corner. 3.0 SUBSURFACE EXPLORATIONS 3.1 CONE PENE 1 HOMETER TEST The subsurface exploration program for this project consisted of four (4) cone penetrometer tests (CPT) designated CPT-1 through CPT-4. A CPT consists of pushing an instrumented cone, approximately 1-inch in diameter, through the soil from a truck mounted reaction frame. The resistances to continuous penetration encountered by the cone tip and adjacent friction sleeve exhibit high sensitivity to changes in soil type, providing data on soil behavior types and correlated strength parameters. CPTs were conducted at the site on June 13, using a truck -mounted rig owned and operated by In Situ Engineering. The locations of the tests were selected within the constraints of existing structures, underground utilities, overhead utilities, and surface access considerations. The approximate CPT locations were measured in the field from on -site features and are plotted on Figure 2 attached to this report. The cones were pushed to maximum depths of about 120 feet below the ground surface. Geotechnical properties were recorded during cone penetration testing, including tip resistance, friction ratio, and 1 8- 1 74_andoverparke_rpt.doc Page 2 PanGEO, Inc. Geotechnical Engineering Report Proposed Development — 112 Andover Park East, Tukwila, WA September 7, 2018 pore pressure. These properties were used to estimate soil behavior type and equivalent Standard Penetration Test (SPT) N-values. Summary CPT logs and the results of a dissipation test are included in Appendix A. 3.2 PREVIOUS SUBSURFACE INVESTIGATIONS We reviewed the results of previous soil explorations performed in the project vicinity, including four soil borings completed by others for the new hotel currently under construction directly north of the subject site. A site plan showing the locations of the two closest previous explorations is presented in Figure 2, and the summary logs of the two previous borings (B-1 an B-2) are included in Appendix B of this report. 4.0 SUBSURFACE CONDITIONS 4.1 GEOLOGY According to Geologic Map of the Renton Quadrangle, King County, Washington (Mullineaux, 1965), the project site is underlain by recent alluvium. Alluvium typically consists of interbedded, very loose to loose sand to silty sand, and soft to medium stiff silt and clay with occasional thin peat seams and some organics. 4.2 SoIL Based on the results of previous and recent subsurface explorations, we summarize the site subsurface conditions as the following: Unit 1: Fill — The site is underlain by what we interpreted to be a thin layer of fill, about 2 to 4 feet in thickness. Fill was encountered at all four CPT locations, as well as at the locations of the previous explorations north of the site. The fill generally consists of a mixture of loose to medium dense silty sand, sandy silt, clayey silt and gravel. Wood fragments and debris, although not encountered in our current CPT explorations, are common in fill. Unit 2: Alluvium — Underlying the fill, alluvium was encountered at all locations to the termination depth of the explorations. The alluvium generally consists of interlayered very soft to medium stiff silt and clay, and very loose to medium dense 18-1 74_andoverparke_rpt.doc Page 3 PanGEO, Inc. Geotechnical Engineering Report Proposed Development — 112 Andover Park East, Tukwila, WA September 7, 2018 silty sand and sand, to about 60 feet below the ground surface. Below 60 feet, the explorations encountered relatively uniform medium stiff sandy silt and clayey silt. At a depth of about 95 to 110 feet below the ground surface, dense soils were encountered in CPT-1, CPT-2 and CPT-3, which are likely glacial deposits. At the termination depth of 120 feet below the ground surface, CPT-4 did not encounter a dense soil deposit. The subsurface conditions encountered in the explorations are consistent with the mapped geology. 4.3 GROUNDWATER The groundwater level was observed by others in the previous test borings north of the site between 15 and 20 feet below grade. At a depth of 5 to 7 feet below grade, the soils samples retrieved from the borings were classified as wet. The groundwater measurements from the previous study were taken in July, when the groundwater levels are typically approaching the seasonal low. The groundwater level at the subject site was estimated to be about 18 feet deep at the time of the recent CPT explorations (June 2018). It should be noted that groundwater depths are likely to vary depending on seasonal precipitation, local subsurface conditions, and other factors. Groundwater levels and seepage rates are normally highest during the winter and early spring. It may be noted that because the site is adjacent to the Green River, when the river level rises, or floods, the groundwater level at the site would likely match the river level. 5.0 SEISMIC CONSIDERATIONS 5.1 SITE CLASS We anticipate that the seismic design of the building will be accomplished in accordance with the 2015 International Building Code (IBC). The IBC seismic design parameters are in part based on the site soil conditions and site classifications. According to Section 1613.3.2 of the 2015 IBC, the site shall be classified as Site Class A, B, C, D, E or F in accordance with Chapter 20 of ASCE 7. According to ASCE 7, the site soil can be classified as Site Class F because of the potential of the saturated alluvial soils to liquefy during a strong seismic event. However, footnote "b" in Tables 1613.3.3(1) and 1 8- 1 74_andoverparke_rptcloc Page 4 PanGEO, Inc. Geotechnical Engineering Report Proposed Development — 112 Andover Park East, Tukwila, WA September 7, 2018 1613.3.3(2) indicates that the values of site coefficients (Fa and Fv) for Site Class F shall be determined in accordance with Section 11.4.7 of ASCE-7, which states that "A site response analysis shall be performed in accordance with Section 21.1 for structures on Site Class F sites, unless the exception to Section 20.3.1 is applicable." Section 20.3.1 (1) of ASCE-7 states that "For structures having fundamental periods of vibration equal to or less than 0.5 s, site response analysis is not required to determine spectral accelerations for liquefiable soils. Rather, a site class is permitted to be determined in accordance with Section 20.3 and the corresponding values of Fa and Fy determined from Tables 11.4-1 and 11.4-2." In other words, for structures with a period of vibration equal to or less than 0.5 second and situated on liquefiable soils, the IBC/ASCE-7 exception allows the values of Fa and Fv for liquefiable soils be taken equal to the values of site class determined without regard to soil liquefaction. If the building's fundamental period of vibration is less than 0.5 second, which will need to be determined by the structural engineer, it is our opinion that Site Class E is most appropriate for the project. However, if the fundamental period of the proposed building is equal to or greater than 0.5 seconds, a site -specific ground response analysis will be required. If required, PanGEO is available to perform the site -specific ground response analysis. 5.2 SEISMIC DESIGN PARAMETERS The following provides seismic design parameters for the site that are in conformance with the 2015 edition of the International Building Code (IBC), which specifies a design earthquake having a 2% probability of occurrence in 50 years (return interval of 2,475 years), and the 2008 USGS seismic hazard maps. These values are provided based on the assumption that the fundamental period of the building is less than 0.5 second (see additional discussions in Site Class section above.). 18-174 andoverparke_rpt.doc Page 5 PanGEO, Geotechnical Engineering Report Proposed Development — 112 Andover Park East, Tukwila, WA September 7, 2018 Site Class Spectral Acceleration at 0.2 sec. (g) Ss Spectral Acceleration at 1.0 sec. (g) Si Site Coefficients Design Spectral Response Parameters Fa Fv SDS SDI E 1.45 0.54 0.9 2.4 0.87 0.86 The spectral response accelerations were obtained from the USGS Earthquake Hazards website (2008 data) for the project latitude and longitude. 5.3 SOIL LIQUEFACTION Liquefaction occurs when saturated sands are subjected to cyclic loading, and causes the pore water pressure to increase in the sand thereby reducing the inter -granular stresses. As the inter -granular stresses are reduced, the shearing resistance of the sand decreases. If pore pressures develop to the point where the effective stresses acting between the grains become zero, the soil particles will be in suspension and behave like a viscous fluid. Typically loose, saturated, clean granular soils, that have a low enough permeability to prevent drainage during cyclic loading, have the greatest potential for liquefaction, while more dense soil deposits with higher silt or clay contents have a lesser potential. Soil liquefaction may cause the temporary loss/reduction of foundation capacity and settlement. Because loose to medium dense, saturated, sand, silty sand, and sandy silt were encountered in the subsurface explorations advanced at the site, we evaluated the potential risk of liquefaction of the site soils during an IBC level earthquake (i.e. 2475- year event). The analysis utilized the data collected from CPT-1, CPT-2, CPT-3 and CPT-4, and the CPT Liquefaction Assessment Software CLiq v.2.1.6.11 developed by GeoLogismiki. The Boulanger & Idriss (2014) assessment method was utilized in our analyses. A peak ground acceleration associated with the IBC level earthquake of 0.58g was used to determine the risk of liquefaction, and to estimate ground settlements associated with the potentially liquefiable soils. 18-1.74 andoverparke_rpt.doc Page 6 PanGEO, Inc. Geotechnical Engineering Report Proposed Development —112 Andover Park East, Tukwila, WA September 7, 2018 5.3.1 Liquefaction Analysis Results The results of the analyses indicate that the majority of the soils below the groundwater level to a depth of about 55 to 60 feet below the ground surface have a moderate to high potential of liquefaction during the IBC level event. Based on the results of our analyses, settlement of the ground surface due to liquefaction of the site soils during the large, IBC - level earthquake may be on the order of about 6 to 8 inches. The ground settlements would be less for smaller earthquakes with a shorter return period, and a lower peak ground acceleration (PGA). For example, during the 2001 Nisqually earthquake, the project area experienced a PGA of around 0.2g, which, according to our analyses, would have resulted in ground settlements of around 3 to 4 inches. It may be noted, however, that significant ground settlements or damage due to liquefaction was not reported in the Tukwila area from the 2001 Nisqually Earthquake. Because of the generally uniform soil deposit below the site, our analyses indicate that that differential ground settlements across the site would only be on the order of 1 to 2 inches during the large, code level earthquake. 5.3.2 Liquefaction Mitigation Measures Based on the results of our analyses, and the high risk of liquefaction at the site, the potential for liquefaction of the soils should be considered in design. Foundations bearing on or directly above potentially liquefiable soils could experience seismically induced settlements causing distress and damage to building elements. For this reason, as described in report Section 6.2 below, we recommend that the proposed building be supported by a thick layer of improved ground. The ground improvement method, such as aggregate piers, will not only densify a thick layer of soil below the development, but will also mitigate the potential for liquefaction in the improved layer. In addition to ground improvement, we recommend that the foundation system of the building consist of a mat foundation or a structural slab with thickened footings. The rigid foundation system will improve the perfoiiiiance of the structure by reducing the potential for damage if some differential settlement occurs due to liquefaction below the improved ground. 1 8- 1 74_andoverparke_rpt.doc Page 7 PanGEO, Inc. Geotechnical Engineering Report Proposed Development — 112 Andover Park East, Tukwila, WA September 7, 2018 5.4 LIQUEFACTION -INDUCTED LATERAL SPREADING & RIVERBANK STABILITY Where sloping ground surface conditions are present, the occurrence of soil liquefaction could trigger lateral ground movements, or the horizontal flow of liquefied soils. This phenomenon is generally referred to as lateral spreading. The magnitude of the potential ground movements will largely depend on the earthquake magnitude, geometry of the slope, the depth and thickness of the liquefiable layer, the soil properties, and the distance from the slope face. Because the potentially liquefiable soils below the site are adjacent to the bank of the Green River, there exists the potential of lateral spreading affecting the subject property during a large earthquake. In our opinion, the effects of lateral spreading on the subject property can be effectively mitigated through the use of ground improvement, as discussed in Section 6.3 below. 6.0 GEOTECHNICAL RECOMMENDATIONS 6.1 FOUNDATION SYSTEM Based on the subsurface conditions encountered in the current and previous explorations, the site is underlain by loose sands and compressible silts and clays to depths of about 100 to over 120 feet below the ground surface. In addition, a majority of the soils below the site are prone to liquefaction during the IBC -level earthquake. As such, in our opinion a conventional shallow foundation system is not appropriate to support the proposed seven -level building. While a deep foundation system is technically feasible, due to the depths of dense soil, in our opinion piles would not be economically feasible for the currently proposed development. In our opinion, a feasible foundation support option consists of supporting the proposed structure on shallow mat or structural slab with thickened footings bearing on improved ground. 6.2 GROUND IMPROVEMENT WITH AGGREGATE PIERS In our opinion, a feasible soil improvement technique consists of improving the loose to medium dense sand, silty sand and soft to medium stiff silt and clay below the proposed structure with aggregate piers. Aggregate piers consist of compacting columns of well - graded crushed rock to increase the bearing capacity of poor soils, and to reduce settlements. Because the aggregate piers increase the stiffness of the subsurface soils, 1 8- 1 74_andov erparke_rpt.doc Page 8 PanGEO, Inc. Geotechnical Engineering Report Proposed Development — 112 Andover Park East, Tukwila, WA September 7, 2018 and provide additional drainage pathways for excess pore water pressure during a seismic event, the potential for earthquake induced liquefaction in the improved soils is mitigated. Although aggregate piers would mitigate the potential for liquefaction within the improved zone, the potential for liquefaction would still remain below the zone of ground improvement to a depth of about 60 feet. As such, the potential for settlements of the improved soil mass during a seismic event remains. We anticipate that total settlements could be on the order of 2 to 4 inches due to liquefaction, and differential settlement across the site would be on the order of 1 to 2 inches. Provided that a rigid mat or slab foundation is utilized, as described below, in our opinion the potential damage due to the estimated 1 to 2 inches of differential settlement would not pose a life safety issue for the occupants and would not significantly impede entrance or egress from the structure following the large earthquake. Because specialty contractors install aggregate piers using a proprietary system, the contractor determines the lengths and spacing of piers, the allowable soil bearing pressure of the improved soil, improved soil characteristics and anticipated settlements. Specifically, the specialty contractor is responsible for the ground improvement design, and will provide design drawings and calculations stamped by a registered professional engineer. For planning purposes, however, we anticipate that the aggregate piers will be generally spaced about 8 feet on center. The piers will likely be spaced closer, however, under concentrated loads, such as column loads. We anticipate that the aggregate piers will need to extend about 25 to 30 feet below the building foundation to create an adequately thick improved soil mass on which the foundation can bear. 6.3 LATERAL SPREADING MITIGATION As discussed above, due to the potentially liquefiable soils below the site, and the proximity of the banks of the Green River, the subject site could be subjected to lateral earth movements during a large earthquake due to liquefaction induced lateral spreading. In our opinion the proposed project should include measures to mitigate the effects of lateral spreading and potential riverbank instability. One feasible option would be to improve the ground along the eastern border of the site to protect the site and proposed building from potential lateral ground displacements. Another could be to increase the depth and decrease the spacing of the ground improvement elements along the east side 1 8- 1 74_andoverparke_rpt. doc Page 9 PanGEO, Inc. Geotechnical Engineering Report Proposed Development — 112 Andover Park East, Tukwila, WA September 7, 2018 of the structure, however, this option would not protect the portion of the site east of the building (i.e. surface parking). We recommend the ground improvement designer consider the effects of lateral spreading and design the ground improvement program to mitigate the potential effects of lateral ground movements at the site. 6.4 MAT FOUNDATION OR STRUCTURAL SLAB WITH THICKENED FOOTINGS A mat foundation (or structural slab with thickened footings) may be constructed over the area of ground improvement. A mat foundation would be designed so that is sufficiently stiff to spread the concentrated column loads out over a wide area. A mat foundation or structural slab will reduce the effects of potential differential settlement of adjacent columns, and will perfoim better than isolated column footings during an earthquake, in the event that the underlying soils liquefy and settle. With the subgrade improvement described above, we recommend the use of a modulus of subgrade reaction of 150 pci for mat slab design. This value should be confirmed by the ground improvement designer. Conventional Shallow Foundation: Depending on the final layout and configuration of the development, and input from the ground improvement designer, it may be possible to support the new structure on conventional spread and strip footings bearing on the ground improvement elements. The footings may need to be tied together with grade beams to reduce the potential effects of differential settlement. For preliminary estimating purposes, we anticipate that strip and spread footings bearing on the improved ground could be sized based on an allowable bearing pressure of about 3 to 4 ksf. This value would be provided by the ground improvement designer for final design. 6.5 LATERAL RESISTANCE Lateral forces from wind or seismic loading may be resisted by a combination of passive earth pressures acting against the embedded portions of the mat foundation, and by friction acting on the base of the slab. Passive resistance values may be determined using an equivalent fluid weight of 350 pounds per cubic foot (pcf). This value includes a factor of safety of at least 1.5 assuming that properly compacted structural fill will be placed adjacent to the sides of the foundation. A friction coefficient of 0.4 may be used to determine the frictional resistance at the base of the slab. This coefficient includes a 1 8- 174_andoverparke_rptdoc Page 10 PanGEO, Inc. Geotechnical Engineering Report Proposed Development — 112 Andover Park East, Tukwila, WA September 7, 2018 factor of safety of approximate 1.5. However, if a vapor barrier or other waterproofing measures are installed directly below the concrete slab, the frictional resistance will need to be reduced, or not relied upon for base friction. 6.6 UTILITY CONNECTIONS Due to the potential of differential settlements between the proposed structure located over improved ground, and the surrounding un-improved ground, utilities connecting to the building that are susceptible to damage from 2 to 4 inches of differential movement should be fitted with flexible couplers to mitigate the potential of broken utilities during and after a large earthquake. 7.0 CONSTRUCTION CONSIDERATIONS 7.1 SITE CONDITIONS AND PREPARATION As described above, the surficial soils at the site are expected to consist of silty sand and sandy silt with some clay, gravel, and possible fill debris. The site soils are anticipated to be moisture sensitive, and will become disturbed when wet. As a result, the excavated site materials will not be suitable for use as backfill, particularly during the winter. In addition, at a depth of about 7 to 10 feet below the existing ground surface, very soft silt and clay is present, which will not support conventional construction equipment without improvement such as cement treatment, or the installation of a thick working surface of quarry spalls over geotextile fabric. 7.2 TEMPORARY EXCAVATION In general, maximum temporary excavation depths are expected to be less than about 8 feet. Temporary excavations greater than 4 feet deep should be properly sloped or shored. All temporary excavations should be performed in accordance with Part N of WAC (Washington Administrative Code) 296-155. The contractor is responsible for maintaining safe excavation slopes and/or shoring. For planning purposes, the temporary excavations in the upper loose to medium dense silty sand and sandy silt may be sloped to as steep as 1H:1V (Horizontal:Vertical). The temporary cut slopes should be re- evaluated by a representative of PanGEO during construction based on actual observed soil conditions. 1 8- 1 74_andov erparke_rpt.doc Page 11 PanGEO, Inc. Geotechnical Engineering Report Proposed Development — 112 Andover Park East, Tukwila, WA September 7, 2018 7.3 DEWATERING We anticipate that excavations deeper than about 10 to 15 feet will encounter groundwater, depending on the season. We recommend not extending the foundation elements below the groundwater level, as dewatering expenses would likely be significant. The contractor should be prepared to provide a temporary dewatering system for excavations, such as utility trenches, if they will extend more than about 10 to 12 feet below existing grades. 7.4 STRUCTURAL FILL AND COMPACTION If structural fill is needed at the site, we recommend using a granular fill material such as Gravel. Borrow (WSDOT 9-03.14(1)), Seattle Type 17 gravel borrow, or other approved. equivalent. The structural fill should be moisture conditioned to within about 3 percent of optimum moisture content, placed in loose, horizontal lifts less than 8 inches in thickness, and. systematically compacted to a dense and unyielding condition, and to at least 95 percent of the maximum dry density, as determined using test method ASTM D 1557. 7.5 EROSION AND DRAINAGE CONSIDERATIONS Surface runoff can be controlled during construction by careful grading practices. This may include the construction of shallow, upgrade perimeter ditches or low earthen berms to collect runoff and prevent water from entering the excavation. All, collected water should be directed to a positive and permanent discharge system such as a storm sewer. It should be noted that some of the site soils are prone to surficial erosion. Special care should be taken to avoid surface water on open cut excavations, and exposed slopes should be protected with plastic sheeting. Permanent control of surface water and roof runoff should be incorporated in the final grading design. In addition to these sources, irrigation and rain water infiltrating into any landscape and/or planter areas adjacent to paved areas or building foundations should also be controlled. Water should not be allowed to pond immediately adjacent to buildings or paved areas. All collected runoff should be directed into conduits that carry the water away from pavements or the structure and into storm drain systems or other 18-174_andoverparke_rpt.doc Page 12 PanGEO, Inc. Geotechnical Engineering Report Proposed Development — 112 Andover Park East, Tukwila, WA September 7, 2018 appropriate outlets. Adequate surface gradients should be incorporated into the grading design such that surface runoff is directed away from structures. 7.6 WET WEATHER EARTHWORK AND EROSION CONSIDERATIONS The fill soils at the site are expected to contain a moderate to high amount of fines, and are therefore considered moisture sensitive. As a result, it may be more economical to perform earthwork in the drier summer months to reduce the potential of site soils becoming soft due to excessive moisture. Any softened soils should be removed and replaced with structural fill. General recommendations relative to earthwork performed in wet weather or in wet conditions are presented below: • Because site soils are considered moisture sensitive, all subgrade surfaces should be protected against inclement weather. • Earthwork may need to be performed in small areas to minimize subgrade exposure to wet weather. Excavation or the removal of unsuitable soil should be followed promptly by the placement and compaction of structural fill. The size and type of construction equipment used may have to be limited to reduce soil disturbance. • During wet weather, the allowable fines content of the structural fill should be reduced to no more than 5 percent by weight based on the portion passing %- inch sieve. The fines should be non -plastic. • The ground surface within the construction area should be graded to promote run-off of surface water and to prevent the ponding of water, and to prevent surface water from entering the excavations. • Bales of straw and/or geotextile silt fences should be strategically located to control erosion and the movement of sediment. Erosion control measures should be installed along all the property boundaries. • Excavation slopes and soils stockpiled on site should be covered with plastic sheeting. 1 8- 1 74_andoverparke_rptdoc Page 13 PanGEO, Inc. Geotechnical Engineering Report Proposed Development — 112 Andover Park East, Tukwila, WA September 7, 2018 • Under no circumstances should soil be left uncompacted and exposed to moisture. 8.0 LIMITATIONS We have prepared this report for use by Alliance Realty Partners, LLC, and the project team. Recommendations contained in this report are based on a site reconnaissance, a subsurface exploration program, review of pertinent subsurface information, and our understanding of the project. The study was performed using a mutually agreed -upon scope of work. Variations in soil: conditions may exist between the explorations and the actual conditions underlying the site. The nature and extent of soil variations may not be evident until construction occurs. If any soil conditions are encountered at the site that are different from those described in this report, we should be notified immediately to review the applicability of our recommendations. Additionally, we should also be notified to review the applicability of our recommendations if there are any changes in the project scope. The scope of our work does not include services related to construction safety precautions. Our recommendations are not intended to direct the contractors' methods, techniques, sequences or procedures, except as specifically described in our report for consideration in design. Additionally, the scope of our work specifically excludes the assessment of environmental characteristics, particularly those involving hazardous substances. We are not mold consultants nor are our recommendations to be interpreted as being preventative of mold development. A mold specialist should be consulted for all mold -related issues. This report may be used only by the client and for the purposes stated, within a reasonable time from its issuance. Land use, site conditions (both off and on -site), or other factors including advances in our understanding of applied science, may change over time and could materially affect our findings. Therefore, this report should not be relied upon after 24 months from its issuance. PanGEO should be notified if the project is delayed by more than 24 months from the date of this report so that we may review the applicability of our conclusions considering the time lapse. 1 8- 1 74_andoverparke_rpt.doc Page 14 PanGEO, Inc. Geotechnical Engineering Report Proposed Development — 112 Andover Park East, Tukwila, WA September 7, 2018 It is the client's responsibility to see that all parties to this project, including the designer, contractor, subcontractors, etc., are made aware of this report in its entirety. The use of information contained in this report for bidding purposes should be done at the contractor's option and risk. Any party other than the client who wishes to use this report shall notify PanGEO of such intended use and for permission to copy this report. Based on the intended use of the report, PanGEO may require that additional work be performed and that an updated report be reissued. Noncompliance with any of these requirements will release PanGEO from any liability :resulting from the use this report. Within the limitation of scope, schedule and budget, PanGEO engages in the practice of geotechnical engineering and endeavors to perform its services in accordance with generally accepted professional principles and practices at the time the Report or its contents were prepared. No warranty, express or implied, is made. We appreciate the opportunity to be of service to you on this project. Please feel free to contact our office with any questions you have regarding our study, this report, or any geotechnical engineering related project issues. Sincerely, Jon C. Rehkopf, P.E. Senior Project Geotechnical Engineer Siew L. Tan, P.E. Principal Geotechnical Engineer 1 8- 1 74_andoverparke_rpt.doc Page 15 PanGEO, Inc. Geotechnical Engineering Report Proposed Development — 112 Andover Park East, Tukwila, WA September 7, 2018 It is the client's responsibility to see that all parties to this project, including the designer, contractor, subcontractors, etc., are made aware of this report in its entirety. The use of information contained in this report for bidding purposes should be done at the contractor's option and risk. Any party other than the client who wishes to use this report shall notify PanGEO of such intended use and for permission to copy this report. Based on the intended use of the report, PanGEO may require that additional work be performed and that an updated report be reissued. Noncompliance with any of these requirements will release PanGEO from any liability resulting from the use this report. Within the limitation of scope, schedule and budget, PanGEO engages in the practice of geotechnical engineering and endeavors to perform its services in accordance with generally accepted professional principles and practices at the time the Report or its contents were prepared. No warranty, express or implied, is made. We appreciate the opportunity to be of service to you on this project. Please feel free to contact our office with any questions you have regarding our study, this report, or any geotechnical engineering related project issues. Sincerely, PanGEO, Inc. Jon C. Rehkopf, P.E. Senior Project Geotechnical Engineer Siew L. Tan, P.E. Principal Geotechnical Engineer 1 8- 1 74_andov erparke_rpt.doe Page 15 PanGEO, Inc. Geotechnical Engineering Report Proposed Development — 112 Andover Park East, Tukwila, WA September 7, 2018 9.0 REFERENCES ASCE/SEI 7-10, Minimum Design Loads for Buildings and Other Structures, American Society of Civil Engineers, 2010. Earth Solutions NW, LLC., 2015. Test Boring Logs B-1 through B-4. Holiday Inn Express, Tukwila, Washington. File No. 0511.04. June 2015. International Building Code (IBC), 2015, International Code Council. Mullineaux, D.R., 1965, Geologic Map of the Renton Quadrangle, King County, Washington, Geologic Quadrangle Map GQ-405. WSDOT, 2018, Standard Specifications for Road, Bridges, and Municipal Construction. 