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Permit D19-0348 - 14424 4-PLEX - 3RD STORY ADDITION
3"° STORY ADDITION 14424 34Th AVE S 4PX FINALED 09/23/2021 D19-0348 Parcel No: Address: Project Name: City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Inspection Request Line: 206-438-9350 Web site: http://www.TukwilaWA.gov 6391110000 14424 34TH AVE S 4PX 3RD STORY ADDITION DEVELOPMENT PERMIT Permit Number: D19-0348 Issue Date: 6/4/2020 Permit Expires On: 12/1/2020 Owner: Name: Address: Contact Person: Name: Address: Contractor: Name: Address: License No: Lender: Name: Address: „ WA, MIKE OVERBECK 4620 S 148th St, TUKWILA, WA, 98168 JMO CONTRACTING LLC 4620 S 149TH ST, TUKWILA, WA, 98168 JMOCOCL865C4 WA DOT CAPITOL „ Phone: (206) 787-0259 Phone: (206) 787-0259 Expiration Date: 6/18/2020 DESCRIPTION OF WORK: 3RD STORY ADDITION OF 2 UNITS TO EXISTING 4 PLEX BUILDING PUBLIC WORKS ACTIVITIES INCLUDE EROSION CONTROL AND STORM DRAINAGE WORK. Project Valuation: $186,704.00 Type of Fire Protection: Sprinklers: Fire Alarm: Type of Construction: VB Electrical Service Provided by: TUKWILA Fees Collected: $18,417.93 Occupancy per IBC: R-2 Water District: 125 Sewer District: VALLEY VIEW Current Codes adopted by the City of Tukwila: International Building Code Edition: International Residential Code Edition: International Mechanical Code Edition: Uniform Plumbing Code Edition: International Fuel Gas Code: 2015 2015 2015 2015 2015 National Electrical Code: WA Cities Electrical Code: WAC 296-46B: WA State Energy Code: 2017 2017 2017 2015 Public Works Activities: Channelization/Striping: Curb Cut/Access/Sidewalk: Fire Loop Hydrant: Flood Control Zone: Hauling/Oversize Load: Land Altering: Landscape Irrigation: Sanitary Side Sewer: Sewer Main Extension: Storm Drainage: Street Use: Water Main Extension: Water Meter: Volumes: Cut: 0 Fill: 0 Number: 0 No Permit Center Authorized Signature: Date: I hearby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating construction or the performance of work. I am authorized to sign and obtain this development permit and agree to the conditions attached to this permit. Signature: COO c 10— ( Print Name: Date: <P —114 ,--0 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: Portable fire extinguishers, not housed in cabinets, shall be installed on the hangers or brackets supplied. Hangers or brackets shall be securely anchored to the mounting surface in accordance with the manufacturer's installation instructions. Portable fire extinguishers having a gross weight not exceeding 40 pounds (18 kg) shall be installed so that its top is not more than 5 feet (1524 mm) above the floor. Hand- held portable fire extinguishers having a gross weight exceeding 40 pounds (18 kg) shall be installed so that its top is not more than 3.5 feet (1067 mm) above the floor. The clearance between the floor and the bottom of the installed hand-held extinguishers shall not be less than 4 inches (102 mm). (IFC 906.7 and IFC 906.9) 2: Extinguishers shall be located in conspicuous locations where they will be readily accessible and immediately available for use. These locations shall be along normal paths of travel, unless the fire code official determines that the hazard posed indicates the need for placement away from normal paths of travel. (IFC 906.5) 3: Fire extinguishers require monthly and yearly inspections. They must have a tag or label securely attached that indicates the month and year that the inspection was performed and shall identify the company or person performing the service. Every six years stored pressure extinguishers shall be emptied and subjected to the applicable recharge procedures. If the required monthly and yearly inspections of the fire extinguisher(s) are not accomplished or the inspection tag is not completed, a reputable fire extinguisher service company will be required to conduct these required surveys. (NFPA 10, 7.2, 7.3) 4: The total number of fire extinguishers required for a light hazard occupancy with Class A fire hazards is calculated at one extinguisher for each 3,000 sq. ft. of area. The extinguisher(s) should be of the "all purpose" (2A, 10 B:C) dry chemical type. The travel distance to any extinguisher must be 75' or less. (IFC 906.3) (NFPA 10, 5.4) 5: Maintain fire extinguisher coverage throughout. 6: An approved automatic fire sprinkler extinguishing system is required for this project. (City Ordinance #2436) 7: All new sprinkler systems and all modifications to existing sprinkler systems shall have fire department review and approval of drawings prior to installation or modification. New sprinkler systems and all modifications to sprinkler systems involving more than 50 heads shall have the written approval of Factory Mutual or any fire protection engineer licensed by the State of Washington and approved by the Fire Marshal prior to submittal to the Tukwila Fire Prevention Bureau. No sprinkler work shall commence without approved drawings. (City Ordinance No. 2436). 