1 8- 1 74_andoverparke_rpt.doe Page 16 PanGEO, Inc. Site Location Reference: Google Terrain Map PanGE I M C O R P OR ATEO Proposed Development 112 Andover Park East Tukwila, Washington VICINITY MAP Project No. 18-174 Figure No. 1 18.114 Figure2_EAploralionPlangd 6122118 (1826) JCR Image Credit: Google Earth Pro Approx. Scale 1"=50' Legend: CPT.1 Q CPT Designation & Location (PanGEO, 2018) B.1 Existing Test Boring (ESNW, 2015) Note: Summarylogs forCPT•1 through CPT-4 (PanGEO, 2018) arepresenfedin Appendix A. Summary logs for existing borings are presented in Appendix B. PanCE® INCORPORATED Proposed Development 112 Andover Park East Tukwila, Washington SITE & EXPLORATION PLAN Project No 18.174 Figure No. 2 APPENDIX A SUMMARY CPT DATA Tip COR (tsf) l 1 I 20 40 Depth 60 (ft) 80 100 120 COMMENT: -'d —i -7. CPT-01 CPT CONTRACTOR: InSitu Engineering CUSTOMER: PanGEO LOCATION: Tukwila JOB NUMBER: 18-174 F.Ratio (%) 300 0 --i-=r-F-t--t-- Pore Pressure (psi) 7 -20 c'f ▪ 1 sensitive fine grained • 4 silty clay to clay 111 2 organic material 11 5 clayey silt to silty clay ▪ 3 clay 6 sandy silt to clayey silt "SBT/SPT CORRELATION: UBC-1983 OPERATOR: Romanelli/Okbay CONE ID: DDG1424 TEST DATE: 6/13/2018 7:50:45 AM PREDRILL: N/A BACKFILL: 20% Bentonite Grout SURFACE PATCH: Cold Patch SBT FR (RC 1983) 160 0 --t —y —r— SPT (blows/ft) 2 0 El 7 silty sand to sandy silt 10 gravelly sand to sand M 8 sand to silty sand 't1 very stiff fine grained (*) 9 sand • 12 sand to clayey sand (*) Depth (ft) Tip COR (tsf) 00 60 i 80 i- - - - r 100 120 COMMENT: SPT (blows/ft) 20 CPT 02 CPT CONTRACTOR: InSitu Engineering CUSTOMER: PanGEO LOCATION: Tukwila JOB NUMBER: 18-174 FRatio (%) 300 0 -77 Pore Pressure (psi) 7 -20 - t L_. OPERATOR: Romanelli/Okbay CONE ID: DDG1424 TEST DATE: 6/13/2018 9:16:40 AM PREDRILL: N/A BACKFILL: 20% Bentonite Grout SURFACE PATCH: Cold Patch -t- -y_ I SBT FR (RC 1983) 160 0 _y, r - 1 _ 80 III1 sensitive fine grained 4 silty clay to clay IIII 2 organic material IN 5 clayey silt to silty clay in 3 clay 6 sandy silt to clayey silt "SBT/SPT CORRELATION:: UBC-1983 7 silty sand to sandy silt 10 gravelly sand to sand 8 sand to silty sand 11 very stiff fine grained (*) 9 sand IIII 12 sand to clayey sand (*) Depth (ft) Tip COR (tsf) 0 20 40 80 100 12 2 COMMENT: CPT-03 CPT CONTRACTOR: InSitu Engineering CUSTOMER: PanGEO LOCATION: Tukwila JOB NUMBER: 18-174 FRatio Pore Pressure (%) (psi) 0 0 7 -20 f�. 2 -7- • 1 sensitive fine grained ii 4 silty clay to clay • 2 organic material III 5 clayey silt to silty clay 1111 3 clay 6 sandy silt to clayey silt "SBT/SPT CORRELATION: UBC-1983 -+- OPERATOR: Romanelli/Okbay CONE ID: DDG1424 TEST DATE: 6/13/2018 10:31:00 AM PREDRILL: N/A BACKFILL: 20% Bentonite Grout SURFACE PATCH: Cold 'Patch SBT FR (RC 1983) 160 t t 2 SPT (blows/ft) 12 0 7 silty sand to sandy silt 10 gravelly sand to sand 8 sand to silty sand 11 very stiff fine grained (*) 9 sand II 12 sand to clayey sand (") Tip COR (tsf) 0 20 40 Depth 60 ) 80 100 120 COMMENT: CPT-04 CPT CONTRACTOR: InSitu Engineering CUSTOMER: PanGEO LOCATION: Tukwila JOB NUMBER: 18-174 F.Ratio / Pore Pressure (%) (psi) 0 0 7 -20 1 sensitive fine grained 4 silty clay to day ii 2 organic material MI 5 clayey silt to silty clay 3 clay 6 sandy silt to clayey silt *SBT/SPT CORRELATION: UBC-1983 OPERATOR: Romanelli/Okbay CONE ID: DDG1424 TEST DATE: 6/13/2018 11:35:10 AM PREDRILL: N/A BACKFILL: 20% Bentonite Grout SURFACE PATCH: Cold Patch SBT FR (RC 1983) 60 0 SPT (blows/ft) 12 0 -4 ` - C 4 I 5 -.Y ,71 - .f. - Y - 7 silty sand to sandy silt MI 10 gravelly sand to sand 8 sand to silty sand 11 very stiff fine grained (*) 9 sand 1 12 sand to clayey sand (*) 0 PRESSURE (PSI) CPT-0 1 OPERATOR: RomanclIiOkbay CUSTOMER: PanGEO LOCATION: Tukwila JOB NUMBER: 18-174 CPT CONTRACTOR: InSitu Engineering CONE ID: DDG1424 TEST DATE: 17 1 15 14 11 10 11 1 11 DEPTH (ft) —46.752 © 100 1000 IUt I PRESSURE = 17.433 (PSI) TIME: (SECONDS) APPENDIX B PREVIOUS SUBSURFACE INVESTIGATIONS Earth Solutions LLC ' 881 152nd Avenue N Redmond, WA 98052 Telephone 4252843300 Fax, 42528*2855 `ctiENT .1 C RadoniCh Ca2.. __ NEC! NUMBER 0511,.,_ oTh STARTED 1 0.05 COMPLETED DRILLING CONTRACTOR Hol actin Drithnc m TRILLING METHOD } ISA LOGGED BY SSR NOTES Gravel Su at.e SS ca 0 2-4-4 (8) BORING NUMBER B-1 PROJECT NAME TukwUa Commercial Develo ,,,tent PROJECT LOCATION Tukwila� In ton GROUND ELEVATION 24 " _ HOLE SIZE GROUND WATER LEVELS: ��- AT TIME OF DRILLING 20.0 R t Eley4 0 ft AT END OF DRILLING -- AFTER DRILLING MATERIAL DESCRIPTION Gray silty SAND with gravel, medium dense, moist (Ft8) Gray sandy SILT, riled um dense, moist -becomes very louse .clayey silt layers -becomes wet Gray CLAY PAGF 1 OF 2 CHECKED BY SSR TESTS 17 ht};°u MC = 37.90% MC: = 44 70% MC = 19.00% Fines = 40,90% Iss Solutions W. LLC 2881 152nd Avenue N.E. Redmond. WA 98052 Telephone: 4252843300 Fax: 4252842855 , jc EtgIovich Co EcT NOMBER 0511 11-1 I— 0 0 Z 0 5 co 0 -> 0 2 0-8-15 (24) TESTS MC = 34 40% MC = 29 00% MC = 29.80% MC = 30,50% MC = 54 50% SP- SM SPSM - SP BORING NUMBER B-1 PAGE 2 OF 2 PROJECT NAME Tukwila Commercial Develo ment PROJECT LOCATION Tukwila VVashin ton t ly graded fine SAND wii-ticiriietin.sm cene, wel Baring tern 41 encountered at2OOte and cuttings, -taw ogiaiNG CONTRACTOR „— DRILLiNG METHOD ASA__ tam, ouiutions NVV, LLC 2881 152nd Avenue N E Redmond, WA 98052 Telephone: 4252843300 Fax: 4252842855 iffer Radovich Co, NLJM STARTED 1710/06 COMPLETED 7/10/06 0A--IE LAGGED BY SSF_2_ CHECKED BY SSR NOTES lAs,p1.22.11 1-2-2 MC = 19.40% LL = 32 PL. = 21 MC = 20.50% MC = 41.30% MC = 51.40% MC = 36.20% BER 0511 t 4 CI Gray silty fine BORING NUMBER 13-2 PAGE 1 OF 2 PROJECT NAME .1_,Ast,taS_L)rnztts..Lajrnent PROJECT LOCATION Tukwila Washir_von GROUND ELEVATION 24 ft HOLE SIZE GROUND WA LEVELS: S.Z. AT TIME OF DRILLING 20.0 ft / Elev 4 0 ft AT END OF DRILLING AFTER DRILLING MATERIAL DESCRIPTION n silty SAND with gravel, medium dense, moist (Fill) Brown lean CLAY, medium stiff, moist town silty fine SAND, very loose, moist Brown CLAY, very soft. wet - Ma -- 21 la I7 0 Earth Solutions NW, LLC 2881 152nd Avenue NE Redmond. WA 98052 Telephone 4252843300 Fax' 4252842855 CLIENT J C. Radovlch Co PROJECT NUMBER 0511 cs MC = 48.10'4, MC = 38.30% MC = 35.40% MC = 26 40% BORING NUMBER B-2 PAGE 2 OF 2 PROJECT NAME Tukwila Commercial Development PROJECT LOCATION Tukwila Washlrlgton MATERIAL DESCRIPTION Gray SILT with fine sand,soft, wet -gray silty fine sand layer Bill Rambo From: /Vpx Dabe| <a|exd@urbnlarch itecture.com> Sent: Wednesday, October 9,201911:O8AK4 To: Bill Rambo Cc: Aah|eyVada Subject: Holden Southcenter Permit extensions D19-0090 Tower Crane & D19-0055 Foundation Hey Bill, Please forward to Jerry Height. ATTN:Jerry Height Building Official City of Tukwila | would like to file for a permit extension for two permits. l.Dl9'OU5SFoundation Permit 3.O19-0K}9OTower Crane Permit Work for both permits is waiting an ground improvements to be finalized before starting and will not be complete by the permit expiration date of 11/17/2019. Please let meknow ifyou need any additional information, Thanks for your time AlcxD8|ze}l 1938 Fairview Avenue Last Seattle, Washington 98l0Z 0:206,676.56*9 » Request for Extension#_� Cnrrcn/ExpirazionDuw:_�L_\-L_- �x/cns{on�cqu�st ^� ` ��&pprovcd[or /�~».� days �d(yuviJccq`|a"u�nn) Si&ou/uof|niduls�� Den CAUTION: This email originated from outside the City of Tukwila network. Please DO NOT open attachments nrclick links from anunknown orsuspicious origin. 1 0 City of Tukwila Department of Community Development 10/1/2019 ALEX DALZELL 1938 FAIRVIEW AVE E, SUITE 100 SEATTLE, WA 98102 RE: Permit No. D19-0055 HOLDEN AT SOUTHCENTER - FOUNDATION 112 ANDOVER PARK E Dear Permit Holder: Allan Ekberg, Mayor Jack Pace, Director In reviewing our current records, the above noted permit has not received a final inspection by the City of Tukwila Building Division. Per the International Building Code, International Mechanical Code, Uniform Plumbing, Code and/or the National Electric Code, every permit issued by the Building Division under the provisions of these codes shall expire by limitation and become null and void if the building or work authorized by such permit has not begun within 180 days from the issuance date of such permit, or if the building or work authorized by such permit is suspended or abandoned at any time after the work has begun for a period of 180 days. Your permit will expire on 11/17/2019. Based on the above, you are hereby advised to: 1) Call the City of Tukwila Inspection Request Line at 206-438-9350 to schedule for the next or final inspection. Each inspection creates a new 180 day period, provided the inspection shows progress. -or- 2) Submit a written request for permit extension to the Permit Center at least seven(7) days before it is due to expire. Address your extension request to the Building Official and state your reason(s) for the need to extend your permit. The Building Code does allow the Building Official to approve one extension of up to 180 days. If it is determined that your extension request is granted, you will be notified by mail. In the event you do not call for an inspection and/or receive an extension prior to 11/17/2019, your permit will become null and void and any further work on the project will require a new permit and associated fees. Thank you for your cooperation in this matter. Sincerely, Bill Rambo Permit Technician File No: D19-0055 6300 Southcenter Boulevard Suite #100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 Reid iddleton CIVIL ENGINEERING STRUCTURAL ENGINEERING PLANNING SURVEYING April 11, 2019 File No. 262019.005/00403 Mr. Jerry Hight, Building Official City of Tukwila, Department of Community Development 6300 Southcenter Boulevard, Suite 100 Tukwila, WA 98188 Subject: Building Permit Plan Review — Final Submittal Holden of Southcenter — Foundation Only (D19-0055) Dear Mr. Hight: We reviewed the proposed project for compliance with the structural provisions of the 2015 International Building Code (IBC) as amended and adopted by the state of Washington and the City of Tukwila. The foundation portion of the drawings was previously submitted as part of the City of Tukwila permit D19-0026. We understand that these drawings have been removed from peintit D19-0026 and have been resubmitted as part of this permit, which is for the foundation only and includes ground improvement drawings. Please refer to peiniit D19-0090 for Tower Crane Foundation. The permit applicant has responded successfully to our comments. Drawing Revisions New structural drawing sheets were submitted in response to our plan review. These sheets are enclosed and should replace any previous sheets submitted with the original peunit submittal. The new drawing sheets are: S0.01, S0.02, S0.03, S0.04, S1.01A, S1.01B, S3.01, and S3.02 (dated March 20, 2019). Special Inspections, Submittals, and Tests Special inspections and tests should be perfoinied by qualified special inspectors. Requirements for structural special inspections and structural tests have been provided on Sheets S0.04. Reports, certificates, and other documents related to structural special inspections and tests should be submitted to the City of Tukwila. Geotechnical special inspections: Special inspections and test by the geotechnical engineer should be provided as recommended in the geotechnical report by PanGEO, Inc., dated September 7, 2018. EVERETT 728 134th Street SW Suite 200 Everett, WA 98204 425 741-3800 www.reidmiddletonxorn Mr. Jerry Hight, Building Official City of Tukwila, Department of Community Development April 11, 2019 File No. 262019.005/00403 Page 2 Structural Observation: Structural observation during construction is required for this project per IBC Section 1704.6. Corrections and comments made during the review process do not relieve the permit applicant or the designers from compliance with code requirements, conditions of approval, and permit requirements; nor are the designers relieved of responsibility for a complete design in accordance with the laws of the state of Washington. This review is for general compliance with the International Building Code as it relates to the project. If you have any questions or need additional clarification, please contact us. Sincerely, Reid Middleton, Inc. vLet Sabina S. Surana, P.E. Project Engineer Seth E. Stapleton, P.E., S.E. Senior Engineer cc: Alex Dalzell, Urbal Architecture (by e-mail) Chad Lorentz, Urbal Architecture (by e-mail) Anthony Sorentino, DCI Engineers (by e-mail) Jerry Hight, City of Tukwila (by e-mail) Bill Rambo, City of Tukwila (by e-mail) Rachelle Ripley, City of Tukwila (by e-mail) Al Johannessen, City of Tukwila (by e-mail) ehw\O:\Plan Review\Tukwila\19\TK19_004R03.docx\sss Reid iddleton DC �s i-engineers.com Washington Oregon California Texas Alaska Colorado /vmmena . u ��� b� �M1� APR ~ ^ �w°^ ztpz/�q ' t)05'0041>�� RE|D 0;|DDLETON INC Raid Middleton Attn: Sabina Surana Re: Building Permit Plan Review- Second Submittal Holden of Southcenter — Foundation Only (D19-0055) Dear Sabina: This letter is prepared to address the comments provided by Sabina Surana for the second review of Holden at Southr-enter (D1 9-0055) foundation submittal. Specifically, this letter addresses the comment associated with the structural design. The follow is an itemized list of responses to the provided comments. STRUCTURAL 11 Supplemental Calculations will be submitted with replotted mesh input showing the additional requested information. Note the comments on the supplemental calculations directly reference each specific property ,eq"oo»od. If further explanation or additional information is requested, please feel free to contact DCI Engineers directly. Sincerely, DCI Engineers Anthony SomnUino.pE Project Manager (508)227'5733 D EVOEWE / IAPR 1 ' 2019 RE/D/NIDMLET�� /��� _ _. ..,~~' Spokane, WA 99201 Phonn(50Q) 455-4440 Serv/ne |nnovot|nn vx|op Reid iddleton CIVIL ENGINEERING STRUCTURAL ENGINEERING PLANNING SURVEYING April 1, 2019 File No. 262019.005/00402 RECEIVED ,TR 04 2019 COMMUNITY OPMENT Mr. Jerry Hight, Building Official City of Tukwila, Department of Community Development 6300 Southcenter Boulevard, Suite 100 Tukwila, WA 98188 Subject: Building Permit Plan Review — Second Submittal Holden of Southcenter — Foundation Only (D19-0055) Dear Mr. Hight: We reviewed the proposed project for compliance with the structural provisions of the 2015 International Building Code (IBC) as amended and adopted by the state of Washington and the City of Tukwila. The foundation portion of the drawings was previously submitted as part of the City of Tukwila permit D19-0026. We understand that these drawings have been removed from permit D19-0026 and have been resubmitted as part of this permit, which is for the foundation only and includes ground improvement drawings. Please refer to permit D19-0090 for Tower Crane Foundation. The design team should address the comments below. The permit applicant should provide responses to the review comments in an itemized letter. The structural engineer should resubmit the following documents: a. One set of full-sized revised and new structural sheets for insertion into the original structural drawing sets. Complete structural drawing sets may be submitted in place of individual new and revised sheets. b. Two complete full-sized sets of updated structural drawings. c. Three copies of supplemental structural calculations. The applicant should resubmit documentation directly to Reid Middleton, Inc. Geotechnical 1. No additional comments. 2. No additional comments. EVERETT 728 134th Street SW Suite 200 Everett, WA 98204 425 741-3800 www.reidmiddletomcom Mr. Jerry Hight, Building Official City of Tukwila, Department of Community Development April 1, 2019 File No. 262019.005/00402 Page 2 Ground Improvements 1. The following comment has not been fully addressed. Supplementary calculations provided by Geopier appear to indicate that the designed "Floor Pressure" for the rammed aggregate pier is 1,000 psf. It is not clear where the allowable soil bearing pressure of 4,000 psf is substantiated in the design of the rammed aggregate pier system. The maximum soil bearing pressure for the mat slab appears to be 3,603 psf per the foundation slab model output. Additional clarification for the design of the rammed aggregate pier system should be provided. The original comment follows: The ground improvements construction notes on Sheet GP0.1 indicate that the ground improvements designed to support foundation loads are determined by the structural engineer. The design process for this project should be verified. The design team, including but not limited to the structural and geoteclmical engineers and the ground improvement designer, should submit supplemental documentation verifying that the ground improvement design is compatible and consistent with the structural design. The soil subgrade modulus of 150 pci, and allowable bearing pressure of 4,000 psf should be substantiated with additional data or calculations. See IBC Sections 1604.1 and 1604.4. 2. No additional comments. Structural General 3. No additional comments. 4. No additional comments. 5. No additional comments. 6. No additional comments. 7. No additional comments. 8. No additional comments. 9. No additional comments. 10. No additional comments. Reid iddleton Mr. Jerry Hight, Building Official City of Tukwila, Department of Community Development April 1, 2019 File No. 262019.005/00402 Page 3 Foundation 11. The following comments have not been fully addressed. Clarification should be provided for the foundation model inputs such as material properties, gravity and lateral design loadings, soil modulus of subgrade reaction, consideration of accidental torsional eccentricity. Page 3 of the original submitted foundation calculations show several different concrete strengths (from 3,000 to 6,000 psi), but it is not clear which one was used for the design of the slab. In addition, it is not clear how the effective modulus of the concrete was determined. The value of the effective modulus of concrete should vary with the compressive strength of the concrete. Program inputs on pages 2 through 7 do not include the slab and footing depths. Please provide program input information showing the slab and foundation depths. Program inputs on pages 2 through 7 do not include the soil subgrade modulus. The original comment follows: Structural calculations provided for the foundation design are unclear. Additional information should be provided to complete the review. The following comments should be addressed by the designer. See IBC Sections 107.1 and 1604.4. a. Provide the foundation design model inputs for concrete strengths, cracked section properties, and soil modulus of subgrade reaction. b. Provide addition infomiation to clarify the model inputs for foundation design loadings, such as gravity, seismic, and wind loadings. c. Provide ouiput information to substantiate foundation sizes and slab thickness shown on the drawings. 12. No additional comments. Corrections and comments made during the review process do not relieve the permit applicant or the designers from compliance with code requirements, conditions of approval, and peimit requirements; nor are the designers relieved of responsibility for a complete design in accordance with the laws of the state of Washington. This review is for general compliance with the International Building Code as it relates to the project. Reid iddleton Mr. Jerry Hight, Building Official City of Tukwila, Department of Community Development April 1, 2019 File No. 262019.005/00402 Page 4 If you have any questions or need additional clarification, please contact us. Sincerely, Reid Middleton, Inc. Sabina S. Surana, P.E. Project Engineer Seth E. Stapleton, P.E., S.E. Senior Engineer cc: Alex Dalzell, Urbal Architecture (by e-mail) Chad Lorentz, Urbal Architecture (by e-mail) Anthony Sorentino, DCI Engineers (by e-mail) Jerry Hight, City of Tukwila (by e-mail) Bill Rambo, City of Tukwila (by e-mail) Rachelle Ripley, City of Tukwila (by e-mail) Al Johannessen, City of Tukwila (by e-mail) ehw126Se\Plan Review\Tukwila\19\TK19004R02.docx\sss Reid iddleton CIVIL ENGINEERING STRUCTURAL ENGINEERING PLANNING SURVEYING March 7, 2019 File No. 262019.005/00401 RECEIVED 11 2013 COMMUNI f Y DEVE1 OPMI r4r Mr. Jerry Hight, Building Official City of Tukwila, Department of Community Development 6300 Southcenter Boulevard, Suite 100 Tukwila, WA 98188 Subject: Building Permit Plan Review — First Submittal Holden of Southcenter — Foundation Only (D19-0055) Dear Mr. Hight: We reviewed the proposed project for compliance with the structural provisions of the 2015 International Building Code (IBC) as amended and adopted by the state of Washington and the City of Tukwila. The foundation portion of the drawings was previously submitted as part of the City of Tukwila permit D19-0026. We understand that these drawings have been removed from permit D19-0026 and have been resubmitted as part of this permit, which is for the foundation only and includes ground improvement drawings. The design team should address the comments below. The permit applicant should provide responses to the review comments in an itemized letter. The structural engineer should resubmit the following documents: a. One set of full-sized revised and new structural sheets for insertion into the original structural drawing sets. Complete structural drawing sets may be submitted in place of individual new and revised sheets. b. Two complete full-sized sets of updated structural drawings. c. Three copies of supplemental structural calculations. The applicant should resubmit documentation directly to Reid Middleton, Inc. Geotechnical Geotechnical special inspections and tests should be performed for this project. See IBC Sections 1704.2.3, 1704.3.1, 1705.6. A table of the required inspections is provided in the Structural General Notes on Sheet S0.04 in the section titled Schedule of Special Inspections. The following is a summary of the required geotechnical special inspections and tests based on a review of the structural EVERETT 728 134th Street SW Suite 200 Everett, WA 98204 425 741-3800 www.reidmiddleton.com Mr. Jerry Hight, Building Official City of Tukwila, Department of Community Development March 7, 2019 File No. 262019.005/00401 Page 2 drawings and the geotechnical report. This comment does not require a response by the applicant. a. Soil bearing pressures, including excavation and compaction. See IBC Table 1705.6. b. Installation and testing of ground -improvement systems. See IBC Sections 110.1 and 1705.1.1. 2. Geotechnical observations should be performed as recommended in the geotechnical report by PanGEO, Inc., dated September 7, 2018. A list of the required inspections is provided in the Structural General Notes on Sheet S0.01 in the section titled Soils and Foundations. The following is a summary based on a review of the structural drawings and geotechnical report. This comment does not require a response by the applicant. a. Site grading (IBC Section 1804.4). b. Groundwater monitoring and dewatering (IBC Sections 1803.5.4 and 1805.1.3). c. Installation of permanent subsurface drainage system (IBC Section 1805.4). d. Placement and compaction of structural backfill (IBC Section 1803.4). Ground Improvements 1. The ground improvements construction notes on Sheet GP0.1 indicate that the ground improvements designed to support foundation loads are determined by the structural engineer. The design process for this project should be verified. The design team, including but not limited to the structural and geotechnical engineers and the ground improvement designer, should submit supplemental documentation verifying that the ground improvement design is compatible and consistent with the structural design. The soil subgrade modulus of 150 pci, and allowable bearing pressure of 4,000 psf should be substantiated with additional data or calculations. See IBC Sections 1604.1 and 1604.4. 2. A letter from the geotechnical engineer should be provided indicating that the final plans for the foundation design of the building have been reviewed and that the plans are consistent with the recommendations of the geotechnical report. See IBC Section 1604.4. Structural General Structural special inspections and tests should be performed for this project. See IBC Sections 1704.2.3, 1704.3.1, and 1705. A table of the required inspections is Reid iddleton Mr. Jerry Hight, Building Official City of Tukwila, Department of Community Development March 7, 2019 File No. 262019.005/00401 Page 3 provided in the Structural General Notes on Sheet S0.04 in the section titled Schedules of Special Inspections. This comment does not require a response by the applicant. 4. Special inspection of fabricated items: The structural design includes prefabricated components that do not require special inspection during fabrication. The prefabricated components must be fabricated by registered and approved fabricators in accordance with IBC Section 1704.2.5.1. Items identified in this list that are not prefabricated components should have special inspection requirements added as appropriate. The following is based on a review of the structural drawings: stairways. 5. The cast -in -place concrete table on Sheet S0.01 specifies a concrete strength of 3,000 psi and 4,000 psi for stem walls and shear walls, respectively. These concrete elements are exposed to freezing and thawing cycles, which qualifies as Class F2 concrete per ACI 318-14 Table 19.3.1.1. Per ACI 318-14 Table 19.3.2.1, the minimum concrete strength for Class F2 concrete is 4,500 psi. The minimum concrete strength on Sheet S0.01 should be revised. See IBC Section 1901.2. 6. Structural tests: Tests by qualified special inspectors should be conducted. The following is a summary: a. Testing of concrete, including post -tensioned concrete for specified compressive strength, f'c; air content; and slump. See IBC Section 1705.3 and 1903.1 and ACI 318 Section 26.12. 7. Structural submittals. Reports, certificates, and other documents related to structural special inspections and tests should be submitted by the contractor to the City of Tukwila. The certificates of compliance are required to state that the work was performed in accordance with the approved construction documents. See IBC Sections 107.1, 107.3.4, and 107.3.4.1. The following is a summary: Steel: a. Submittal of certificates of compliance from the fabricators of prefabricated stair systems (e.g., steel stairways) at the completion of fabrication. See also IBC Sections 1704.2.5 and 1704.2.5.1. Nonstructural: a. Submittal of certificates of compliance from the manufacturers of components of the designated seismic systems, including their mounting systems and Reid iddleton Mr. Jerry Hight, Building Official City of Tukwila, Department of Community Development March 7, 2019 File No. 262019.005/00401 Page 4 anchorage, where required by ASCE 7-10,Section 13.2.2. See also IBC Section 1705.13.2. 8. Structural deferred submittals. Portions of the structural design have been deferred by the structural engineer for submittal to the City of Tukwila until after issuance of the initial building permit. The applicant should recognize that the City of Tukwila may require the issuance of additional permits. See IBC Section 107.3.4.1. The following is a summary: a, Concrete mix designs. b. Placing drawings for prestressed post -tensioned concrete floor systems. c, Drawings for Gyperete topping. d. Design drawings for prefabricated stair systems (e.g., steel stairways). e. Solid wood joists (I joists, Parallel Strand Lumber, Laminated Veneer Lumber). L Design drawings for hold-down systems at wood -framed shear walls. g. Design drawings for canopies (Sheet A1.01). h. Design drawings for handrails., guardrails, and balcony rail anchorages. i. Design drawings for temporary shoring system. 9. The floor live load design data in the section of the structural notes on Design Criteria and Loads, Sheet S0.01, should be revised for each uniform design load, whether it is reducible (or nonreducible). See IBC Sections 1603.1.1 and 1607.10.1 and Table 1607.1. 10. The snow load design data in the section of the structural notes on Design Criteria and Loads, Sheet S0.01, should be revised by also specifying the flat -roof snow load, Pf, snow exposure factor, Ce; thermal factor, Ct. See IBC Section 1603.1.3. Foundation 11. Structural calculations provided for foundation design are unclear. Additional information should be provided to complete the review. The following comments should be addressed by the designer. See IBC Sections 107.1 and 1604.4. a. Provide the foundation design model inputs for concrete strengths, cracked section properties, and soil modulus of subgrade reaction. b. Provide addition information to clarify the model inputs for foundation design loadings, such as gravity, seismic, and wind loadings. c. Provide output information to substantiate foundation sizes and slab thickness shown on the drawings. 12. Sheet S 1.01 A, Detail 14/S3.02, and structural calculations for foundation slab appear to indicate the design of the tower crane foundation. Documentation Reid iddleton Mr. Jerry Hight, Building Official City of Tukwila, Department of Community Development March 7, 2019 File No. 262019.005/00401 Page 5 substantiating the design of the crane tower foundation such as crane loading criteria should be submitted for review. Crane loading criteria shall include maximum wind and seismic loads in and out of operation. The excerpts from the operator's manual may be required as part of this submittal. See IBC Section I 07.1 and 1603.1. Corrections and comments made during the review process do not relieve the permit applicant or the designers from compliance with code requirements, conditions of approval, and permit requirements; nor are the designers relieved of responsibility for a complete design in accordance with the laws of the state of Washington. This review is for general compliance with the International Building Code as it relates to the project. If you have any questions or need additional clarification, please contact us. Sincerely, Reid Middleton, Inc. Sabina S. Surana, P.E. Project Engineer cc: Alex Dalzell, Urbal Architecture (by e-mail) Chad Lorentz, Urbal Architecture (by e-mail) Anthony Sorentino, DCI Engineers (by e-mail) Jerry Hight, City of Tukwila (by e-mail) Bill Rambo, City of Tukwila (by e-mail) Rachelle Ripley, City of Tukwila (by e-mail) Al Johannessen, City of Tukwila (by e-mail) ehw\26Se\Plan Review\Tukwila\19\TK19004R01.docx\sss Seth E. Staple on, P.E., S.E. Senior Engineer Reid iddleton City of Tukwila Allan Ekberg, Mayor Department of Community Development - Jack Pace, Director February 19, 2019 Dave Swanson Reid Middleton 728 - 134th Street SW, Suite 200 Everett, WA 98204 RE: Supplemental Structural Review Development Permit D19-0055 Holden of Southcenter — 112 Andover Park E Dear Mr. Swanson, Please review the enclosed set of plans and documents for structural compliance with the 2015 International Building Code. As always, once all items have been reviewed and deemed correct, please provide two approved sets of approved plans and calculations with original approval stamps back to the Permit Center, attention Building Official. If you should have any questions, please feel free contact us in the Permit Center at (206) 431-3670. Sincerely, Bill Rambo Permit Technician encl File: D19-0055 Tukwila City Hall • 6200 Southcenter Boulevard • Tukwila, WA 98188 • 206-433-1800 • Website: TukwilaWA,gov PERMIT COORD C3Pli PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D19-0055 DATE: 2/08/19 PROJECT NAME: HOLDEN OF SOUTHCENTER SITE ADDRESS: 112 ANDOVER PARK E X Original Plan Submittal Revision # before Permit Issued Response to Correction Letter # Revision # after Permit Issued DEPARTMENTS: Ion I'tiblic Wor e\, A-tA )40-11 0-\20 Fire Prevention P anning Division Structural Permit Coordinator PRELIMINARY REVIEW: Not Applicable (no approval/review required) REVIEWER'S INITIALS: DATE: 2/14/19 Structural Review Required DATE: APPROVALS OR CORRECTIONS: Approved Corrections Required (corrections entered in Reviews) Notation: DUE DATE: 3/14/19 Approved with Conditions Denied (ie: Zoning Issues REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg D Fire 0 Ping 0 PW 0 Staff Initials: 12/18/2013 ,-ass.- z I 14— a"."zw-.. At - AIWEI t } .. } CITY OF TUKWILA BUILDING PERMIT # ZONING INFORMATION D19-0026 APPLICABLE CODE: 2015 TUKWILA MUNICIPAL CODES (TMC) PROJECT ZONE: TUC TUKWILA URBAN CENTER & TOD TRANSIT DOH CONSTRUCTION REVIEW SERVICES # ORIENTED DEVELOPEMENT 60924540SEE FULL ZONING ANALYSIS ON SHEET A0.02 APPLICABLE CODES 2015 TUKWILA MUNICIPAL CODES (TMC) - INCLUDING ORDINANCES #2330, #2437, #2327 2015 INTERNATIONAL BUILDING CODES (IBC) 2015 INTERNATIONAL FIRE CODE (IFC} 2015 WASHINGTON STATE BUILDING CODE (SBCC) 2015 UNIFORM PLUMBING CODES (UPC) 2015 INTERNATIONAL MECHANICAL CODES (IMC) 2017 NATIONAL ELECTRICAL CODES (NEC) 2015 WASHINGTON STATE ENERGY CODES (WSEC) 2014 LIQUEFIED PETROLEUM GAS CODE (NFPA 58) 2015 NATIONAL FUEL GAS CODE (NFPA 54) (FOR LP GAS INSTALLATION ONLY) 2009 ICC/ANSI A117.1 (BARRIER FREE CODES) WASHINGTON STATE ADMINISTRATIVE CODE 388-78A SEE BUILDING CODE ANALYSIS ON SHEET A0.03 ADDRESS 112 ANDOVER PARK EAST TUKWILA, WA 98188 ASSESSOR'S PARCEL NUMBER 022300-0045 LEGAL DESCRIPTION THE SOUTH 28 FEET OF TRACT 4, AND THE NORTH 2O0.00 FEET OF TRACT 5, SAID 200 FEET BEING MEASURED PARALLEL TO ANDOVER PARK EAST (67TH AVENUE SOUTH), ANDOVER INDUSTRIAL PARK NO. 1, ACCORDING TO THE PLAT THEREOF, RECORDED IN VOLUME 66 OF PLATS, PAGE 36, IN KING COUNTY, WASHINGTON; EXCEPT THAT PORTION THEREOF CONDEMNED IN KING COUNTY SUPERIOR COURT CAUSE NUMBER 592245 FOR PRIMARY STATE HIGHWAY NO. 1. PROJECT INFORMATION DESCRIPTION: THIS SUBMITTAL IS FOR THE FOUNDATION ONLY CONSTRUCTION OF A SEVEN (7) STORY,134 UNIT, LICENSED ASSISTED LIVING APARTMENT COMMUNITY. BUILDING DESIGN TO INCLUDE FIVE (5) LEVELS OF WOOD -FRAMED, ASSISTED LIVING UNITS OVER ONE LEVEL OF MEMORY CARE OVER ONE LEVEL OF COMMON AMENITY SPACE. EXISTING BUILDING AND IMPROVEMENTS TO BE DEMOLISHED. THE BUILDING ABOVE THE FOUNDATION HAS BEEN SUBMITTED SEPERATELY UNDER PERMIT # D19-0026 MECHANICAL, ELECTRICAL, AND PLUMBING WILL HAVE SEPARATE SUBMITTALS FOR PERMIT AND FOUNDATION PENETRATION PLANS ARE INCLUDED FOR REFERENCE ONLY. CONSTRUCTION TYPE: FIVE (5) LEVELS OF TYPE VA OVER TWO (2) LEVELS OF TYPE IA TOTAL GROSS AREA: 123,135 SF OCCUPANCY: LEVEL 1: A-21A-3 COMMON AMENITY AREAS B MANAGEMENT OFFICES LEVEL 2: A-3 1-1 LEVEL 3 & 4 1-1 LEVEL 5 A-3 1-1 LEVEL 6 & 7 1-1 CONSTRUCTION TYPE: LEVELS 1-2: TYPE IA LEVELS 3-7: TYPE VA TOTAL OCCUPANT LOAD: LEVEL 1: 483 LEVEL 2: 358 LEVEL 3: 98 LEVEL 4: 98 LEVEL 5: 281 LEVEL 6: 88 LEVEL 7: 88 COMMON AMENITY AREAS MEMORY CARE UNITS ASSISTED LIVING UNITS COMMON AMENITY AREAS ASSISTED LIVING UNITS ASSISTED LIVING UNITS 1-SURVEY SURVEY 1 SURVEY WITH FOLIAGE IDENTIFIED SURVEY 2 TABLE OF TREES 2 - CIVIL CO3 GRADING PLAN C04 GRADING DETAILS 4 - ARCHITECTURAL A1.00 SITE PLAN 6-STRUCTURAL S0.01 GENERAL NOTES S0.02 GENERAL NOTES S0.03 GENERAL NOTES S0.04 SPECIAL INSPECTIONS S1.01A FOUNDATION PLAN - AREA A S1.0113 FOUNDATION PLAN - AREAS S3.01 FOUNDATION DETAILS S3.02 FOUNDATION DETAILS 10 - ELECTRICAL E200 LEVEL 1 LOWER ELECTRICAL PLAN 11- PLUMBING P1.0A FLOOR PLAN - UNDERSLAB A P1.06 FLOOR PLAN - UNDERSLAB B 12- GROUND IMPROVEMENTS GP0.1 DETAILS GP1.1 FOUNDATION PLAN A GP1.2 FOUNDATION PLAN B b" 1 ( REVISIONS I No changes shall be made to the scope of work without prior aporoval of the Tukwila Building Dwlsron. NOTE: revisions will recuire a new plan submittal and may include additional plan review. SEPARATE PERMIT RE UIRED FOR: Mechanical Electrical Plumbing Gas Piping City of Tukwila BUILDING DIVISION FILE CTY Permit No. ,2 , v�U Plan review approval is subject to errors and omissions. Approval of construction documents does nor aulhsrize the violation of any aaooted code or ordinance Receipt of approved Fero Copy and conditions as owiedgee: By, Date: City of Tukwila auILDINC,, nIVISION PROJECT DIRECTORY OWNERIDEVELOPER MECHNICAL/ PLUMBING ALLIANCE RESIDENTIAL COMPANY OCEAN PARK MECHANICAL INC. 1325 4TH AVE., STE. 1005 14900 INTERURBAN AVENUE, SUITE SEATTLE, WA 98101 283 PHONE: 206.567.7230 SEATTLE, WA 98168 CONTACT: EVAN LAWLER PHONE: 206-674-4553, EXT 103 E-MAIL: elawler@allresco.com CONTACT: DARREN LOWE E-MAIL: darren@oceanpm.com ARCHITECT URBAL ARCHITECTURE ELECTRICAL 1938 FAIRVIEW AVE E, SUITE 100 STATESIDE POWER SEATTLE, WA 98102 10636 NE 123RD ST PHONE: 206.676.5649 KIRKLAND, WA 98034 CONTACT: ALEX DALZELL PHONE: 425-466-4162 E-MAIL: alexd@urbalarchitecture.com CONTACT: PATRICK WILKIE E-MAIL: pat@sspwa.com CIVIL ENGINEER DAVIDO CONSULTING GROUP BUILDING ENVELOPE 15029 BOTHELL WAY NE #600 CROSS 2 DESIGN GROUP LAKE FOREST PARK, WA 98155 2476 WESTLAKE AVE N SUITE # 102 PHONE: 206.523.0024 SEATTLE, WA 98109 CONTACT: ERIC SCHOSSOW PHONE: 206.283.0066 E-MAIL: edcs@dcgengr.com CONTACT: AARON LEMCHEN E-MAIL: alemchen@cross2dg.com LANDSCAPE ARCHITECT FAZIO ASSOCIATES INTERIOR DESIGN 2244 NW MARKET ST, SUITE B STUDIO SIX 5 SEATTLE, WA 98107 811 BARTON SPRINGS RD, SUITE 800 PHONE: 206.774.9490 AUSTIN, TX 78704 _ CONTACT: ROBERT J. FAZIO PHONE: 512.476.6501 E-MAIL: rob@fazioassociates.com CONTACT: CLIFF HOLASEK E-MAIL: cliff@studiosix5.com STRUCTURAL ENGINEER DCI ENGINEERS FOOD SERVICE DESIGNS FIVE 707 W 2ND AVENUE DIRECT SUPPLY APTURA CITY OF TU K SPOKANE, WA 99201 6767 N INDUSTRIAL RD PHONE: 509.227,5733 MILWAUKEE, WI 53223 FEB 08 2 CONTACT: ANTHONY SORENTINO PHONE: 800.226.0087 E-MAIL: asorentino@dci-engineers.com CONTACT: JAN CRAIN PE;-.Mwi GEh! E-MAIL: JCrain@directs.com GROUNDIMPROVEMENT GEOPIER NORTHWEST ACOUSTICS 40 LAKE BELLEVUE, SUITE 100 A3 ACOUSTICS, LLP BELLEVUE, WA 98005 241 SOUTH LANDER, SUITE 200 PHONE: 425.646.2995 SEATTLE, WA 98134 CONTACT. DAVID VAN THIEL PHONE: 206.792.7796 E-MAIL: dvanthiel@geopiemorthwest.com CONTACT: MOHAMED AIT ALLAOUA E-MAIL: mohamed@a3acousbcs.com I I L- — — — — — — — — — — — — -- -- — — — RBAL' ARCHITECTURE IR13ANIRURAL 1938 Fairview Avenue East SUITE 100 Seattle, WA 98102 info@urbalarchitecture.com www.urbalarchitecture.com T 206-257-0972 license REGISTERED ,,776 ,, A�RCHITECT CHH D iEN STATE OF WASHINGTO project name mes. Wkh. 112 ANDOVER PARK EAST TUKWILA, WA 98188 APPROVED APR n2 55 2019 0, V- t City of Tukwila BUILDING DIVISION su 100% SD SET 10.10.2018 30% DO SET 11,16,2018 60% DD SET 12.14.2018 BUILDING PERMIT SET 01.11.2019 FOUNDATION PERMIT 02,08.2019 drawing title TITLE SHEET drawing information DATE 02.08.2019 SCALE 12" = 1'-0" DRAWN Author JOB # 17-027 copyright 0201' Urbai Architecture, PLLC Urbal Architecture, Pure reserves common law copyright r�gd other property rights in this document. All drawn and 4AFitten information irxorporated herein, is an instrument of Vrbai Architecture PLLC's professional practice and shall not to be used in whole or in part without the written authorization of Urbal Architecture. one. sheet number FOI.01 URBAL GENERAL ABBREVIATIONS SYMBOLS LEGEND GENERAL NOTES AB ANCHOR BOLT ABV ABOVE ACOUS ACOUSTICAL ACT ACOUSTICAL CEILING TILE AD AREA DRAIN ADDL ADDITIONAL ADJ ADJUSTABLE AFF ABOVE FINISH FLOOR AG ALUMINUM & GLASS ALC ALUMINUM CLAD ALT ALTERNATE ALUM ALUMINUM ALV ALUMINUM CLAD VINYL ALW ALUMINUM CLAD WOOD AN ANODIZED APPROX APPROXIMATE APT APARTMENT ARCH ARCHITECTURAL AS ALUMINUM STOREFRONT AVG AVERAGE AWN AWNING B.O. BOTTOM OF BA BATH BC BOTTOM OF CURB BD BOARD BLW BELOW BITUM BITUMINOUS BLDG BUILDING BLKG BLOCKING BLW BELOW BM BEAM BSMT BASEMENT BIT BETWEEN BUR BUILT-UP ROOFING BYD BEYOND C CASEMENT C&G CURB AND GUTTER CAB CABINET CB CATCH BASIN CC CENTER TO CENTER CIP CAST IN PLACE CIRC CIRCULATION CL CENTERLINE CLG CEILING CLR CLEAR CLR FIN CLEAR FINISH CMU CONCRETE MASONRY UNIT CLEAN OUT COLUMN r CONCRETE CONTINUOUS CORRIDOR CARPET CT CERAMIC TILE CTB CERAMIC TILE BASE CTR CENTER CW COLD WATER CWG CLEAR WIRED GLASS CVG CLEAR VERTICAL GRAIN D DRYER DBL DOUBLE DE DELAYED EGRESS DEMO DEMOLITION DH DOUBLE HUNG DIA DIAMETER DR DOOR(S) DS DOWNSPOUT DW DISHWASHER DWG DRAWING EA EACH EB EXPANSION BOLT EF EACH FACE EL ELEVATION ELEC ELECTRIC(AL) ELEV ELEVATOR EMER EMERGENCY ENCL ENCLOSURE EP ELECTRICAL PANEL EQ EQUAL EQUIP EQUIPMENT ESCAL ESCALATOR ESMT EASEMENT EXH EXHAUST EXST EXISTING ENT EXTERIOR F FIXED FA FIRE ALARM FAF FACTORY APPLIED FINISH FAP FIRE ALARM CONTROL PANEL FAPB FIRE ALARM PULL BOX FB FLAT BAR FBG FIBERGLASS FD FLOOR DRAIN FDC FIRE DEPARTMENT CONNECTION FDN FOUNDATION FOR FRENCH DOORS FE FIRE EXTINGUISHER FEC FIRE EXTINGUISHER CABINET FF FINISHED FLOOR FIN FINISH FL FLUSH FLR FLOOR F.O.C. FACE OF CONCRETE F.O.F. FACE OF FRAMING F.O.M. FACE OF MASONRY F.O.S. FACE OF SHEATHING FPL FIREPLACE FR FRAMING FRP FIBER REINFORCED PLASTIC FRT FIRE RETARDANT FRTW FIRE RETARDANT TREATED WOOD FT FOOT (OR FEET) FTG FOOTING FURR FURRING FUT FUTURE GA GAUGE GALV GALVANIZED GAR GARAGE GB GRAB BAR GC GENERAL CONTRACTOR GFRC GLASS FIBER REINFORCED CONCRETE GL GLASS GLB GLU-LAMINATED BEAM GLZ GLAZING GND GROUND GS GARAGE SECTIONAL DOOR GSF GROSS SQUARE FEET GWB GYPSUM WALL BOARD HB HOSE BIB HC HOLLOW CORE HCW HOLLOW CORE WOOD HD HEAD HDO HIGH DENSITY OVERLAY HDWD HARDWOOD HM HOLLOW METAL HORIZ HORIZONTAL HVAC HEATING VENTILATION AIR CONDITIONING HW HOT WATER HYDR HYDRAULIC IBC INTERNATIONAL BUILDING CODE ID INTERIOR DESIGN IIC IMPACT ISOLATION CLASS IN INCH(ES) INCL INCLUDING INS INSULATION INT INTERIOR ]AN JANITOR KB KEY BOX / KNOX BOX KD KNOCKDOWN KIT KITCHEN KILOWATTS rKOKNOCKOUT LAMINATE LAVATORY POUND LINEAR FEET LOC LOCATION LTG LIGHTING LOW-E LOW GLAZING LVR LOUVER MAINT VAS MAINTENANCE MASONRY MATL MATERIAL MAX MAXIMUM MB MACHINE BOLT MED MEDICINE MDF MEDIUM DENSITYFIBERBOARD MDO MEDIUM DENSITY OVERLAY MECH MECHANICAL MED MEDIUM MEMB MEMBRANE MEZZ MEZZANINE MFR MANUFACTURER MGR MANAGER MH MANHOLE MIN MINIMUM MIRR MIRROR MISC MISCELLANEOUS MK MARK MP METAL, PAINTED MTD MOUNTED MTL METAL MULL MULLION NIC NOT IN CONTRACT NOM NOMINAL NSF NET SQUARE FEET NTS NOT TO SCALE 0/ OVER OA OVERALL OC ON CENTER OD OVERFLOW ROOF DRAIN OFCI OWNER FURNISHED / CONTRACTOR INSTALLED OFF OFFICE OFOI OWNER FURNISHED / OWNER INSTALLED OPP OPPOSITE OVHD OVERHEAD OZ JOUNCE PS I PARTICLE BOARD PC PRECAST CONCRETE PCF POUNDS PER CUBIC FOOT_ FED PEDESTAL PERF PERFORATED PERP PERPENDICULAR PIC PICTURE (WINDOW) PIV POST INDICATOR VALVE PL PROPERTY LINE PLAM PLASTIC LAMINATE PLAS PLASTER PLYWD PLYWOOD POLY POLYETHYLENE PREFAB PREFABRICATED PREFIN PREFINISHED PRKG PARKING PROP IPROPERTY PRV I PRESSURE REDUCING VALVE PSF POUNDS PER SQUARE FOOT PSI POUNDS PER SQUARE INCH PNT POINT PT PRESSURE TREATED PTO PAINTED PVC POLYVINYL CHLORIDE PVMT PAVEMENT QTY QUANTITY R RISER RA RETURN AIR RAD RADIUS RC RESILIENT CHANNEL RCP REFLECTED CEILING PLAN RD ROOF DRAIN REFR REFRIGERATOR REINF REINFORCE REQD REQUIRE RESIL RESILIENT RL (INTERIOR) RELITE RSTRM RESTROOM RET RETAINING RO ROUGH OPENING ROW RIGHT OF WAY RWL RAIN WATER LEADER SA SUPPLYAIR SAF SAFETY LAMINATED SC SOLID CORE SCW SOLID CORE WOOD SECT SECTION SH SINGLE HUNG SHT SHEET SHTHG SHEATHING SIM SIMILAR SL SLIDING SLD SLIDING DOOR SOG SLAB ON GRADE SP STANDPIPE SPG SPANDREL GLAZING SPEC SPECIFICATON SSTL STAINLESS STEEL ST STAINED STA STATION STAG STAGGERED STC -SOUND CLASS STD STANDARD STL STEEL STM STEEL CHANNEL MEMBER STOR STORAGE STRUCT -STRUCTURE (STRUCTURAL) SUSP SUSPENDED SV SHEETVINYL _§Y"ST SYSTEM T TEMPERED T&G TONGUE AND GROOVE T.O.B. TOP OF BEAM T 0. C. TOP OF CURB TO TRENCH DRAIN TEMP TEMPORARY T.O.F. TOP OF FOOTING T.O.F.F. TOP OF FINISH FLOOR THK THICKNESS) T.O.J. TOP OF JOIST T.O. TOP OF T.O.C. TOP OF CONCRETE T.O.P. TOP OF PARAPET T.O.W. TOP OF WALL TOPO TOPOGRAPHIC TP TOP OF PAVEMENT TR TREAD TRANS TRANSLUCENT GLAZING TRTD TREATED TSTAT THERMOSTAT TV TELEVISION TYP TYPICAL UNEX UNEXCAVATED UNFIN UNFINISHED UNO UNLESS NOTED OTHERWISE UTIL UTILITIY (OR UTILITIES) VB VINYL BASE VCT VINYL COMPOSITION TILE VEH VEHICLE VENT I VENTILATION VERT I VERTICAL VEST VESTIBULE VG VERTICAL GRAIN V VINYL VIF VERIFY IN FIELD VNF VINYL NAIL -FLANGE VP VENEER PLASTER VTR VENT THROUGH ROOF W WASHING MACHINE WC WATER CLOSET WD WOOD W/D WASHER/DRYER WG WOOD & GLASS WGL WIRE GLASS WH WATER HEATER W/0 WITHOUT W.P. WORKING POINT WP WATERPROOF WRB ilWINDOWS) WATER -RESISTIVE BARRIER WDW VIEW REFERENCES OBJECT REFERENCES BUILDING SECTION ROOM TAG DETAIL # ON SHEET ROOM NAME SIM ROOM NAM 1 1pl {- ROOM# A10 150 SF� SHEET# SQUARE FOOTAGE SQUAREFOOTAGE DETAIL CUT DOOR TAG DETAIL # ON SHEET SIM DOOR#; REFER TO 10 �7`-DOORSCHEDULE SHEET # ENLARGED PLAN OR DETAIL WINDOW TAG ETAIL#ON SHEET 4MVDOWSCHEDULE WINDOW#; REFERTO SHEET # BUILDING ELEVATION MATERIAL TAG 1Ref -DETAIL#,TYP i 1 A101 1 MTRL MATERIAL PER LEGEND SHEET# PT-X PAINT COLOR PER LEGEND 1 Ref INTERIOR ELEVATION WALL TAG 1 Ref DETAIL#, TYP � WALLTYPE 1� A101 1� "REFER TO SHEET A9.01 a FOR WALL ASSEMBLIES SHEET # 1 Ref HIDDEN ELEVATION ROOFIFLOORICEILING TAG DETAIL # ON SHEET F1 ROOF/ FLOOR/ CEILING 1 A101 TYPE SHEET # REVISION TAG REVISION # METAL PANEL TAG fMETALPANEL#; REFER mau TO METAL PANEL SCHEDULE 1. THE DRAWINGS ARE INTENDED TO DESCRIBE THE OVERALL SCOPE OF WORK. IT IS THE INTENT OF THE CONTRACT DOCUMENTS THAT ALL WORK COMPLY WITH ALL APPLICABLE CODES AND REGULATIONS OF THE JURISDICTIONS HAVING AUTHORITY. NOTHING IN THE DRAWINGS SHALL BE CONSTRUED TO PERMIT AN INSTALLATION IN VIOLATION OF APPLICABLE CODES AND/OR RESTRICTIONS. SHOULD ANY CHANGE IN THE DRAWINGS BE NECESSARY IN ORDER TO COMPLY WITH THE APPLICABLE CODES AND/OR REQUIREMENTS, THE CONTRACTOR SHALL NOTIFY THE OWNERS REPRESENTATIVE AT ONCE AND CEASE WORK ON ALL PARTS OF THE CONTRACT WHICH ARE AFFECTED. THE WORK TO BE PERFORMED UNDER THIS CONTRACT SHALL BE IN FULL ACCORDANCE WITH THE LATEST RULES, REGULATIONS, RESTRICTIONS, REQUIREMENTS AND CODES. WORK PERFORMED IN VIOLATION OF SUCH SHALL BE CORRECTED AT NO EXPENSE TO THE OWNER. 2. PRIOR TO COMMENCEMENT OF ANY PORTION OF THE WORK, THE CONTRACTOR SHALL NOTIFY THE ARCHITECT OF DISCREPANCIES NOTED AMONG OR BETWEEN THE CONTRACT DOCUMENTS, OWNER - PROVIDED INFORMATION, SITE CONDITIONS, MANUFACTURER RECOMMENDATIONS, CODES OR REGULATIONS OF AUTHORITIES HAVING JURISDICTION. 3. PRIOR TO COMMENCEMENT OF ANY PORTION OF THE WORK, THE CONTRACTOR SHALL BECOME FAMILIAR WITH THE CONTRACT DOCUMENTS, OWNER -PROVIDED INFORMATION AND SITE CONDITIONS, INCLUDING TAKING FIELD MEASUREMENTS. 4. THE CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFICATION OF EXISTING UTILITIES. EXISTING UTILITIES SHOWN HAVE BEEN OBTAINED FROM AVAILABLE RECORDS AND ARE SHOWN FOR CONVENIENCE ONLY. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ADDITIONAL UTILITY LOCATIONS NOT SHOWN. 5. DIMENSIONS OF SITE CONDITIONS ARE FROM SURVEY BY OTHERS. ARCHITECT BEARS NO RESPONSIBILITY FOR ACCURACY OF THE SAME. DIMENSIONS ARE TO FACE OF EXTERIOR FRAMING, FACE OF CONCRETE, OR CENTER OF INTERIOR WALL STUD, UNLESS OTHERWISE NOTED. NOTIFY ARCHITECT OF ANY DISCREPANCIES FOUND. DO NOT SCALE DRAWINGS. 6. ALL DOORS LOCATED ADJACENT TO A PERPENDICULAR PARTITION AND NOT LOCATED BY DIMENSION ON PLANS, INTERIOR ELEVATIONS, OR DETAILS SHALL BE 5" FROM FACE OF STUD TO EDGE OF DOOR OPENINGS. 7. REPETITIVE ELEMENTS: TYPICAL WALL SECTIONS, FINISHES AND DETAILS ARE NOT INDICATED EVERYWHERE THEY OCCUR ON PLANS, ELEVATIONS AND SECTIONS. REFER TO DETAILED DRAWINGS. CONTRACTOR TO PROVIDE AS IF DRAWN IN FULL EVERYWHERE. 8. THE CONTRACTOR SHALL CONSULT THE PLANS OF ALL TRADES FOR OPENINGS THROUGH SLABS, WALLS, CEILINGS AND ROOFS FOR DUCTS, PIPES, CONDUIT, CABINETS AND EQUIPMENT, AND SHALL VERIFY THE SIZES AND LOCATIONS WITH SUBCONTRACTORS. 9. ABBREVIATIONS: THROUGHOUT THE PLANS ARE ABBREVIATIONS WHICH ARE IN COMMON USE. THE ARCHITECT WILL DEFINE THE INTENT OF ANY ABBREVIATION IN QUESTION. SEE SHEET A0.01 FOR GENERAL ABBREVIATIONS. ABBREVIATIONS OR PARTIAL CODE SECTIONS NOTED ON THIS PLAN AND PLAN REVIEW LIST ARE INTENDED TO INDICATE THE NATURE OF THE PLANS OR GIVE ADDITIONAL INFORMATION. THE FULL TEXT OF THE CODE ALWAYS APPLIES. 10. REFER TO STRUCTURAL GENERAL NOTES ON SHEETS S0.01-S0.02 FOR SPECIAL INSPECTIONS AND STRUCTURAL OBSERVATIONS REQUIREMENTS. 11. REFER TO ACOUSTICAL REPORT DATED XX-XX-XXXX FOR ACOUSTICAL RECOMMENDATIONS, LOCATIONS AND SPECIFIC INSTALLING INSTRUCTIONS. 12. VERIFY ALL ROUGH -IN DIMENSIONS (HORIZONTAL AND VERTICAL) FOR ALL EQUIPMENT PROVIDED IN THE CONTRACT DOCUMENTS. VERIFY WITH THE OWNER'S REPRESENTATIVE THE SIZE, SHAPE AND UTILITY REQUIREMENTS OF EQUIPMENT PROVIDED BY OTHERS. 13. CONTRACTOR/ SUB -CONTRACTOR TO PROVIDE SOLID BACKING FOR ALL ATTACHED HARDWARE RODS, HANDRAILS AND GRAB BARS. 1 RECEIVED CITY OF TIJKVIR-A FEB 0 8 2019 PERMIT CENTER U R B A L 6-' ARCHITECTURE URBANIRURAL 1938 Fairview Avenue East SUITE 100 Seattle, WA 98102 info@urbalarchitecture.com www.urbalarchitecture.com T 206-257-0972 license 9776 REGISTERED ARCHITECT CH D EZN STATE OF WASHI NGTO consultant logo project name HOLDEN AT SOUTHCENTER 112 ANDOVER PARK EAST TUKWILA, WA 98188 FOUNDATION ONLY PERMIT REVIEWED FOR APPIR APR 2 5 2019 City Of Tukwila BUILDING DIVISION submittals/revisions 100% SD SET 10.10.2018 30% DD SET 11.16.2018 60% DD SET 12,14.2018 BUILDING PERMIT SET 01.11.2019 FOUNDATION PERMIT 02.08.2019 drawing title GENERAL NOTES AND LEGENDS drawing information DATE 02.08.2019 SCALE As indicated DRAWN Author JOB # 17-027 copyright © 2018 Alosl Archtecture, PLLC Urbal Architecture, PLLC reserves oaw on lcopyright and other property rights in this document. All drawn and written information incorporated herein, is an inshument of Urbal Architecture PLLC's professional practice and shall not to be used in whole or in part without the written authorization of Urbal Architecture, PLLC sheet number AO,01 SE 1/4 SECTION 23, TWP. 23 N., RGE. 4 E., W.M. VICINITY MAP NO SCALE LEGEND ® AREA DRAIN ABAN/RET ABANDONED/RETIRED ASPHALT (ASPH) BLRD BOLLARD \ \ N BUILDING LINE BC BUILDING CORNER SR BIKE RACK CANOPY LJ (v} CATCH BASIN (CB) COMM UNDERGROUND COMMUNICATION CONCRETE SURFACE CW/BW CONCRETE/BRICK WALK CRW/WRW CONCRETE/WOOD RETAINING WALL CC/XC CONCRETE/EXTRUDED CURB CP/IP CONCRETE/IRON PIPE CTV CABLE TV COL COLUMN CE/li' CENTERLINE/MONUMENT LINE CS/WS CONCRETE/WOOD STAIRS & H/C PARKING SPACE CON CONIFEROUS TREE DEC DECIDUOUS TREE CMP CORRUGATED METAL PIPE C.O.C. CENTER OF CHANNEL DRWY DRIVEWAY ECD ELECTRICAL CONDUIT ED ELECTRICAL DUCT EHH ELECTRICAL HANDHOLE EMH ELECTRICAL MANHOLE EM ELECTRICAL METER EV/ET ELECTRICAL VAULT/TRANSFORMER ►�4 FOUND SURVEY MONUMENT (AS NOTED) C( FIRE HYDRANT { FIRE DEPT. CONNECTION (FDC) FO FIBER OPTICS FOMH FIBER OPTIC MANHOLE FFE FINISH FLOOR ELEVATION GB GRADE BREAK G GAS MAIN GM GAS METER III GAS VALVE GV GAS VAULT )- GUY ANCHOR -o—o--- HANDRAIL (HR) O GP GUY POLE O ICB IRRIGATION CONTROL BOX * IV IRRIGATION VALVE IE INVERT ELEVATION 0 LIGHT POLE (METAL) O o LIGHT POLE (WOOD) LIGHT POLE (DECORATIVE) LSCAPE/PA LANDSCAPE/PLANTER MANHOLE OH OVERHEAD OHP/OHT OVERHEAD POWER/TELEPHONE OHG/OHB OVERHEAD GUYWIRE/BUS(TROLLEY) P.S. PARKING SPACE(S) PL PROPERTY LINE (PL) (P) PAINTED UTILITY LOCATION PIPE FLOW DIRECTION 0 POST INDICATOR VALVE PS/PSS COMBINED/SANITARY SEWER PSD STORM DRAIN L PRIVATE CATCH BASIN (R) RECORD DATA = ROCKERY RE ROOF ELEVATION SD SERVICE DRAIN (STORM) CO CLEANOUT STM/V STEAM LINE/VAULT SSS SANITARY SIDE SEWER (RECORD) SLHH STREET LIGHT HAND HOLE -0- SIGN/STREET NAME SIGN TC/SL TRAFFIC CONTROL/STREET LIGHT HANDHOLE ® TRAFFIC CONTROL CABINET (TRSCC) TEMPORARY BENCHMARK (TBM) TCD TELEPHONE CONDUIT (BURIED) TD TELEPHONE DUCT TV TELEPHONE VAULT TMH TELEPHONE MANHOLE TS TELEPHONE SENTRY TRCD TRAFFIC SIGNAL CONDUIT (BURIED) TOE TOE OF SLOPE TOP TOP OF BANK 0 UP UTILITY POLE (WOOD) WV WATER VAULT W WATER MAIN WM WATER METER A WATER VALVE WATER GATE VALVE/CHAMBER VO/CO VACATION/CONDEMNATION ORDINANCE SURVEY REFERENCES: • PLAT OF ANDOVER INDUSTRIAL PARK NO.: 1, VOL,66, PG 36 • ASSESSOR'S MAPS NE 26-2604 & BE 23-23-04 • WSDOT HWY PLAN, SR 405 GREEN RIVER INTERCHANGE, VOL. 2 PG 193 OF HWY PLANS, AUDITOR'S FILE NO.: 5399945 • RECORD OF SURVEY REC. NO.: 8602129001 VOL. 48, PG. 118 • RECORD OF SURVEY REC. NO.: 20060717900002208, VOL. PG. 40 SITE NOTES SITE ADDRESS: TUKWILA, R PARK EAST L --- �— — W 9 537.27 — - TUTAX UN NO.: _ 8188 N85�? E ---_ -- -- 022300-0045-08 --- — — — NB5'32'0-267'49 PARKVNAY (S. 158TH ST.) \ ZONING: ►. �--7N TUKWILA ` C - COMMERCIAL FOUND 5/8" BRASS PLUG WITH (\VYPUNCH IN CONCRETE MONUMENT DEDICATED PUBLIC RIGHT OF WAY ZONING AGENCY: CITY OF TUKWILA DOWN 1.2'IN CASE DEPARTMENT OF COMMUNITY DEVELOPMENT 171608,379 6300 SOUTH CENTER BOULEVARD E 1290002.676 I TUKWILA, WA 98188 (206) 431-3670 FAX: (206) 431-3665 SETBACKS: _ CURRENT SETBACK REQUIREMENTS SUBJECT TO SITE PLAN REVIEW. CURRENT SETBACKS 1 a J p I /' / MAY DIFFER FROM THOSE IN EFFECT DURING DESIGN/CONSTRUCTION OF EXISTING O I / / IMPROVEMENTS. i PARCEL NO.: 022300-0040 THE ISSUANCE OF A CERTIFICATE OF OCCUPANCY BY THE GOVERNING JURISDICTION INDICATES THAT STRUCTURES ON THIS PROPERTY COMPLIED WITH MINIMUM SETBACK AND of N I OWNER: TUKWILA TSD LLC HEIGHT REQUIREMENTS FOLLOWING CONSTRUCTION. 90 ANDOVER PARK E 98188 / N TRACT 4 ��� GB RIM 26.55/ - {r V ( FLOOD ZONE: SSMH RIM 27.12 I v tim IE 24.40 12" CONIC (N% II Q - THIS SITE APPEARS ON NATIONAL FLOOD INSURANCE RATE MAP, DATED MAY 16, 1995, !!'> IE 1�.52 8" PVC(S) I hm IE 24.30 12" CONC O I g O COMMUNITY PANEL N0. 53033C0978F, AND IS SITUATED IN ZONE "X AREA DETERMINED IE 1$.57 8" PVC(E) tim 1 BTM SR. 220 II 3 = / ryo, TO BE OUTSIDE THE 500-YEAR FLOODPLAIN. oI ANDOVER INDUSTRIAL � �m //// ou03 I // /( AREA: N 0 SITE AS SHOWN CONTAINS 48,588 SQUARE FEET OR 1.1154 ACRES, MORE OR LESS. PARK NO. 1 r' /' I % I I w / / hry PARKING SPACE COUNT: � u � ¢ / � PARKING SPACES TOTAL 31 INCLUDING 0 DISABLED PARKING SPACES. I 1 F w / / �� VOL.6/ PG. �T° / I O SUBSTRUCTURES: 36 I I / I '' pz / BURIED UTILITIES ARE SHOWN AS INDICATED ON RECORDS MAPS FURNISHED BY OTHERS CB RIM 30.12 u a AND VERIFIED WHERE POSSIBLE BY FEATURES LOCATED IN THE FIELD. WE ASSUME NO IE 2� 32 12" CONC (W) cs °- / // LIABILITY FOR THE ACCURACY OF THOSE RECORDS. FOR THE FINAL LOCATION OF EXISTING I I 1 f I 1 I i I 1 a TM. STIR 24.62 . '� Z °L I I I I I � I / I O / \ / UTILITIES IN AREAS CRITICAL TO DESIGN CONTACT THE UTILITY OWNER/AGENCY. 1 I I * I I 1 I12 P9 319 not on survey) T ( ey� I 11 P� I ,{ I i 2"SD - z TELECOMMUNICATIONS/FIBER OPTIC DISCLAIMER: x g d. N RECORDS OF UNDERGROUND TELECOMMUNICATIONS AND/OR FIBER OPTIC LINES ARE NO J N VLT .i -1 tI I ,1 I I I I/ I IJ II I L o / - / / ALWAYS AVAILABLE TO THE PUBLIC. BRH HAS NOT CONTACTED EACH OF THE MANY . I I SCAP ± S m � / /� COMPANIES, IN THE COURSE OF THIS SURVEY, WHICH COULD HAVE UNDERGROUND LINES ail "CENTURYUNK" - - --- I 0 I /y ORDINARY WITHIN ADJACENT RIGHTS -OF -WAY. THEREFORE, BRH DOES NOT ACCEPT RESPONSIBILITY VLT I� LSCAPE ECd p / IIk o HIGH WATER FOR THE EXISTENCE OF UNDERGROUND TELECOMMUNICATIONS FIBER OPTIC LINES WHICH I I ( \ / \ '08"E 211.60' / II II 10 z // I / !o ARE NOT MADE PUBLIC RECORD WITH THE LOCAL JURISDICTION. AS ALWAYS, CALL 114'PE ; .ECd P - e - - ;i, I %¢ 1-800-424-5555 BEFORE CONSTRUCTION. I 1$ EJBOX - /�O UTILITY PROVIDERS. fl 'CB RIM= 26,34:: EC _f IE 24.94 4" CONC (W) - rl C8 RI,v1 26 Z7 - ,. -'i I� { „ ' ¢ SANITARY, STORM SEWERS & WATER: . I- -- -------- --BiFm-STR-. 3334- }� - � ---IE 23,57 12" CONC (S I I E _ o_ CITY OF TUKWILA --- - 111---d - - �'p� 4'SD-14__� u o / BTM. STR. 21.67 ' / PUBLIC WORKS DEPARTMENT / / 6300 SOUTH CENTER BOULEVARD CB RIM 26.20 I ( / / TUKWILA, WA 98188 -- ----_ - ��...-__+-----�,------ ---_- E 25.20 47 CONC (E), BTM. STIR, 24.0�� _ I i / (206) 433-0179 I ( 5 PS GAS AND POWER: IIN BLRD LRD / ( I I % ! PUGET SOUND ENERGY 1Yd •' PS7. I VENT 4' C.W. VENT 'VENT I I ! / 355 110TH AVENUE NE R\ �'' a SD 1 /! /I (206)BELLEVUE, WA 4 5 20008004 \\\ J -M AL I `BUILDING DOOR n1.a' // i.o'xos' "�. f / (888) 225-5773 �-- SSMH RIM 27. �iR ME HEIGHT 13.4' 6. / I IE 19.13 8,:, " PV N) �DMH RIM 30.65 I '. .-� ! ! / TELEPHONE: 1- 33 I IE 18.83 6" -,IN,,,,(E�j - ''jam 042 CONC STRUCTURE ( �� f / CENTURY LINK Il) N I - TRACT 5 IE 2�. 3 18" CONIC (W) I I i p / SEATTLE, WA 98191 IE 18.93 8" CONC ) V IF_ 23.15 18" NC (W) c0 TOP © RIVER 18"CMP (E) 27.6 I I W a / / (800) 244-1111 r I BTM. STR. 18.70 DESCRIPTION: I CB RIM 26.80 _ s� / I' \ IE 123.35 12" CONIC (S) o I THE SOUTH 26 FEET OF TRACT 4, AND THE NORTH 2O0.00 FEET OF TRACT 5, SAID 200 II / N / FEET BEING MEASURED PARALLEL TO ANDOVER PARK EAST (67TH AVENUE SOUTH), 1 CTVVICE IEI 23.25 18" CONC (E) BROKEN �^ aj (_ dam• / ANDOVER INDUSTRIAL PARK NO. 1, ACCORDING TO THE PLAT THEREOF, RECORDED IN {{ 65.0' �I J SERVICE IEI 23.75 12" CONIC .85 WOOD ! ({j M VOLUME 66 OF PLATS, PAGE 36, IN KING COUNTY, WASHINGTON; 3s. ; F BTM. STR. 21.85 DECK'. �-% - O 1 / i I WOOD FRAME SINGLr z 0 +40 U �� / EXCEPT THAT PORTION THEREOF CONDEMNED IN KING COUNTY SUPERIOR COURT CAUSE STORY I oo m \T _! / NUMBER 592245 FOR PRIMARY STATE HIGHWAY N0. 1. .N CB RIM 26.76 RETAIL BUILDING I �o C°' Imp (j I f (/ I TITLE REPORT REFERENCE: _ o- IE 24.76 4" FOOTPRINT AREA: 17,682 SQI FT. W. l ago fz n_ 1 I THIS SURVEY WAS CONDUCTED ACCORDING TO THE DESCRIPTION SHOWN, FURNISHED BY Q N I^ CONIC (E) / oN W p I FIRST AMERICAN TITLE INSURANCE COMPANY, SECOND REPORT COMMITMENT N0. ?� 'I�i MET L o I W (2)WD': I tiQ - gig P rn W NCS-884804-PHX1, DATED JUNE 11, 2018. THE EASEMENTS SHOWN OR NOTED HEREON 71.a j v CANOP POLES°. �� I I RELATE TO THIS COMMITMENT. x a.N w ff.STRUOTURE, 'yA LIJ = IJ !n I I NOTE: EASEMENTS CREATED OR RESCINDED AFTER THIS DATE ARE NOT SHOWN OR COL 3.8'xl.o'x7.3• ' I jy,�1t f LU /w Ilo NOTED HEREON. ORDINARY TITLE REPORT SCHEDULE B EXCEPTIONS. m ��Q v I w HIGH WATER ITEMS CIRCLED ARE SHOWN ON MAP. z P RCEL NO.: 022300-bO45 g I""I m I o ��, OWNER: BETA TUKWI I LLC oo RW ( % = 10' UTILITY EASEMENT AS CONTAINED AND/OR DELINEATED ON THE FACE OF THE VV �A o I - ( U I / O PLAT OF ANDOVER INDUSTRIAL PARK N0. 1 RECORDED IN VOLUME 66, PAGE 36, IN `e a I I' 112 ANDOVER PARK EAST, TUKWILA, WA 6 sD a U KING COUNTY, WASHINGTON. ' O � MCI EGD P I :.0'x1.o'I\ I CERTIFICATION: C ¢ I w R SITE AREA: 48,588 SQ. FT. OR I-1.1154 AC. w E _ I N ' SURVEY IDENTIFICATION NO.: 2018019.00 U "- "WATER w� � : U I W Q o I OTBOX"(R) a I I I CB RIM 26.35 /1 6.7 S g = I REGISTERED LAND SURVEYOR NO.: 37546. Ij W GI - < /i /I( w I IE 23.85 6" CONIC (W) a a- U I O ( 3 7 F a 9¢ E 23.55 12" CONC (N) w 63.z' f7 c� U SURVEYOR'S ADDRESS &COMPANY: BUSH, ROED & HITCHINGS, INC. Q[' I z w u I BTM. 57R. 22.00 SE j �n (�:, 7n c� 4p ;, , t . Z I I 2009 MINOR AVENUE EAST P( w �j I I SEATTLE, WA 98102-3513 D I i22.7' ` ! I II. I TELEPHONE: (206) 323-4144 w z I I� i� O �n to FOUND 03" BRASS DOME WITH A PUNCH IN 4"x4" CONCRETE MONUMENT, DOWN 0.5' IN CASE N 170365.434 E 1289979,505 ►A I I I I ( - - - _ - - - S88'52'23"E 246.70' (PLAT)- - BAKER BLVD _ N88'23'55"W 335.99' 1- 1 1 I I 1 S88'07'25"E 90,05' FOUND 1 1/4" BRASS PLUG WITH "X" IN 6" PVC IN CONCRETE MONUMENT, DOWN 0.7' IN CASE N 170356,044 E 1290315.364 ( I ORDINARY I HIGH WATER I I I ' 1 TO BETA TUKWILA, LLC, A WASHINGTON LIMITED LIABILITY COMPANY, ALLIANCE REALTY PARTNERS, LLC, A DELAWARE LIMITED LIABILITY COMPANY AND FIRST AMERICAN TITLE INSURANCE COMPANY: THIS IS TO CERTIFY THAT THIS MAP OR PLAT AND THE SURVEY ON WHICH IT IS BASED WERE MADE IN ACCORDANCE WITH THE 2016 MINIMUM STANDARD DETAIL REQUIREMENTS FOR ALTA/NSPS LAND TITLE SURVEYS, JOINTLY ESTABLISHED AND ADOPTED BY ALTA AND NSPS, AND INCLUDES ITEMS 2, 3, 4, 5, 5A, 7A, 7B1, 7C, 8, 9, IOA, 11, 13, 14, 16. 17, 18 AND 20. THE FIELD WORK WAS COMPLETED ON JUNE 6, 2018. DATE OF PLAT OR MAP DAKIN A. BELL, P.L.S. NO. 37546 THE ABOVE CERTIFICATE IS BASED UPON WORK PREPARED IN ACCORDANCE WITH rcn�cD n.,v Arr.— DDncccc-A; C11-- DD-- me „— - —D wnoD - W Ile W Q _J 0 Lj- LL W Q X W z W LU U) W I-- 0 77 REVIEVVE FD OR CODE COMPLIANCE APPROVED APR 2 5 2019 City of Tukwila BUILDING DIVISION HORIZONTAL DATUM: NAD 83(91) HORIZONTAL BENCHMARKS: DESCRIPTION: 03" BRASS DOME WITH A PUNCH IN 4"X4" CONCRETE MONUMENT, DOWN 0.5' IN CASE LOCATION: THE INTERSECTION OF CENTERLINES OF BAKER BOULEVARD AND ANDOVER PARK EAST N 170365.434 E 1289979.505 DESCRIPTION: 5/8" BRASS PLUG WITH PUNCH IN CONCRETE MONUMENT DOWN 1.2' IN CASE LOCATION: THE INTERSECTION OF CENTERLINES OF ANDOVER PARK E. AND TUKWILA PARKWAY N 171608.379 E 1290002.676 VERTICAL DATUM: NAD 88 VERTICAL BENCHMARKS: OWNER: CITY OF SEATTLE DESIGNATION: 93V-522 DESCRIPTION: 2" BRASS DISC IN 4x4" CONCRETE MONUMENT, DOWN 0.7' IN CASE LOCATION: ON CENTERLINE OF CHRISTENSEN ROAD AT PC TO NW ABOUT 425 FT NORTH OF BAKER BLVD. ELEVATION: 29.63 FT OWNER: KING COUNTY DESIGNATION: GP17405-62 DESCRIPTION: BRASS DISC IN DRILL HOLE IN BRIDGE SIDEWALK STAMPED "WSDOT GP 17405-62" LOCATION: 1.53 MILES WEST FROM THE JUNCTION OF INTERSTATE HWY 405 AND SR 167, AT 68TH AVE S. UNDERCROSSING, BENCHMARK IS IN SE CORNER OF THE OVERPASS; 21' NNW OF THE S. END OF CONC, BARRIER WALL, 3.3' W. OF THE BARRIER WALL AND 2.0' N. OF THE S. PAVEMENT SEAT ELEVATION: 17.878 FT 'mft%. {)1 SITE BENCHMARKS: !V BENCHMARK "A" DESCRIPTION: SET CHISELED SQUARE ON CONC. WALK AT TOP BACK OF CURB LOCATION: EAST SIDE OF CHRISTENSEN RD., APPROX. 750' N. OF THE CENTERLINE OF BAKER BLVD. ELEVATION: 31.800 FT BENCHMARK "B" DESCRIPTION: SET CHISELED SQUARE ON CONIC. WALK AT TOP BACK OF CURB LOCATION: EAST SIDE OF CHRISTENSEN RD., MID CURVE AS ROAD TRANSITIONS INTO A PARKING LOT FOR GREEN RIVER TRAVEL ELEVATION: 31.595 FT BENCHMARK "C" DESCRIPTION: SET CHISELED SQUARE IN CONC. WALK AT TOP BACK OF CURB LOCATION: THE WEST SIDE ANDOVER PARK EAST, APPROX. 250' SOUTH OF THE CENTERLINE OF TUKWILLA PKWY ELEVATION: 28.55 FT RECEIVED BENCHMARK"D" CITY OF TUKWILA DESCRIPTION: TOP OF THE NEIy BASE BOLT, METAL LIGHT POLE #317117/164984 LOCATION: PST SIDE OF ANDOVER PKWY EAST, APPROX. 500' SOUTH OF THE CENTERLINE OF TUKWILLA FEB g g 2019 ELEVATION: 27,28 FT PERNIIT CENTER z 0 0 z U) W < rr OU) C U L`U Q y�y- n Q LL o z °<- m W oC o nZ n � z_ d Uj- O U W n In Q 11 U 7- zr EL 0 J �I Y H m a o a 1"=20' 16/25/18 job no. 2018019.00 / i I Tree Table of Trees Date of Inventory: August 17, 2018 Solutions ne Ubal Architecture PLLC Table Prepared: August 27, 2018 Consulting Arborists 112 Andover Park E. Tukwila, WA, 98188 DSH (Diameter at Standard Height) is measured 4.5 feet above grade. Multi -stem trees are noted, and a single stem equivalent is calculated using the method defined in the Director's Rule 16-2008. Letters are used to identify trees on neighboring property with overhanging canopies. Dripline is measured from the center of the tree to the outermost extent of the canopy. Tree DSH Health Structural Drip line Proposed ID Scientific Name Common Name (inches) Condition Condition Radius (feet) Action Notes Cercidiphyllum japonicum Katsura tree Thin canopy, root zone restricted by sidewalk and 310 12.4 Fair Good 13.5 parking lot Cercidiphyllum japonicum Katsura tree Codominant stems with 311 8.6 Good Fair 8.5 included bark seam, flush cuts Cercidiphyllum japonicum Katsura tree Codominant stems with included bark seam. flush cuts. 312 9.2 Fair Fair 10.5 Thin canopy Cercidiphyllum japonicum Katsura tree Thin canopy, flush cuts, rope 313 8.4 Fair lFair 9.5 Itied to trunk Cercidiphyllum japonicum Katsura tree Surface roots, flush cuts, 314 10.2 Good Fair 9.5 codominant with bark seam Cercidiphyllum japonicum Kotsura tree Codominant stems with 315 9 Good Fair 10 included bark seam, flush cuts Cercidiphyllum japonicum Katsura tree Codominant ste,s with included bark seam, flush cuts, thin 316 9.3 Fair Fair 9 canopy Cercidiphyllum japonicum Kotsuro tree Thin canopy. Significant 317 4.2 Fair JFair 6 1 vegetation at base fraxinus excelsior European ash Consider removing 318 4.2 Fair Good 10 trpp 20% dieback in canopy fraxinus excelsior European ash Consider 15% dieback in canopy, removing codominant stems at 3.5 feet, tree diameter measured below union, 2.8 and 2.7 DSH for 319 4.2 Fair Fair 9 stems above union 320 raxinus excelsior European ash 4.8 Fair Good 9.5 15% dieback in canopy fraxinus excelsior European ash Consider removing 321 4 Poor Fair 8.5 tree 50%dieback in canopy X Cupressocyparis Leyland cypress 322 leylondii 19.4 Good Good 17 Trunk enveloping curb at base. X Cupressocyparis Leyland cypress 323 leylandy 21.1,10 Good Good 18 Subdominant trunk Tree Solutions, Inc. 2940 Westlake Ave. N #200 Seattle, WA 98109 Tree Solutions nc Consulting Arborists Page 1 of 2 Table of Trees Ubal Architecture PLLC 112 Andover Park E. Tukwila, WA, 98188 Tree DSH Health Structural Drip line Proposed ID Scientific Name Common Name (inches) Condition Condition Radius (feet) Action Notes XCupressocyparis Leyland cypress leylandii Included subdominant trunk subordinated by past pruning 324 20 Good Good 14.5 Acerx Freemanii Freeman maple 20% dieback in canopy, flush cuts, small branch tearouts (3" 325 12.7 Fair Fair 6 diameter) Acer platanoides Norway maple Purple leaf cultivar, 25% 326 7.9 Fair Fair 10 canopy dieback, girdling roots fraxinus excelsior European ash Consider removing 327 4.3 Fair Fair 9.5 trpp 15% canopy dieback 328 Acerx Freemanii Freeman maple 11.1 Fair Fair 5 2.5 foot long wound at base raxinus excelsior European ash Consi er removing 329 5.2 Fair Fair 12 tree 25% dieback of canopy Froxinus excelsior European ash Codominant at 3.5 feet, good 330 1 13.6,4.9 1 Good Fair 11.5 1 union, thick canopy www.treesolutions.net 206-528-4670 Date of Inventory: August 17, 2018 Table Prepared: August 27, 2018 REVIEWED FOR CODE COMPLIANCE APPROVED APR 2 5 2019 City of Tukwila BUILDING DIVISION Tree Solutions, Inc. www.treesolutions.net 2940 Westlake Ave. N #200 Seattle, WA 98109 Page 2 of 2 206-528-4670 i --0051 i RECEIVED I CITY OF TUKWILA i FEB 0 8 2019 PERIMIT CENTER L- - - - - - - - - - - - - - - - - - - - - - --- - - - - - - - -- - - - - - - - - -- - - --- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - --- - - - - - - - - - - ------------------------------------------------ - - - - ------------------------------------------------------- - - - - -- URBALO ARCHITECTURE URBANIRURAL 1938 Fairview Avenue East SUITE 100 Seattle, WA 98102 info@urbalarchitecture.com www.urbalarchitecture.com T 206-257-0972 license REGISTERED ARCHITECT t DEZZASHINGTO consultant logo project name HOLDEN AT SOUTFICENTER 112 ANDOVER PARK EAST TUKWILA, WA 98188 ONLY PERMIT key plan submittals/revisions 100% SD SET 10.10.2018 30% DD SET 11.16.2018 60% DD SET 12.14.2018 BUDDING PERMIT SET 01.11.2019 FOUNDATION PERMIT 02.08.2019 drawing title TABLE OF TREES drawing information DATE 02.08.2019 SCALE DRAWN Author JOB # 17-027 copyright © 2018 Urbal Architecture, PLLC Urbal Architecture, PLLC reserves common law copyright and other property rights in this dowment. All drawn and Itten information lricor eted hi,161, isa, instrument f Vrba Architecture PLLC's lin psionel practice and not t to be used In whole o, or in part without the written authorization of Urbal Architecture, PLLC sheet number ---------------------------------------------------------------------------------------------------------------------------------------------- I I I I I I 3 � A o j 20 10 0 20 40 I (o o W PARCEL N0.:022300-0040 N N OWNER: TUKWILA TSD LLC i W 90 ANDOVER PARK E 98188 / TRACT � a �� 4 Z C8 RIM 28.55 u SCALE IN FEET N SSM RIM 27.12 r /i\i U % IE 24.40 12" CONC (N ¢ - / a a to IE i .52 8" PV'(S) IE 24.30 12" CONIC ( S o 0 I IE .57 8" PVC(E) w y - � y 1 I o w ANDOVER INDUSTRIAL "? Z BOTM SR. 22.0 M Fes= / y> Q I �Oa 1 N N o � m a R LEGEND: a z W PARK NO. 1� j CONCRETE VOL. 66/ PG. 36 �� ~� m °0? / rn I oS y C" RIM COC (W) 1 F O s ASPHALT 1 a I - ~� / IE 2 .32TM2 STR N24.62 m p R I vLT % I EG CW 28.94 r LANDSCAPE , a N ^ITS" i2 P I Ips 2 4 �/1. / 2 0 I I h41 It « EG 28.22 " EG 28.00_._-- EG 27.75 ti EG 28.15 N N ° ® RETAINING WALL 11 I N cGNIUKTWNK EG 28.00 28ze=P EG 28.00: EG CW 29.01 z m o� o EG TOP 27.47 I a? P- 1 / 1 T 8 9.24' 0, LSCAP cd TOP 29.30 I e, Z O HIcl EG TOP 30.20 / ¢� SCORED CONCRETE - - - + + + o o TOP 30.20 TOP 31.10 cTOP 30.98 SEE GRADING DOOR 28.40 DOOR 28.40 TOP 28.40� /� �� / TOP DETAIL 1/C04 € TOP 28.80 V �v EG TOP 30.25 / ho 1 EG TOP 27.60 TOP 29.80� TOP 30.86 f TOP.31.05 1 c BN DOOR 28.40 ( �p FG 28.65 RIM 28.20 TOP 30.40 ( TOP 30.90 i ° �� f EG TOP 30.30 / I EG TOP 27 80 J TOP 28.40 ; ROW 31.12 I / 10 MAIN BUILDING TOP27.80 ��s TOP29.85 ol I TOP 28.30 .r'' • FF: 27.85 TOP 27.85 EG TOP 30.32 a I I ECG TOP 27.53i FG 28.40 TOP 29.80 LLI A o "p o EG TOP 30.43 3 TOP 27.35 4 1 /1' - TOP 27.65 N = Z 1a Z3 KEY NOTES: DETAIL/ KEY NOTE: SHEET EXISTING GRADE ALONG SAWCUT OMATCH (T� P) RIGHT -OF -ENTRY AGREEMENT FOR ADJACENT PROPERTY GRADING WILL BE U2 REQUIRED (rO BE COORDINATED WITH RESPECTIVE PROPERTY OWNERS). - RECORDED DOCUMENT NUMBER SHALL BE PROVIDED PER THESE PLANS PRIOR TO FINAL PERMIT ISSUANCE PEDESTRIAN PATH SHALL INSTALL OHANDRAILS 3 AS REQUIRED FOR ALL 18IC13 LONGITUDINAL SLOPES EXCEEDING 5%. COORDINATE WITH ARCHITECTURAL PLANS ONSITE RETAINING WALL (NON-STRUCTURAL). CONTRACTOR TO OCOORDINATE TOP/TOE ELEVATIONS OF WALL WITH EXISTING/PROPOSED GRADES & NOTIFY ENGINEER OF ANY CONFLICTS (TYP) TOP 29.25 I-- - o 3 EG TOP 27.28 Na FG 28.15 00 TOP 29.20 cs FG 28.15 `p p ROW 31.20 1cz.N N TOP 27.40 EG TOP 30.46 3LLa m D EG TOP 27.05 r - - RIM 27.00 e cTOP 29.00_ LU o 3 ' 1 Lu TOP 27.30 �� ROW 31.21og P D � = FG 27.90 SEE GRADING �� ' EG TOP - / J o ROW 31.20 1 ~ w c �r m DETAIL 5/CO4 BSI ' U) 0 j a ORDINARY 3 a EG TOP 26.85 TOP 27.60 TOP 29.50 ;2 HIGH WATER o W m / O TOP 27.40 TOP 27.40 TOP 29.55 EG OP 30.36w '" of o DOOR 27.85 I ROW 31.13' 1 Q 3 I a 0�. FG 27.70 TOP 27.75 d f a TOP 27.30 RIM 26.95� TOP 29.30 M30. j TOP 27.60 1 TOP 27.10 ` EG TOP 30.36o z c DOOR 27.85 _ TOP 29.25 z N FG 27.50 - 0 a DOOR 27.85 ,p 4 U DOOR 27.85 TOP 27.20 e3.2' 1 TOP 27.30 TOP 29.30 ti � ROW31.14 =? TOP 27.35 I TOP 29.55 TOP 31.10 p a EG TOP 26.66 ( I TOP 27.15 EG TOP 30,29 TOP 30.95 I A TOP 27;00 TOP 27.20 TOP 27.35 + EG TOP 30.36 A CO3 0 EG TOP 2640 3 :+.. ' o' 1 P z TOP 27.20 TOP 27.45 4 , 1 3 TOP 27.15 TOP 27.30 •••• TOP 26.80 TOP 27.25 - - TOP 27.95 . " xo m SEE GRADING GRADING NOTE: ut o o o \ DETAIL 4/C04 o+n w ( to TOP 31.15 ( + SEE GRADING I N TOP 29.55 N I1` o "-"��•�� ( 1. GRADES AT BUILDING ENTRY o t>i Fg FIRE FIFRIM 26.50 DETAIL 3/C04 = F� FIRE -RIM 27.00' LOCATIONS TO BE 2% MAXIMUM FROM SEE GRADING a ( L=195.66' I TOP 27.20 \ rn ' TOP OF CURB DETAIL 2/C04 I EG T14 TOP 28.75 31� I TOP 26.91 : 0 3 I 2. CONTRACTOR TO FIELD VERIFY ALL EX s TOP 27.05 _ 27 _ _ ;;:;.;. '•:•:•:•: ' EG_ _-TOP 30.44 r o I GRADES PRIOR TO BEGINNING o TOP 27.00 t o 0 0 0 0 0 0 0 o TOP 31.06 �- 4 • •" " 4 CONSTRUCTION AND NOTIFY ENGINEER �I EG TOP 25.89 a w DI ) DEcN`2 a J d �t6.0' O OF ANY DISCREPANCIES a EG CW 26.39 s TOP 27.25 - TOP 27.00 o N H EG TOP 30.34 0 I 2 i a EG 26.79 2 7"MAP EG 27.79 TOP 27.65 ' y'� I Nq� v SDMH RIM 26.48 EG 27.22 TOP g I 27.50 ai 27.75 TOP 27.75 L•EG� 26.772 IE 14.68 24" CONC (N) CB RIM 27.09GRADING QUANTITIES. n IE 1.23 6" CONC tE)IE 24.29 12" CONC (E) EG 27.72E 14.78 24" CONCS) BTM. STIR. 22.84 >® 1 z �, a a IE 14.98 15" CONC (SW) = o> o TOTAL CUT: 185 CY I cl 0 ( 1 I N 3 a I5 r*t SDMH RIM 30.33 �' s TOTAL FILL: 1,269 CY I �- � `t w m 3 IE 22.58 12" CONC (NNW) ( I N1y N N rn 3 ( NET CUT: 1,084 CY* / SDMH RIM 25.60 w y cD IE 22.28 12 CONC (S) + I I I °o x N I g a 042" STRUCTURE o 1�* F IE Fg23.3 12" CONC (W) UNABLE TO ? -A o I ' GRADING CALCULATED TO 1' BELOW IE 18.20 12" IP (N) A R CH AND VERIFY MEASUREMENT 1 1 o z ORDINARY 3 a IE 18.15 12" IP (E) I ' z0 BTM. STR. t3.43 rn' HIGH WATER SURROUNDING FG AND DOES NOT ACCOUNT ME BTM. STIR. 16.6 g 3 cn o I x FOR UTILITY EXCAVATION OR FOUNDATION a U1, w o ' y° 0 y I O A r O I' FOOTINGS I_. o 3W lY W �m SITE DISTURBANCE: YLL IQ= (� ONSITE: 48,588 SF �o N RIGHT-OF-WAY 7,661 SF Iz F TOTAL: 56,249 SF FOR SW (2W 5 I6 N IQ� I9� a Y I� F �1 W WIx IY a (it a dd 3 Iwo I>O Z I oc I- Iz� z Igui l0US U r I Izas 2� D REVIEVVED CODE COLIANCE MP APPROVi=D D pR 2 5 2019 City of Tukwila BUILDING DIVISION 30 20 10 399+80 400+00 400+20 4001+40 400+60 400+80 401+00 401+20 401+40 401+60 401+80 402+00 402+20 402+40 402+60 402+80 Iz aw IJ Is W a� DRIVEWAY ALIGNMENT PROFILE A ISECEIVED IW}° SCALE: H.1"=20'; V.1"=10' CO3 CITY 0-TUKWILA m FEB 0 8 2019 la�z IW mN 1= o o i�ERN11T CENTER Z-> Irm GRADING PLAN �o M 1.5 as¢ ------------------------------------------------------------------------------------------------------------------------------------------------------------------------- W ?