9: A fire alarm system is required for this project. The fire alarm system shall meet the requirements of N.F.P.A. 72 and City Ordinance #2437. 10: Local U.L. central station supervision is required. (City Ordinance #2437) 11: All new fire alarm systems or modifications to existing systems shall have the written approval of The Tukwila Fire Prevention Bureau. No work shall commence until a fire department permit has been obtained. (City Ordinance #2437) (IFC 901.2) 12: An electrical permit from the City of Tukwila Building Department Permit Center (206-431-3670) is required for this project. 13: In order to provide you with the fastest police and fire protection under emergency conditions, please post your suite, room or apartment number in a conspicuous place near the main entry door. 14: Adequate ground ladder access to rescue windows shall be provided. Landscape a flat, 12' deep by 4' wide area below each required rescue window. (City Ordinance #2435) 8: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2436 and #2437) 15: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 16: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575-4407. 17: ***PLANNING PERMIT CONDITIONS*** 18: This project was approved by the City's Board of Architectural Review or the Department of Community Development Director and no changes are allowed without prior approval of the Planning Department, these include no changes to the exterior finishes of the building, landscaping (both design and plant species), site plan, and site finishes. If you wish to make any changes you must submit a written request along with a justification for the requested change and an explanation as to why the issue was not addressed as part of the design review process. 19: All design elements on the building and the site, including landscaping must be completed prior to final occupancy. The city will not allow the design elements to be deferred, instead all items must be completed before final inspection. It is highly unlikely that the city will consider financial guarantee in lieu of completing the work. 20: A soils inspection is required after amending the soil, but before any plants are installed 21: Prior to requesting a landscaping inspection please provide a landscaping affidavit from the landscape architect, stating that the landscaping was installed per approved plans. Landscape inspection can occur any time after the plants are planted. You do not need to wait until the end of the project to schedule the landscaping inspection. As part of the landscaping inspection you will need to verify that the irrigation system is working properly 22: An inspection to approve the exterior finishes (materials and colors) is required before doing any exterior finish work, to ensure that the finishes approved as part of the design review process are being used. 23: Vines such as Boston Ivy or Evergreen Clematis shall be planted within the landscape area on the south side of the fence separating the Osterly Park Townhomes from 14420-14424 34th Ave S., with modifications made to the fence to allow the vines to grow on the north side of the fence and retaining wall to soften the appearance of the fence and retaining wall as viewed from the north side of the fence/wall. 24: All landscaping, separate irrigation system, and recreation furniture and equipment as approved during the design review (L18-0065) shall be installed prior to final approval. 25: ***PUBLIC WORKS PERMIT CONDITIONS*** 26: CaII to schedule mandatory pre -construction meeting with the Public Works Inspector, (206) 438-9350. 27: Schedule and attend a Preconstruction Meeting with the Public Works Department prior to start of work under this permit. To schedule, call Public Works at (206) 438-9350. 46: A NAME PLATE with EMERGENCY PHONE NUMBER IS REQUIRED TO LET KNOW WHO TO CONTACT IN CASE THE PUMP DOESN'T WORK. 28: The applicant or contractor must notify the Public Works Inspector at (206) 438-9350 upon commencement and completion of work at least 24 hours in advance. All inspection requests for utility work must also be made 24 hours in advance. 29: Prior to construction, all utilities in the vicinity shall be field located. NOTE: For City of Tukwila utility locates, call 811 or 1-800-424-5555. 30: Permit is valid between the weekday hours of 7:00 a.m. and 5:00 p.m. only. Coordinate with the Public Works Inspector for any work after 5:00 p.m. and weekends. 31: No work under this permit during weekend hours without prior approval by Public Works. Coordinate with the Public Works Inspector. 32: Any material spilled onto any street shall be cleaned up immediately. 33: Temporary erosion control measures shall be implemented as the first order of business to prevent sedimentation off -site or into existing drainage facilities. 34: The site shall have permanent erosion control measures in place as soon as possible after final grading has been completed and prior to the Final Inspection. 35: 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. 36: 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. 37: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. 38: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 39: All wood to remain in placed concrete shall be treated wood. 40: 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. 41: Water heaters shall be anchored or strapped to resist horizontal displacement due to earthquake motion. Strapping shall be at points within the upper one-third and lower one-third of the water heater's vertical dimension. A minimum distance of 4-inches shall be maintained above the controls with the strapping. 42: All plumbing and gas piping work shall be inspected and approved under a separate permit issued by the City of Tukwila Building Department (206-431-3670). 43: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center. 44: 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. 45: Groundcover plantings are shown on Sheet L-2 of the landscaping sheets, and shall be planted in areas where trees and shrubs are shown, to fill the space between tree and shrub plantings in these areas, at a spacing of 12" on center as indicated. PERMIT INSPECTIONS REQUIRED Permit Inspection Line: (206) 438-9350 1700 BUILDING FINAL** 0610 ENERGY EFF CERT 1400 FIRE FINAL 1400 FIRE FINAL 0409 FRAMING 0502 LATH/GYPSUM BOARD 1800 MECHANICAL FINAL 1500 PLANNING FINAL 1900 PLUMBING FINAL 1600 PUBLIC WORKS FINAL 5160 PUBLIC WORKS PRE -CON 0401 ROOF SHEATHING 0603 ROOF/CEILING INSUL 5090 STORM DRAINAGE 0412 UNDERFLOOR FRAMING 0601 WALL INSULATION 0413 WALL SHEATHING/SHEAR PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D19-0348 DATE: 04/22/2020 PROJECT NAME: 3RD STORY ADDITION SITE ADDRESS: 14424 34TH AVE S Original Plan Submittal Revision # before Permit Issued _X_ Response to Correction Letter # _2_ _ Revision # after Permit Issued DEPARTMENTS: Building Division n Public Works Fire Prevention Structural Planning Division 111 Permit Coordinator PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) DATE: _04/23/20 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved Corrections Required (corrections entered in Reviews) DUE DATE: Approved with Conditions Denied (ie: Zoning Issues) I)1 07/_2120 Fire Fees Apply ri Notation: REVIEWER'S INITIALS: DATE: L3/Z-O Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: 12/18/2013 PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D19-0348 DATE: 04/22/20.20 PROJECT NAME: 3RD STORY ADDITION SITE ADDRESS: 14424 34TH AVE S _ Original Plan Submittal Revision # before Permit Issued X_ Response to Correction Letter # _2_ _ Revision # after Permit Issued DEPARTMENTS: Building Division Public Works Fire Prevention Structural C C Planning Division ri Permit Coordinator PRELIMINARY REVIEW: Not Applicable n (no approval/review required) DATE: ./23/20 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved DUE DATE: Approved with Conditions Corrections Required n Denied (corrections entered in Reviews) (le: Zoning Issues) Notation: PL) ' ` ` S /PO n 07/2/20 Fire Fees Apply n REVIEWER'S INITIALS: DATE: SI l S 11.0 Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: 12/18/2013 PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D19-0348 PROJECT NAME: 3RD STORY ADDITION SITE ADDRESS: 14424 34 AVE S Original Plan Submittal Response to Correction Letter # l DATE: 02/10/2020 Revision # before Permit Issued Revision # after Permit Issued DEPARTMENTS: Building Division Public Works Fire Prevention Planning Division Structural Permit Coordinator I I PRELIMINARY REVIEW: Not Applicable (no approval/review required) DATE: 02/11/20 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved Corrections Required (corrections entered in Reviews) Notation: DUE DATE: Approved with Conditions Denied (ie: Zoning Issues) REVIEWER'S INITIALS: 03/24/20 Fire Fees Apply DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: 12/18/2013 PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D19-0348 DATE: 02/10/2020 PROJECT NAME: ___3RD STORY ADDITION SITE ADDRESS: 14424 34 AVE S Original Plan Submittal Response to Correction Letter # Revision # before Permit Issued Revision # after Permit Issued DEPARTMENTS: Building Division I I Public Works Fire Prevention Structural Planning Division Permit Coordinator is PRELIMINARY REVIEW: Not Applicable (no approval/review required) DATE: 02111120 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved Corrections Required (corrections entered in Reviews) Notation: DUE DATE: Approved with Conditions Denied (ie: Zoning Issues) 03//20 Fire Fees Apply REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: 12/18/2013 PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D19-0348 PROJECT NAME: 3RD STORY ADDITION SITE ADDRESS: 14424 34 AVE S DATE: 02/10/2020 Original Plan Submittal Revision # before Permit. Issued Response to Correction Letter # Revision # after Permit Issued DEPARTMENTS: Building Division Public Works n M Fire Prevention Structural Planning Division Permit Coordinator