� n n: O 0 EG @ CL FG @ CL J 8.45 0 0 0.21 % 0.23% -0,96% ,85% U RAL' ARCHITECTURE URBANIRURAL 1938 Fairview Avenue East SUITE too Seattle, WA 98102 info@urbalarchitecture.com www.urbalarchitecture.com T 206-257-0972 o. s Ily yP rILG?gy hos o b, c te: �oTR4»�e19 1 31620 23rd Ave S Suite 307 Federal Way, WA 98003 P: 206.523.0024 F: 206.523.1012 www.dcgengr.com project name HOLDEN AT SOUTHCENTER 112 ANDOVER PARK EAST TUKWILA, WA 98188 FOUNDATION ONLY PERMIT key plan submittals/revisions 100% EDSET 10A0.2018 30% DD SET 11.16,2018 60 % DD SET 12.14.2018 BUILDING PERMIT SET 01.11.2019 FOUNDATION PERMIT 02.08.2019 drawing title GRADING PLAN drawing Information DATE 01.11.2019 SCALE AS NOTED DRAWN ON JOB # 17-027 copyright 0018 Urbai Ardeac ure, PLLC Urbal Arehnecture, PLLC reserves sernme law copyright and other pmpedy rights In this document, All drawn and wrhlen information Ncorparated herein, is as Insbument of U2al ArchAeolure PUCY professional Pinholce and shall not to be used in whole or In part without the written oulhorloodlon of Urbal Atchitectum, PLI.C. sheet number C 0 3 ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------ I f I I I 1 I f I I I I 1 1 I I i i I GRADING DETAIL 1 GRADING DETAIL 2 GRADING DETAIL 3 SCALE: 1' —5 C 0 3 SCALE: 1 —5 C 0 3 SCALE: 1 —5 C O 3 I I 1 I I IW' I¢a GRADING DETAIL K4 GRADING DETAIL 5 -- Ig > SCALE: 1" =5' CO3 SCALE: 1" =5' C C 3 D/? Iz z o RECEIVED CITY OF TUKWILA faT FEB 0 8 2019 IWmN PERMIT CENTER IW06 N lay¢ -------------------------------------------------------------------- URAL ARCHITECTURE'. URBIANIRURAL 1938 Fairview Avenue East SUITE 100 Seattle, WA 98102 info@urbalarchitecture.com www.urbalarchitecture.com T 206-257-0972 Gp.S is 'oy oss te: x 9.t o NM <,a _ Ing 31620 23rd Ave S Suite 307 Federal Way, WA 98003 P:206.523.0024 F:206.523.1012 www.dcgengr.com project name HOLDEN AT SOUTHCENTER 112 ANDOVER PARK EAST TUKWILA, WA 98188 FOUNDATION ONLY PERMIT key plan submittals/revisions 100% SD SET 10.10,2018 30 % DD SET 11.16.2018 60 % DD SET 12.14.2018'... BUILDING PERMIT SET 01,11.2019 FOUNDATION PERMIT 02.08.2019 '.. drawing title GRADING DETAILS drawing information DATE 01.11.2019 SCALE AS NOTED DRAWN ON J08 17-027 copyright 02018 UMsIA- dure, PL-C Udtai An nsetum PLLC reserves co mon law copyright a,Moiherpeepedy rights in this Wmaseed. All drown she .Mae infohnatbn Incerporated herein, Is an inst—al of Uthal AichI(-- PLLVa prolessienal prang and shall noise he used at whole or in partwlNout Ne wdflen auihottratbn of Urhal AhhiteGure, PLLC. sheet number -- ------------------------------------ -- -------------------- --------------------------------- I I 1 A4.01 / 200'-0" OFFSET FROM ORDINARY HIGH WATERMARK 10'-41/4" 119.1 12" / 91'-i 12" I EXISTING SIDEWALK I I ( � f EXISTING CURBLINE i j S 89° 24' 08" E METAL MESH 211.60' METAL MESH f—TRANSFORMER AND GENERATOR I— U) W LL 0 W m Z Q A4.02 GREENSCREEN G EENkKE BUILDING ON BUILDING e �. ems. -------==------- - - - - - - - - - = -- - I \ EMEVENCY IAA EL. 28.4U' EL, 28� i- GEN RATOR r ;(RA I � I I I I r , tt8UILDINGAB0VE , I �I L I I III Q I j it 1 4 o ADDRESS: 112 ANDOVER PARK EAST ' ; c j ZONE: TUC-TOD PROJECT DESCRIPTION: r i 122,514 SF ASSISTED LIVING APARTMENTS i - _ r11 27 MEMORY CARE UNITS, 107 ASSISTED LIVING UNITS {, PARKING FOR 58 VEHICLES I LEGAL DESCRIPTION: REFER TO SURVEY �;111 I PARCEL NO.: 0223000-0045 �{ i'' i IT, I SITE AREA:1.1154 ACRES APPROX OR 48,588 SQ. FT. i -E L� I y� -I Lt-1 14 ;I Imo; iI (L 1', I. I I ; IT I rI I -� wj jl SECONDARY r y� IIII t '-I ENTRY o �I i ' i _ I II IT l W r (I EL.27.50' � I MAIN ENTRY 27i-10" EL.27.50' - LOADING AND TRASH ACCESS EL. 28'-4" VAN 8UILDINGABOVE BICYCLE PA 6 STALLS i I I 25 I I i I 5 COMPACT STALLS O 0 0 O c Ct CI C) - I �r 6 STALLS O I - - - - - - --- ------ SURFACE PARKING FOR 58 VEHICLES 24,500 SIF I f ,: ❑. i1 rr _ I r _ rfr 25W 6STALLS _ _t0 0" 1 --- - - -- -- I I - FI r-�} J _ _ EASEMENT C � l " ! - T I 4' lP r.r j 1-®_-' - - v RESIDENT LOADING AREA 1 __ II �' _ BUILDING ABOVE 1 `----- -` r 1 I I I El 13 ® { ( 11 i I !9 z a I III m II' I I II BV!LDINGA80VE I { I { I ;:f°1 TYR 1 I � s-6 ------- ------------- --- o � �, " ❑ � ( /i 20 HTALLS ,/x wT "--- - ----- ------- -------- - J I _ w LU I 051 Lim. RI r 171 W Q � a Inu. o Iz it z LIJ W a W F_ C0 ry U l� 1 ORDINARY HIGH WATER MARK ,,,t { I { { I { I { FVIEVIJED FOR 3E COMPLIANCE 1 APPROVED `APR 2 5 2019 i 'I� Of Tukwila CILI ING DIVISION '/`�� in W� O 0 �1 O 0 C� O O O 0 O C� C� .I-- n /. -u� - . 11 i { ; �--N=89° 2 / ( � ' 217.0303' RECEIVED 96'•7" 105-2" CITY OF TLJKVVIL� 'FEB 0 8 2019 PERIMIT CENTER I 19-006's I I 1 SITE PLAN A1.00 1" = 10'-0" - - .. U RBALfid ARCHITECTURE URBANIRURAL 1938 Fairview Avenue East SUITE 100 Seattle, WA 98102 info@urbalarchitecture.com www.urbalarchitecture.com T 206-257-0972 license 9776 REGISTERED ARCHITECT I r CH AD A ENT-Z STATE OF ASHINCTO consultant logo project name HOLDEN AT SOUITHCENTER 112 ANDOVER PARK EAST TUKWILA, WA 98188 FOUNDATION ONLY PERMIT key plan submittals/revisions 100% SD SET 10.10.2018 30% DD SET 11.16.2018 60% DD SET 12.14.2018 BUILDING PERMIT SET 01.11.2019 FOUNDATION PERMIT 02.08.2019 drawing title I SITE PLAN drawing information DATE 02.08.2019 SCALE 1" = 10'-0" DRAWN AJD JOB #-- 17-027 copyright 02018 Urbal Architecture, PLLC U b 1 A hit t PLLC r topYr ght d othe p perty ight th' d t All drawn and tt i t ❑ t d herein, m ori 'nst u 1 F U b A hIt t PLLC p f p ma and halI not to be useJ in hoe or in part wlthwt the written authorization of Urbal Architecture PLLC. sheet number A1w00 /\ a c _; I STRUCTURAL - GENERAL NOTES I I GENERAL REQUIREMENTS I I GOVERNING CODE. The design and construction of this project is governed by the "International Building Code (IBC)" 2015 Edition, hereafter referred to as the IBC, as adopted and modified by the City of Tukwila, We understood I to be the Authority Having Jurisdiction (AHJ). a =1 V-0" 10 20 50 100 500 ZONE 1 37 35 32 30 26 ZONE 2 58 55 51 48 42 ZONE 3 79 76 71 67 58 ZONE 4 26 26 1 23 22 21 ZONE 5 1 46 1 46 1 41 37 28 I REFERENCE STANDARDS: Refer to Chapter 35 of 2015 IBC. Where other Standards are noted in the drawings, use 1) Components and Cladding Wind Pressures are based on ASCE 7-10 Chapter 30 Part 3: Buildings with h > 60 ft. I the latest edition of the standard unless a specific date is indicated. Reference to a specific section in a code does not 2) Components and Cladding zone locations are based on ASCE 7-10 Table 30.7-2 for Flat Roofs 0 < 10 deg. relieve the contractor from compliance with the entire standard. 3) For parapets around the perimeter of the roof equal to or higher than 3 ft, Zone 3 shall be heated as Zone 2. 4) All Parapet Components and Cladding Wind Pressures shall be determined through ASCE 7-10 Figure 30.7-1. I DEFINITIONS: The following definitions cover the meanings of certain terms used in these notes: I "ArchitectEngineer" - The Architect of Record and the Structural Engineer of Record. I • "Structural Engineer of Record" (SER) - The structural engineer who is licensed to stamp & sign the structural I documents for the project. The SER is responsible for the design of the Primary Structural System. I "Submit for review" - Submit to the ArchitecUEngineer for review prior to fabrication or construction. I • "Per Plan" - Indicates references to the structural plans, elevations and structural general notes. • "Seismic Force Resisting System (SFRS)" - A recognized structural system of components (beams, braces, drags, struts, collectors, diaphragms, columns, walls, etc) of the primary structure that are specialty designed I and proportioned to resist earthquake -induced ground motions and maintain stability of the structure. Fabrication and installation of components designated as part of the SFRS require the general contractor, subcontractor, or I supplier who is responsible for any portion of SFRS fabrication or installation to comply with special requirements (including, but not limited to, material control, compliance certifications, personnel qualifications, documentation, reporting requirements, etc) and to provide the required Quality Control including the required coordination of I Special Inspections (Quality Assurance - CA). Special provisions apply to any member designated as part of the SFRS. Refer to plans, elevations, details, Design Criteria and Symbols and Legends for applicable members I and connections. I • "Specialty Structural Engineer" (SSE) - A professional engineer (PE or SE), licensed in the State where the project is located, (typically not the SER), who performs specialty structural engineering services for selected specialty -engineered elements identified in the Contract Documents, and who has experience and training in the I Specialty. Documents stamped and signed by the SSE shall be completed by or under the direct supervision of the SSE. • "Bidder -designed" - Components of the structure that require the general contractor, subcontractor, or supplier who is responsible for the design, fabrication and installation of specialty -engineered elements identified in the Contract Documents to retain the services of an SSE. Submittals of "Bidder -designed" elements shall be stamped and signed by the SSE. I I SPECIFICATIONS: Refer to the project specifications issued as part of the contract documents for information supple - I mental to these drawings. OTHER DRAWINGS: Refer to the architectural, mechanical, electrical, civil and plumbing drawings for additional infor- mation including but not limited to: dimensions, elevations, slopes, door and window openings, non -bearing walls, stairs, I finishes, drains, waterproofing, railings, elevators, curbs, depressions, mechanical unit locations, and other nonstructural I items. STRUCTURAL DETAILS: The structural drawings are intended to show the general character and extent of the project and are not intended to show all details of the work. Use entire detail sheets and specific details referenced in the plans I as "typical" wherever they apply. Similarly, use details on entire sheets with "typical" in the name wherever they apply. I STRUCTURAL RESPONSIBILITIES: The structural engineer (SER) is responsible for the strength and stability of the I primary structure in its completed form. I COORDINATION: The Contractor is responsible for coordinating details and accuracy of the work; for confirming and correlating all quantities and dimensions; for selecting fabrication processes; for techniques of assembly; and for per- forming work in a safe and secure manner. a. z:,St may suomu to me nrcn¢ecucngmeer, a request tq umnze relevant anemate oestgn criteria of similar nature and generally equivalency which is recognized by the Code and acceptable to the Au- thority Having Jurisdiction. Submit adequate documentation of design. DEFLECTION VERTICAL LIMIT LIMITS FOR Roof Members, Dead + Live or Snow or Wind, Total Load (TL) Deflection L / 240, where (L is span length,inches) SSE i BIDDER DESIGNED Roof, Live or Snow or Wind Load (RLL) L / 360 ELEMENTS: Floor Members, Total Load (TL) uno L / 240 Floor Live Load ILL) uno L / 360 Members Supporting Masonry L / 1200 or 1/4" max masonry DL only HORIZONTAL LIMIT and FOOTNOTE Members Supporting Brittle Finishes L / 240 (1) Members Supporting Flexible Finishes L / 180 (1) Members Supporting Masonry L / 600 @ 0.7 x Cladding Wind or 0.7E (1) reducible2 times the Component and Cladding Loads per Table 1604.3 footnote f. (1) Wind loads to 0.4 p g R REVIEW Once the contractor has completed his review of the SSE component GENERAL GONTRACTOR'S PRIG .O c p p conformance with the design of the building and will stare the drawings, the SER will review the submittal for generalco o e g g p submittal accordingly. Review of the Specialty Structural Engineer's(SSE) shop drawings (component design drawings) ) il' with the design of the primary structure and does not relieve the is for compliance with design criteria and compatibility g p ry SSE of responsibility for that design. All necessary bracing, ties, anchorage, proprietary products shall be furnished and installed per manufacturer's instructions or the SSE's design drawings and calculations. These elements include but are not limited to: • Steel Stairs • Handrails, Guardrails and Balcony Rail Anchorages • Temporary Shoring Systems • Wood Hold-down Systems • Reshoring for PT Slabs INSPECTIONS, QUALITY ASSURANCE VERIFICATIONS AND TEST REQUIREMENTS INSPECTIONS: Foundations, footings, under slab systems and framing are subject to inspection by the Building Official in accordance with IBC 110.3. Contractor shall coordinate all required inspections with the Building Official. SPECIAL INSPECTIONS VERIFICATIONS and TESTS: Special Inspections, Verifications and Testing shall be done in accordance with IBC Chapter 17, the STATEMENT AND SCHEDULES OF SPECIAL INSPECTIONS listed in these drawings, and the AHJ STATEMENT OF SPECIAL INSPECTION. STRUCTURAL OBSERVATION: per IBC Section 1704.6 Structural Observation is the visual observation of the structural system by a registered design professional for general conformance to the approved construction documents. It is not always required on a project, does not include or waive the responsibility for the special inspections and tests required by a Special Inspector per IBC Chapter 17, is not continu- ous, and does not certify conformance with the approved construction documents. Structural Observation for this project is required per IBC Section 1704.6. Contractor shall notify the SER in a timely manner to allow required Structural Observations to occur. Reports will be distributed to the Architect, the Contractor, Special Inspector and the Authority Having Jurisdiction. The frequency and extent of observations is at the discretion of the structural observer. Only significant stages of con - I struction identified by the Structural Observer require observation. For repetitive or similar structural elements [dent ed PRE -CONSTRUCTION MEETINGS: The Contractor is responsible for coordinating pre -construction meetings prior to as significant only the first element of a stage requires observation unless noted otherwise. The following significant commencing work. Pre -con meetings, scheduled approximately two weeks prior to the start of the relevant work, are required for the following phases of construction: Post -tensioned slabs. Attendees for pre -construction meeting are to include contractor, relevant subcontractors, fabricators, inspectors, architectlengineer, and representative of the Authority Having Jurisdiction where required. Meeting agendas are to include review of the work scope, project schedule relevant to the work, contact information of responsible parties, inspection points, review of materials and any special cases or issues, procedures for clarifications if required, testing and acceptance, etc. i MEANS, METHODS and SAFETY REQUIREMENTS: The contractor is responsible for the means and methods of con - I struction and all job related safety standards such as OSHA and DOSH (Department of Occupational Safety and Health). The contractor is responsible for means and methods of construction related to the intermediate structural conditions (i.e. I movement of the structure due to moisture and thermal effects; construction sequence; temporary bracing, etc). SEISMIC Seismic Design Category: SDC = D ES1GN: Basic Structural System Bearing Wall Seismic Force Resisting System Podium = Special Reinforced Concrete Shear Walls Light Framed Wall Wood = With Wood Struct Panel Response Modification Factor., Podium R = 5 Wood R= 6.5 System Over Strength Factor Podium Omega = 2.5 Wood Omega = 3 Deflection Amplification Factor Podium Cd = 5 Wood Cd = 4 Site Classification per IBC 1613.3.2 & ASCE 7-10, Ch. 20 Site Class = E Seismic Importance Factor per ASCE 7-10 Table 1.5-2 Is = 1.0 Spectral Response Acceleration (Short Period) Ss = 1.45 g Spectral Response Acceleration (1-Second Period) S1 = 0.54 g Spectral Design Response Coefficient (Short Period) SUS = 0.879 Spectral Design Response Coefficient (1-Second Period) Six = 0.86 g Seismic response coefficient(s) Podium Cs = 0.174 Wood Cs = 0.1334 Redundancy Factor (North/South Direction) NiS rho= 1.0 Redundancy Factor (East / West Direction) EIW rho= 1.0 Design Base Shear (North/South Direction) (KIPS) Podium 1662 Wood 448 Design Base Shear (East / West Direction) (KIPS) Podium 1662 Wood 448 Base shear governed by: seismic Seismic Analysis procedure used: Equivalent Lateral Force (ELF) stages of construction require observation: prior to first post -tensioned slab placement, during the first elevated floor framing, and after roof diaphragm is complete prior to roofing. CONTRACTOR RESPONSIBILITY: Prior to issuance of the building permit, the Contractor is required to provide the Au- thority Having Jurisdiction a signed, written acknowledgement of the Contractor's responsibilities associated with the above Statement of Special Inspections addressing the requirements listed in IBC Section 1704.4. Contractor is referred to IBC Sections 1705.12.5 and 1705.12.6 for architectural and MEP building systems that may be subject to additional inspections (based on the building's designated Seismic Design Category listed in the CRITERIA), including anchorage i of HVAC ductwork containing hazardous materials, piping systems and mechanical units containing flammable, combus- tible or highly toxic materials, electrical equipment used for emergency or standby power, exterior wall panels and sus- pended ceiling systems. I BRACING/SHORING DESIGN ENGINEER: The contractor shall at his discretion employ an SSE, a registered profes- SOILS AND FOUNDATIONS I sional engineer for the design of any temporary bracing and shoring. 1) Snow Load is un-reducible and includes 5 psf rain -on -snow surcharge where ground snow load is greater than REFERENCE STANDARDS: Conform to IBC Chapter 18 "Soils and Foundations." I TEMPORARY SHORING, BRACING: The contractor is responsible for the strength and stability of the structure during zero and 20 psf or less per ASCE 7-10 Section 7.10. construction and shall provide temporary shoring, bracing and other elements required to maintain stability until the struc- 2) Snow Load based on WABO/SEAW White Paper in Low -Lying Puget Sound Basin, ASCE Fig 7-1. GEOTECHNICAL REPORT: Recommendations contained in Proposed Development - Broadstonce Andover East ture is complete. It is the contractor's responsibility to be familiar with the work required in the construction documents 3) Snow Load Importance Factor per ASCE 7-10 Table 1.5-2. by PanGEO dated September 7, 2018 were used for design. I and the requirements for executing it properly. CONSTRUCTION LOADS: Loads on the structure during construction shall not exceed the design loads as noted in DE- CONTRACTOR'S RESPONSIBILITIES: Contractor shall be responsible to review the Geotechnical Report and shall fel- 1 SIGN CRITERIA & LOADS below or the capacity of partially completed construction as determined by the Contractor's SSE for Bracing/Shoring. I CHANGES IN LOADING: The contractor has the responsibility to notify the SER of any architectural, mechanical, electri- I cal, or plumbing load imposed onto the structure that differs from, or that is not documented on the original contract Doc- uments (architectural / structural / mechanical / electrical or plumbing drawings). Provide documentation of location, load, size and anchorage of all undocumented loads in excess of 400 pounds. Provide marked -up structural plan indicat- I ing locations of any new equipment or loads. Submit plans to the ArchitectEngineer for review prior to installation. I NOTE PRIORITIES: Plan and detail notes and specific loading data provided on individual plans and detail drawings I supplements information in the Structural General Notes. I DISCREPANCIES: In case of discrepancies between the General Notes, Specifications, Plans/Details or Reference Standards, the Architect/Engineer shall determine which shall govern. Discrepancies shall be brought to the attention of the ArchitecUEngineer before proceeding with the work. Should any discrepancy be found in the Contract Documents, I the Contractor will be deemed to have included in the price the most expensive way of completing the work, unless prior to the submission of the price, the Contractor asks for a decision from the Architect as to which shall govern. Accordingly, I any conflict in or between the Contract Documents shall not be a basis for adjustment in the Contract Price. ( SITE VERIFICATION: The contractor shall verify all dimensions and conditions at the site. Conflicts between the draw - I ings and actual site conditions shall be brought to the attention of the ArchitectEngineer before proceeding with the work. I ADJACENT UTILITIES: The contractor shall determine the [oration of all adjacent underground utilities prior to earth- work, foundations, shoring, and excavation and prior to drilling holes for piles. Any utility information shown on the draw- 1 ings and details is approximate and not necessarily complete. I ALTERNATES: Alternate products of similar strength, nature and form for specified items may be submitted with ads- t technical documentation ( ro er t t art etc ) to the Architect/En ineer for review Alternate materials that are SNOW LOAD: (1) Flat Roof Snow Load, (PSF) p = 25 (2) Snow Drift Loading required by Authority Having Jurisdiction? No Snow Load Importance Factor 1 • = 1.0 (3) Ground Snow Load, (PSF) p s= 25 Snow Exposure Factor C a = B Thermal Factor C t = 1.0 low the recommendations specified therein including, but not limited to, subgrade preparations, pile installation proce- dures, ground water management and steep slope Best Management Practices." GEOTECHNICAL SUBGRADE INSPECTION: The Geotechnical Engineer shall inspect all sub -grades and prepared soil bearing surfaces, prior to placement of foundation reinforcing steel and concrete. Geotechnical Engineers shall provide a letter to the owner stating that soils are adequate to support the "Allowable Foundation Bearing Pressure(s)" shown below. DESIGN SOIL VALUES: Safety Factor per Soils Report .......................................... 1.5 Allowable Foundation Bearing Pressure... ................... . .... 4000 Max PSF - improved Design Subgrade Modulus ................................................ 150 PCI - Improved Passive Lateral Pressure ................................................. 350 PSF/FT Coefficient of Sliding Friction ...... ................................. -.... 0.4 FOUNDATIONS and FOOTINGS: Foundations shall consist a mat slab bearing on improved soil per the Geotechnical Report. Exterior perimeter footings shall bear not less than 18 inches below finish grade, unless otherwise specified by the geotechnical engineer and/or the building official. FOOTING DEPTH: Tops of footings shall be as shown on plans with vertical changes as indicated with steps in the foot- ings; locations of steps shown as approximate and shall be coordinated with the civil grading plans. SLABS -ON -GRADE: All slabs -on -grade shall bear on compacted structural fill or competent native soil per the geotech- nical report, All moisture sensitive slabs -on -grade or those subject to receive moisture sensitive coatings/covering shall be provided with an appropriate capillary break and vapor barrier/retardant over the subgrade prepared and installed as noted in the geotechnical report, barrier manufacturer's written recommendations and coordinated with the finishes spec- ified by the Architect. I qua a ec es p p rep , 9 CAST -IN -PLACE CONCRETE submitted without adequate technical documentation or that significantly deviate from the design intent of materials spec - I ified may be returned without review. Alternates that require substantial effort to review will not be reviewed unless au- (1) Top rail shall be designed to resist 50 ELF line load or 200 lb point load applied in any direction at any point. Interme- thorized by the Owner. diate rails (all those except the handrail), balusters and panel fillers shall be designed to withstand a horizontally ap- REFERENCE STANDARDS: Conform to: I plied normal load of 50 LB on an area not to exceed 1 ft square. These three loads are to be considered separately (1) ACI 301-10 "Specifications for Structural Concrete" I DESIGN CRITERIA AND LOADS with worst case used for design. (2) IBC Chapter 19 "Concrete" (2) Place 300 lb concentrated load over 2"x2" area at any point to produce maximum stress. Area load and concentrat- (3) ACI 318-14 "Building Code Requirements for Structural Concrete" ed load are to be considered separately with worst case used for design. (4) ACI 117-10 "Specifications for Tolerances for Concrete Construction and Materials" OCCUPANCY: Risk Category of Building per 20151BC Table 1604.5 = 11 (3) Need not apply concurrently with other handrail and guardrail loads; applied over not more than 1 square foot. ( (4) Apply concentrated wheel load over 4-1/2"x4-1/2" square area. FIELD REFERENCE: The contractor shall keep a copy of ACI Field Reference manual, SP-15, "Standard Specifications le o e 's o d i o s b di 'ed v a 5 2 ft e n o to o o c 'm I d for Structural Concrete (ACI 301) with Selected ACI and ASTM References " e cts on ru ur in rub m. b I (6) Unless noted otherwise, live loads not exceeding 100psf are reducible per IBC chpt.16. Loads greater than 100 psi CONCRETE MIXTURES: Conform to ACI 301 Section 4 "Concrete Mixtures" and IBC Section 1904.1. WIND DESIGN: MAIN WIND FORCE RESISTING SYSTEM Ultimate Design Wind Speed, VuLT (MPH) 110 Exposure Category B Internal Pressure Coefficient Cpi = +1- 0.18 Topographic Factor Kzt = 1.0 Wind Analysis procedure used: Directional DESIGN LIVE AREA LIVE LOADS REMARKS & FOOT - LOADS (PSF) LINO NOTES (6) Handrails & Pedestrian Guardrails 50 PLF or (1) 200 LB Stairs & Exits 100 PSF or Stair treads per note 300 LB (2) Vehicle Barrier 6000lbs Applied horizontally at both 18" and 27" above the level (3) Lobbies 100 2000lbs Balconies & Decks - 1.5 times the live load for area served. Not req'd to exceed 100 psf. Light Storage Area 125 Heavy Storage Area 250 Roofs 20 PSF or 300 Area load is reducible. LB Point load per note (2), See above for Snow Load Roof Decks/Gardens/Assembly 100 Live load (Reducible) is separate from land- scape materials. are not reducible unless noted otherwise per IBC chpt. 16. MATERIALS: Conform to ACI 301 Section 4.2.1 "Materials" for requirements for Cementitious materials, aggregates, mix- ing water and admixtures. DESIGN DEAD BIDDER DESIGN DEAD LOADS (PSF) UNO REMARKS & FOOTNOTES LOADS Wood Tie -Down System As Noted on Shear Wail Key Plans Gyperete Topping 15 PSF 1-112" per Architect WIND DESIGN: COMPONENTS & CLADDING PRESSURES FOR DESIGN (PSF, ULTIMATE) SUBMITTALS SUBMIT FOR REVIEW: SUBMITTALS of shop drawings, and product data are required for items noted in the individual I materials sections and for bidder designed elements. I SUBMITTAL REVIEW PERIOD: Submittals shall be made in time to provide a minimum of TWO WEEKS or 10 WORK - I ING DAYS for review by the Architect/Engineer prior to the onset of fabrication. ( 9 GENERAL CONTRACTOR'S PRIOR REVIEW: Prior to submission to the ArchitecUEngineer, the Contractor shall re - I view the submittal for completeness. Dimensions and quantities are not reviewed by the SER, and therefore, must be verified by the General Contractor. Contractor shall provide any necessary dimensional details requested by the Detailer ( L I 3 2 _ 3 and provide the Contractor's review stamp and signature before forwarding to the ArchitecUEngineer. 1 y r- --- --r- ur\ \ > g SHOP DRAWING REVIEW: Once the contractor has completed his review, the SER will review the submittal for general I �3, � I conformance with the design concept and the contract documents of the building and will stamp the submittal according- 3 < ly. Markings or comments shall not be construed as relieving the contractor from compliance with the project plans and I ^ ;y F 5 � ; specifications, nor departures there from. The SER will return submittals in the form they are submitted in (either hard I , ?,, I i copy or electronic). For hard copy submittals, the contractor is responsible for submitting the required number of copies 5 : r <' J ; 2 : ZONE 1 � 2 to the SER for review. d 3 ya4 a i i SHOP DRAWING DEVIATIONS: When shop drawings (component design drawings) differ from or add to the require- 01v, V i ment of the structural drawings they shall be designed and stamped by the responsible SSE. I SUBMITTALS: Provide all submittals required by ACI 301 Section 4.1.2. Submit mix designs for each mix in the table below. Substantiating strength results from past tests shall not be older than 24 months per ACI 318 Section 26.4.3.1 (b). TABLE OF MIX DESIGN REQUIREMENTS Member Strength Test Age Nominal Exposure Max Air Con- Notes Type/Location fc (psi) (days) Maximum Class W/C tent (1 to 8 Typical Aggregate Ratio UNO) Mat Foundations 4500 28 1" - - - - Exterior Slabs on Grade & Sidewalks 3000 28 1" - OAS 5% - PT Slabs Level 2 5000 28 3000 stressing �" C1 0.45 9 PT Slabs Level 3 6000 28 /" C1 0.45 - 9 3000 stressing Exterior Topping Slabs 4500 28 1" F2 0.45 6 % 9 Shear Walls 4000 56 a/4" - - - - Stem Walls & Curbs 3000 1 28 1" I - - - Columns 5000 1 56 %- I - I I : 5 5 : I DEFERRED SUBMITTALS 1 I I 3 L -t 2 -I- 3 BIDDER -DESIGNED ELEMENTS Table of Mix Design Requirements Notes: 1'-0 P_ FO0 iJ M)A Ti01J ONLY Submit "Bidder -Designed" deferred submittals to the Architect and SER for review. The deferred submittals shall also be I a a submitted to the city for approval, if required by the city. (1) W/C Ratio: Water-Cementitious material ratios shall be based on the total weight of Cementitious materials. Max!