PRELIMINARY REVIEW: Not Applicable (no approval/review required) REVIEWER'S INITIALS: DATE: 02111/20 Structural Review Required DATE: APPROVALS OR CORRECTIONS: Approved Corrections Required L (corrections entered in Reviews) Notation: _14 REVIEWER'S INITIALS: DUE DATE: Approved with Conditions Denied (ie: Zoning Issues) 03/24/20 Fire Fees Apply 3i / Z/Z0 DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire D Ping ❑ PW ❑ Staff Initials: s 12/18/2013 PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D19-0348 DATE: 10/25/19 PROJECT NAME: 3' STORY ADDITION SITE ADDRESS: 14424 34 AVE S X Original Plan Submittal Revision # before Permit Issued Response to Correction Letter # Revision # after Permit issued DEPARTMENTS: Building Division Public Works n Fire Prevention Structural n Planning Division Permit Coordinator n PRELIMINARY REVIEW: Not Applicable n (no approval/review required) DATE: 10/29/19 Structural Review Required REVIEWER'S INITIALS: DATE: n APPROVALS OR CORRECTIONS: Approved Corrections Required (corrections entered in Reviews C Approved with Conditions Denied (ie: Zoning Issues) DUE DATE: 11/26/19 n Notation: REVIEWER'S INITIALS: DATE: % %` 7 / Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg 0 Fire ❑ Ping 0 PW ❑ Staff Initials: 12/18/2013 PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D19-0348 DATE: 10/25/19 PROJECT NAME: 3RD STORY ADDITION SITE ADDRESS: 14424 34 AVE S X Original Plan Submittal Revision # Response to Correction Letter # Revision # before Permit Issued after Permit Issued DEPARTMENTS: Building Division Public Works n Fire Prevention Structural PRELIMINARY REVIEW: Not Applicable n (no approval/review required) REVIEWER'S INITIALS: Planning Division n Permit Coordinator DATE: 10/29/19 Structural Review Required DATE: APPROVALS OR CORRECTIONS: Approved Corrections Required n Approved with Conditions Denied (corrections entered in Reviews) (ie: Zoning Issues) DUE DATE: 11/26/19 Notation: REVIEWER'S INITIALS: DATE: 1 /—L.C119 Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: 12/18/2013 PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D19-0348 DATE: 10/25/19 PROJECT NAME: 3RD STORY ADDITION SITE ADDRESS: 14424 34 AVE S X Original Plan Submittal Revision # before Permit Issued Response to Correction Letter # Revision # after Permit Issued DEPARTMENTS: Building Division Public Works n Fire Prevention Structural n n Planning Division Permit Coordinator • n PRELIMINARY REVIEW: Not Applicable (no approval/review required) DATE: 10/29/19 Structural Review Required REVIEWER'S INITIALS: DATE: n APPROVALS OR CORRECTIONS: Approved Corrections Required n Approved with Conditions Denied (corrections entered in Reviews) (ie: Zoning Issues) DUE DATE: 11/26/19 n Notation: REVIEWER'S INITIALS: DATE: (ii IL Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire 0 Ping ❑ PW 0 Staff Initials: 12/18/2013 PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D19-0348 DATE: 10/25/19 PROJECT NAME: 3RD STORY ADDITION SITE ADDRESS: 14424 34 AVE S X Original Plan Submittal Revision # Response to Correction Letter # Revision # before Permit Issued after Permit Issued DEPARTMENTS: Building Division n Public Works Fire Prevention Structural n U Planning Division Permit Coordinator n PRELIMINARY REVIEW: Not Applicable n (no approval/review required) DATE: 10/29/19 Structural Review Required REVIEWER'S INITIALS: DATE: n APPROVALS OR CORRECTIONS: Approved Corrections Required (corrections entered in Reviews) Notation: p4,04e., nevbga- DUE DATE: 11/26/19 Approved with Conditions n Denied (ie: Zoning Issues) u( c o -1 64646 3‘b REVIEWER'S INITIALS: DATE: 11113_0____ Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: 12/18/2013 CITY OF TUK. LA Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http://www.TukwilaWA.gov Building Pei wit No. O-V4-co Project No. Date Application Accepted: b Date Application Expires: 1-1- (For o we use onl CONSTRUCTION PERMIT APPLICATION Applications and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail. **Please Print** SITE INFORMATION ^�King Co Assessor's Tax No.: (v. /it Ode d Site Address: I Yy 2 Li 3 y ✓e , I /V</4 G'✓. . /4g Suite Number: Floor: Tenant Name: New Tenant: ❑..Yes -- No PROPERTY OWNER p f Name: 0 etlJQ� c)(.qi e' jil' 1 Address: /gizy 3 p. sie Se City: TvKtt 74 State: 1AM- Zip: CIGno,fJ CONTACT PERSON — person receiving all project communication Name: i A e 0veiBerL Address: i1Z O �,l. rt,� jij 5 1 City: 7 t .i f, i- t State: WA- Zip: l 1_f�/ lyo "!Ul b o Phone: '7 . c- a 7 1 �(0 IuNicoxiv41.0400cie, Email: /hK� 0") DESIGN PROFESSIONAL IN RESPONSIBLE CHARGE Name: Address: jp " " ' l.__. City: State: Zip: Phone: Email: GENERAL CONTRACTOR INFORMATION Company Name:44,kb L�/ r( Y_ iI„ �c, J IT�/1 ' Address: u t s i yA 5W... City: 7-1/ 11 1let State: �J,Q., Zip: c 1 / b /� Phone: ze(� %, < 6 2� St Contr Reg No.: \ m 0 (o I 8 G Exp Date: Tukwila Business License No.: ARCHITECT OF RECORD Company Name: a v. fr. r. (A, l.0 A' ee. �/ /_f Address: j I M �7 (Mr Ker- 215- t!- /1e4 57 City: %, j1�efi State: Wiy, Zip: CM) 0 Phone: y/c, , 5jC / 7ae ( (% Email: ENGINEER OF RECORD Company Name: r.✓, e. Address: f 2 % c.7. City: 7 v /c ii/4 Staten W / Zip: w/o r Phone: 2D CO ' I � __ 7/ / (r` Email: LENDER — WHO IS FUNDING THE PROJECT (required for projects$$5,000 or greater per RCW%19.27.095) Name: w 944 c J a/ Address: City: State: Zip: MONTHLY SERVICE BILLING -or- WATER METER REFUND/BILLING Name: Address: City: State: Zip: Phone: W:\Permit Center (Rachelle)\Applications\Word \Construction Permit Application Revised 6-2019.docx Revised: June 2019 Page 1 of 3 BUILDING DIVISION INFORMAN — 206-431-3670 Valuation of Project (contractor's bid price): $ %8 00 Existing Building Valuation: $ Z/e. Describe the scope of work (please provide detailed information): 3 '4) -`419f Ctrfl 9 &rnJ Will there be new rack storage? ❑ . Yes I J ..No If yes, a separate permit and plan submittal will be required. Provide All Building Areas in Square Footage Below Existing Interior Remodel Addition to Existing Structure New Type of Construction per IBC Type of Occupancy per IBC Pt Floor I'1a 2 2nd Floor O v 3' Floor 19 00 (1 e3 Floors 3 thru 3 Basement ,)A Accessory Structure* Garage If v IN Attached ■ Detached Carport NA' • Attached ■ Detached Covered Deck Uncovered Deck PLANNING DIVISION INFORMATION — 206-431-3670 Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: Lot Area (sq ft): Floor area of principal dwelling„ Floor area of accessory dwelling: *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: Compact: LA Will there be a change in use? ❑ Yes Handicap: ❑ No If "yes", explain: FIRE PROTECTION/HAZARDOUS MATERIALS — 206-575-4407 Sprinklers ❑ Automatic Fire Alarm ❑ None ❑ Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ Yes No If "yes', attach list of materials and storage locations on a separate 8-1/2" x I I " paper including quantities and Material Safety Data Sheets. PUBLIC WORKS INFORMATION — 206-433-0179 ❑ .. Permanent Water Meter Size (1) ❑ .. Temporary Water Meter Size (l) ❑ .. Water Only Meter Size ❑ .. Sewer Main Extension Public ❑ 17 WO # WO# WO # Private ❑ (2) " WO # (3) " WO # (2) " WO # (3) " WO # ❑ Deduct Water Meter Size " ❑ .. Water Main Extension Public 0 Private 0 W:\Permit Center (Rachelle)\Applications\Word \Construction Permit Application Revised 6-2019.docx Revised: June 2019 Page 2 of 3 r PERMIT APPLICATION NOTES — r Value of Construction — In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the Permit Center to comply with current fee schedules. Expiration of Plan Review — Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. The Building Official may grant one or more extensions of time for additional periods not exceeding 90 days each. The extension shall be requested in writing and justifiable cause demonstrated. Section 105.3.2 International Building Code (current edition). I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. BUILDIN OWNER OR IZ 1 AGE Signature: Print Name: 1'/2 e Otter6C �L Mailing Address: /l!G ZQ j / / J 51— Date: 16 r2 S // 9 Day Telephone: 20 6 ` 7,5' 70 2_ 5-1 rrae 14,4- 04- 1' glb City State Zip W:\Permit Center (Rachelle)\Applications\Word \Construction Permit Application Revised 6-2019.docx Revised: June 2019 Page 3 of 3 BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees PROJECT NAME St Pump-3d Story Addn/14424 34th Av S PERMIT #019-0348 If you do not provide contractor bids or an engineer's estimate with your permit application, Public Works will review the cost estimates for reasonableness and may adjust estimates. 1. APPLICATION BASE FEE 2. Enter total construction cost for each improvement category: Mobilization $250 (1) Erosion prevention Water/Sewer/Surface Water $5.000.00 Road/Parking/Access $1,000.00 A. Total Improvements 3. Calculate improvement -based fees: B. 2.5% of first $100,000 of A. C. 2.0% of amount over $100,000, but less than $200,000 of A. D. 1.5% of amount over $200,000 of A. 4. TOTAL PLAN REVIEW FEE (B+C+D) $6.000.00 $150.00 5. Enter total excavation volume Enter total fill volume 0 cubic yards 0 cubic yards Use the following table to estimate the grading plan review fee. Use the 150.00 (4) QUANTITY IN CUBIC YARDS RATE Up to 50 CY Free 51— 100 $23.50 101 — 1,000 $37.00 1,001 —10,000 $49.25 10,001— 100,000 $49.25 for 1ST 10,000, PLUS $24.50 for each additional 10,000 or fraction thereof. (l 100,001 — 200,000 $269.75 for 1 s' 100,000, PLUS $13.25 for each additional 10,000 or fraction thereof. 