- pe-p t,"1 i i 4 (_.plat - DOSS ) 2a mum ratios are controlled by strength noted in the Table of Mix Design Requirements and durability requirements I Design of prefabricated, "bidder designed", manufactured, pre-engineered, or other fabricated products shall comply with given in ACI 318 Section 19.3. �. -5- I the following requirements: lq-- ISOMETRIC VIEW PLAN VIEW 1) Design considers tributary dead, live, wind and earthquake loads in combinations required by IBC. (2) Cementitious Materials: D 1 2) Design within the Deflection Limits noted herein and as specified or referenced in the IBC. a. The use of fly ash, other pozzolans, silica fume, or slag shall conform to ACI 318 Sections 19.3.2 and 3) Design shall conform to the specifications and reference standards of the governing code. 26.4.2.2. Maximum amount of fly ash shall be 25% of total Cementitious content unless reviewed and ap- (�"� jj (,t1� ii�� t 1 4) Submittal shall include: proved otherwise by SER. R EE C L � (j V EI a. Calculations prepared, stamped and signed by the SSE demonstrating code conformance. b. For concrete used in elevated floors, minimum cemenfit ous-materials content shall conform to ACI 301 Ta- EFFECTIVE WIND AREA (SQ. FT) b. Engineered component design drawings are prepared, stamped and signed by the SSE. ble 4.2.2.1. Acceptance of lower cement content is contingent on providing supporting data to the SER for I c. Product data, technical information and manufacturer's written requirements and Agency approvals review and acceptance. MAR 2 5 2019 I as applicable. C. Cementitious materials shall conform to the relevant ASTM standards listed in ACI 318 Section 26.4.1.1.1(a). I REID MiDDLETON, INC, I I DRAWING LEGEND MARK DESCRIPTION MARK DESCRIPTION F2.0 FOOTING SYMBOL (REFER TO SPREAD �% INDICATES DIRECTION OF DECK SPAN FOOTING SCHEDULE) iP PILE CAP SYMBOL (REFER TO I INDICATES WIDE FLANGE COLUMN PILE CAP SCHEDULE) TILT-UP/PRECAST CONCRETE WALL INDICATES HOLLOW STRUCTURAL 1U CONNECTION SYMBOL (REFER TO ❑ SECTION (HSS) COLUMN OR CONNECTION DETAIL) TUBE STEEL ITS) COLUMN SHEAR WALL SYMBOL (REFER TO INDICATES HOLLOW STRUCTURAL 2 ° SECTION (HSS) COLUMN OR I SHEAR WALL SCHEDULE) STEEL PIPE COLUMN Q REVISION TRIANGLE ® INDICATES WOOD POST TILT-UP/PRECAST CONCRETE WALL 1Q PANEL NUMBER (REFER TO TILT -UP/ ■ INDICATES BUNDLED STUDS PRECAST CONCRETE WALL ELEVATIONS O 1 CMU WALL REINFORCING SYMBOL (REFER TO CMU WALL REINFORCING El INDICATES CONCRETE COLUMN SCHEDULE) �� CONTINUITY PLATE LENGTH 0 INDICATES PRECAST (REFER TO TYPICAL DETAIL) CONCRETE COLUMN INDICATES DOUBLE SHEAR INDICATES MOMENT FRAME Q CONNECTION (REFER TO THE DOUBLE 0 CONNECTION SHEAR PLATE CONNECTIONS DETAIL) INDICATES REINFORCING TYPE INDICATES CANTILEVER 0T6 {REFER TO THE REINFORCING >_ CONNECTION SCHEDULE) INDICATES NUMBER OF STUD RAIL SR-) REQUIRED AT COLUMN (REFER TO ®- INDICATES DRAG CONNECTION STUD RAIL DETAILS ROOF/FLOOR DIAPHRAGM NAILING INDICATES WOOD OR STEEL STUD 0 SYMBOL (REFER TO DIAPHRAGM WALL NAILING SCHEDULE) STEEL/CONCRETE COLUMN C1 SYMBOL (REFER TO STEEL INDICATES MASONRY/CMU WALL XX"XW COLUMN SCHEDULE) ELEVATION SYMBOL IT/ REFERS NDICATES CONCRETE/TILT-UP TOCOMPONENTTHATTHE = CONCRETE WALL ,rT/FTG=X'-X" ELEVATION REFERENCES) STUD BUBBLE (INDICATES NUMBER INDICATES WOOD OR STEEL STUD e/ '-' OF STUDS REQUIRED IF EXCEEDS SHEAR WALL NUMBER SPECIFIED IN PLAN NOTE) INDICATES STEP IN FOOTING s (REFER TO TYPICAL STEP IN � _ _ _ _ $ INDICATES BEARING WALL BELOW FOOTING DETAIL) XI DETAILS OR SECTION CUT- (DETAIL NUMBER/SHEET NUMBER) INDICATES EXISTING WALL SX.X 00 DETAILS OR SECTION CUT IN PLAN P -i POST -TENSION DEAD END [PLAN} ♦„.50.0 VIEW (DETAIL NUMBER/SHEET NUMBER) INDICATES LOCATION OF CONCRETE XX/SXX XX WALLS, SHEAR WALLS OR BRACED 2 1 0 POST -TENSION STRESSING END (PLAN) FRAME ELEVATIONS STRUCTURAL EXTENT SYMBOL 3 POST -TENSION PROFILE (PLAN) SINGLE ARROW - END OF EXTENT f--i-S (IN INCHES) ...---0---"- DOUBLE ARROW -CONTINUOUS � " � EXTENT ALONG THE ELEMENT LINE UNTIL THE ELEMENT IS INTERRUPTED , I INTERMEDIATE STRESSING (PLAN) ABBREVIATIONS L Angle EXPJT Expansion Joint PLWD Plywood AB Anchor Bolt EXT Exterior PP Partial Penetration ADDL Additional FD Floor Drain PREFAB Prefabricated ADH Adhesive EON Foundation PSF Pounds per Square Foot ALT Alternate FIN Finish PSI Pounds Per Square Inch ARCH Architectural FLR Floor PSL Parallel Strand Lumber B or BOT Bottom FRP Fiberglass Reinforced Plastic P-T Post -Tensioned B/ Bottom Of FRT Fire Retardant Treated PT Pressure Treated BLDG Building FTG Footing R Radius BLKG Blocking F/ Face of RD Roof Drain BMU Brick Masonry Unit GA Gage REF Refer/Reference BP Baseplate GALV Galvanized REINF Reinforcing BRBF Buckling Restrained GEOTECH Geotechnical REQD Required Braced Frame GL Glue Laminated Timber RET Retaining BRG Bearing GWB Gypsum Wall Board SCBF Special Concentric BTWN Between HDR Header Braced Frame C Camber HE Hem -Fir SCHED Schedule CB Castellated Beam HER Hanger SFRS Seismic Force- C'BORE Counterbore HD Hold-down Resisting System CL Centerline HORIZ Horizontal SHTHG Sheathing CLT Cross -Laminated Timber HP High Point Sim Similar CIP Cast in Place HSS = TS (Hallow Structural Section) SLBB Short Leg Back -to -Back CJ Construction or IBC International Building Code SMF Special Moment Frame Control Joint ID Inside' Diameter SOB Slab on Grade CJP Complete Joint IE Invert Elevation SP Southern Pine Penetration IF Inside Face SPEC Specification CLR Clear INT Interior SQ Square CLG Ceiling k Kips SR Studrail CMU Concrete Masonry Unit KSF Kips Per Square Foot SF Square Foot COL Column LF Lineal Foot SST Stainless Steel CONC Concrete LL Live Load STAGG Stagger/Staggered CONN Connection LLBB Long Leg Back -to -Back STD Standard CONST Construction LLH Long Leg Horizontal STIFF Stiffener CONT Continuous LLV Long Leg Vertical STL Steel C'SINK Countersink LP Low Point STRUCT Structural CTRD Centered LONGIT Longitudinal SWWJ Solid Web Wood Joist DIA Diameter LSL Laminated Strand Lumber SYM Symmetrical DB Drop Beam LVL Laminated Veneer Lumber T Top DBA Deformed Bar Anchor MAS Masonry T/ Top Of DBL Double MAX Maximum T&B Top & Bottom DEMO Demolish MECH Mechanical TIC AX LD Top Chord Axial Load DEV Development MEZZ Mezzanine TCX Top Chord Extension OF Douglas Fir MFR Manufacturer TDS Tie Down System DIAL Diagonal MIN Minimum T&G Tongue & Groove DIST Distributed MISC Miscellaneous THKND Thickened DL Dead Load NIC Not In Contract THRD Threaded ON Down NLT Nail -Laminated Timber THRU Through DO Ditto NTS Not To Scale TRANSV Transverse DP Depth/Deep OC On Center TYP Typical DWG Drawing OCBF Ordinary Concentric Braced UBC Uniform Building Code (E) Existing Frame UNO Unless Noted Otherwise EA Each OD Outside Diameter URM Unreinforced Masonry EF Each Face OF Outside Face Unit EL Elevation OPNG Opening VERT Vertical ELEC Electrical OPP Opposite W Wide ELEV Elevator OWSJ Open Web Steel Joist W/ With EMBED Embedment OWWJ Open Web Wood Joist W/O Without EQ Equal PL Plate WHS Welded Headed Stud EQUIP Equipment PAF Powder Actuated Fastener WP Working Point EW Each Way PC Precast WWF ed as-Fabra EXP Expansion PERP Perpendicular t PlusRF ft'21V` _D FC R Vi I CE APPROVED APR 2 5 2019 City of Tukwila BUILDING DIVISION 5Z3 §9 .a `s U g l.g a z8 i= _ .ao 2. oB E � 28 �m.. UJ m'E a.8 cc„ 0€ 1 R B A L & ARCHITECTURE URBANIRURAL 1938 Fairview Avenue East SUITE 100 Seattle, WA98102 info@urbalarchitecture.com www.urbalarchitecture.com T 206-257-0972 license Ag 2. G G `A 0 831 4 G E� ti �,�, L S'I A ONAL consultant logo Immmom O'DC1 707 W 2nd Avenue Spokane, Washington 99201 P; (509) 455.4448 www.dcl-engineers.com C1N/IL- / STFt IJCTIJFtAL @ CopyMht 022019 D'Amato Commm Inc. AI Rights ReswM project name HOLDEN AT SOUTHCENTER 112 ANDOVER PARK EAST TUKWILA, WA 98188 key plan submittals/revisions 100"/o SO SET 10.10.2018 30'/ DO SET 11.16.2018 601% DD SET 12.14.2018 BUILDING PERMIT SET 01,11.2019 TOWER CRANE PERMIT 02.08.2019 50 % CD SET 02.22.2019 F1 - FOUNDATION CORR 1 03.20.2019 drawing title GENERAL NOTES drawing information DATE 01.11.2019 SCALE 12" = T-9, DRAWN JWH JOB# 18041-0236 copyright 02015 Urbd Architecture. PLLC UeM Archdedm, PLLC reserves common I%V copyright and other property 69Ms io Mis document. At dr &d wr&ten hro..kri incorporated herein, Is.Inshummt d U,bd Architecture PLLC,i prd.i;e,.d pradO and andl not to be used 6t whde ar In P•'l wilhwt the written adharlidhn d UNd sheet number r--------------------------------------------------------------------------------------------------------------------------------------------------- I 1 (3) Air Content: Conform to ACI 318 Section 19.3.3.I. Minimum standards for exposure class are noted in the table. STUDRAILS: Where studrails are indicated on the drawings the following systems are acceptable. Studrails (also re- SHORING: Shoring shall remain in place until tendons are stressed. Shoring at closure strips and pour strips shall re- a. HILTI "KWIK BOLT TZ" - ICC ESR-1917 for anchorage to CONCRETE Only i o a f u c' r r sis r and be fabricate r t rd- main in lace until concrete I in I ai ed desi n str n u I t th If freez rig and thawing class is not noted, air content given is that required by the SEA. Toler rice is t1-%%. Air erred to as p n hmg Shea a to rails} shalt conform to ASTM A1044 d and installed in st c acco R paced c osure strip has att n g e gth, n ess no ed o erwise on plan. b. SIMPSON "STRONG -BOLT 2" -ICC ESR-3037 for anchorage to CONCRETE Oniy g I content shall be measured at point of placement. ance with the applicable ICC-ESR report and manufacturer's instructions, using chairs provided by the manufacturer to position rails at the proper height. Submit current manufacturer's data and ICC ESR report of alternate systems to SER CLOSURE STRIPS AND POUR STRIPS: Closure Strips and Pour Strips shall remain open for a minimum of 28 days 3. SCREW ANCHORS: The following Screw type anchor is pre -approved for anchorage to CONCRETE or y (4) Aggregates shall conform to ASTM C33. for approval. after stressing, unless noted otherwise on plan. MASONRY in accordance with corresponding current ICC ESR report: (5) Slump: Conform to ACI 301 Section 4.2.2.2. Slump shall be determined at point of placement. 1. Decon "Studrails" - ICC ESR-2494 a. SIMPSON "TITEN HD" -ICC ESR-2713 for CONCRETE Oniy and ICC ESR-1056 for MASONRY V .,2 1 2. Jobsite Stud Welding Punching Shear Resistor Shear Rail Assemblies - ICC ESR-3264 RESHORING: When reshoring is required, reference "DEFERRED SUBMITTALS" above in these notes. Only o 1 (6) Chloride Content: Conform to ACI 318 Table 19.3.2.1. 3. Conco Companies Headed Shear Stud (PSR) Reinforcement Assemblies - ICC ESR-3317 & 3619] b. HILTI "KWIK HUS-EZ" -ICC ESR-3027 for anchorage to CONCRETE Oniy U CONCRETE STRENGTH: Compressive strength of the slab shall be not less than 3000 psi at time of stressing as deter- Ia 1 (7) Non- chloride accelerator: Non -chloride accelerating admixture may be used in concrete placed at ambient temper- FIELD BENDING: Conform to ACI 301 Section 3.3.2.8. "Field Bending or Straightening." Bar sizes #3 through #5 may be mined by a testing laboratory. STRUCTURAL STEEL atures below 50"F at the contractor's option. field bent cold the first time. Subsequent bends and other bar sizes require preheating. Do not twist bars. Bars shall not o " I be bent past 45 degrees. STRESSING JACKS: Conform to PTI Specification Sec. 3.4.1.3 "Stressing Jacks" and Sec 3.4.2 "Jack Calibration." Pro- (8) ACI 318, Section 19.3.1.1 exposure classes shall be assumed to be FO, SO, WO, and CO unless different exposure vide calibration certificates with each jack. Contractor shall keep certificates on file for duration of project. REFERENCE STANDARDS: Conform to: s g 1) IBC Chapter 22 - "Steel" w f classes are listed in the Table of Mix Design Requirements that modify these base requirements. TYPICAL CONCRETE REINFORCEMENT: Unless noted on the plans, concrete walls shall have the following minimum 2j ANSIlAISC 303-10 - "Code of Standard Practice for Steel Buildings &Bridges" reinforcement. Contractor shall confirm minimum reinforcement of walls with SER prior to rebar fabrication. ELONGATIONS: Conform to PTI Specification Sec. 3.4.3 "Elon"gation Measurements." Measured elongations shall agree s 8 (9) Shrinkage Limit: Concrete used in elevated slabs and beams shall have a shrinkage limit of 0.045% at 28 days with calculated values within t7%. Discrepancies exceeding 7 /o shall be resolved with the Engineer prior to cutting and 3) AISC - "Manual of Steel Construction", Fourteenth Edition (2010) _ cappin the tendons. 4) ANSI/AISC 360-10 - "Specification for Structural Steel Buildings" measured in accordance with ASTM C157. Submit laboratory test results to SER for approval prior to construe- SHOTCRETE 9 lion. 5j AWSD1.t2010-"Structural Welding Code -Steel" as TENDON FORCES: Forces during and after stressing shall meet the following criteria: REFERENCE STANDARDS: Conform to: SUBMITTALS: Submit the followin documents to the SER for review: FORMWORK & RESHORING: Conform to ACI 301 Section 2 "Formwork and Form Accessories." Removal of Forms (1) IBC Section 1908 "Shotcrete", Maximum Force at Jacking.:.............33.0 KIPS 9 a a shall conform to Section 2.3.2 except strength indicated in Section 2.3.2.5 shall be 0.75 f c. Reshoring shall conform to 2 ACI 506.2-13 "S ecification for Shotcrete" Maximum Force at Anchoring...........28.9 KIPS I Section 2.3.3. Contractor shall submit formwork removal and reshore installation rocedure and drawin s as a licable (} R Minimum Final Effective Force.........26.8 KIPS (1) SHOP DRAWINGS complying with AISC 360 Sections M1and N3 and AISC 303 Section 4. P 9 PP 3 ACI 506R-16 "Guide to Shotcrete", o � sealed b a professional en ineer licensed in the state where the roject is located for the SER's information. () (2) ERECTION DRAWINGS comply rig AISC 360 Sections M1and N3 and AISC 303 Section 4. .m 3 1 Y 9 P 1 (4) ACI 301-16 "Specifications for Structural Concrete " > TENDON FINISHING: Conform to PTI Specification Sec. 3.5 "Tendon Finishing "Finishing shall be completed within 3 a .z I MEASURING. MIXING. AND DELIVERY: Conform to ACI 301 Section 4.3. days of acceptance of stressing records. Make copies of the following documents "Available upon Request" a the SER or Owner's Inspection Agency in elec- Z5 e SUBMITTALS: Submit shop drawings for review including: tropic or printed form prior to fabrication per AISC 360 Section N3.2 requirements: `' (1) Proposed mix design shown below. Include data required by ACI 506.2 Sec. 1.5 "Submittals" m 25 HANDLING PLACING CONSTRUCTING AND CURING: Conform to ACI 301 Section 5. In addition, hot weather con- CUTTING APPROVAL: Excess strand shall not be cut without approval of the Engineer. Transmit complete stressing - s (2) Preconstruction test panel results. After shooting, the special inspector shall submit core evaluation reports to en- (1) Fabricator's written Quality Control Manual that includes, as a minimum: E _ creting shall conform to ACI 305R-10 and cold weather concreting shall conform to AC1306R-10. sure that ro er rebar encasement and nozziin techni ues have been achieved, reports to DCI as soon as possible after stressing has been completed. DCI will promptly review and indicate if cutting of - 8 u R P 9 q a. Material Control Procedures 3 Construction tests ecimen results. The s ecial ins ector shall submit core stren th re pits. tendons is acceptable. If all tendons are within tolerance, the contractor may cut excess strand at their own risk before {) P P P 9 P b. Inspection Procedures DCI a royal s received. Basic elon ation tolerance is t7 % from calculated. Out of tolerance tendons will be a roved CONSTRUCTION JOINTS: Conform to ACI 301 Sections. 2.2.2.5, 5.2.2.1 and 5.3.2.6. Construction joints shall be [peat- PP 9 pp c ed and detailed as on the construction drawin s. Submit alternate [orations er ACI 301 Section 5.1.2.3a for review and y y c. Non-conformance Procedures 9 P MATERIALS: Conform to ACI 506.2 Sec. 2 "Materials" for Cement, A re ate, Reinforcement, Water, Admixtures and b the FOR on a case b case basis. � s o 99 9 (2) Steel &Anchor Rod suppliers' Material Test Reports (MTR's) indicating the compliance with specifications. approval by the SER two weeks minimum prior to forming. Use of an acceptable adhesive, surface retardant, portland Curio Materials. W H 1 9 CUTTING: Conform to PTI Specification Sec. 3.5.1 "General "Tendons ma be cut b means of ox acet lene torch, (3) Fastener manufacturer's Certoduct d documenting conformance with the specification. cement grout or roughening the surface is not required unless specifically noted on the drawings. y Y Y y (4) Filler metal manufacturer's product data for SMAW, FCAW and GMAW indicating: �' w 8 REINFORCEMENT: Conform to IBC Sec. 1908.4 "Reinforcement" and CONCRETE REINFORCEMENT section this abrasive wheel or hydraulic shears. When using oxyacetylene cutting do not direct flame toward wedges. Strand length a. Product specfcation compliance �. I EMBEDDED ITEMS: Position and secure in place expansion joint material, anchors and other structural and non- sheet. protruding beyond the wedges after cutting shall be between %" and %". structural embedded items before placing concrete. Contractor shall refer to mechanical, electrical, plumbing and archi- b. Recommended welding parameters O m m COATING & CAPPING: Conform to PTI S ecification Sec. 3.5.2 "A ressive Environments." Install the rease-filled c. Recommended storage and exposure requirements including baking m tecturai drawings and coordinate other embedded items. SPLICES: Conform to IBC Sec. 1908.4.3, "S [ices", for non -contact la slices. P 99 9 u- P P P d. Limitations of use GROUT: Use 7000 si non -shrink rout under column base plates. plastic caps as soon T possible. P 9 PRECONSTRUCTION TESTS: Prepare precenstruction test panels, as defined by the SEA, for each proposed mix de- (5) Welded Headed (Shear) Stud Anchors Manufacturer's certification indicating the meet specifications. sin and nozzelman in accordance with IBC Sec 1908.5 "Preconstruction Tests" and ACI 506.2 Sec. 1.6.1 STRESSING POCKETS: Conform to PTI Spec. Sec. 3.5.3 "Stressing Pockets." GROUTED REBAR: See Post -Installed Anchors to Concrete. 9 (7) Procedure Qualif cation Records (PQR's) for WPS's that are not prequalified in accordance with AWS. b story. Ec hn Testing." Test panels will al cored of the most congested reinforcing and evaluated by the testing Ia- 7 Weldinq personnel Performance Qualification Records P borato Each nozzelman must ass the evaluation before roceedin with the work. (1) Preparation: Clean the inside surfaces of the pocket to remove Iaitance and grease. Coat inside surfaces with a {) (W QR) and continuity records conforming to AWS I POST -INSTALLED ANCHORS to CONCRETE: Anchor location, type, diameter and embedment shall be as indicated on ry• P P 9 resin bonding agent after cleaning at the contractor's discretion. standards and WABO standards as applicable for Washington State projects. drawings. Reference the POST INSTALLED ANCHORS section for applicable Post -Installed Anchor Adhesives. An- CONSTRUCTION TESTS: Conform to IBC Sec. 1908.10 "Strength Tests" and ACI 506.2 Sec. 1.6.2 "Construction Test- MATERIALS: I chors shall be installed and inspected in strict accordance with the applicable ICC-Evaluation Service Report (ESR). in ". Take cores ecimens for each 50 cu ds laced but not less than once each shift. The cores ma be taken from the (2) Filling: Fill pockets with non-metallic non -shrink grout. Grout shall not contain chlorides or other chemicals deleted- 9 P Y P Y Structural steel materials shall conform to materials and requirements listed in AISC 360 section A3 including, but not Special inspection shall be per the TESTS and INSPECTIONS section. actual construction work or sam fe aneis shot durin the course of work. Location of cores taken from actual construe- pus to the prestressing steel. P P 9 limited to: lion work must be a roved b the SER rior to commencin work. Sam le anels shall be at least 12" x 12" x 7-1/4". - PP Y P 9 P P Wide Flange (W), Tee (WT) Shapes ...................ASTM A992 Fy - 50 ksi TOPPING SLABS: Conform to ACI 301 and the recommendations of ACI 302.1 R-15 "Guide for Concrete Floor and Slab Three cores shall be taken from each sam le anel and the cores ma be either field cured or laborato cured. Labora- EMBEDS AND FASTENERS: Embeds and inserts for support of all non-structural elements, mechanical and other _ Construction" for Class 3 unbonded to in floors Class 7 bonded to in floors Class 8 unbonded to in R P Y ry equipment shall be cast into the slab. Drilled or powder -driven fasteners will not be permitted except as noted below. Channel l Pl &Angle (L) Shapes ......................... ASTM A36, Fy _ 36 ksi t { PP 9 , )] t • • { PP 9• )1 I { PP • 9 tory cured samples shall have an average strength equal to or greater than f'c with no individual sample breaking at less Structural Plate (PL)............................................ASTM A36, Fy - 36 ksi floors)]. Caution: Bonding of two -course floors is a highly critical operation requiring extra care by the contractor. Strict than 0.75 fc. Field cured samples shall have an average strength of at least 0.85 fc with no individual samples breaking Hollow Structural Section - S uare/Reel HSS .. ASTM A500, Grade B F = 46 ksi compliance with the concrete mix requirements, especially the water -cement ratio and slump is critical. When a bonding at less than 0.75 fc. Immediately before concrete is placed, the position of tendons shall be marked on the forms with a material which leaves q ( ) y a h sical im ression on the underside of the slab. Con ested areas shall be entirei marked off. Contractor's ro High Strength, Heavy Hex Structural Bolts.......... ASTM A563, G ade Type 1 or 3, Plain agent is specified, conform strictly to the manufacturer's instructions for use and for all specal surface preparations re- p Y � p g y p posed Heavy Hex Nuts..............................................ASTM A563, Grade and Finish per RCSC Table 2.1 1 quired.] method of marking tendons shall be submitted and reviewed by the SER and architect before starting construction. CONSTRUCTION: Conform Al IBC Sec. ontr and AC! Lion, Sec. 3 "Execution" for Examination, r, Protec and Mixing, Washers (Hardened Flat or Beveled) .................. ASTM F436, Grade and Finish per RCSC Table 2.1 Surface Pre oration, Joints, Ali nment Control, A loation, Finisher Hot Weather, Cold Weather, Protection, Curin Note: there may be areas where marking of the slab is not allowed for arch lecture[ and or concrete cover reasons. 1 BONDING AGENT: Use MasterEmaco ADH 326. A I in accordance with manufacturer's instructions. R 9 PP g' g' Anchor Rods (Anchor Bolts, typical) rs................ASTM F108 Ne o PP Y • ] and Tolerances. The contractor shall adhere to the following weather related precautions': Welded Headed (shear) Stud Anchors ................ ASTM A108 - Neison/TRW S3L Drilled -in concrete anchors and powder -driven fasteners shall be placed a minimum distance equal to the slab thickness • Ensure materials and surrounding air temperature maintained at minimum 40 degrees Fahrenheit prior to, during Welded Headed Stud (WHS) Anchors ................. ASTM A108 - Nelson[TRW H4L JOINT COMPOUND: Provide acid resistant silicone caulk where noted on the drawings. Submit product data for review, and 7 days after completion of work. away from marked tendon locations. No anchors or fasteners shall be placed within a distance of five times the slab Dowel Bar Anchors (DBA) ............... ASTM A496 - Nelson/TRW D2L, Fy = 70 ksi During freezing or near freezing weather, provide equipment and cover to maintain minimum 40 degrees Fahren- thickness from the face of any column. Exception: Powder -driven fasteners with 518-inch maximum embedment may be �•••-••••••�••••••• SHRINKAGE: Conventional and po tract r shall concrete slabs will continue to shrink after initial placement and stressing heit to protect work completed or work in progress. installed fa any location on the slab. No reinforcing steel, concrete, or post -tensioning tendons shall be damaged by an- STRUCTURAL JOINTS USING HIGH -STRENGTH BOLTS: � of concrete. Contractor and subcontractor shall coordinate jointing and interior material finishes to provide adequate tol- chors or fasteners. erance for expected structural frame shrinkage and shall include, but not be limited to: curtain wall, dryvit, storefront, sky- Suspend operations during high winds, rainy weather, or near freezing temperatures when work cannot be pro- ( tested 1) ASTM A325-N bolts - "threads NOT excluded in the shear plane". light, floor finish, and ceiling suppliers. Contact Engineer for expected range of shrinkage. 2) High -strength bolted joints have been designed as "BEARING" connections. BRICK VENEER FLOOR FINISHES: The contractor must provide and correctly install an isolation membrane and properly detailed expan- INSPECTIONS &ACCEPTANCE: Conform to IBC Sec. 1908.10.3 "Acceptance Criteria." Provide "Special Inspections" 3) Provide ASTM Bolt Grade and Type as specified in the Materials section above. Sion pints to hel minimize cracker of finishes with cementitious setter beds or finish ro erties tile, stone, terrazzo, during construction and "Visual Examination" when work is complete. Conform to ACI 506.2 Sec. 1.9 "Acceptance." 4) Provide Washers over outer ply of slotted holes and oversize holes per RCSC Table 6.1. 1 P 9 9 P P ( REFERENCE STANDARDS: Conform to: concrete topping, etc). The expansion joints shall be sized for an expected shortening movement of 0.01 inches per foot. 5) Provide Nut and Washer grades, types and finishes conforming Eo RCSC specification Table 2.1. POST -TENSIONED CONCRETE 6) Provide fastshall b semblies from a single supplier. 1) IBC Chapter 14 "Exterior Walls." 7) Joint Types shall be: I CLADDING CONNECTIONS and SLAB SHORTENING: At the time of installation, the cladding connection design shall 2) TMS 402-13/ACI 530-13/ASCE 5-13 "Building Code Requirements for Masonry Structures.", Chapter 12 a. ST - "Snug Tight", for typical beam end "shear" connections, unless noted otherwise. accommodate a typical future vertical movement at each floor of % inch or U600, whichever is greater, due to variable REFERENCE STANDARDS: "Veneer" Herein referenced as MSJC. b. SC - "Slip Critical", where specifically indicated. Provide with Class A Falling surface. live loading and creep. This displacement will occur at the free end of cantilever beams and at midspan of edge slabs (1) AC1301-10 "Specifications for Structural Concrete, Sec. 9 "Prestressed Concrete." 3) TMS 602-131ACI 530.1-13/ASCE 6-13 "Specification for Masonry Structures " Herein referenced as MSJC.1. 8) Install bolts in joints in accordance with the RCSC Specification Section 8 and Table 4A. 1 and beams. (2) ACI 423.7-14 "Specification for Unbonded Single Strand Tendon Materials" (3) PTI "S ecification for Unbonded Sin le Strand Tendons", 2"d Edition 2000 (hereafter desi nated "PTI S ecifica- 9) Inspection is per RCSC Section 9. P 9 { ) 9 P SUBMITTALS: Submit product specific information on anchor size, type and capacities with corresponding ICC-ESR I At the time of installation, the cladding connections shall accommodate shortening of the slab edge inwards due to tion"). reports regarding wire ties, sheet metal connector pieces, screws, and expansion anchors to the ArchitectlEngineer for ANCHORAGE to CONCRETE: shrinkage and post -tensioning. Calculation of the amount of shortening is the responsibility of the design / construction review. team as a whole and shall be agreed upon in a preconstruction meeting. The connections shall also accommodate typi- SUBMITTALS: Conform to ACI 301 Sec 3.1.1 "Submittals, Data, and Drawings." Submit the following items for review: 1) EMBEDDED STEEL PLATES for Anchorage to Concrete: Plates (PL) embedded in concrete with studs (WHS) I cal slab edge construction tolerance both inward and outward. The amount of tolerance shall be defined by the general MATERIALS: or dowel bar anchors (DBA) shall be of the sizes and lengths as indicated on the plans with minimum 1/2" dia. (1) Coordination Drawings: Submit drawings showing size and location of ail stab penetrations, blockouts, conduit, contractor and agreed to by the cladding designer and formwork subcontractor prior to the design of the connections. embeds and other items which may affect tendon placement. 1) BRICK VENEER: Conform to ASTM C216 "Standard Specification for Facing Brick (Solid Masonry Units Made WHS x 6"long but provide not less than'/<" interior cover or 1 %" exterior cover to the opposite face of concrete, I The cladding shall be installed to the proper design plan location from Clay or Shale)", Grade SW. unless noted otherwise. (2) Shop Drawings. Submit shop drawings in accordance with ACI 301 Sec. 9.1.2.1 "Drawings." Include the following 1 2) COLUMN ANCHOR RODS and BASE PLATES: All columns (vertical member assemblies weighing over a at CONCRETE CRACK REPAIR AND MAINTENANCE PROGRAM: Concrete shrinks and continues to shrink for up to two information: tendon support heights and chair sizes; location and profile of tendons throughout their length; size, 2) Mortar: Conform to ASTM C270, Type S, and IBC Section 2103.2 "Mortar." ounds shall be rovided with a minimum of four'/<" diameter anchor rods. Column base [ales shall be at I years after construction and as a result, cracking will typically occur. These cracks do not typically impair the integrity of location, details, materials and stress grade (where applicable) of tendons and accessories, including anchorages, P %" R R the structure. However DCI recommends a one-time crack re air and maintenance ro ram be im lemented for those tressin cket n • 'a arances; jackin rocedur i se uence• initial tensionin forces least / thick, unless noted otherwise. Cast -imbed a anchor rods shall be provided unless otherwise approved P p 9 P s g po s, a d couplers, � ck cle , / g p es, stress rig q g 3) JOINT REINFORCING: Conforms to ASTM A951 "Standard Specification for Steel Wire for Masonry Joint Rein- by the Engineer. Unless noted otherwise, embedment of cast -in -place anchor rods shall be 12 times the an - I slabs exposed to water or chemicals. The maintenance program shall consist of: tendon elongation; details of reinforcing steel to prevent bursting and spelling; tendon trimming procedures and forcement". Ail joint reinforcing shall be hot dip galvanized. chor diameter (12D). I details or capping procedure; duct properties including size, material, thickness and support spacing. PT shop Inspect slabs and supporting members two years after construction drawings shall be stamped by a structural engineer registered in the State of Washington. 