200,001 or more $402.25 for 1 ' 200,000, PLUS $7.25 for each additional 10,000 or fraction thereof. GRADING Plan Review Fees $ (5) TOTAL PLAN REVIEW FEE DUE WITH PERMIT APPLICATION (1+4+5) $ 400.00 The Plan Review and Approval fees cover TWO reviews: 1) the first review associated with the submission of the application/plan and 2) a follow-up review associated with a correction letter. Each additional review, which is attributable to the Applicant's action or inaction shall be charged 25% of the Total Plan Review IVED CITY EOM T KVMLp► Approved 09.25.02 Last Revised 02/21/17 1 APR 17 2020 PERMIT CENTER Dicr-03Lte BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees 6. Permit Issuance/Inspection Fee (B+C+D) $ 150.00 (6) 7. Pavement Mitigation Fee $ 0.00 (7) The pavement mitigation fee compensates the City for the reduced life span due to removal of roadway surfaces. The fee is based on the total square feet of impacted pavement: per lane and on the condition of the existing pavement. Use the following table and Bulletin 1B to estimate the p Approx. Remaining Years Pavement Overlay and Repair Rate (per SF of lane width_ 20-15 (100%) $10.00 15-10 (75%) $7.50 10-7 (50%) $5.00 7-5 (33%) $3.30 5-2 (25%) $2.50 2-1 (10%) $1.00 4-1 $0.00 8. GRADING Permit Issuance/Inspection Fee $ (8) Grading Permit Fees are calculated using the following table. Use the greater of the excavation and fill volumes from Item 5. QUANTITY IN CUBIC YARDS RATE 50 or less $23.50 51-100 $37.00 101— 1,000 $37.00 for 1st 100 CY plus $17.50 for each additional 100 or fraction thereof. 1,001-10,000 $194.50 for lst 1000 CY plus $14.50 for each additional 1,000 or fraction thereof. 10,001 — 100,000 $325.00 for the lst 10,000 CY plus $66.00 for each additional 10,000 or fraction thereof 100,001 or more $919.00 for l st 100,000 CY plus $36.50 for each additional 10,000 or fraction thereof. 9. Technology Fee (5% of 6+8) Approved 09.25.02 Last Revised 02/21/17 2 7.50 (9) BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees 10. TOTAL OTHER PERMITS A. Water Meter — Deduct ($25) B. Flood Control Zone ($52.50 — includes Technology Fee) C. Water Meter — Permanent* D. Water Meter — Water only* E. Water Meter — Temporary* * Refer to the Water Meter Fees in Bulletin Al Total A through E $ 0.00 (9) 11. ADDITIONAL FEES A. Allentown Water (Ordinance 1777) $ B. Allentown Sewer (Ordinance 1777) $ C. Ryan Hill Water (Ordinance 1777) $ D. Allentown/Foster Pt Water (Ord 2177) $ E. Allentown/Foster Pt Sewer (Ord 2177) $ F. Special Connection (TMC Title 14) $ G. Duwamish $ H. Transportation Mitigation $ I. Other Fees $ Total A through I $ 0.00 (10) DUE WHEN PERMIT IS ISSUED (6+7+8+9+10+11) $ 157.50 ESTIMATED TOTAL PERMIT ISSUANCE AND INSPECTION FEE This fee includes two inspection visits per required inspection. Additional inspections (visits) attributable to the Permittee's action or inaction shall be charged $60.00 per inspection. WATER METER FEE Permanent and Water Only Meters Size (inches) Installation Cascade Water Alliance RCFC 01.01.2017 —12.31.2017 Total Fee 0.75 $625 $6005 $6630 1 $1125 $15,012.50 $16,137.50 1.5 $2425 $30,025 $32,450 2 $2825 $48,040 $50,865 3 $4425 $96,080 $100,505 4 $7825 $150,125 $157,950 6 $12525 $300,250 $312,775 Temporary Meter 0.75" $300 2.5" Approved 09.25.02 Last Revised 02/21/17 3 $1,500 Cash Register Receipt City of Tukwila DESCRIPTIONS ACCOUNT QUANTITY PAID PermitTRAK $16,925.45 D19-0348 Address: 14424 34TH AVE S 4PX Apn: 6391110000 _ $16,925.45 DEVELOPMENT $2,602.62 PW CONSTRUCTION PLAN REVIEW R000.322.100.00.13 0.00 $150.00 PW PERMIT ISSUANCE/INSPECTION FEE R000.342.400.00.00 0.00 $150.00 PERMIT FEE R000.322.100.00.00 0.00 $2,296.12 WASHINGTON STATE SURCHARGE B640.237.114 0.00 $6.50 IMPACT FEE $9,104.00 FIRE R304.345.852.00.00 0.00 $4,124.00 PARK R301.345.851.00.00 0.00 $4,980.00 PUBLIC WORKS $5,096.52 TRAFFIC IMPACT FEE R104.345.840.00.00 0.00 $4,846.52 BASE APPLICATION FEE R000.322.100.00.13 0.00 $250.00 TECHNOLOGY FEE $122.31 TECHNOLOGY FEE TOTAL FEES PAID BY RECEIPT: R20876 R000.322.900.04.00 0.00 $122.31 $16,925.45 Date Paid: Thursday, June 04, 2020 Paid By: MIKE OVERBECK Pay Method: CHECK 2156 Printed: Thursday, June 04, 2020 2:33 PM 1 of 1 CR SYSTEMS Cash Register Receipt City of Tukwila DESCRIPTIONS PermitTRAK ACCOUNT QUANTITY PAID $1,492.48 D19-0348 Address: 14424 34TH AVE S 4PX Apn: 6391110000 $1,492.48 DEVELOPMENT PLAN CHECK FEE TOTAL FEES PAID BY RECEIPT: R18919 R000.345.830.00.00 0.00 $1,492.48 $1,492.48 $1,492.48 Date Paid: Friday, October 25, 2019 Paid By: MIKE OVERBECK Pay Method: CHECK 1157 Printed: Friday, October 25, 2019 1:12 PM 1 of 1 SYSTEMS 10/30/2018 Landmark Web Official Records Search Instrument Number: 20180927001053 Document:EAS Rec: $105.00 Page-1 Record Date:9/27/2018 3:00 PM King County ~ Carl J. Marquardt 1126 34th Avenue, Suite 311 Seattle, WA 98122 Document Title: Grantor: Grantees: Abbreviated Legal: Reference No: Tax ID Number: I IIIIIIII ni IIIII ilt tug t ���ui ��� 20180927001053 EASEMENT Rec: 3105.00 912712018 3:00 PM KING COUNTY, WA Easement Agreement Mengstab Tzegai 144th Street REO Partners, LLC Michael D.'&verbeck j nt A PORTION OWE 14424 THIRTY FOURTH STREET CONDOMINIUM&A (Full legal on Exhibi`A) � O N/A 639111-0000 EASEMENT AGREEMENT - Page 1 EASE TAX NOT REQUIRED KIN Ca Ford G• Deputy D19--034€3 https://recordsearch.kingcounty.gov/LandmarkWeb/search/index?theme=.blue§ion=searchOriteriaParcelld&quickSearchSelection=# 1/7 10/30/2018 Landmark Web Official Records Search Instrument Number: 20180927001053 Document:EAS Rec: $105.00 Page-2 Record Date:9/27/2018 3:00 PM King County, WA EASEMENT AGREEMENT A. Parties. Mengstab Tzegai ("Grantor") is the owner of real property at 14424 341 Ave S, Tukwila WA 98168, Tax Parcel No. 639111-0000, as more fully described in Exhibit A (the "Tzegai Property"). 