4) ANCHORS: Anchor ties shall be the Hohmann & Barnard seismic anchors. Anchor ties shall be adjustable two- FABRICATION: I . Determine cracks in the structure to be repaired piece anchors made of 14 gage or 12 gage galvanized metal and/or W2.8 (3/16" diameter) galvanized wire that (3) Stressing Records: Conform to PTI Specification Sec.1.5.7 "Stressing Records." Submit for review. The special . Repair cracks inspector shall complete al[ stressing records. shall be engineered to attach: 1) Conform to AISC 360 Section M2 "Fabrication" and AISC 303 Section 6 "Shop Fabr cation". • to the face of Masonry or concrete with a''/V expansion bolt or screw anchor for concrete or masonry embed- 2) Quality Control (QC) shall conform to: I The total length of cracking can be estimated at 0.009 feet of cracks per square feet of slab area. The owner should re- (4) Mill Test Reports: Conform to PTI Specification Sec. 1.5.1. Provide certified mill test reports for each coil or pack of ded 2" minimum into the concrete or masonry. a. AISC 360 Chapter N "Quality Control and Quality Assurance" and serve funds for this one time maintenance program, which is to take place two years after the completion of construction. strand. Contractor shall keep reports on file for duration of project. • to steel stud with two #12 0.209" diameter screws er anchor. { ) P b. AISC 303 Section 8 "Quality Control". Even though cracking is normal and most often not structurally significant, when cracking occurs during construction the (5) Anchorages and Couplers: Conform to PTI Specification Sec. 1.5.2. Contractor to keep reports on file for the du- • to wood stud with two #9 (0.177" diameter) screws per anchor embedded at least 1 W, into the wood stud. c. Fabricator and Erector shall establish and maintain written Quality Control (QC) procedures per AISC 1 ration of the project. or at channel slot anchor assemblies with a 305 Dovetail Anchor Slot embedded in the concrete and a 303 360 section N3. contractor shall contact the Architect/Engineer for review. The contractor should budget 0.004 ft of epoxy injected crack SV Seismic Notch Dovetail Anchor. d. Fabricator shall perform self -inspections per AISC360 section N5 to ensure that their work is performed I repair per square foot of slab. (6) Sheathing and P-T Coating: Conform to PTI Specification Sec. 1.5.3 and 1.5.4. Contractor to keep reports on file in accordance with Code of Standard Practice, the AISC Specification, Contract Documents and the for the duration of the project. All parts of the veneer anchorage system shall be fabricated of similar metals with similar coatings to reduce the possibil- Applicable Building Code. I STRENGTH TESTING AND ACCEPTANCE: (7) Caicuiations: Submit calculations prepared by a SSE indicating: the force provided, the specified prestressing loss- ity of galvanic corrosion occurring. e. QC inspections may be coordinated with Quality Assurance inspections per Section N5.3 where fabri- cators A rocedures rovide the necessa basis for material control ins ection and co i f the Q ntro 0 s and the s i n shown in the d p P rY P es the final worker stresse tressin se uence. The des rawer sis based on a final Te ' lain sam 1 s and conduct tot in accordance with ACI n b Section 1.6.3.2. Additional sam les ma be 9 9 q 9 9 stir : Ob e s s P Y -9 P ector. ; - eismic v wotkmanshi ex ectedb theS eciallns Brackveneer m S Desr n Cate o A B and C and ail bock eneernot laid in a rumm� bond atterrrshall have required to otitain concrete strengths at alternate intervals than shown below: effective force m eaoh tendon of 26.8 Mps. 9 ( rY 9 P P P y R P continuous joint reinforcing of W1.7 (0.148" diameter) wires at a maximum vertidal spacing of 20"oc. Lap wires 10" at I • Cure 6 cylinders for 28-day test age post -tensioned concrete. Test 2 cylinders at 2 or 3 days for post -tensioned splices. WELDING: concrete onl , test 1 c linder at 7 da s, test 2 c linders at 28 da s, and hold 1 c linder in reserve for use as POST -Mate syste MATERIALS FOR ENCAPSULATED SYSTEMS: All Post -Tensioning shall consist of a fully Y Y Y Y Y Y erica sulated s stem". 1) Welding shalt conform to AWS D1.1 with Prequalified Welding Processes except as modified by AISC 360 see- the En ineer directs. After 56 da s, unless notified b the En ineer to the contra the reserve c inder ma P Y Srick veneer in Seismic Design Category D, E and F and all brick veneer not laid in a running bond pattern shall have 9 Y Y 9 ry, Yf Y lion J2. Welders shall be qualified in accordance with AWS D1.1 WABO requirements. einforci t a m ' continuous'oint r n of W1.7 0.148" diameter wires a aximum vertical s acin of 16"oc. La wires 10" at be discarded without being tested for specimens meeting 28-day strength requirements. (1) Strand: ASTM A416, Grade 270, /z diameter, low relaxation type. Conform to PTI Specification Sec. 2.1 t 9 { ) P 9 P 2 Use 70ksi stren th, low-h dro en a electrodes E7018 or E71T as a ro riate for the process selected. "Prestressin Steel." Strands shall on irate from a PTI certified Iant. splices. 9 Y 9 tdP { ) PP P The number of cylinders indicated above reference 6 by 12 in cylinders. If 4 by 8 in cylinders are to be used, 9 9 P 3) Welding of high strength anchor rods is prohibited unless approved by Engineer. • additional cylinders must be cured for testing of 3 cylinders at test age per the table of mix design require- (2) Sheathing: Conform to PTI Specification Sec. 2.3 "Sheathing," including section 2.3.5 "Aggressive Environments." Pintle anchors shall have at least two pintle legs of wire size W2.8 (3116" diameter) each and shall have an offset not ex- 4) Welding of headed stud anchors shall be in accordance with AWS D1.1 Chapter 7 "Stud Welding". I ments. (3) Anchorages & Couplers: Conform to PTI S ecification. Sec. 2.2 "Anchors es and Cou lers", includin Sec. 2.2.6 ceeding %" from the horizontal plane of the plate anchored to the structure. P 9 P 9 ERECTION: I "Anchorages and Couplers in Aggressive Environments." Provide grease caps for all anchorages at ail stressing Anchors in Seismic Design Category D, E and F shall have a positive mechanical connection to the cant nuous wire joint Acceptance. Strength is satisfactory when: ends. Tendon anchorages and couplings shall be designed to develop static and dynamic strength requirements of 1) Conform to AISC 360 Section M4 "Erection" and AISC 303 Section 7 "Erection". I Section 2.2.1.1 and Section 2.2.1.2. Castro s shall be non orous and free of sand, blow holes, voids, and other reinforcing in the veneer. 1 The avers es of ail sets of 3 consecutive tests a ual or exceed the s ecified stren th. 9 P 2) Conform to AISC 360 Chapter N "Quality Control and Quality Assurance" and AISC ens Section 8. {) 9 q P 9 defects. Provision shall be made for plastic cap to fit tightly and seal barred end on stressing side of anchor. Bear- a. The Erector shall maintain detailed erection quality control procedures that ensure that the work is per- (2) No individual test falls below the specified strength by more than 500 psi. ing side of anchor casting shall have provision for plastic sleeve, which shall prevent moisture leaks into anchor formed in accordance with these requirements and the Contract Documents. Both wire and sheet -metal anchors shall extend into the veneer a minimum of 1W and shall have a minimum of 5/8" 1 casting or tendon sheathing. For wedge type anchorages, wedge grippers shall be designed to precluded prema- 3j Steel work shall be carried up true and plumb within the limits defined in AISC 303 Section 7.13. A "test" for acceptance is the average strength of two 6 by 12 in. cylinders or three 4 by 8 in. cylinders tested at lure failure of prestressing steel due to notch or pinching effects under static and dynamic test load conditions per mortar cover on the outside face. 4) High strength bolting shall comply with the RCSC requirements including RCSC Section 7.2 "Required Testing", I the specified test age. Section 2.2.3, for low relaxation prestressing steel materials. Component parts from different manufacturers shall < as applicable and AISC 360 Chapter J, Section M2.5 and Section N5.6. Ail anchors shall adjust 1-/" up or down to allow for different course heights and shall allow at least W horizontal in - not be used without substantiating test data. 5) The contractor shall provide temporary bracing and safety protection required by AISC 360 Section M4.2 and I CONCRETE PLACEMENT TOLERANCE: Conform to ACI 117-10 for concrete placement tolerance. plane and %" vertical in -plane movement to accommodate expansion, contraction, shrinkage and other movement. AISC 303 Section 7.10 and 7.11. (4) Repair Tape: Conform to PTI Specification Section 3.2.5. FLOOR FLATNESS and FLOOR LEVELNESS: Minimum values of flatness, F F 30; and of levelness, F L 20; with mini- Coordinate expansion joint locations with the architect prior to erection. Typically expansion joints should be installed at {) {) (5) Anchor Cap: Grease caps and clear/translucent greased trumpets (or the zero void system by General Technolo- none sid I t ARCHITECTURALLY EXPOSED STRUCTURAL STEEL: Steel identified by the Architect on the architectural drawings I mum local values of flatness, F F 24; and of levelness, F(L) 15; for slabs -on- rade are re uired. Overall minimum val- 24" from corners o e of the corner, at intersecting wal s, a changes in wall height, at changes in wall thickness () 9 q gees Incorporated heat) or approved equivalent) at the P-T anchors shall be used to provide watertight connections as Architecturally Exposed Structural Steel, {AESS) shall conform to AISC 303 Section 10. ues of flatness, F(F) 30; with minimum local values of flatness, F(F) 24; for suspended slabs are required. Concrete between the P-T sheathing and anchors. and at 20' maximum on center. slabs that will receive wood flooring shall have a minimum F(F) 35. The preceding values are minimums unless specifica- I lions require higher values. Measured values shall be in accordance with ACI 117. (a) Stressing End: Plastic cap shall fit tightly, covering stressing end of barrel and wedges, and shall be fitted CONSTRUCTION OVER STUDS: When applied over wood or metal stud construction, the studs shall be spaced a maxi- COLD -FORMED STEEL FRAMING with sealing device. Cap shall allow minimum 1-'/4" protrusion of strand beyond wedges. mum of 16 inches on centers and approved paper shall first be applied over the sheathing or wires between studs except I CONCRETE REINFORCEMENT (b) Intermediate Stressing Ends: Plastic cap similar to above shall be used with exception that cap shall be open as otherwise provided in IBC Sections 1402-1405. An air space of at least 1-2 inch should be maintained between the to allow passage of strand with minimum'/<" chimney extension of cap. backing and the veneer. The air space must be kept free and clear of debris and mortar droppings. REFERENCE STANDARDS: Conform to: (1) AISI S100-12 "North American Specification for the Design of Cold -Formed Steel Structural Members" REFERENCE STANDARDS: Conform to: c Coatin Material: Wed a area and lastic ce shall be corn letel filled with same rease used alon len th BRICK PANELS: The panel manufacturer is res onsible for the desi n of the anels and their connection to the rime (2) AISI S200-12 "North American Standard for Cold Formed Steel Framin General Provisions" I (1) ACI 301-10 Standard S ecification for Structural Concrete", Section 3 "Reinforcement and Reinforcement Su {) g g P R P Y 9 9 g P 9 P p ry 9 R � of strand. structure. Edge beams have been designed for vertical load only. The panel manufacturer shall provide braces and ties (3) AISI S210-07 "North American Standard for Coid Formed Steel Framing -Floor and Roof Syste n�ynp�n1 I ports " to account for load eccentricities and lateral forces. The maximum vertical load and location of the bearing points is not- (4) AISI S211/07/S1-12 "North American Standard for Cold Formed Steel Framing - Wall Stud Desi LEV0 E U 1:I E (2) ACI SP-66(04) "ACI Detailing Manual" (6) Sleeve and Grommet: A grease filled plastic sleeve shall be used on bearing side of anchor casting which will pre- ed on the drawings. Brick panel sho drawin s shall indicate the magnitude and location of all loads im osed onto the (5) AISI S212-07/S1-12 "North American Standard for Cold Formed Steel Framing - Header Design 1 (3) CRSI MSP-09, 28`' Edition, "Manual of Standard Practice." vent moisture leaks into anchor casting or tendon sheathing. Plastic sleeve shall be minimum 10" long. A grommet rime structure. The panel manufacturer en ineer shall be responsible for ver in that anel bracin Por ties are at- (6) AISI S213-07/S1-09 "North American Standard for Cold Formed Steel Framing - Lateral Design' (4) ANSI/AWS D1.4: 2005, "Structural Welding Code - Reinforcing Steel." shall be used at stressing ends, split grommet at intermediate stressing points, to prevent moisture leaks into an- P ry 9 ty 9 P 9 D (5) IBC Chapter 19-Concrete. chor casting or tendon sheathing. tached to the primary structure in such a manner that their forces do not cause any distress to the primary structure. (7} AISI S214-12 "North American Standard for Cold Formed Steel Framing -Truss Design" APR � j �09� (5) AC1318p4 "Building Code Requirements for Structural Concrete." Where necessary, additional structural elements shall be provided by the panel manufacturer to safely distribute the (8) AISI S220-11 "North American Standard for Cold Formed Steel Framing - Nonstructural Memb 1 (7) ACI 117-10 "Specifications for Tolerances for Concrete Construction and Materials" CORROSION INHIBITING COATING: Conform to PTI Specification Sec. 2.4 "P-T Coating." loads to the anchors. (9) AW WC "Wall and Ceiling Standards" Sec. et teel." or Steel Studs Wali Systems." (10}AWS D1.3 "Structural Welding Code -Sheet Steel.^ REID MIDDLETON, INC. SUBMITTALS: Conform to ACI 301 Section 3.1.1 "Submittals." Submit lacin drawin s showin fabrication dimensions OTHER MATERIALS: Conform to notes for CAST -IN -PLACE CONCRETE and CONCRETE REINFORCEMENT sec- POST -INSTALLED ANCHORS (INTO CONCRETE AND MASONRY) P 9 9 9 MATERIALS: I and placement locations of reinforcement and reinforcement supports. tions, except all admixtures shall be chloride free unless approved by the Engineer. Structural Sections 54, 68 and 97-mil; ASTM A653, SS Grade 50 or ASTM At 003 Grade 50, Min Fy=50 REFERENCE STANDARDS: Conform to: KSI MATERIALS: PRE -CONSTRUCTION MEETING: The contractor shall arran e a re -construction meetin The contractor, structural 1) IBC Chapter 19 "Concrete" 9 P 9• 33 and 43-mil; ASTM A653, SS Grade 33, or ASTM A1003 Grade 33, Min Fy=33 KSI I en ineer-of-record, subcontractors involved with the ost-tensionin work, re resentatives of the AHJ and re resenta- 2) ACI 318-14 "Building Code Requirements for Structural Concrete" R6 VIEVt ED FOR 9 P 9 P P Sheet Metal Screws Grabber or Buildex Self -Drilling, #10 screws unless noted otherwise on drawings; Reinforcin Bars...................................ASTM A615, Grade 60, deformed bars. tives of the s ecial ins ection a enc shall attend this meetin 3) IBC Chapter 21 "Masonry CODE CONIPLIAN 9 R P 9 Y 9- 4) ACI 530-13/ASCE 5-13/TMS402-13 "Building Code Requirements for Masonry Structures" ASTM C1 ow r SER approved alternate .ASTM A706, Grade 60, deformed bars. Fasteners to Steel Hilti X-U Power Actuated Fasteners -ICC ESR-2269 APPROVED I ASTM A706, Grade 80, deformed bars* HANDLING STORAGE SHIPPING: Conform to PTI Specification Sec. 1.6.2 and 1.7. Fasteners to Concrete HIM X-U Power Actuated Fasteners with %a" embedment- ICC ESR-2269 Bar Supports ........................................CRSI MSP-09, Chapter 3 "Bar Supports." POST -INSTALLED ANCHORS: Install only where specifically shown in the details or allowed by SER. All post -Installed Weld Material E60XX electrodes conforming to AWS D1.3 I Tie Wire................................................16 gage or heavier, black annealed. INSTALLATION REQUIREMENTS: Conform to PTI Specification Sec.3.2 "Tendon Installation." anchors types and locations shall be approved by the SER and shall have a current ICC-Evaluation Service Report that APR 2 5 2019 1 Stud Rails.............................................ASTM A1044 (1 DRAPES: Place tendons parabolic between supports and conform to controlling points shown on the drawings provides relevant design values necessary to validate the available strength exceeds the required strength. Submit cur- Studs and Track shall be galvanized in accordance with ASTM A653, G60, unless in contact with pressure treate ' Headed Deformed Bars .......................ASTM A970 rent manufacturer's data and ICC ESR re ort to SER for a ['Reference plans forlocafion] unless noted. Dimensions shown on drawings locate the Center of Gravity (c.g.) of the tendon from the bottom of p pproval regardless of whether or not it is apre-approved an- wood. If in contact with pressure treated wood, use G90 or greater coatings. Fastenings not shown on the dro I the slab or beam. Low points are at mid -span unless noted otherwise. chor. Anchors shall be installed in strict accordance to ICC-ESR and the manufacturers printed installation instructions ings shall be as recommended by the manufacturer. City Of Tukwila (MPII) in conjunction with edge distance, spacing and embedment depth as indicated on the drawings. The contractor BUILDING DIVISIO I (2) SUPPORTS: Tendons shall be firmly supported at intervals not to exceed 4 ft. to prevent displacement during plat- shall arrange for a manufacturer's field representative to provide installation training for ail products to be used, prior to SIZE AND PROFILE: Cold -formed steel framing members shall be as specified in the Steel Stud Manufacturer's Assoc - EARTHQUAKE REQUIREMENTS: Longitudinal Bars in shear walls and coupling beams of shear walls shall conform to ing of concrete. the commencement of work. Only trained installer shall perform post installed anchor installation. A record of training ation ICC Evaluation Report ESR-3064P and of the size and profile as shown on the drawings. Alternate members ASTM A706, Grade 60 or shall conform to the following requirements: shall be kept on site and be made available to the SER as requested. Adhesive anchors installed in horizontally or up- equivalent in shape, size, and strength by manufacturers not members of the Steel Stud Manufacturer's Association (1) Weldinq: Welding is not permitted except as specked in the drawings. Weld in accordance with AWS D1.4. (3) TENDON BUNDLES: Twisting or entwining of individual strands within the bundle is not permitted. wardly inclined orientation shall be performed by a cert�ed adhesive anchor installer (AAI) as certified through ACIlCRSI shalt be subject to review and approval by the Architect! Engineer. (2) ill Tests: Submit mill certificates indicating physical and chemical properties. (4) TOLERANCES: Vertical deviations in tendon location shall not exceed the following nor maximum cover deviations or approved equivalent. Proof of current certification shall be submitted to the engineer for approval prior to commence- 1 (3) Yield Strength: Actual yield strength, based on mill tests, does not exceed the specified yield strength by more than per ACI 117: ment of installation. No reinforcin bars shall be dame ed durin installation of ost-installed anchors. S ecial ins ec- JOISTS: Provide C-sho ed joists with stiffened flan es S-sections in SSMA . Spans are assumed to be continuous) 18,000 psi. (Retests shall not exceed this value by more than an additional 3000 psi.) 9 9 9 P P P P t 9 ( } Y 1 (4) Ultimate Strength: The ratio of the actual tensile strength to the actual yield strength is not less than 1.25. a. t 1/4" for member thickness less than 8" tion shall be per the TESTS and INSPECTIONS section. Anchor type, diameter and embedment shall be as indicated on sheathed at the top flange. A minimum 3-1/2" bearing shall be provided at each end of each joist. Add web stiffeners if b. t 3/8" for member dimensions from 8" to 24" drawings, bearing is less than 3-1/2", but no less than 1-1/2". All joists must be braced laterally at each end by track or blocking. I FABRICATION: Conform to ACI 301, Section 3.2.2. "Fabrication", and ACI SP-66 "ACI Detailing Manual." c. t 1/2" for member dimensions more than 24" Joist bridging shall be a maximum 8'-O" or. 1. ADHESIVE ANCHORS: The followin Adhesive-t e CONNECTORS and FASTENERS: Connectors shall be installed er the manufacturer's instructions. All screws shall WELDING: Bars shall not be welded unless authorized. When authorized, conform to ACI 301, Section 3.2.2.2. SHEATHING REPAIR: Conform to PTI Specification Sec. 3.2.5 "Sheathing Inspection." g yp anchoring systems have been used in the design and p 9 shall be used for anchorage to CONCRETE as applicable and in accordance with corresponding current ICC be snug with the steel surface and shall penetrate into steel studs by a minimum of three exposed threads. Connec- "Weiding", AWS D1.4, and provide ASTM A706, grade 60 reinforcement. (1} Restore tendon grease coating in damaged area and 2 inches beyond each end of damage. ESR report. Reference the corresponding ICC ESR report for required minimum age of concrete, concrete tions shall not be stripped. Screws shall be installed a minimum of 3/8" from steel edges and with no less than'/V o.c. PLACING: Conform to ACI 301, Section 3.3.2 "Placer ." Piacin tolerances shall conform to ACI 117. temperature range, moisture condition, light weight concrete, and hole drilling and preparation require- spacing. 9 9 (2} Place piece of longitudinally split tubing around greased tendon. Split tubing overlap shall be on opposite side of merits. Drilled -in anchor embedment lengths shall be as shown on drawings, or not Tess than 7 times the I sheathing tear. Length of split tubing shall extend past damaged area 3 inches at each end. Alternatively, use two When fastener to steel Powder Actuated Fasteners shall be installed a minimum of 1/2" from steel ed es and with no CONCRETE COVER: Conform to the following cover requirements unless noted otherwise in the drawings. pieces of overlapping slit sheathing. Align slits on opposite sides of tendon from each other. anchor nominal diameter (7D). Adhesive anchors are to be installed in concrete aged a minimum of 21 days, 9 9 Concrete cast against earth.................................3" unless otherwise specified in the ICC ESR report. less than 1" o.c. spacing. When fastening to concrete, Powder Actuated Fasteners shall be installed a minimum of 3" Concrete exposed to earth or weather.................2" (3) Tape entire length of repaired area, spirally wrapping tape around repair to provide at least two layers of tape. Tap- from concrete edges and with no less than 4" o.c. spacing. Powder Actuated Fasteners shall not be used for hanging Ties in columns and beams.................................1-%" ing shall overlap repaired area by 3 inches at each end. Before taping, repair area shall be dry and free of grease. applications. M 1- = a. HILTI "HIT-HY 200" - ICC ESR-3187 for anchorage to CONCRETE with embedment depth less than a I Bars in slabs ........................................................ /" or equal to 20 bar diameters FULL -HEIGHT NON -LOAD -BEARING STUD WALLS: Full hei ht stud walls shall be attached to concrete slabs above 'g Bars in walls ...................... ...'/<" CONCRETE PLACEMENT: Conform to PTI Specification Sec. 3.3. 9 a I b. HILTI "HIT -RE 500 V3" - ICC ESR-3814 for anchorage to CONCRETE with any embedment depth with deflection track to allow for differential vertical floor deflections under live loads. Maintain /. gap between top of TENDON STRESSING: Conform to PTI Specification Sec. 3.4 "Tendon Stressing" studs and slab unless noted otherwise on plan. 2 I SPLICES: Conform to ACI 301, Section 3.3.2.7, "Splices". Refer to 'Typical Lap Splice and Development Length Sched- c. SIMPSON "SET-XP" -ICC ESR 2508 for anchorage to CONCRETE, IAPMO 265 for anchorage to 9 ule" for typical reinforcement splices. Refer to "Column Vertical Reinforcing Splice Schedule" and "Shear Wall Reinforc- MASONRY 3 I ing Splice Schedule" for those specific elements. Splices indicated on individual sheets shall control over the schedule. SCHEDULE: Stressing shall be perfonned within 96 hours of concrete placement unless approved by the Engineer. MEMBER CONDITION: All structural cold -formed framing members must be in good condition. Damaged members, Mechanical connections may be used when approved by the SER. For reinforcing within the lateral system (shear walls) d. SIMPSON "SET" - ICC ESR-1772 for anchorage to UNREINFORCED MASONRY Only members with cracking in the steel at the bend radius locations, and members with significant red rusting or scaling of 2 and reinforcing connecting the diaphragm slab to the lateral system, mechanical splice strength is increased to develop SEQUENCE: Stress temperature tendons first, followed by uniformly distributed tendons, additional slab tendons, and the protective coating are unacceptable and must be replaced, unless approved by the SER. Members not meeting a 125 percent of the specified tensile strength of the splices bar. then beam or banded tendons. 2. EXPANSION ANCHORS: The following Expansion type anchors are pre -approved for anchorage to CON- tolerances listed below shall be replaced prior to loading. r CRETE or MASONRY in accordance with coresponding current ICC ESR report: /^► S� c I (/,i�o \e� ( r g� ARCHITECTURE URBANIRURAL 1938 Fairview Avenue East SUITE toe Seattle, WA 98102 info@urbalarchitecture.com www.urbalarchitecture.com T 206-257-0972 license AS 2, b v �A p� Bata G~ Eg 'AL ��ti IONAL E consultant logo aG"9G0n(aaR 0 707 W 2nd Avenue Spokane, Washington 99201 P: (509) 455-4448 www.dei-engineers.com CIVIL / STRUCTURAL Q Copydght 022019 D'Amato Comxrsano Inc. Ai Rights Rmmd project name HOLDEN AT SOUTHCENTER 112 ANDOVER PARK EAST TUKWILA, WA 98188 a? t f-`, j LEE ��� 1[ I. MAR 2 5 2019 REID Mi�DLCT Oil IN C. key plan submittals/revisions 100% SD SET 10.10.2018 30%DDSET 11.16.2018 60% DDSET 12.14.2018 BUILDING PERMIT SET 01.11.2019 TOWER CRANE PERMIT 02.08.2019 50%CDSET 02.22.2019 F1 - FOUNDATION CORR 1 03.20.2019 drawing title GENERAL NOTES drawing information DATE 01.11.2019 SCALE DRAWN JWH JOB # 18041-0236 copyright ® 2015 Urbd Alphgedure, PLLC UrbdAtchdecb,M PLLC reserves carman eat copyright and older prWeM nights m this document. Ali dram aid.60. inramagon incorporated herein, is an InsWment or UAd Archdecture PLLC's prdessiond pradke and shall not to be used in while or in Pet wAhout the wdden a,tha¢dim of urt,d sheet number ■ I q m d —--————————————————————————————— — — — — ———— ————————————— — — — — ———————————————————————————————————————————————— ——————————————————— — — — — —— — I ERECTION and TOLERANCES: Cold -formed steel framing shall be erected true and plumb per the requirements and Engineered Wood Products (TrusJoist): The following materials are based on lumber manufactured by TrusJoist within the specified tolerances listed below. For purposes of this section, camber is defined as the deviation from and were used for the design as shown on the plans. Alternate products by other manufacturers may be substitut- straightness of a member or any portion of a member with respect to its major axis, and sweep is defined as the devia- ed provided they have current ICC approval for equivalent or greater load and stiffness properties and are re- tion from straightness of a member or any portion of a member with respect to its minor axis. viewed and approved by the Structural Engineer prior to ordering. [A HUD Material Release form is required for all manufactured wood products listed below] • For joists, track, and axial load bearing studs, out of plumbness and out of straightness (camber and sweep) shall not exceed I/1000' of the member length (1/8" over 10'-0"). a. Laminated Veneer Lumber (LVL): Conform to ICC ES Report No. ESR-1387 or CCMC Report No. 08675-R. I Erect framing in accordance with manufacturer's instructions. • Studs shall seat into top and bottom tracks. The gap between the end of the stud and the web of the track shall b. Parallel Strand Lumber (PSL): Conform to ICC ES Report No. ESR-1387 or CCMC Report No. 11161-R. not exceed 1/16" for axial load bearing studs. • Joists and end stiffeners shall be located directly over studs. The use of a wall top track as a load distribution c. Laminated Strand Lumber (LSL): Conform to ICC ES Report No. ESR-1387 or CCMC Report No. 12627-R. member is not permitted. d. Parallel Chord I -JOISTS (Deferred Submittan: Conform to ICC Report No. ESR-1153 or CCMC Report No. 13132-R. The manufacturer shall design the joists for the spans and conditions shown on the plans. Joists FIELD CUTS AND NOTCHES: Field cuts and notches of any kind (including widening pre -punched holes) are NOT al- shall have wood chords and solid wood webs. lowed in any structural cold -formed steel member without prior approval from SER. I TABLE of ENGINEERED WOOD Requirements TEMPORARY BRACING: Reference "Temporary Shoring, Bracing" in the "General Requirements" section above. Type Use Widths E(W) Fb Fv Fc// STEEL STAIRS PSI PSI PSI PSI REFERENCE STANDARDS: Conform to: LSL Rimboard Rimboard or Stair 1 Y2" 1.3E 1,700 425 1,835 1) IBC Chapter 10 -"Means of Egress", IBC Table 1607.1 Stringer 2) NAAMM -"Metals Stairs Manual" Header, Beam or Col- 3) ANSI/AISC 360-10 -"Specification for Structural Steel Buildings" Timberstrand LSL < 9" depth 3'/V 1.3E 1,700 424 1,835 umn 4) AISI S100-12 -'North American Specification for the Design of Cold -Formed Steel Structural Members" 5) AWS D1.1:2010 - "Structural Welding Code - Steel" "Structural Timberstrand LSL Rimboard, Header or 1 %" 3 1/2" 1.55E 2,325 310 2,170 6) AWS D1.3:2008 - Welding Code - Sheet Steel" Beam z 9" depth SUBMITTALS: Steel stairs are to be prepared by a SSE. Reference DEFINITIONS and DEFERRED SUBMITTALS Timberstrand LSL Wall Stud 2x4 & 2x6 1 '/V 1.5E 1,700 425 1,835 E— above. Submit structural calculations and shop drawings (component design drawings) stamped by a professional Civil Wall Stud >2x6 1 1%, 1.5E 2,525 505 2,105 Engineer registered in the state of Washington. a/" MATERIALS: I Structural WF Shapes..........................................ASTM A992 Microliam LVL Header, Beam 1 2.0E 2,600 285 2,510 Parallam PSL Header, Beam 3 %% 5 W, 7" 2.0E 2,900 290 2,900 a - Steel Channels, Angles, Plates & Bar ................. ASTM A36 Parallam PSL Column 3'1W, 5 %-, 7" 1.8E 2,400 190 2,500 cc Sheet Steel (Galvanized).....................................ASTM A446 Steel Pipe Rail A53, Grade B O .....................................................ASTM Steel Tubing .........................................................ASTM A500, Grade B NAILING REQUIREMENTS: Conform to IBC Section 2304.10 "Connections and fasteners." Unless noted on plans, nail p L]_ I Steel Rod............................................................. ASTM A36 or A307 per Table 2304.10.1, Nailing for roof/floor diaphragms/shear walls shall be per drawings. Nails shall be driven flush and Steel Deck ....................... ........... .......................... 1-1/2" Composite Floor Deck shall not fracture the surface of sheathing. Alternate nails may be used but are subject to review and approval by the Bolts.....................................................................ASTM A325N Structural Engineer. Substitution of staples for the nailing of rated sheathing is subject to review by the structural engi- Welds, Structural Steel ........................................AWS D1.1 neer prior to construction. Welds, Sheet Steel ..............................................AWS DI.3 Welded Headed Studs (WHS).............................ASTM A108, AWS D1.1 STANDARD LIGHT -FRAME CONSTRUCTION: Unless noted on the plans, construction shall conform to IBC Section Headed Concrete Anchors (HCA)........................ASTM A108, AWS D1.1 2308 "Conventional Light -Frame Construction." STRUCTURAL REQUIREMENTS: NAILERS ON STEEL COLUMNS and BEAMS: Wood 3x milers are generally required on all HSS columns and steel beams abutting or embedded within wood framing. Unless noted otherwise, attach with 5/8" diameter bolts or welded I (1) Scope: Include treads, risers, stringers, landings, railings and all connections including connections to the primary studs at 16" on centers. Unless noted otherwise, wood nailers on beams supporting joist hangers shall not overhang the structure unless noted otherwise. All inserts required for attachment to the primary structure shall be designed and beam flange by more than'/<". provided by the stair supplier. I WOOD SHRINKAGE AND EXPANSION: Wood materials will expand or contract based on relative changes in moisture. (2) Loads: Stair treads shall be designed for 100 PSF live toad or a 300 lb. concentrated load placed to produce maxi- The contractor is responsible for means and methods of construction related to mitigating and managing the effects of mum stress, whichever controls. Stringers and landings shall be designed for 100 PSF live load. Live load deflec- changes in moisture. tion shall not exceed 1/360 of the span. The stair assembly and attachment to the main structure shall be de- signed for lateral loads per IBC Chapter 16 and ASCE 7-10 Section 13.3 "Seismic Demands on Non-structural MOISTURE CONTENT: Wood material used for this project shall have maximum moisture content of 19 % except for the I Components." Stairs shall be designed as egress stairs with a seismic importance factor (Ip)=1.5 unless otherwise pressure -treated wood sill plate. Refer to TESTING & INSPECTIONS for the verification of these limits. The maximum noted by the Architect. moisture content required may be less than 19% when based on a particular cladding/insulation system. Refer to the Architect's drawings, and project specifications, or with cladding installer for maximum recommended moisture content. (3) Railings: The completed handrail, guardrail, and supporting structure and their connections shall be designed to resist loads as specified in IBC Section 1607.8. SHRINKAGE COMPENSATION FOR MECHANICAL ELECTRICAL AND PLUMBING SYSTEMS: MEP systems, in- cluding ductwork, pipes, and other elements that run continuously between levels shall be installed/designed in such a (4) Deflection Compatibility: Stair design shall account for the load effects generated by the primary structure's leis- manner to accommodate shrinkage in the wood framing. Wood shrinkage amounts will vary depending on the construc- mic inelastic story drifts as provided in the DESIGN CRITERIA AND LOADS section and as defined in ASCE 7-10 tion process and materials used. The anticipated shrinkage under typical conditions is expected to range between 1/8" Section 12.8.6. and 1/4" per floor. I (5) Anchorage to Concrete: Portions of the stair system anchored to concrete shall be designed for the overstrength CLADDING COMPATIBILTY: The Architect(Owner shall review the cladding and insulation systems proposed for the (0o) factor as defined in ASCE 7-10 Table 13.5-1. project with respect to their performance over wood studs with moisture contents greater than 19 /. EIFS systems should be avoided on wood -framed projects due to problems with moisture proofing. ARCHITECTURAL REQUIREMENTS: Conform to shape and configuration shown on the architectural drawings. Consult PRESERVATIVE TREATMENT (PT): Wood materials that are required to be "treated wood" in accordance with IBC Sec - "Protection the project specifications for additional information. All steel shall be painted per project specifications with one coat of tion 2304.12. Against Decay and Termite Protection" shall conform to the appropriate standards of the Amen - I standard shop primer unless noted otherwise on the drawings or in the specifications. can Wood -Preservers Association (AWPA) for sawn lumber, glued laminated timber, round poles, wood piles and marine piles. Follow American Lumber Standards Committee (ALSC) quality assurance procedures. Products shall bear the ap- I CONCRETE FILL: Conform to notes, this sheet for CAST -IN -PLACE CONCRETE and CONCRETE REINFORCMENT. propriate mark. Fasteners or anchors in treated wood shall be of stainless steel or hot -dipped galvanized or as per IBC Provide minimum 3000 psi concrete and WWF 6x6-W1.4xW1.4 or Fibermesh unless noted on the drawings. I 2304A0.5. WOOD FRAMING Mud sill plates in normally dry interior applications may be treated with Sodium Borate (DOT - Disodium Octaborate Tet- rahydrate) as recent studies have noted less connector corrosion potential than other available wood treatments or the original CCA treated sill plates. Wood treated with Sodium Borate shall be protected during shipment, storage and instal - REFERENCE STANDARDS: Conform to: lation to minimize leaching of the water-soluble preservative from the lumber. Sodium berate pressure treated plates do (1) IBC Chapter 23 "WOOD" not require hot -dipped galvanized connectors. (2) NOS - "2015 National Design Specification (NDS) for Wood Construction" (3) ANSI/AF&PA - SDPWA-15: Special Design Provisions for Wind and Seismic if using preservative treatments other than CCA or sodium borate, fasteners must be hot dipped galvanized or stainless (4) APA D510C-12 Plywood Design Specification steel. Wood treated with Alkaline Copper Quaternary (ACQ) requires steel components in contact with the wood to be (5) APA Report TT-045B "Minimum Nail Penetration for Wood Structural Panel Connections Subject to Lateral Loads" stainless (nails, bolts, screws, washers & lag screws). Fasteners (nails, bolts, screws, washers & lag screws) attaching timber connectors (joist hangers, post caps and bases, etc) to PT wood shall have similar corrosion resistance properties SUBMITTALS: Submit shop drawings to the Architect/Engineer for review. Shop drawings shall include member size, (matching protective treatments) as the protected connector; that is, use hot dipped galvanized or stainless steel fasten - spacing, camber, material type, grade, shop and field assembly details and connections, types and location of bolts and ers. Fasteners (nails, bolts, screws, washers & lag screws) attaching sawn timber members or sheathing (shear walls) to other fasteners. Supply shop drawings for the following: Pressure Treated wood shall be corrosion resistant (hot dipped galvanized or stainless steel). (1) PSL members (2) LSL members Always verify the suitability of the fastener protection/coating with the wood treatment chemical manufacturer/supplier. (3) Wood Tie -Down Systems i Fire Retardant Treated (FRT) Wood: Wood material that is required to be Fire Retardant Treated Wood to conform to DEFERRED SUBMITTALS: Submit product data and proof of ICC approval for framing members and fasteners that have IBC section 2303.3 - "Fire Retardant Treated Wood" Submit ICC report to FOR for review and approval prior to con - been designed by others. Submit calculations prepared by the SSE in the state of Washington for all members and con- struction. nections designed by others along with shop drawings, All necessary bridging, blocking, blocking panels and web stiffen- ers shall be detailed and furnished by the supplier. Temporary and permanent bridging shall be installed in conformance with the manufacturer's specifications. Deflection limits shall be as noted under DEFFERRED SUBMITTLALS section specific details. Products included are: Wood Tie Down Systems: Continuous rod hold-down systems, with take-up devices, shall be as speci- fied. Take-up devices are required at each framing level. Additional framing members shall be provided per the system requirements. Refer to details and loading on the structural drawings. IDENTIFICATION: All sawn lumber and pre -manufactured wood products shall be identified by the grade mark or a cer- tificate of inspection issued by the certifying agency. MATERIALS: • Sawn lumber: Conform to grading rules of WWPA, WCLIB or NLGA and Table below. Finger jointed studs ac- ceptable at interior walls only. TABLE of SOLID SAWN LUMBER Member Use Size Species Grade Wall Stud/ Top & Bot- 2x4, 3x4, 2x6, 3x6 Doug Fir Larch No. 2 tom Plates Sill Plate (at concrete) 2x4, 3x4, 2x6, 3x6 PT Doug Fir Larch No. 2 Post 4x4, 4x6, 4x8 Doug Fir Larch No. 2 Floor or Roof Joist 2x6 through 2x12 Doug Fir Larch No. 2 Beam 4x8 through 412 Doug Fir Larch No. 2 Post or Timber 6x6, 8x8 Doug -Fir Larch No. 1 I • Wood Structural Sheathing (Plywood): Wood APA-rated structural sheathing includes: all veneer plywood, oriented strand board, waferboard, particleboard, T1-11 siding, and composites of veneer and wood based material with T&G joint. Architect may disallow OSB. Confirm with Architect. Conform to "Construction and Industrial Ply- wood" based on Product Standard PS 1-09 by the U.S. Dept. of Commerce, and "Performance Standard for Wood - Based Structural -Use Panels" based on Product Standard PS 2-10 by the U.S. Dept. of Commerce and "Plywood Design Specification" based on APA D51OC-12 by the American Plywood Association. Unless noted otherwise, sheathing shall comply with the following table: TABLE of SHEATHING - Use, Minimum Thickness and Minimum APA Rating I Location Thickness Span Rating Plywood Grade Exposure Roof 15/32" 32/16 C-D 1 Floor 23/32" T&G 24 OC STURD-I-FLOOR 1 Wails 15/32" 32/16 C-D 1 Unless noted otherwise on drawings, install roof and floor panels with long dimension across supports and with APPRGVIzU panel continuous over two or more spans. End joints shall occur over supports. APR 2 5 2019 . Timber Connectors: Shall be "Strong Tie" by Simpson Company as specified in their latest catalog. Alternate con- nectors by other manufacturers may be substituted provided they have current ICC approval for equivalent or greater load capacities and are reviewed and approved by the SER prior to ordering. Connectors shall be installed City of Tukwila per the manufacturer's instructions. Where connector straps connect two members, place one-half of the nails or BUILDING DIVISION bolts in each member. Where straps are used as hold-downs, nail straps to wood framing just prior to drywall appli- cation, as late as possible in the framing process to allow the wood to shrink and the building to settle. Premature nailing of the strap may lead to strap buckling and potential finish damage. Where connectors are in exposed exterior applications in contact with preservative treated wood (PT) other than CCA, connectors shall be either batch hot -dipped galvanized (HDG), mechanically galvanized (ASTM B695, Class 55 minimum) stainless steel, or provided with 1.85 oz/sf of zinc galvanizing equal to or better than Simpson ZMAX I finish. D E \1\J(/ ,r� �R n \VVAIVJ/nE I Nail straps to wood framing as Tate as possible in the framing process to allow the wood to shrink and the building to settle. Premature nailing of the strap may lead to strap buckling and potential finish damage. I Fasteners (nails, bolts, screws, etc) attaching timber connectors Qoist hangers, post caps and bases, etc) to PT APR 1 1 �20]19 DD wood shall have similar corrosion resistance properties (matching protective treatments) as the protected connect- or. Fasteners (nails, bolts, screws, etc) attaching sawn timber members or sheathing (shear walls) to PT wood shall be corrosion resistant; nails and lag bolts shall be either HDG (ASTM A153) or stainless steel. Verify the suit- REID MIDDLETON, INC. ability of the fastener protection/coating with the wood treatment chemical manufacturer/supplier. I Provide washers under the heads and nuts of all bolts and lag screws bearing on wood. Lag Bolts/Bolts: Conform to ASTM A307 and IBC Section 2304,10. R 7MIDDLETON, ,Nails and Staples: Conform to ASTM F1667 and IBC Sections 2303.6 and 2304.10. fJREID I r ----------- ------------------------------------------------------------------------ - - - - -------------------------------- - - - - ------------- - - - - -- UAL° ARCHITECTURE URBsANIRURAL 1938 Fairview Avenue East SUITE 100 Seattle, WA 98102 info@urbalarchitecture.com www.urbalarchitecture.com T 206-257-0972 license I %QG 8314 �ScNLLEy�C. consultant logo DC 707 W 2nd Avenue Spokane, Washington 99201 P: (509) 455-4448 www.dci-enginears.com CIVIL / ^uTRIJGTtJFRAL CC gh102.2019 D'Atnalo Coesissano Inc. AI Riphts Reserved project name HOLDEN AT SOLITHCENTER 112 ANDOVER PARK EAST TUKWILA, WA 98188 key plan submittals/revisions 100%SO SET 10.10.2018 30% DD SET 11.16.2018 601% DO SET 12,14.2018 BUILDING PERMIT SET 01.11,2019 TOWER CRANE PERMIT 02.08.2019 50%CD SET 02.22,2019 F1 - FOUNDATION CORR 1 03.20.2019 drawing fitle GENERAL NOTES drawing information DATE 01.11.2019 SCALE DRAWN JWH JOB # 18041-0236 copyright 0 MIS Urbel Archilectwe, PLLC Me] Arddtectnre, PLLC resmv 5 conmm law a pyr'ryht mW otter property 4" in this dauimenL Al drawn and mitten worrnal w incorporazed herein, is on instremmt N Urbel Arostecturs PLLC's professional practice text shell not W be used in whole or in part without, the wrfttm whncelim or Urbel sheet number ------------------------------------------------------------------ - - - - --- - - - - -- -------------------------------------------------------------- I SPECIAL INSPECTIONS I The following Statement and Schedules of inspections are those Special Inspections and Tests that shall be per- formed for this project. Special Inspectors shall reference these plans and IBC Chapter 17 for all special inspec- tion requirements. The owner shall retain a WASO accredited Special Inspections agency to provide special inspections for this project. Special inspectors shall be qualified persons per IBC 1704.2.1. Special inspection reports shall be provided on a weekly basis. Submit copies of all inspection reports to the ArchitectfEngineer and the Authority Having Jurisdiction for review. in addition to special inspection reports and tests, submit reports and certificates noted in iBC 1704.5 to the Authority Having Jurisdiction. Final special inspection reports will be required by each special inspection firm per IBC 1704,2,4. STATEMENT OF SPECIAL INSPECTIONS: This statement of Special Inspections has been written with the understanding that the Building Official will: Review and approve the qualifications of the Special Inspectors Monitor the special inspection activity on the project site to assure that Special Inspectors are qualified and performing their duty as state within this statement. Review all Special Inspection Reports submitted to them by the Special Inspector Perform inspections as required by IBC Section 110.3. The following Special Inspections are applicable to this project: Special Inspections for Standard Buildings (per IBC 1705.1) REQUIRED Special Testing for Inspections Resistance Resistance (per IBC 1705.12) C 1705.1)QUIRED REQUIRED CONTINUOUS PERIODIC SPE- REFERENCED TYPE SPECIAL IN- CIAL INSPEC- STANDARD SPECTION TION 1. Shear Walls (where fastener spacing of the sheathing is 41noh. IBC Section 1705.11.1 as or less on center) IBC Section 1705,12.2 a. Anchor Bolts including proper bottom plate sizes (2x and - X 3x) and plate washers b. Hold-downs (HD) and Continuous Rod Tle-Dawn Systems " X (To$) including squash blocks and anchors to ooncrate c. A35 and LPT shear connectors - X d. Strap conceded, - X e. Boundary Edge Nailing - X I. Plate Naming and Panel Edge Nailing for size and spacing - X g. Blocking - X 2. Blocked and Unblocked Diaphragms (where fastener spacing of IBC Section 1705.11.1 me sheathing is 4Inches or less on center) IBC Section 1705.122 a. Blocking and strap connections - X b. Boundary edge and panel shear nailing size and spacing - X 3. Moisture Content of wood studs, plates, beams, decking, and _ X joists 4. Roof truss'hunfcane clips' - X m� 15 U p `ate is �s N3 E m Special Inspections for Wind Resistance (per IBC 1705.11) NOT REQUIRED m MINIMUM REQUIREMENTS FOR INSPECTIONS OF STRUCTURAL STEEL CONSTRUCTION ~ 8 SPECIAL INSPECTION OF SHOP FABRICATED GRAVITY LOAD -BEARING MEMBERS AND ASSEMBLIES: Special Inspection of shop fabricated Gravity Load Bearing Members & Assemblies shall be verified by the Special Inspector as stated In Section 1704.2.5 which Includes the following: • Prior to the start of fabrication: Special Inspector(s), representing the Owner, shall visit the Fabricator's shop(s) where the work is to be performed, and verifies that the Fabricator maintains detailed Fabrication and Quality Control procedures that provide a basis for inspection, control of workmanship, material control, and fabricators ability to conform to approved Construction Documents and referenced Standards. . Fabricator shall have available for Inspector's review, detailed procedures for material control that demon- strates the fabricator's ability to maintain suitable records and procedures such that, at any time during the fabrication process, the material specification, grade and applicable test reports for primary load -carrying members, are capable of being determined. I STRUCTURAL STEEL per IBC 1705.2.1 A qualified Special Inspector of an "approved agency" providing Quality Assurance (QA) Special Inspections for the project shall review and confirm the Fabricator and Erector's Quality Control (QC) procedures for completeness and adequacy relative to AiSC 360-10 Chapter N, AISC 303-10 Code of Standard Practice, AWS D1.1-2010 Structural Welding Code, and 2015 IBC code requirements for the fabricator's scope of work. o QA Agency providing Special inspections shall provide personnel meeting the minimum qualification re- quirements for Inspection and Nondestructive Testing NOT per AISC 360-10 Section N4. o Verify Fabricator and Erector QC Program per AISC 360-10 Section N2. o Inspection of welds and bolts by both QC and QA personnel shall be per the Schedule of Special Inspec- tions below. All provisions of AWS D1.1-2010 Structural Welding Code for statically loaded structures shall apply. o Nondestructive Testing (NDT) of welds: I Non -Destructive Testing (NDT) of welded joints per AISC 360-10 N5.5. • Risk Category for determination of extent of NOT per AISC 360 N5.5b is noted in the Design Criteria and Loads section of these General Requirements. • NDT performed shall be documented and reports shall identify the tested weld by piece mark and location of the piece. I For field work, the NOT report shall identify the tested weld by location in the structure, piece mark and location of the piece. o Additional Inspection tasks per AISC 360-10 Section N5.7. o Inspection for Composite Construction shall be done per AISC 360-10 Section N6. POST -INSTALLED ANCHORS TO CONCRETE AND MASONRY: shall comply with IBC Section 1703. Inspections shall be in accordance with the requirements set forth in the approved ICC Evaluation Report and as indicated by the design requirements specified on the drawings. Refer to the POST INSTALLED ANCHORS section of these notes for anchors that are the basis of the design. Special inspector shall verify anchors are as specified in the POST IN- STALLED ANCHORS section of these notes or as otherwise specified on the drawings. Substitutions require approv- al by the SER and require substantiating calculations and current 2015 IBC recognized ICC Evaluation Services (ES) Report. Special Inspector shall document in their Special Inspection Report compliance with each of the elements required within the applicable ICC Evaluation Services (ES) Report. PREFABRICATED CONSTRUCTION: All prefabricated construction shall conform to IBC Section 1703. SCHEDULES OF SPECIAL INSPECTIONS: I TABLE 1705.6 REQUIRED SPECIAL INSPECTIONS AND TESTS OF SOILS TYPE CONTINUOUS SPECIAL INSPECTION PERIODIC SPECIAL INSPEC- TION 1. Verify materials below shallow foundations am adequate to achieve the design bearing - X capacity 2. Verify excavations are extended to Proper " X depth and have reach proper material 3. Perform dessificatlon and testing of com- " X patted ill] materials 4. Verify use of proper matedatn,.densities and list thickness during placement and compac- X - tion of compacted fill 5. Prior to Piacemem of compacted fill, inspect subgmde and verify that site has been pre- - X pared property TABLE 1705.3 REQUIRED SPECIAL INSPECTIONS AND TESTS OF CONCRETE CONSTRUCTION CONTINUOUS PERIODIC SPE- TYPE SPECIAL IN- CIAL INSPEC- REFERENCED IBC REFERENCE SPECTION TION STANDARD 1. inspection, reinforcement including Act 318 Ch. 20, 25.2, pre -stressing tendons, and verify X 25.3, 26.5.1-26.6.3 1908.4 placement 2. Reinforcing bar welding: AWS D1.4 ACI 318: 26.6A _ a. Verify mutability of reinforcing _ X bars other than ASTM A706 b. inspect single pass fillet weld _ X maximum 5116- c.Inspect all other welds X - 3. Inspect anchom cast in concrete - X ACI 318: ITS.2 4. Inspect anchors post -installed in hardened concrete members: - a. Adhesive anchors Installed In horizontally or upwardly in- dined orientadone to resist X - Act 318; 17.8.2.4 sustained tension loads b. Mechanical anchore and adho- _ X ACI 318: 17.8.2 Siva anchors at defined In 4.a 5. Verify use of required design mix - X ACI 318: Ch. 19, 1904.1, 1904.2, 1908.2, 26A.3, 26A.4 1908.3 6. Prior to concrete placement, fabd- cats specimens, for strength tests, ASTM C172 perform slump and air content tests, X - ASTM C31 1908.10 and diumer rre the temperature of ACI 318: 26.12 the concrete 7. Inspect concrete and shorten. placement for proper application X - ACI 318; 26.5 1908.6, 1908.7, 1908.8 techniques 8. Verify maintenance of specified - X ACI 318:26.5.3- 79089 curing temperature and techniques 26.5.5 9. inspect pre -stressed concrete for. ACI 318: 26.10 a. Application of Pre -stressing X forces; and b. Grueling of bonded pre- X stressing tendons 10.Impact erection of precast con- _ X Act 318: 26.9 - dale members 11. verify in -situ concrete strength, prior to stressing of tendons in post -tensioned concrete prior to remov- d of shores and tarns from beams - X Act 318: 26,10.2 - and structural stabs 12.Inspect formwork for shape. Ioce- tionand dimensions of tnacon- - X Act 318: 26.11.1.2 (b) - cretemember being formed REQUIRED SPECIAL INSPECTIONS OF WOOD CONSTRUCTION I � I 3 INSPECTION TASKS QC QA REFERENCED STANDARD INSPECTION TASKS PRIOR TO WELDING i. Welding procedure specifications (WPSs) P P AISC 360.10 TABLE N5.4-1 available 2. Manufacturing certificallons for welding P P AISC 360.10 TABLE N5.4-1 comim-bles available 3. Material Identification (type/gmde) O O AISC 360.10 TABLE N5.4.1 4. Welder Ideal fcation system O O AISC 360-10 TABLE N5.41 5. Fit -up of groove welds (hi eluding joint geom- dry) • Joint preparation • Dimensions (alignment, root opening, moI face, bevel) 0 O AISC 360-70 TABLE N5.41 • Cleanliness (condition of steel surtac- • Tacking (tack welding quality and loczfon) • Backing type and fit (if applicable) 6. configuration and finish of access holes O O AISC 360.10 TABLE N5.4-1 7. F1tap feet welds . Dimensions (alignment, gaps at root) • Cleanliness (condition of steel surfac- es) O O AISC 360-10 TABLE N5.41 • Tacking (tack weld quality and loca- tion) 8. Check welding equipment O - AISC 360-10 TABLE N5.4-1 INSPECTION TASKS DURING WELDING 1. Use of qualified welders O 0 AISC 360-10 TABLE N5.42 2. Com mil and handling of welding consuma- bles •Packaging O O AISC 360-10 TABLE 1`15.4-2 •Exposure control 3. No welding over cracked tack welds O 0 AISC 360-10 TABLE N5.42 4. Environmental conditions • Wind speed within limits O 0 AISC 360-10 TABLE N5.42 •Precipitmon and temperature 5. WPS followed -Settings on welding equipment •Travel speed •Selected welding materials -Shielding gas typef lowrate 0 O AISC 360-10 TABLE N5.4-2 •Preheat applied •interpose temperature maintained (mint max) -Proper position T, V, H, OH) 6. Wekfing techniques •mterpass and final clewing AISC 360-10 TABLE N5.42 .Each pass within profile limitations 0 O •Each pass meets quality requirements INSPECTION TASKS AFTER WELD- ING 1. Welds cleaned O O RISC 360-10 TABLE N5.4-3 2. Size, length, and locations of welds P P AISC 360-10 TABLE N5.43 3. Welds meat visual acceptance criteria •Crack prohibition • Weid/base-metal fusion •Crater cross section AISC 360-10 TABLE N5.43 . Weld profiles •Weldsize P P Undercut •Porosity 4. Am strikes P P AISC 360-10 TABLE N5.43 S. k-area P P AISC 360-10 TABLE N5.43 6. Backing removed and weld tabs removed (ti P P AISC 360-10 TABLE N5.43 required) 7. Repair aciivifcs P P AISC 360-10 TABLE N5.4-3 S. Document acceptance or rejection of welded P P AISC 360-10 TABLE N5.43 joint or member INSPECTION TASKS PRIOR TO BOLTING 1. Manufacturer's certifications available for O P AISC 360-10 TABLE N5.6-1 fastener materials 2. Fasteners marked in accordance with ASTM O O AISC 360-10 TABLE N5.6-1 requirements 3. Proper fasteners selected for the joint detail (green, type, bolt length it threads are to be O O AISC 360.10 TABLE N5.6-1 excluded from shear plane) 4. Proper boiling procedure selected ferjoint O O AISC 360.10 TABLE NS.frM1 detail S. Conceding elements, including the appropri- ate raying surface condition and hole preps- O O AISC 360.10 TABLE N5.6-1 ration, if spedfied, meet applicable require• ments 6. Pre -installation verification testing by installa. tion personnel observed and documented for P O AISC 360-10 TABLE N5.6-1 fastener assemblies and methods used. 7. Proper storege provided for bolts, nuts, O 0 AISC 36Q•10 TABLE N5.6-i washers and other fasteners components INSPECTION TASKS DURING BOLT- ING 1. Fastener assemblies, of suitable condition, era ed iillo allholesand dshere (if required) O O AISC 360.10 TABLE N5.6-2 d as requirr 2. Joint brought to the snug -tight condition prior O 0 AISC 360.10 TABLE N5.6-2 to the pre4ensioning operation 3. Fastener component not turned by the O O AISC 360.10 TABLE N5.6-2 wrovich prevented from rotating 4. Fasteners are pre -tensioned In accordance with the RCSC Specification, progressing systematically from the most rigid point O O AISC 360-10 TABLE N5.6.2 toward the free edges INSPECTION TASKS AFTER BOLT- ING 1. Document acceptance m rejection of baited P P AISC 360-10 TABLE N5.6-3 connections INSPECTION OF STEEL ELEMENTS OF COMPOSITE CONSTRUCTION PRIOR TO CONCRETE PLACEMENT 1. Placement and installation of steel deck P P AISC 360-10 TABLE N6.1 2. Placement and installation of steel headed P P AISC 360-10 TABLE N6.1 stud anchors 3. Document acceptance or rejection of steel P P AISC 360-10 TABLE N6.1 elements O - Observe these Items on a random bawls. Operations need not be delayed pending these Inspections P - Perform these tasks for each welded joint or member, each bolted connection, or each steel element REQUIRED SPECIAL INSPECTIONS AND TESTS FOR COLD -FORMED STEEL rWEi 2019 ETON, INC. (a) Where off -site prefabrication of assemblies occurs. Special mspedor shall review the Fabrication shop's Quality control procedures for completeness and adequacy relative to AISI Code of Standard Pretties, AWS D1.3 Structural Welding Code -Street Steel and 2015 IBC 1704.2.5 code requirements for the fabricator's scope of work. I m, 19- .�".� m I MAR 2 5 2019 I i REID MIDDLETON, INC. ----------------------------------------------------------------------------------------------------------------------------------------------------- LU CL CCy O� TYPE CONTINUOUS SPECIAL INSPEC- TION PERIODIC SPECIAL IN- SPECTION 2. Periodic Spot check (minimum of 30 percent) Inspections for the following: a. Member material, size, and coating - X b. Alignment, placement, condition of embersshalt meat the requirements of - X the'Erection Tdemnces'sectlon below c. Wall stud bridging and strongleack instal _ X ration it. Connections: screws & bolt size and _ X spacing, welding operations and size RL4 ARCHITECTURE URBANIRURAL 1938 Fairview Avenue East SUITE 100 Seattle, WA 98102 info@urbalarchitecture.com www.urbalarchitecture.com T 206-257-0972 license A m Yd�o S 83 �y�yGl,SvW SjONAL Y� consultant logo fiBlEggligiligg PC�® 707 W 2nd Avenue Spokane, Washington 99201 P: (509) 455.4448 www.dci-engineers.com CIVIL / STRUCTURAL C CapyNht 022Dlg EYArnalo Convarsano inc, AP Rights Rmmd oa,�roo•nw,:o�•n•e.d"'°'","��ew.r�,�•�ne�,no,�•��... project name HOLDEN AT SOUTHCENTER 112ANDOVER PARK EAST TUKWILA, WA 98188 key plan submittals/revisions 100! SD SET 10.10.2018 30! DO SET 11.16,2018 60%DDSET 12.14.2018 BUILDING PERMIT SET 01.11.2019 TOWER CRANE PERMIT 02.08.2019 50%CDSET 02.22.2019 F1 - FOUNDATION CORR 1 03.20.2019 drawing title SPECIAL INSPECTIONS drawing information DATE 01.11.2019 SCALE DRAWN JWH JOB# 18041-0236 copyright 02015Urbai Arahit Yure PLLC '.. Um.1 Anmteeture, PLLC reserves coaccon lev pool antl drier property rights in this document. AN dram and written urfamation Incorporated haem, is m Instanded of Urbd Architecture PLLC'a prdessiand practice end shell trot to be used I, in whale or in pal without the ,it. aWtaoadm at Unto sheet number I Li I I A B 5u m � N I 27' 0" 6'4" 20' 8" 1 V-4" 12'-8" 24'-0" 6' 0" I I ( I HSS4(C4x1/4 o 6 W/ BP 1/2 PER o 53.07 31S3. 2 g 60QS762-43 ®12"OC 60OS162-43 @ 12"OC I STUD WALL STUD WALL _ F--------------------- - \_�---- F1TB TYP _1 S3. 1 Q ®72"OC 2x6 FIRE-TREATEDSTUD I AL STUD WALL FI 7BI - _� _ _ STUDS @ 16"OC _ 2 s r i MBY SUPPLIER m E m --------; I Wm m ro mt n -i F1B r- FIB F- -- I i 4 £ m ( m -I_ S3.01 I w ,F78 m LLEll L F60 12 01 F76 Y.g CC2 ----- FEB � w TYP S3.01 F28 - j 2x6 FIRE -TREATED STUDS I 16" CONC MAT SLAB W/ #8 I F3T I F6.0 @ 12"OC TYP UNO O N ,W I i T&B @ 16"OC EW PER PLAN NOTES ~ I I T/SLAB = 27'-10" i " 16 N S3.O7 DP LL 12" CONC HEAR WALL 12" CONC HEAR W/#5VE @12"OCEF& WALL i q 3 S3.01 THKNDx32 B W/ 16'-0"Wx32"DP W/ #5 VER 12"OC EF #6 HORIZ 12'OC I EF a =. F7TEW,TYP THKND SLAB W/ #5 HORIZ 12"OC EF FIT EW, TYP m I I ------- --- -- -- -- -- 12"CONCSHEARWALL ey - _ _ r-------------- 1 4 - 8 r 4 T - _- 4 W/#5VEFIT @12"OCEF& J w S3.02 m S3.02 S3.02 i F3T 3.02 n #5 HORfZ @ 12"0C EF `v i i F46 0 F26 4 - F18 - J -- -- - -- i 53.02 - CC2 F2T i `D L_____ ---- I N m LL I I m LL F12.0 �_j ii ii i 3'-5�/8' i bb 1'-3" 1'-4 112" 2x6 FIRE -TREATED STUDS _ L-- ------ -- -- - L I , @12"DCTYPUNO - i I I S3.01 � - �- CJ (MIN PERIMETER FOR 1 CC3 TO ER CRANE ERECTION} 36'DP THKND r------ ----� SLAB I F2T I 1 I I 1 1 - r` m 5 12" CONC SHEAR WALL W/ #5 VERT @ 12'OC EF & #5 HORIZ @ 12"OC EF 4 I S3.02 I i I I I i � 3'-O'Wx30"DP 7 56"DPTHKND _LAB N oTHKNDSIAB L---`- -----J 1 F8.0J ry i1 5301 S3.01 TlSLA6=2T-5" ----- TYP AT EXT, F12.0 N F56 I i UNO I 1 I I FIT CONC TOPPING SLAB W114 10'-0" ®18"OC CTRD PER PLAN NOTES I CJ (MIN PERIMETER FOR TOWER RANE ERECTION) t "DP 60"DP I ; 6,-g" 2'-1 1/2" 1'-0" CC2 CENTER OF TYP 2 i 4" TOWER CRANE CFI 761 ,., i S3.01 I ;:.. I. 1 " -- - - - - - d: b, i it CCl m ----Q __� 0 TYPUNO -----pg,pJ " 3'-0iN 4'DP T I----------- -J MATCHLINE F12.0 THKND SLAB MATCHLINE o III(t�i/► i t THICKENED SLAB SCHEDULE ill TYPE SIZE REINFORCING ItI COMMENTS LENGTH WIDTH DEPTH F6.0 6'-0' 6'-0' 1'-10, #88 @ 24"OC EW F8.0 8'-0. 8'-0' 2'-0' #8B @ 16'OC EW F12.0 12'-0" 12'-0' 2'1' #8B @ 8"OC EW I PER S1.01B CJ (MIN PERIM TER FOR PER S1.01 (11 NOTED REINFORCEMENT IS IN ADDITION TO TYPICAL BOTTOM MAT. CC2 TOWER CRAN ERECTION) 16" COMC MAT SLAB W/ #8 I I ( "CONC'TOPPING SLAB Wl#4 T8 B ®16"OC EW -18"OC CTRD - PE PLAN NOTES - I PJFR PLAN NOTES T/S B VARIES ATEXT N 16" CONC MAT SLAB W/ #8 i i SLAB = 27'-9" C EW PER PLAN ONOT S---- --� - F8-o- rjtlj ( T/SLAB=2T-10" - ----------------------- ------------ � F16 I I � ti I I 11 I� � I I I I I I I I FOUNDATION TOP REINFORCING SCHEDULE III MARK QUANTITY REINFORCING LENGTH SPACING REMARKS FIT - #8 - 12'OC F2T - #8 12'-0' 24"OC F3T - #8 - 24"OC FOUNDATION BOTTOM REINFORCING SCHEDULE MARK QUANTITY REINFORCING LENGTH SPACING REMARKS FIB 4 #8 10'-0" 6'OC F2B - #8 - 12'OC F3B - #8 - 6'OC F4B - #10 - 8'0C F5B - #8 810C FOUNDATION TOP AND BOTTOM REINFORCING SCHEDULE MARK QUANTITY REINFORCING LENGTH SPACING REMARKS FlT6 2 #8 - 12"OC TYP AT SLAB EDGE [11 NOTED BARS ARE IN ADDITION TO THE TYPICAL TOP MAT. RE'tr' EV4ED FOR CODE CC,"4PLIANCE APPROVED I APR 2 5 2019 I City of Tukwila BUILDING DIVISION ROOF LEVEL 7 �, Ig LEVEL 6 �, v I LEVEL 5 4, g I FOUNDATION PLAN NOTES: LEVEL4 J, 1. STRUCTURAL GENERAL NOTES, DESIGN CRITERIA, ABBREVIATIONS AND LEGEND PER SO.01 THROUGH SO.04. 7. MOISTURE PROOF ALL CONCRETE STEM AND BASEMENT WALLS PER ARCHITECT. 2. VERIFY ALL DIMENSIONS AND ELEVATIONS WITH THE ARCHITECTURAL DRAWINGS. S. STEEL STAIRS SHALL BE BIDDER -DESIGNED, UNO. APPLICABLE DESIGN REQUIREMENTS PER STRUCTURAL LEVEL 3 = GENERALNOTES. 3. CONTRACTOR SHALL LOCATE AND VERIFY THE FOLLOWING WITH OTHERS PRIOR TO POURING CONCRETE: ALL DOOR OPENINGS IN FOUNDATION WALLS; DRAINS AND SLOPES; BLOCKOUTS FOR FREEZERS, COOLERS, 9. TOP OF EXTERIOR SLAB TO VARY WITH SLOPE OF EXTERIOR PAVING AND SHALL BE VERIFIED WITH CIVIL R �R R(I �>� j� (- - PLUMBING, SPRINKLERS AND HVAC. ALL DUCTS, CHASES AND PIPES PER MECHANICAL, PLUMBING, ELECTRICAL DRAWINGS. v u �1'f E LEVEL 2 AND SPRINKLER DRAWINGS. STAIR DETAILS AND GUARDRAILS PER ARCHITECTURAL DRAWINGS. 1 10. TYPICAL DETAILS PER: a 4. TOP OF SLAB (T/SLAB) ELEVATION ASSUMED 27'-10. FOR ACTUALT/SLAB ELEVATION REFER TO CIVIL AND APR 1 2(J9q _LEVEL 1 ARCHITECTURAL DRAWINGS. PROVIDE 6 MIL VAPOR BARRIER BELOW SLAB AT INTERIOR SPACES, PROVIDE FREE- 17/S3.01 STANDARD HOOKS AND BAR BENDS DRAINING GRANULAR FILL PER GEOTECH REPORT. 20/S3.01 TYPICAL LAP SPLICE SCHEDULE NOTE: I 3/S3.02 TYPICAL BASE PLATE CONFIGURATIONS REID MIDDLETON, INC. U I 5. MAT SLAB SHALL BEAR ON IMPROVED SOIL PER GEOTECH REPORT AS NOTED IN THE STRUCTURAL GENERAL 13/S3.02 TYPICAL COLUMN SECTIONS DARKENED LINES DESIGNATE NOTES. 14/S3.02 EXTERIOR NON -LOAD BEARING STUDS AREA OF WORK. 181S3.02 TYPICAL COLUMN SECTIONS ��'` $ 6. CJ INDICATES CONSTRUCTION JOINT PER PLAN TO BE COORDINATED WITH CONTRACTOR, REFERENCE 5/S3.02. 19/S3.02 TYPICAL COLUMN SECTIONS ✓ �� J 16/S4.02 EXTERIOR NON -LOAD BEARING STUDS �VV✓ �.VV/ 17/S4.02 EXTERIOR NON -LOAD BEARING STUDS LEVEL 1 FQU ATIOfd PLAN - AREA A SCALE: 1B" = 1'-0" N I- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - ARCHITECTURE uRBANIRuRAL 1938 Fai iew Avenue East sulre,00 Seattle, WA 98102 info@urbalarchitecture.com www.urbalarchitecture.com r 206-257-0972 license A� �1 2. G�8314 l °,nos NA consultant logo 707 W 2nd Avenue Spokane, Washington 99201 P: (509) 455.4448 www.dci•engineers.com ' CIVIL / STRUCTIJ FiAL ©Copy,igM 02.2019 D'Amalo Canwrsano Inc. A6 Rights Resmee Thmwi co"1wnn1Np" wdwme..=c �rs;� m'R E 1."a"w project name HOLDEN AT SOUTHCENTER 112 ANDOVER PARK EAST TUKWILA, WA98188 f: = I b9AR 2 5 2019 � d� REID Nili}I?LETON, INC. key plan submitialslrevisions 100°!o SD SET 10.10.2016 30% DD SET 11.16.2018 60°k DD SET 12.14.2018 BUILDING PERMIT SET 01.17.2019 TOWER CRANE PERMIT 02.08.2019 500/6CD SET 02.22.2019 F1 - FOUNDATION CORR 1 03.20.2019 drawing title FOUNDATION PLAN -'. AREA A drawing information DATE 01.11.2019 SCALE As indicated DRAWN JWH JOB # 18041-0236 copyright 020,s urom a,cnaecwre. PLLc Utbal ArtlMocWra.PLLCreseves Comm Iew copyright erb other pfoperty rights In this dowm#1t Atltlmym and writlen " fametion mcaPasled hewn, is rn insNpnaH of UrbN PRhM1ecture PLLCs prdessbna predkea d shay net to be use In whole a in Oa, wbhaul thawrlhen eWwr¢mion of Urba ' sheet number I I I mo I cz I mo ( 2`-1 1/2" 1'-0° 6 �" I I CC2 1 I I I ao TYP 2 i i I 4" = 2 "' -- - - - _ - w }f/j 53.01 a m i i CC3 `-----LL - --- N ----_T 4 o F8.0 _ 1 TYP UNO ' L----_-----F1201 I F8.0 I THKNDSLAB e 4-WE ATCHLINE MATCHLINE o PER S1.01A CJ MIN PERIM ER FOR PER S1.01A ° _2 CC2 TOWER CRANE ERECTIONi jj ; a 2.8 fll► 16'COt C MAT SLAB W/ #8 ---- - - ;VCONC "CONTOPPING SLAB W/ #4 ; T8 B @ 16"OC EW m ,, - _ 18"OC CTRD PE PLAN NOTES N PqR PLAN NOTES _ ; T/SL. B VARIES AT EXT _ 16° CONC MAT SLAB W/ #8 I I TJill /SLAB = 2T-9" i T&B @ 16"OC EW ----- 24"DP THKND SLAB 4 W= c PER PLAN NOTES F8.0 53.01 S .Ot 8 -0" q ; Q Q. w T/SLAB=27'-19' ------------------- ------ - - ------ _ F7B �� O m 3 12'-B 7/6' I ! i 6'-0" LL 12" CONC SHEAR I I , 3'-0°Wx30"DP W/#5VERT@12OCEF& ; THKND SLAB #5 HORIZ 12"OC EF I 12° CONC SHEAR WALL S3 01 i F1 B `? 