144th Street REO Partners, LLC, a New Mexico Domestic Limited Liability Company ("REO") is the owner of an adjacent property, Tax Parcel No. 643360-0090, as more fully described in Exhibit B. Michael D. Overbeck ("Overbeck") is the owner of another adjacent property, Tax Parcel No. 004000-0083, as more fully described in Exhibit C. REO and Overbeck are collectivelcleferred to herein as "Grantees." B. Grant of Easement. Grantor hereby grant to Grantees a non-exc usive Easement for private ingress, egress, storm system and utilities, including appurtenances` over, under, through, upon and across a portion of the Tzegai Property, as described as follows:*, PORTIONS OF THE EASTERNMOST 15.22 FEET OF THE TZEGAI PROPERTY, AS DEPICTED ON EXHIBIT D. C. Maintenance. Grantees shall be responsible for the maintenance and upkeep of any improvements within the easement area. D. Easement Runs with the Land The easement granted herein shall run with the land and shall be binding upon and inure to the benefit of the parties' respective heirs, successors and assigns. DATED this a_ day of GRANTOR: Mengstab U , EASEMENT AGREEMENT - Page 2 https://recordsearch.kingcounty.gov/LandmarkWeb/search/index?theme=.blue§ion=searchCriteriaParcelld&quickSearchSelection=# 2/7 10/30/2018 Landmark Web Official Records Search Instrument Number: 20180927001053 Document:EAS Rec: $105.00 Page-3 Record pate:9/27/2018 3:00 PM King County, WA STATE OF WASHINGTON ) ) ss. COUNTY OF KING ) I certify that I know or have satisfactory evidence that ANA \ iAA is the person who appeared before me, and said person acknowledged that he/signed this instrument and acknowledged it to be his/her free and voluntary act for the uses and purposes mentioned in the instrument. DATED this _ t p _ day of S.v, LoN, , 2018. ,,,,,,,,,,,,. r • ;' NOTARY .• PUBLIC • i REG # 174742 MY COMMISSION. EXPIRES • • •.1011512018 ' (~ ''• di WAs�,a• , ''••........... EASEMENT AGREEMENT - Page 3 ---c I 1M.w-�„2 d rimed or typed name) NOtARY PUBLIC, State of Tshitgton My C-'mmission Expires ‘,ri A https://recordsearch.kingcounty.gov/LandmarkWeb/search/index?theme=.blue§ion=searchCriteriaParcelld&quickSearchSelection=# 3/7 10/30/2018 Landmark Web Official Records Search Instrument Number: 20180927001053 Document:EAS Rec: $105.00 Page-4 Record Date:9/27/2018 3:00 PM King County, WA Exhibit A (Legal Description Tzegai Property) UNITS 1, 2, 3 AND 4 OF THE 14424 THIRTY FOURTH STREET CONDOMINIUM, A CONDOMINIUM RECORDED IN VOLUME 47 OF CONDOMINIUMS, PAGES 91-93 INCLUSIVE, ACCORDING TO THE DECLARATION THEREOF, RECORDING NO. 80.10200753, AND ANY ATTACHMENTS THERETO. SITUATE IN THE CITY OF TUKWILA, KING COUNTY, WASHINGTON. TAX ID. No. 639111-0000 Exhibit B (Legal Description REO Property) LOT 9 OF OSTERLY PARK TOWNHOMEWHASE ONE), AS PER THE PLAT RECORDED 1N VOLUME 272 OF PLATS, PAGE 59 THROUGH 62, RECORDS OF KING COUNTY AUDITOR; "0 SITUATE IN KING COUNTY, WASHINGTON. 00 TAX ID. No. 643360-0090 Exhibit C (Legal Description OverbeckProperty) THE SOUTHERN HALF OF LOT 3, BLOCK 2, ADAM'S HOME TRACTS, ACCORDING TO THE PLAT THEREOF RECORDED IN VOLUME 11 OF PLATS, PAGE 31, RECORDS OF KING COUNTY AUDITOR; SITUATE IN THE CITY OF TUKWILA, KING COUNTY, WASHINGTON TAX ID. No. 004000-0083 https://recordsearch.kingcounty.gov/LandmarkWeb/search/index?theme=.blue§ion=searchCriteriaParcelld&quickSearchSelection=# 4/7 10/30/2018 Landmark Web Official Records Search Instrument Number: 20180927001053 Document:EAS Rec: $105.00 Page-5 of 7 Record Date:912712018 3:00 PM King County, WA https://recordsearch.kingcounty.gov/LandmarkWeb/search/index?theme=.blue§ion=searchCriteriaParcelld&quickSearchSelection=# 5/7 10/30/2018 Landmark Web Official Records Search Instrument Number: 20180927001053 Document:EAS Rec: $105.00 Page-E Record Date:9/27/2018 3:00 PM King County, WA _ 30 0 -20 00 N 0 o S88°50'08' 5.22' I NO1 °09'52"E S88°50'0rE • 7.00' o N 0 113.22 feet (stairs) 0>. o �, o0N �„ cn . it 8.21 fee t(raad) l r R = 40.0 L= 6.33' Private 6' valk easement Si c 88°50'2: 27.14 29.15' 15.22 ft (curve ,area) /OI I I 45.1 • " 6,0' Pr r IA\ https://recordsearch.kingcounty.gov/LandmarkWeb/search/index?theme=.blue§ion=searchCriteriaParcelld&quickSearchSelection=# 6/7 10/30/2018 Landmark Web Official Records Search Instrument Number: 20180927001053 Document:EAS Rec: $105.00 Page-1 Record Date:9/27/2018 3:00 PM King County, WA _ S88°5.0'1-0 co ° 0 Private 6' valk easement 13.22 feet (stairs b1 4 J r C f I188°50'2: 27.14 29.15' 15.22 ft (curve area)r �+• LA I I V a .00' l 1 1 �•.. https://recordsearch.kingcounty.gov/LandmarkWeb/search/index?theme=.blue§ion=searchCriteriaParcelld&quickSearchSelection=# 7/7 0 T 9 N EX. 4 - PL EX plc 04-b°A .