9 W/#5VERT@12"OC&#- S3.01 HORIZ @12"OC I r., 24"DP 16"DP 4 2" CONC SHPR WALL r, - - - - - /#5VERT@ITOCEF& STL STAIR r i 6 HORIZ @1 OC EF PER SUPPLIER j F76 i o 4" i I I -- El 6 0 53.01 { 3 F3T F16 of L ------------ J -- ---- F36 I I ; F12.0 70 b S3.01 5 - - -1- - - S .Ot - 12" CONC SHEAR WALL "CONC TOPPING SLAB W/#4" ; W/#5VERT@12.00EF& @ 18"OC CTRD -- - --- -- - --- - - -- - -- PER PLAN NOTES #5 HORIZ @ 12"OC EF 1 I T/SLAB = 27'-9" 9 4 a ; 2x6 FIRE -TREATED STUDS ; I I S3.01 m c� 1 @ 12"OC TYP UNO I i I I r ------ ----- ---------------- -- --------- ' M�;_ I ; 12" C NC SHEAR WALL q W/ # VERT @ 12"OC EF 611 3'-11" I o #6 H RIZ @ 12"OC EF - 4 I I I 1 L---- CC2 I I M CC2 F8.0 ( F6. CC2 F8. ; 1 1 i 3'-0°Wx24"DP THKND SLAB 3'-0"Wx24"DP THKND SLAB I 1 I 16" CONC MAT SLAB W/ #8 I I T&B @ 16'0C EW ; o F- CC-1-PER PLAN NOTES PIER & VENEER I m TY U O TjSLA6 VARIES AT EXT WHERE OCCURS PER m ARCH & 2/S3.01 LL i F1B i i i i 1 i r FIB ED h ; F&0 F6.0 F6.0 F6.0 ; I i T-0"Wx24"DP THICKENED SLAB SCHEDULE it1 TYPE SIZE REINFORCINGII] COMMENTS LENGTH WIDTH DEPTH F6.0 6'-0' 6-0 1'-10, #86 @ 24'OC EW F8.0 8'-0' 8'-0' 2'-0" #86 @ 16'OC EW F12o 12W 12'-0' 2'-4- #8B @ 8°OC EW I m m THKND SLAB I Ill NOTED REINFORCEMENT IS IN ADDITION TO TYPICAL BOTTOM MAT. LL --------- / ----------------------- --------------------------- ZIT --------------------- :n zo F16 I - _ - - - - -- -- - - - --I =-- - _ - 14 I I I I I I I I i i I I I I I I I I I I I I I 6'-4° 20'-8" 11'-4" 12'-8" 24'-0' 6'-0' I A B C D E F G H I I I I I FOUNDATION TOP REINFORCING SCHEDULE I11 MARK QUANTITY REINFORCING LENGTH SPACING REMARKS FIT #8 - 12'OC F2T - #8 12'o' 24.00 F3T #8 - 24'OC FOUNDATION BOTTOM REINFORCING SCHEDULE MARK QUANTITY REINFORCING LENGTH SPACING REMARKS F7B 4 #8 10'-0' 6'OC F2B - #8 - 12.00 F3B - #8 - 6'OC F48 #10 - 810C F5B #8 8'OC FOUNDATION TOP AND BOTTOM REINFORCING SCHEDULE MARK QUANTITY REINFORCING I LENGTH I SPACING I REMARKS F1TB 1 2 1 #8 1 - I 12"OC JTYPATSLABEDGE It] NOTED BARS ARE IN ADDITION TO THE TYPICAL TOP MAT, I I I I I I ( ROOF h v I ( LEVEL�7 LEVEL 6 4 I LEVEL 5 FOUNDATION PLAN NOTES: LEVEL4 J, 1. STRUCTURAL GENERAL NOTES, DESIGN CRITERIA, ABBREVIATIONS AND LEGEND PER S0.01 THROUGH SO.04. 7. MOISTURE PROOF ALL CONCRETE STEM AND BASEMENT WALLS PER ARCHITECT. 2. VERIFY ALL DIMENSIONS AND ELEVATIONS WITH THE ARCHITECTURAL DRAWINGS. 8. STEEL STAIRS SHALL BE BIDDER -DESIGNED, UNO. APPLICABLE DESIGN REQUIREMENTS PER STRUCTURALLEVEL 3 GENERAL NOTES. m' I 3. CONTRACTOR SHALL LOCATE AND VERIFY THE FOLLOWING WITH OTHERS PRIOR TO POURING CONCRETE: ALL DOOR OPENINGS IN FOUNDATION WALLS; DRAINS AND SLOPES; BLOCKOUTS FOR FREEZERS, COOLERS, 9. TOP OF EXTERIOR SLAB TO VARY WITH SLOPE OF EXTERIOR PAVING AND SHALL BE VERIFIED WITH CIVIL LEVEL 2 I PLUMBING, SPRINKLERS AND HVAC. ALL DUCTS, CHASES AND PIPES PER MECHANICAL, PLUMBING, ELECTRICAL AND SPRINKLER DRAWINGS. STAIR DETAILS AND GUARDRAILS PER ARCHITECTURAL DRAWINGS. 10. DRAWINGS. TYPICAL DETAILS PER: 1 D MEW ED -� 2 4. TOP OF SLAB (T/SLAB) ELEVATION ASSUMED 27'-10". FOR ACTUAL T/SLAB ELEVATION REFER TO CIVIL AND LEVEL 1 h ARCHITECTURAL DRAWINGS. PROVIDE 6 MIL VAPOR BARRIER BELOW SLAB AT INTERIOR SPACES. PROVIDE FREE- 17/S3.01 STANDARD HOOKS AND BAR BENDS APR 1 1 L v DRAINING GRANULAR FILL PER GEOTECH REPORT. 20/S3.01 TYPICAL LAP SPLICE SCHEDULE NOTE: I 3/S3.02 TYPICAL BASE PLATE CONFIGURATIONS 5. MAT SLAB SHALL BEAR ON IMPROVED SOIL PER GEOTECH REPORT AS NOTED IN THE STRUCTURAL GENERAL 13/S3.02 TYPICAL COLUMN SECTIONS REID MIDDLETON, INC. DARKENED LINES DESIGNATE NOTES. 14/S3.02 EXTERIOR NON -LOAD BEARING STUDS 18/S3.02 TYPICAL COLUMN SECTIONS AREA OF WORK. p �' a 6. CJ INDICATES CONSTRUCTION JOINT PER PLAN TO BE COORDINATED WITH CONTRACTOR, REFERENCE 5/S3.02. 19/S3.02 TYPICAL COLUMN SECTIONS '®' L N 16/S4.02 EXTERIOR NON -LOAD BEARING STUDS m 17/S4.02 EXTERIOR NON -LOAD BEARING STUDS LEVEL 1 FOUNDATI N PLAN - AREA B c m I - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - SCALE: 1/81 = 1'-0° - - - - - - - - - - - - - - - - - U RBAL' ARCHITECTURE UR13ANIRURAL 1938 Fairview Avenue East SUITE 100 Seattle, WA 98102 info@urbalarchitecture.com www.urbalarchitecture.com T 206-257-0972 license AS 2 8314 l Fc>W o�S NI70 EGA consultant logo owl I Im D C I si n c3 li ri aaiRso 707 W 2nd Avenue Spokane, Washington 99201 P: (509) 455-4448 www.dcl-engineers.com CIVIL / STFiUCTUFt^L © Copyright 02.2019 O'Ammo Conzrsano Inc. AI RghisResened project name HOLDEN AT SOUTHCENTER 112 ANDOVER PARK EAST TUKWILA, WA 98188 R D1 1 E f MAR 2 5 2019 REID MIDDLETON, INC. key plan submittals/revisions 1001/6 SD SET 10.10.2018 30! DID SET 11.16.2018 601/6 DD SET 12.14.2018 BUILDING PERMIT SET 01.11.2019 TOWER CRANE PERMIT 02.08.2019 601/6 CD SET 02.22.2019 F1 - FOUNDATION CORR 1 03.20.2019 drawing title FOUNDATION PLAN - AREA B drawing information DATE 01.11.2019 SCALE As indicated DRAWN JWH JOB # 18041-0236 copyright m 2015 Urbei Afohlieo %PLLC UmelA.Meat-,, PLLC reserves lax CGpydghtad other proper fights in this d--t. All d-atd,,M. mrnm�n mr.«pamed h«lon, ie nse wd shitill of M t igno rePutsproreaelaipraeuthendk.1naroteueea m wry «m pelt wilhM mawrnlen �,m«k�i«� otuft she number 61 ■ ————————————————————————————————————————————————————————————————————————————————————————— — — — — ———————————————————————————————————— — — — — —— — — — — — I , VENEER PER ARCH ( WHEREOCCURS DOWELS EM STUD WALL PER PLAN #4 HORIZ @ 12"OC , TYP SIDE OF COL FACE W/ a STD HOOK IN PIER, CLADDING PER ARCH EMBED 4" N H O #4 DOWELS @ 12"OC, CONC CURB (2) #4 CONT POST INSTALL 6" IN ADH #4 DOWELS W/ AT CONTRACTOR'S T/PIER _ TlCURB OPTION 'E STD HOOK 16°OC e PER ARCH PER ARCH COL & REINF PER M STL STAIR PER SUPPLIER S" e 412" CONC PIER +� " ' � o MAT SLAB W/ TYP AT VENEER PLAN & 13/S3.02, LAP PER 19/S3.01, TYP 8" o TYP e 181 3.02 & 19iS3.02 w TYP 1 REINF PER PLAN LFI a CLR TISLAB-�\��y"_ oo MAT SLAB W/ TYP w 1 a . " BP1/4x2 x LENGTH W/ 1 12" N PER PLAN REINF PER PLAN CLR DOWELS TO g (2)1/2"0 EXP ANCHORS Wj 3 12" a _ FIN GRAD o s MATCH VERT REINF MIN EMBED, TYP AT EA STRINGER 3!4"CHAMFER, TYP m $ z z a s I= I ( T/SLAB U J MAT SLAB & 1"t NON -SHRINK GROUT 3(4" CHAMFER, TYP LAP PER o III- ° - 19/S3.01, TYP I` _ d w - PER PLAN REINF PER PLAN i39 w " e- z t T SLAB a , / (6) #8 `-4 � z Z °. d n ° 1 PER R PLAN g ° ° < a erg - - - CONT REINF -111=III I ° ° PER PLAN DROP TO BOT BARS PER PLAN AT CONTRACTOR'S 4' a° a� } - (- o (WHERE OCCURS) OPTION " _� _ -iTi-' =1 i i- iT v'. .. t ` ___. -_.. L 8 u M J + #4 CROSSTIE 4"OC, ALT HOOKS ADDL REINF PER PLAN - - - °- - r _ r _ #4 HOOPS @4"OC m NOTE: (WHERE OCCURS) =) 1-1 I=I �_) I-III=f I=t=I 1=I11=III=III=I =1I #4HOOPS@4"OC C[ .0 WIDTH OF CURB PER ARCHITECT. WHERE CURB IS GREATER THAN 8" WIDE, PER PLAN 'K TO -I I, ; ) = I= (=III —III -)—I I -III -I I=, (I I MATCDOWHLS W/ STD HORIZ REINF, NOTE: LU m I I —I I I —I I I —I I I —I I I'I I I —I I I —I I I— NOTE: HORIZ REINF PER PLAN, TYP PROVIDE MAT OF REINFORCEMENT AT EACH FACE. CURB SHALL BE 4"WIDE =III=III-i I -III_l I 1—I I I- . HORIZ REINF PER EL, TYP I I I -I HOOPS AND TIES TO BE GRADE 80HOOPS AND TIES TO BE GRADE 80. MINIMUM. --- (10) #10 VERTS PLAN - CONCRETE SHEAR WALL PLAN - CONCRETE SHEAR WALL U-. 1 MAT SLAB AT EXTERIOR WALL CFS 2 INTERIOR COLUMN AT THICKENED MAT FOOTING STRINGER BASE DETAIL AT MAT SLAB 4 BOUNDARY (6 BARS) BOUNDARY (10 BARS) SCALE: 3/4" = 1'-0" (03002M) SCALE: 3/4" = 1'-0" (03002M) SCALE: 1" = V-0" (05608M) SCALE: 1" = 1'-0" (03421 M SCALE: 1" = 1'-0" (03423M) I PER PLAN BOUNDARY ELEMENT HOOPS & TIES VENEER PER ARCH WHERE OCCURS WHERE OCCUR PER PLAN EM STUD WALL VERT REINF PER PLAN 1 1/2" CLR CL WALL �' PER PLAN TYP PER PLAN CONIC SHEAR WALL PER PLAN HORIZ REINF PER PLAN LDH PER SCHED L WALL o • a #6 DOWELS TO MATCH WALL VERT W/ CONIC MAT SLAB W/ HORIZ REINF CLADDING PER ARCH ADDL DOWELS WHERE NOTED PER PLAN REINF PER PLAN ADDL TOP REINF WHERE RELIEVED PER PLAN CONC CURB (2) #4 CONT PER EL, TYP CURB PER 6/S3.01, WHERE T/SLAS #4 HOOPS 04'OC, TYP OCCURS PER ARCH o o ' #4 DOWELS W/ 3/4'CHAMFER PER PLAN STD HOOK 16"OC EMEND ALL WALL BOUNDARY DOWELS TOPPING SLAB w w z (16) #8 VERT, TYP TlCURB TO FTG BOT REINF AS SHOWN, AT PER PLAN a g a HORIZ REINF PER PLAN, TYP of cd a °$pLICE } ENGTH PER SCHED € X" • o MAT SLAB W/TYP PER ARCH CONTRACTORS OPTION, PROVIDE a a z ra 5 w .. PER SCHED TYP_- g cn REINF PER PLAN " TERMINATORS IN -LIEU OF STD HOOKS TlCURB z v a' -c a _ - z z STUD WALL TO EMEND PER ARCH o a g rn DOWELS W/ STD HOOK TO � DOWN TO TOP OF SLAB MAT SLAB &REINF PER PLAN -0 _ _ _ n N _ a MATCH HORIZ REINF, TYP ( I WHERE OCCURS PER ARCH e I, ° _ ^� _ __ T/SLAB T/SLAB - I- w #4 CROSSTIE @ 4"OC, PER PLAN pEP R pLAN STEEP AS POSSIBLE =III=_III i ° (12) #10 VERT ALT HOOKS _ _ FIN GRADE,. ° 9 I- - - z P ° 4: - �. T/FTG I a a. a CA #4 HOOPS @ 4"OC z g a" III- PER PLAN DOWELS TO MATCH TYPICAL SLAB rI ( IIII g a = BOT REINF i16'SLAB DEPTH) rc� - III,= a HORIZ REINF PER PLAN, TYP z a " o z —I ® 3 a DOWELS TO ° - MATCH BOT ° e a 90° HOOK WHERE NO DOWEL REINF PER PLAN e® ® BARS I ALTERNATIVE TO DOWEL, DEVELOP TYPICAL #4 CROSSTIE @ 4"0C, s a I CONT REINF - - - MAT BAR BEYOND BOTTOM OF FOOTING STEP ALT HOOKS PER PLAN DROP TO BOT BARS ' z III I PER PLAN AT CONTRACTOR'S :5 m , LAP SPLICE ADDL REINF PER PLAN WHERE OCCURS (WHERE OCCURS) OPTION w PER SCHED ° a a" II (3) ADDL TIES TO DOWELS PER 1/S3.01 TYP ° ( EMEND INTO FTG 1 1TYCLR B TYP DOWELS W/ STD HOOK TO 0 I NOTE: PER PLAN PER PLAN 3/4" CHAMFER, TYP TYP MATCH HORIZ REINF, TYP WIDTH OF CURB PER ARCH WHERE CURB IS LESS THAT 8" WIDE, PROVIDE NOTE: NOTE: NOTE: ere 41. ; SINGLE MAT OF REINFORCEMENT CTRD IN THE WALL. CURB SHAL BE 4"WIDE POST INSTALL CURB AT CONTRACTOR OPTION, HOOPS AND TIES TO BE GRADE 80. MIN. EMBED DOWELS 4" IN APPROVED ADH HOOPS AND TIES TO BE GRADE 80. PLAN - CONCRETE L-SHAPED SHEAR WALL PLAN - CONCRETE SHEAR WALL T SHAPED WALL EXTERIOR WALL WITH VENEER (CFS) EXTERIOR CONCRETE SHEAR WALL AT MAT SLAB 1 SECTION AT THICKENED MAT SLAB BOUNDARY (12 BARS) BOUNDARY (16 BARS) I _ o 10 SCALE: 3I4" = 1'-0" (03002M) SCALE: 3(4" = i'-0° (03905M) SCALE: 314" = 1'-0" SCALE: 1" =1'-0" SCALE: 1" = 1'-0" (03437M) EM STUD WALL PER PLAN CONC SHEAR WALL PER PLAN h w w� HORIZ REINF PER PLAN a UT CLADDING PER ARCH BOUNDARY ELEMENT HOOPS as o6z & TIES WHERE OCCUR PER PLAN z oa VERT REINF PER PLAN 70 CONCCURB— ws a N #4 DOWELS W/ S ° 3/4" CHAMFER SPLICE STD T/CURB DOWELS TO MATCH WALL ALT EA SIDE ( STD HOOK @ i6"OC PER ARCH VERT W/ADDL DOWELS AT WALLS NOT IN LENGTH TYP HOOK TOP REINF PER PLAN WHERE NOTED PER PLAN CONTACT W/ SOIL MAT SLAB W/TYP REINF PER PLAN z T(SLAB - - - gIP PER m TlSLAB _ PLAN PER PLAN m - 21 CORNER REINF a ®'. •4 FIN GRAD _ a z CORNER REINF TO MATCH w z =) (-' w TO MATCH CROSS WALL J = z a III' I 8 HORIZ REINF HORIZ REINF w I I wa m z cc ° CROSS WALL U ° ( iq z g PROVIDE (3) HOOP&TIES r SETS IN FTG w AT CORNERS AT INTERSECTIONS CONT REINF -) I I I I=III III: d PER PLAN DROP TO BOT BARS PER PLAN AT CONTRACTOR'S NOTES: (WHERE OCCURS) OPTION - - - - - EMEND ALL WALL 1. SPLICE LENGTHS PER LAP SPLICE AND DEVELOPMENT LENGTH SCHEDULE. - ---- ;_ — - _ - - - - BOUNDARY DOWELS 01404 CONFINED REINFORCING PC (psi) #4 #5 #6 #7 #8 #9 #10 #11 4000 19 1 24 28 41 47 53 60 72 5000 17 21 25 37 42 47 54'' 65 6000 16 19 23 34 38 43 49 59 7000 15 18 21 31 35 40 45 55 8000 15 17 20 29 33 37 43 51 8500 15 16 20 28 32 36 41 50 9000 15 16 19 27 31 35 40 48 10000 1 15 15 18 26 30 33 38 46 UNCONFINED REINFORCING PC (psi) #4 #5 #6 #7 #8 #9 #10 #11 4000 20 25 29 43 49 60 74 89 5000 18 22 26 38 44 54 66 80 6000 16 20 24 35 40 49 61 73 7000 15 19 22 32 37 46 56 67 8000 15 18 21 30 35 43 53 63 8500 15 17 20 29 33 41 51 61 9000 15 17 20 29 33 40 50 59 10000 15 16 19 27 31 38 47 56 NOTE: c.> V I III_ III I I. r I III CONC FTG -III- III_ r TO FTG BOT REINF AS 2. WALL REINFORCING PER PLAN OR ELEVATIONS, SECTIONS AND DETAILS. UNCONFINED CLR BOT REINF PER PLAN ��(( SHOWN, AT REINFORCING 1 1/2" WIDTH OF CURB PER ARCHITECT. WHERE CURB IS GREATER THAN 8°WIDE, PER PLAN PER PLAN CONTRACTORS 3. AT FOOTINGS AND STEMWALLS, CORNER REINFORCING TO MATCH FOOTING AND LAP SPLICE, TYP rc a TYP PROVIDE MAT OF REINFORCEMENT AT EACH FACE. CURB SHALL BE 4" WIDE OPTION, PROVIDE STEMWALL HORIZONTAL REINFORCING. !_1MINIMUM. TERMINATORS IN - LIEU OF STD HOOKS PLAN - TYPICAL CORNER REINFORCING. MAT SLAB AT EXTERIOR WALL (WOOD)MAT SLAB AT CONCRETE SHEAR WALL AT CONCRETE WALLS E°-... e 11 12 1 a SCALE: 1" = 1'-0° SCALE: 3/4" = V-0" (03905M) SCALE: 3/4" = 1'-0" (03402-SINGLE MAT) °' ° B EM STUD WALL PER PLAN 45' __�,�L,��__ I I 2 1 2oMIN CLADDING PER ARCH 90° D I I gE [D D D 180° ELEVATION CONC CURB 45° STD PLAN -TYPICAL SHEAR WALL (2) #4 CONT 3/4" CHAMFER HOOK COD; CO aiPLIANCE D = 6d FOR #3 THRU #8 AT WALLS NOT IN UNCONFINED D = 8d FOR #9, #10 & #11 CONTACT W/ SOIL TYP REINFORCING APPROVED =D #4 DOWELS W/ 3/4" CHAMFER D = 10d FOR #14 & #18 LAP SPLICE, TYP STD HOOK @ 76"OC ALL REINFORCING EXCEPT COLUMN TIES AND BEAM STIRRUPS 4 //� -/�' .� APR 2 5 2019 MAT SLAB W/TYP TlCURB 9 z_ �.�p 72d �. PLAN ✓ / iJ ( PER ARCH 0 yi 9 tt v/V/ BUILDING DIVISION e Cityof Tukwila REINF PER PLAN ° ° i o m - STUD WALLTO EMEND D 180° -- 135° �'� 90° ° ° ° NOTES: ° z DOWN TO TOP OF SLAB D 1. ALL TABULATED VALUES ARE IN INCHES. WHERE OCCURS PER ARCH d d ` dl v a ° CORNER REINF CORNER REINF v°a TlSLAB °' I a z TO MATCH TO MATCH J z a 2. VALUES FOR UNCOATED REINFORCING AND NORMAL WEIGHT CONCRETE WITH CLEAR SPACING > db, CLEAR I PE PLAN ° D D D HORIZ REINF CROSS WALL ti a COVER > db AND MINIMUM STIRRUPS OR TIES THROUGHOUT Ld OR CLEAR SPACING > 20b AND CLEAR COVER > db. • a <° o °7 ° FIN GRADEScP HORIZ REINF o — - STIRRUP STIRRUP OR TIE z w z ? z a I I -I I_ z J w w 3. DEVELOP ALL REINFORCING IN STRUCTURAL SLABS WITH MINIMUM DEVELOPMENT LENGTH Ld. a I I ( D = 4d FOR #3, #4 & #5 4 CROSS Z O v° 00 n D = 6d FOR #6, #7 & #8 WALL 0 o z z N 4. Ldh = DEVELOPMENT LENGTH OF BAR WITH STANDARD HOOK. a ° ® ® 90° 135° 90° 180° `= 5. TOP BAR = HORIZONTAL BAR WITH MORE THAN 12" OF FRESH CONCRETE BELOW OR AS NOTED ON DOCUMENTS D D D D T(SLAB \ � I PER PLAN AS "TOP BAR". ® ®., Yz:: 2n x1 I 6d OR AT CORNERS AT INTERSECTIONS 6. LAP SPLICE OF DIFFERENT SIZED BARS TO BE THE LARGER OF Ld OF THE LARGER BAR OR SPLICE LENGTH OF THE XXXX IIf""""ffT ---3" MIN I. I_ D g SMALLER BAR. FO M O M CONT REINF I I =III=III- 3 NOTES: 7. LAP SPLICE OF #14 AND #18 BARS IS NOT PERMITTED. LAP SPLICE OF SMALLER TO #14 AND #18 BARS IS NOT DROP TO BOT BARS BEAM OR COLUMN CROSSTIES PERMITTED. PER PLAN 1. SPLICE LENGTHS PER LAP SPLICE AND DEVELOPMENT LENGTH SCHEDULE, I AT CONTRACTOR'S PER PLAN BEAM STIRRUPS AND COLUMN TIES (y. OPTION ELEVATION 8. LAP SPLICE OF DIFFERENT GRADES OF REINFORCING TO BE THE LARGE F Y9n4Jri�+ R {WHERE OCCURS) NOTE: d =BAR DIAMETER, D =BEND DIAMETER 2. WALL REINFORCING PER PLAN OR ELEVATIONS, SECTIONS AND DETAILS. I SPLICE LENGTH OF THE LOWER GRADE BAR, NOTE: TIES AND CROSSTIES FOR SHEAR WALL 3, AT FOOTINGS AND STEMWALLS, CORNER REINFORCING TO MATCH FOOTING AND NOTES: BOUNDARY ELEMENTS SHALL BE STEMWALL HORIZONTAL REINFORCING. 1. TABULATED VALUES ARE IN INCHES. 9.SHEAR WALL REINFORCING LAP SPLICE SCHEDULE PER 79/S3.01. WIDTH OF CURB PER ARCH WHERE CURB IS LESS THAT 8" WIDE, PROVIDE DETAILED AS COLUMN TIES/CROSSTIES. SINGLE MAT OF REINFORCEMENT CTRD IN THE WALL. CURB SHAL BE 4" WIDE 2. LAP SPLICE NOT PERMITTED AT #14 OR #18 BARS. MIN. STANDARD HOOKS AND BENDS - PLAN - TYPICAL CORNER REINFORCING SHEAR WALL TYPICAL LAP SPLICE AND REID MIDDLETON, INC. EXTERIOR WALL WITH VENEER(WOOD) BEAM STIRRUPS AND COLUMN TIES AT CONCRETE WALLS REINFORCING LAP SPLICE SCHEDULE DEVELOPMENT LENGTH SCHEDULE S m I LE: t"= 1'-0° 17 SCALE: 3/4" = V-0" (03400) 18 SCALE: 3M = V-0" 103403-DOUBLE MAT) = 1 SCALE: 11 1'-0" (01404) 20 SCALE: 3W = V-0° (01400M) 16 SCA I — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — 01400 GRADE 60 REINFORCING BAR SIZE MISCELLANEOUS BARS TOPBARS (see note #5) HOOKED BARS Ld Splice Ld Splice Ldh vc = 3000psi #3 17 22 22 28 9 #4 22 29 29 36 1 11 #5 28 36 36 47 14 #6 33 43 43 56 17 #7 48 63 63 81 20 #8 55 72 72 93 22 #9 1 62 81 81 105 25 #10 70 91 91 118 28 #11 78 101 107 1 131 31 #14 93 NIA 121 N/A 38 #18 124 N/A 161 N/A 50 f'c = 4000psi #3 15 19 19 25 8 #4 19 25 25 33 1 10 #5 24 31 31 41 12 #6 29 37 1 37 49 15 #7 42 54 54 71 17 #8 48 62 62 81 19 #9 54 70 70 91 22 #10 61 79 79 102 25 #11 67 87 87 114 1 27 UL#18 81 NIA 105 N/A 33 108 N!A 140 N/A 43 f'c = 5000psi #3 13 17 17 22 7 #4 17 23 23 29 9 #5 22 28 28 36 11 #6 26 34 34 44 13 #7 38 49 49 63 15 #8 43 56 1 56 72 1 17 #9 48 1 63 63 81 20 #10 54 71 71 92 22 #11 60 78 78 102 24 #14 72 N/A 94 N/A 29 #18 96 N/A 125 N/A 39 f'c = 6000psi #3 12 16 16 20 6 #4 16 21 21 27 8 #5 20 26 26 33 10 #6 24 31 31 40 12 #7 34 45 45 58 14 #8 39 51 51 66 16 #9 44 57 57 74 18 #10 50 64 1 64 84 20 #11 55 71 1 71 1 93 22 #14 66 N/A 86 1 N/A 27 #18 88 N/A 1 4 U B L0 ARCHITECTURE URBANIRURAL 1938 Fairview Avenue East sums too Seattle, WA 98102 info@urbalarchitecture.com www.urbalarchitecture.com T 206-257-0972 license AS 2 p�?, 4,s NA L EOM consultant logo mmmDC1 707 W 2nd Avenue Spokane, Washington 99201 P: (509) 455-4448 www.dci-engineers.com CIVIL / STRUCTURAL © Copyright 02.2019 VAmato Con—ane Inc. Al Rights Reserved project name HOLDEN AT SOUTHCENTER 112 ANDOVER PARK EAST TUKWILA, WA 98188 rE 19 MAR 2 501D 29 REID WilDDLETON, INC, key plan submittals/revisions 100% SD SET 10,10.2018 30% Do SET 11.16.2018 60% DDSET 12.14.2018 BUILDING PERMIT SET 01.11.2019 TOWER CRANE PERMIT 02.08.2019 5011.CD SET 02.22.2019 F1- FOUNDATION CORR 1 03.20.2019 drawing title FOUNDATION DETAILS drawing information DATE 01.11.2019 SCALE As indicated DRAWN JWH JOB # 18041-0236 copyright J" Archfte Nch'teclweesenv dWp,.p d flgh, nh reserves canmmn MI lax copyright and inke othenean incorp hated h ein, I. ani. All drown aMwel in Adew I PAC's praF the written wa ark shawl not robe used invdtdaor In pat wAhM the written author¢atio-r U UNei sheet number a I— — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — z o I CL WALL CL WALL w COL PER PLAN 1 t/2" 1 1/2" I TYP TYP BP PER PLAN a 1 1/2" P d TYP UNO 8„ it —1�l2lSIDES Q J 0 Q TYP 1 1/2" CLR MAT SLAB & T — — — REINF PER PLAN (2) SIDES 1/4 V CJ PER PLAN 3/4" CHAMFER, TYP NS & FS 1/4 STUD WALL NS & FS LAP PER 19/S3.01, TYP t I T/SLAB ' PER PLANa "Z► '"'— ' HSS WIDTH PER PLAN �E=K n.w =MPe^MmEe TYP wn�='" F/STUD= TYPICAL PLANS AT TOP OF WALL wREae«Naa ra^^=,bw a.ena�,� F/CONC 3,a CK o %F0n«=eRs ,E ma=m CL COL = CL WALL CL COL I �0 i 04 -2. a NAILER AT SHEAR WALLS t 2 CONC WALL WHERE OCCURS PER SHTHG WHERE PER PLAN PLAN & WOOD DETAILS #4 CROSSTIE 4"OC, ALT HOOKS OCCURS I I LAP PER SCHED, TYP PLAN I BP PER PLAN #4 HOOPS @ 4"OC t t I I i" GROUT TYP UNO OPTIONAL HORIZ REINF PER PLAN, TYP MALL PER PLAN 1- z (10) #9 VERTS WALL REINF � v PER PLAN, TYP m W/ H/EXONUTS & THRID RODS W' ADDL#4x48"OPPOSITE W12'ASHERS UNO NOTE: TYP REINF, PROVIDE HOOPS AND TIES TO BE GRADE 80. CL CORNER BAR AT cc SECTION CORNER CONDITION NUT TO B PLAN -CONCRETE SHEAR WALL TYPICAL CONSTRUCTION JOINT U- I ELEVATION NUT TO AB BOUNDARY 10 BARS AT MAT FOUNDATION 4 SCALE: 1" = 1'-0" 5 SCRLE: 3/4" = V-0" TYPICAL BASEPLATE TO CONCRETE WALL CONNECTION - HSS COLUMN J SCALE: 1°=1'-0" (05032) ( CONC SHEAR CMU WALL WHERE OCCURS PER PLAN PROVIDE STD HOOKS OR WALL PER PLAN MAT SLAB PER PLAN LENTON TERMINATORS AT T/MAT ENDS OF T&B REINF, TYP PER PLAN z g co EMBED PL7/2x9x2'-6" W/ (6) , 1/2"0x6" WHS @ 13"OC, I w $ VERIFY SIZE AND LOCATION a ° ° d . PER ELEV MFR, TYP s : d . #5 @ 12"OC CONT EXTEND 36" PAST —i III III #5 @ 12"OC CONT ° ( III I I IIIII I I I I I I E EV PD 3s°PAST ELEV PIT —I I —I I I —I I I —I I FI w DOWELS TO MATCH I I I I I 1—I 1I- 1I II I II I it I 24" W WALL III —III —III —III —III #B x 12"OC a d °, d —III—III—III—I I I=III—I I I— BOUNDARY TIES I II I IIII I IIII IIIIIII I I= III_III II -1 24° WHERE OCCURS a ° III=II II{ III ° SUM PIT ASREOD SUMP EMBED ° IIII _III �II� STEEP AS POSSIBLE _ #5TT 0t IM —) I —) I - AS REOD � a III —III —III= STEEP AS POSSIBLE i—I I Imo— d II_ _III —I I I III— II —III _—III 24 a e e, q e —III III #8x� @12°OC AT SHEAR WALL °:.i i e a III —III—) 24 III=1 I : t > °: a < 11 I_I I I —I I I �1 III d I I—III=1 I I_ —III—I 4 IIIIIII� q -- IIIIIii_,I11— (_I I NOTE: _ —I 11= �I I—' " — — — — LENTON TERMINATORS ADDITIONAL INFORMATION PER 12/S3.01 ="U 2-0" I — ----- --' #BT&Bi 'll""t5C' I o z W/STD HOOK OR STD HOOKS, TYP AT TYP �- � VERT REINF SECTION AT ELEVATOR PIT 8 SCALE: 3/4" = V-0" I I I I TOPPING SLAB PER PLAN ADDL ANCHORAGE REINF I PER ANCHOR SUPPLIER I TOWER CRANE ANCHOR TOP REINF PER PLAN TYP MAT REINF PER PLAN Ldn 1" ASLAAR a PER PLAN Vv III d a 161#EVERT1',. .8 ... _ —I- 3/4" CHAMFER, TYP 1 t ° .. -—III- I s u:4 8 • � p d a ITII I I_ *10 #4 TIES@ 3 1/2"OC a t.i a.. i i a ° d d I AS STEEP AS POSSIBLE — I IF I u "• . PER PLAN z 1 b REEVIEV';ED FUR 1 f 1 a g fa L. CODS" CC J P I LANCE I — III-1I1—' LAP APPo;O1VED PER SCHED ROT REINF PER PLAN APR 2 5 2019 I D13 of TUkWIIa CC1 12x18 CONCRETE COLUMN MAT SLAB AT TOWER CRANE BUILD NG DIVIglSCALE: 1" = 1'-0" 14 SCALE: 1/2° = 1'-0" I I I EV �W I APR 1 1 7ii1g D I REID MIDDLETON, INC. I I EXT STUD WALL PER PLAN 1 8 (6) #9 VERT 3(4"CHAMFER, TYP 1 8" CLADDING PER ARCH (6) #9 VERT 3/4" CHAMFER, TYP CONC CURB PER i/S3.01 & 11/S3.01 CONC SLAB W/REINF PER PLAN T/CURB #4 CONT dAre #4 TIES @ 41/2°OC, ®1 #4 TIES @ 3 3/4"OC' PE R ARCH TIES ARE 80 KSI TIES ARE 80 KSI EXT TOPPING SLAB PER PLAN PER ARCH TlSLAB PERARCH }�.. LAP PER.SCHED; d 'LIEF. a a J r u I i ( l �-S I CC2 12x20 CONCRETE COLUMN �� CC3 14x20 CONCRETE COLUMN SLAB STEP AT EXTERIOR WALL U RB AL° ARCHITECTURE URBANIRURAL 1938 Fairview Avenue East SUITE 100 Seattle, WA 98102 info@urbalarchitecture.com www.urbalarchitecture.com T 206-257-0972 license AS x 8314 ti, Fe>W VA consultant logo D C I 707 W 2nd Avenue Spokane, Washington 99201 P: (509) 455-4448 www.dcl-engineers.com CIVIL / BTFt IJCTIJFtAL ©COWp ht02.2019 Vknato Comrtrsino Inc. AN Rights Reserwd a�wd• m"b"a a rv°soa. m..na• a project name HOLDEN AT SOUTHCENTER 112 ANDOVER PARK EAST TUKWILA, WA 98188 key plan submittals/revisions 1001/6 SO SET 10.10.2018 30%DOSET 11.16.2018 60%DOSET 12.14.2018 BUILDING PERMIT SET 0111.2019 TOWER CRANE PERMIT 02.08.2019 50%CD SET 02.22.2019 F1 - FOUNDATION CORR 1 03.20.2019 drawing title FOUNDATION DETAILS drawing information DATE 01.11.2019 SCALE As indicated DRAWN JWH JOB # 18041-0236 copyright ® 2015 Urbd Architecture, PLLC Mal Architecture, PLLC reserves oatnm tau ccpoght and Wher prppcsly Nits In this doamant. AN d— aW wnden mfamation inmipoiated hwano sr Instrument afUrinal Anchilecturc PLLC a plcressicnel WI. and ahsii not to be usetl in whole a in part wMW the written adhc, lIcnd Urbai sheet number SCALE: 1" = V-0" 1 SCALE: t° =1'-0" G V SCALE:3/4" = 1' 0' — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — i I DECEIVED CITY OF TUKWILA j I . W FEB 0 8 2019 I I I pEg,:etiT CENTER Dc111155 _ LEVEL 1 ELECTRICAL PLAN 0' _ 8' 16' t 32' 2019-02-07 7.32am By- Anthony 3,32' -1'-0" -------------------------------------------------------------------------------------------------------- --------------------------------------------------------------- UR AW ARCHITECTURE URBANIRURAL 1938 Fairview Avenue EastsmTE100 Seattle, WA 98102 info@urbalarchitecture.com www.urbalarchitecture.com T 206-257-0972 L14 SCti 33273 AL consultant logo STATESIDE POWER INC. ELECTRICAL CONTRACTING 106;56 N.E- 123"S1 REEL PHONE ((425}} 820-6516 KiRKLANO, *A 98034 FAX: (425) 820-9646 project name HOLDEN AT SOUTHCENTER 112 ANDOVER PARK EAST TUKWILA, WA 98188 FOUNDATION ONLY PERMIT key plan submittal s/revisions 100% SO SET 10.10.201 30% DD SET 11.16.201 60% DO SET 12.14.201 BUILDING PERMIT SET 01.11.201 FOUNDATION PERMIT 02.08.2019 drawing title LEVEL 1 LOWER ELECTRICAL PLAN drawing information DATE 02.08.2019 SCALE 1" = DRAWN JOB # 17-027 cop p�yrriight rte vttc — -'=t and other p." e M thM dwsawt A9 Jv.n .Nn.. tiro�ro.u� .aa a udw Arahit "W awo mt to a w.d in ... ti ut Ms dtlw mthorimtkn .r uta AnrAnAM.�cre. sheet number a RAP ELEMENT FOUNDA11ON CONSTRUCTION NOTES 1. RAP ELEMENT LAYOUT IS THE RESPONSIBILITY OF THE GENERAL CONTRACTOR (GC). GEOPIER ELEMENT SHALL BE INSTALLED IN THE FIELD WITHIN 6-INCHES OF LOCATION SHOWN ON THESE PLANS. 2. A QUALIFIED, FULL-TIME QUALITY CONTROL (QC) REPRESENTATIVE PROVIDED BY THE RAP INSTALLER (THE INSTALLER) SHALL BE RESPONSIBLE FOR INSTALLATION OF THE RAP ELEMENTS IN ACCORDANCE WITH THE DESIGN, AND SHALL REPORT ALL GEOPIER FOUNDATION CONSTRUCTION ACTIVITIES TO THE DESIGNER. IF AUTHORIZED BY THE OWNER, THE QC REPRESENTATIVE SHALL COORDINATE QC ACTIVITIES WITH THE TESTING AGENCY HIRED BY THE OWNER. UNDER NO CIRCUMSTANCES SHALL THE TESTING AGENCY DIRECT RAP INSTALLATION PROCEDURES. 3. RAP ELEMENTS SHALL BE BASED ON THE FOLLOWING CRITERIA UNLESS OTHERWISE APPROVED IN WRITING BY THE DESIGNER: A. RAP ELEMENTS SHALL BE WITHIN 3 INCHES OR DEEPER THAN THE DEPTHS SHOWN ON THE PLANS. B. AVERAGE COMPACTED LIFT THICKNESS DURING EACH DAYS PRODUCTION SHALL BE APPROXIMATELY 24 INCHES. C. A CST SHALL BE PERFORMED ON THE FIRST FIVE RAP INSTALLED. RESULTS OF THE INITIAL CST SHOULD BE PROVIDED TO THE DESIGNER FOR REVIEW AND ESTABLISHMENT OF ACCEPTANCE CRITERIA AND FREQUENCY OF CST. THE FREQUENCY OF CST MAY VARY DEPENDING ON THE SOIL CONDITIONS; HOWEVER, CST SHALL BE PERFORMED ON NO LESS THAN 10% OF PRODUCTION RAP. D. RAP ELEMENT AGGREGATE SHALL CONSIST OF TYPE I GRADE B IN GENERAL ACCORDANCE WITH ASTM D-1241-68, OR APPROVED BY GEOPIER DESIGNER AND SUCCESSFULLY USED IN THE MODULUS TEST. 4. WHEN OBSTRUCTIONS ARE ENCOUNTERED THAT CANNOT BE REMOVED WITH CONVENTIONAL RAP INSTALLA1ION EQUIPMENT, THE GC SHALL BE RESPONSIBLE FOR REMOVING THE OBSTRUCTIONS. IF THE GC DOES NOT DO SO IN A TIMELY MANNER THAT DOES NOT INTERRUPT RAP PRODUCTION, THE INSTALLER MAY REMOVE OBSTRUCTION(S) AND SHALL BE REIMBURSED FOR COSTS INCURRED, INCLUDING LABOR, EQUIPMENT, AND MATERIALS. IN THE EVENT OBSTRUCTIONS ARE ENCOUNTERED BELOW THE DESIGN BOTTOM OF F0071NG ELEVATION THE OBSTRUCTION SHALL BE REMOVED AS OUTLINED ABOVE. THE RESULTING EXCAVATION SHALL THEN BE BACKFILLED AND COMPACTED IN ACCORDANCE WITH THE PROJECT SPECIFICATIONS. THE AREA SHALL BE TESTED BY THE OWNER'S TESTING AGENCY AND THE COMPACTION TEST RESULTS SHALL BE SUBMITTED TO THE INSTALLER AND THE DESIGNER, 5. RAP ELEMENTS NOT MEETING THE REQUIREMENTS DEFINED IN THE DESIGN AND MODULUS TEST SHALL BE RE -INSTALLED TO MEET PROJECT REQUIREMENTS UNLESS OTHERWISE APPROVED IN WRITING BY THE DESIGNER. 6. FOOTING ELEVATIONS ARE THE RESPONSIBILITY OF THE CONTRACTOR AND SHALL BE REPORTED IN WRITING TO THE INSTALLER'S QC REPRESENTATIVE PRIOR TO INSTALLING RAP ELEMENTS. 7. UTILITY LOCATIONS ARE THE RESPONSIBILITY OF THE GC. THE DESIGNER SHALL BE NOTIFIED OF ANY CONFLICTS WITH RAP LOCATIONS SHOWN ON THE PLANS. NEW UTILITIES EXCAVATIONS SHALL BE LIMITED TO THE ZONE DEPICTING ON DETAIL 1 ON THIS SHEET. IF EXCAVATIONS ARE PLANNED WITHIN THE RAP "NO DIG" ZONE, THE DESIGNER SHOULD BE NOTIFIED IMMEDIATELY TO DISCUSS EXCAVATION OPTIONS. 8. RAP ELEMENTS ARE LOCATED AT THE INTERSECTION OF REFERENCE GRID LINES OR AT THE CENTERUNE OF STRIP FOOTINGS UNLESS DIMENSIONED OTHERWISE. 9, AFTER COMPLETION OF RAP INSTALLATIONS, THE GC IS RESPONSIBLE FOR PROTECTION OF THE WORK. THIS INCLUDES, BUT IS NOT LIMITED TO, PROPER SITE DRAINAGE TO PREVENT PONDING OF WATER ABOVE THE RAP ELEMENTS AND APPROPRIATE CONTROL AND COORDINATION OF EARTHWORK AND ANY SUBSEQUENT DRILL ACTIVITIES SUCH AS ELEVATOR SHAFT CONSTRUCTION, TO PREVENT DAMAGE TO INSTALLED RAP ELEMENTS. 10. ALL RAP ELEMENTS HAVE A MINIMUM NOMINAL TOP DIAMETER OF 20 INCHES WITH COMPACTED 24 INCH LIFTS. GEOPIER ELEMENTS TO DEPTHS OF 28 FEET OR REFUSAL, WHICHEVER IS MET FIRST. REFUSAL IS CONSIDERED LESS THAN 1-FOOT OF MANDREL ADVANCEMENT IN 30 SECONDS. 11. THESE DRAWINGS ARE BASED ON THE STRUCTURAL DRAWINGS PROVIDED BY DCI. THE RAP ELEMENT LAYOUT LOCATION PLAN AND FOOTING DETAILS PLAN ARE FOR RAP ELEMENT NUMBER, LOCATION, AND LAYOUT ONLY. FOOTING LOCATIONS, SIZES, AND ORIENTATION SHOWN ON THESE PLANS ARE FOR INFORMATION ONLY. PLEASE REFER TO STRUCTURAL PLANS FOR SPECIFIC FOUNDATION DIMENSIONS AND LOCATION. THE DESIGNER ACCEPTS NO RESPONSIBILITY FOR LOCATION OF FOOTINGS SHOWN ON THESE PLANS. THE DESIGNER SHALL BE NOTIFIED IMMEDIATELY IF INFORMATION ON THESE PLANS CONFLICTS WITH STRUCTURAL OR ARCHITECTURAL DRAWINGS. 12. THE RAP FOUNDATION DESIGN IS BASED ON THE GEOTECHNICAL INFORMATION PROVIDED IN THE SUBSURFACE EXPLORATION BY PANGEO, INC. AND ENVIRONMENTAL, REPORT DATE SEPTEMBER 14, 2017. GEOPIER FOUNDATION COMPANY, INC., HAS RELIED ON THIS INFORMATION AND WE HAVE NO REASON TO SUSPECT ANY OF THE INFORMATION IN THE REPORT 1S IN ERROR. GEOPIER FOUNDATION COMPANY, INC. IS NOT RESPONSIBLE FOR ERRORS OR OMISSIONS IN THE REPORT THAT MAY AFFECT THE PARAMETER VALUES IN OUR DESIGN. IF THE SUBSURFACE OR SITE CONDITIONS DIFFER FROM THOSE UTILIZED IN THE DESIGN THE DESIGNER SHALL BE NOTIFIED IMMEDIATELY. 13. RAP FOUNDATION DESIGN LOADS ARE BASED ON THE DESIGN INFORMATION PROVIDED TO US BY DCI. IN THE EVENT THE STRUCTURAL LOADS VARY THE DESIGNER SHALL BE NOTIFIED. CONCRETE FOOTING CONSTRUCTION SUPPORTED BY RAP NOTES 1. ALL EXCAVATIONS FOR FOOTINGS 'SUPPORTED BY RAMMED AGGREGATE PIERS SHALL BE PREPARED IN THE FOLLOWING MANNER BY THE GC: OVEREXCAVATION BELOW THE BOTTOM OF FOOTING SHALL BE LIMITED TO: THREE INCHES. THIS INCLUDES UMIRNG THE TEETH OF EXCAVATORS FROM OVEREXCAVATION BEYOND THREE INCHES BELOW THE FOOTING ELEVATION. 2. FOOTINGS SHALL BE POURED AS SOON AS POSSIBLE FOLLOWING FOOTING EXCAVATIONS. IT IS THE CONTRACTORS RESPONSIBILITY TO PROTECT FOOTING BEARING SURFACES FROM WET WEATHER AND DISTURBANCE. A "MUD MAT" (3 INCH THICKNESS OF LEAN CONCRETE) OR COMPACTED CRUSHED ROCK SURFACE IS RECOMMENDED TO PROTECT BEARING SURFACES. 3. PRIOR TO CONCRETE OR MUD MAT PLACEMENT, THE TOP OF THE EXCAVATED SOIL AND RAMMED AGGREGATE PIERS SHALL BE COMPACTED WITH A STANDARD, HAND —OPERATED IMPACT COMPACTOR (I.E. JUMPING JACK COMPACTOR). COMPACTION SHALL BE PERFORMED OVER THE ENTIRE FOOTING SUBGRADE TO COMPACT ANY LOOSE SURFACE SOIL AND LOOSE SURFACE PIER AGGREGATE, 4. WATER SHALL NOT BE ALLOWED TO ACCUMULATE IN THE FOOTING EXCAVATIONS PRIOR TO CONCRETE PLACEMENT OR ALLOWED TO ACCUMULATE OVER THE POURED FOOTING. 5. EXCAVATION AND SURFACE COMPACTION OF ALL FOOTING SUBGRADES SHALL BE THE RESPONSIBILITY OF THE GC. 6. THE TESTING AGENCY SHALL INSPECT EACH FOOLING AND APPROVE IT IN WRITING ON THE SAME DAY THAT THE CONCRETE OR MUD MAT IS PLACED IN THE FOOLING EXCAVATION, THE APPROVAL SHALL STATE THAT ALL FOOTING BOTTOMS INCLUDING MATRIX SOILS AND RAP TOPS HAVE NOT BEEN OVEREXCVATATED MORE THAN THREE —INCHES BELOW THE BOTTOM OF THE FOOTING, HAVE BEEN KEPT FREE OF WATER ACCUMULATION, AND HAVE BEEN REASONABLY DENSIFIED WITH A HAND—HELD MECHANICAL IMPACT COMPACTOR ON THE SAME DAY THAT THE CONCRETE WAS PLACED. 7. THE GC IS RESPONSIBLE FOR MEASURING TOP OF FOOTING ELEVATIONS TO ACCURACY OF 0.01 FEET. MEASUREMENTS SHALL BE TAKEN BY A LICENSED PROFESSIONAL SURVEYOR BEFORE LOADS ARE APPLIED TO THE FOOTINGS. 8. IN THE EVENT THAT FOOTING BOTTOM PREPARATIONS, AS DESCRIBED ABOVE, ARE NOT PERFORMED OR DOCUMENTED IN ACCORDANCE WITH THIS SECTION, ANY WRITTEN OR IMPLIED WARRANTY WITH RESPECT TO GEOPIER FOUNDATION PERFORMANCE CAN BE CONSIDERED VOID. 24" TYF COMPACT TYPICAL GEOPIER ELEMENT t NOT TO SCALE SPREAD FOOTINGS TO BE SUPPORTED BY GEOPIER ELEMENTS. SEE SHOP DRAWINGS FOR GEOPIER REQUIREMENTS 20" DIA. GEOPIER ELEMENT U.N.O. GEOPIER ELEMENTS TO BE INSTALLED TO DEPTHS OF 28 FEET OR REFUSAL, WHICHEVER IS MET FIRST. REFUSAL IS CONSIDERED LESS THAN 1—FOOT OF MANDREL ADVANCEMENT IN 30 SECONDS. FOOTINGS TO BE SUPPORTED BY GEOPIER ELEMENTS.. 2'-6" LIMITS OF DISTURBANCE: ADJACENT + + + + + EXCAVATIONS MUST BE OUTSIDE + + + + + + b,_ : + + + + +�—CASE THIS ZONE. IF THIS IS NOT THE _`:,-: ; ~# THE DESIGNER MUST BE r Y NOTIFIED. f + + + + + +=a, : i, + + + + + + + + i. .: ,.,, ,. ,, . + + + +'` + + + + + + + a� +++++++++++++++++ •=Q...:' +++++ 6:^ . :. ji".... r .-.;8::t .: . •.. aA +++++++++++++++++++ . .:"#.. + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + +— + + + + + + + + + + + + + — — — — — — — — — — — +� — — — — — — n ADJACENT EXCAVATION DETAIL L NOT TO SCALE STEEL PLATE— "✓� - NOTE: HELICAL ANCHORS MAY BE USED IN LIEU OF UPLIFT LOAD TEST PIER GEOPIER ELEMENTS. (COMPRESSION) n MODULUS TEST SETUP �NOT TO SCALE STEEL PLATE R 14'i.'E� j COD AGCC i LiANCEJ a�ROu APR 2 5 2019 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA 19" (70,55- PEiRINUT CENTER N Z tom rn00 rn ti rV M Q0 to NN V' V' X CL vm W �Ln O �00 Z >¢ LU m O 9.2 V- m PROJECT NUMBER 18—GNW-00872 DATE 1 /08/2019 "Geopier" is the registered trademark of the Geopier Foundation Company, Inc. This drawing contains information proprietary to The Geopier Foundation Company, Inc. and its licensees. The information contained herein is not to be trasmitted to any other organization unless specifically authorized in writing by the Geopier Foundation Company, Inc. Geopier is the property of The Geopier Foundation Company, Inc. and is protected under U.S. Patent No. 5249892 and other patents pending. NOTE: GEOPIER DESIGN DOCUMENTS AND PLANS ARE ONLY VALID IF INSTALLED BY A LICENSED GEOPIER INSTALLER. SHEET NUMBER mGEOPIER 0 N oo "Geopier" is the registered trademark of the Geopier Foundation Company, Inc. This drawing contains information proprietary to The Geopier Foundation Company, Inc. and its licensees. o The information contained herein is not to be trosmitted to any other organization unless specifically authorized in writing by the Geopier Foundation Company, Inc. 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'3i0. •329. �32@• 1 ;321' �3ffi: 325: ;33j:S B VARIES AT EX '•'' 10'-0" 16" ON MAT SLAB W/ $:JIO% A� 16"OC EW T&B - 342. r F8.0 �I PER PLAN NOTES �•� r_•! FOUNDATION PLAN NORTH GEOPIER LEGEND 20" DIAMETER GEOPIER NOTE: GEOPIER DESIGN DOCUMENTS AND PLANS ARE ONLY VALID IF INSTALLED BY A LICENSED GEOPIER INSTALLER. Nil LL �i 1/08/2019 � 01 N M k-D kD ti) � dN' VN- X a� LU t~!f o W *-+ Kim 0 fox N Z CO Z �Q RECEIVED C .9 CITY OF TUKWILA 42 t7 � c� 9 FEB 0 8 2019 (/ PEPId111 CENTER PROJECT NUMBER GEOPIER PLAN NOTES: 18-GNW-00801 1. THIS DRAWING IS BASED ON STRUCTURAL DRAWINGS PROVIDED BY DCI. 2. FOOTING OUTLINES ARE FOR INFORMATION ONLY. SEE STRUCTURAL AND/OR ARCHITECTURAL DAB 1 /08/2019 PLANS FOR FOOTING DIMENSIONS AND DETAILS. SHEET NUMBER 3. FOOTING LOCATIONS SHALL BE IN ACCORDANCE WITH STRUCTURAL AND/OR ARCHITECTURAL DRAWINGS, DIMENSIONS, AND DETAILS. 4. GEOPIER ELEMENTS UNDER WALLS AND COLUMNS SHALL BE CENTERED UNDER FOOTINGS AS /'1 SHOWN, DIMENSIONED FROM CONTROL POINTS ESTABLISHED FROM STRUCTURAL AND/OR V ARCHITECTURAL PLANS.