__IIIIIMENNIMINIMML AWOL— NM EMPENalue STORM WATER PUMP DESIGN Serving 3 Adjacent Apartment Buildings and Paved Areas Prepared by: Bruce S. MacVeigh, P.E. Civil Engineer/Small Site Geotechnical 14245 59th Ave. S. Tukwila, WA 98168 Cell: 206-571-9794 Eo' t q o 'd v) el N • w •� o 8 Parcel Numbers: 004000-0087, 639110-0000 and 639111-00091 l fg a ; o (Reference Plat of Osterly Park Townhomes, Phase II) a) 'a ;q 4 * Q q vv ob 0 74 O O T4 FX. 4-PLFX /7 [EXPIRES: 4/24/2, P Cl��d3 (F® /17,g .e tzc2 1 FX. 4-P1. A' /P/2/O/78 5 eD/1/)Z2L P�91/ L (. '//7 / ,r) W/ AUP/Dd W3 //JL L,? /'i 5 iOR/ 3 , f. / /D1D,PA/NA6E f- SAS€JT N 7" EX, L'E' f? e..#- zDi9/D3ODoe ;/e REVIEWED FOR CODE COMPLIANCE APPROVED JUN 03 2020 City of Tukwila BUILDING DIVISION FIL CORRTN F�c�O LTR# �--- 1 ,'RECEIVED APR [ 4 LJ/LJ TUKWILA PUBLIC WORKS RECEIVED CITY OF TUKWILA APR 17 2020 PERMIT CENTER tct--0't „-g 14 12 oI s4 These plans have been reviewejy the Public Works Department for conformance with current City standards. Acceptance is subject to errors and omissions which do not authorize violations of adopted standards or ordinances. The responsibility for the adequacy of the design rests totally with the designer. Additions, deletions or r 'isions to these drawings after this date will void his acceptance and will require a resubmittal of E ised drawings for subsequent approval. Final acceptance is subject to field the Public Works utilities inspecto Date: By, TLLfJ2o inspection by STORM WATER PUMP DESIGN Serving 3 Adjacent Apartment Buildings and Paved Areas Parcel Numbers: 004000-0087, 639110-0000 and 639111-0000 (Reference Plat of Osterly Park Townhomes, Phase 11) Prepared by: Bruce S. MacVeigh, P.E. Civil Engineer/Small Site Geotechnical 14245 59th Ave. S. Tukwila, WA 98168 CeII: 206-571-9794 x� 0t,� NEM/ PDX/ER l?D T/1/6 70 d�Lbv,� A/Y,P L'D/Y7 49 EXPIRES: 4/24/Z/ FED '2c /3,..leapre:Zo LXs e" ‘-zwc . kf,d9L L Ex, ee 7-/ A0,0 5—ei/Lt .Z liI'/ P.o"'• /'i/7 /44,4 Teri /h" 2 " 99, O,E " 9 ^, Co \_ ./9.2,,P4x , Pti'a/1 / /vT 6/M''A' //2 a.: VV 7A'.e / lN- P2i9e Z �, PVC-S/1/4 4"PveE. l%z'k'/rge rive, /, NEW CH' T-/ W/ I/19PIE 64'/1 e'/5 '1=ze.7 INSTALLATION INFORMATION P/2. /Nn/LA 7e ANh L/Y6A$EE P/PE Pi A' .�I74/2 'f/EE'T . '/.;A 1. The new pump to be a 3/10 HP effluent pump, specified as Hydromatic or equivalent. It is recommended that if space is available in the pump catch basin, that a larger pump, perhaps a 5/10 HP pump, be installed. 2. The on/off control will be the float switch provided with the pump. 3. All electrical work to be performed by a licensed electrician, with all work meeting IEC, State and local codes. All electric work in the pump area will be NEMA grade. Note that the apartment building already has a separate circuit for exterior purposes. The power line will feed from that, with a GFI breaker at the breaker box for that circuit. 4. The new catch basin will be fitted with a PVC tee with a push fit cap at its outlet. 5. The pavement repair will be sloped to drain to the new catch basin, and to not drain to the old pump catch basin. The pavement repair will consist of a minimum of 2" HMA 1/2" with a tar seal at edges. ti FX, "Dc7E/eL P'QE. `{L1 ? T- I /E Z 4 = /OS, - 7'/- APPROVE- MAY 15 2011 City of Tukv. PUELIC W.) These plans have been reviewed by the Public Works Department for conformance with current City standards. Acceptance is subject to errors and omissions which do not authorize violations of adopted standards or ordinances. The responsibility for the adequacy of the design rests totally with the designer. Additions, deletions or revisions to these drawings after this date will void this acceptance and will require a resubmittal of revised drawings for subsequent approval. Final acceptance is subject to field inspection by the Public Works utilities inspector. MAY 15 2020 Read here for information on steps we are taking regarding COVID-19. Ex) Illv4/EA/ 7) Single Phase Simplex Control Panel Compact Single Phase Simplex Control Panel The NEX Series® simplex panel is designed to control one single phase pump in water and wastewater applications. Two control switches activate a turn the pump on and off. If an alarm condition occurs, an additional alarm switch activates the audible/visual alarm system. The compact design (8 x for residential applications. Universal pump voltage and control/alarm power allows the NEX Series® simplex panel to handle three voltages (120/2( innovative internal design of components and integral mounting tabs make installation quick and simple. Features Panel Components: • Enclosure measures 8x6x4 in NE.MA 4X • Padlockable latch • Integral mounting feet for indoor or outdoor use • Power Relays (not shown) control pump by switching electrical lines • HOA switches for manual pump control • Green pump run indicator lights • Field wiring terminal blocks • Control/alarrn fuses • Control/alarm power indicator • Ground lug • Circuit breakers • Float status indicator lights • Elapsed time meters (optional) Privacy - Terms • Standard alarm package: o Red alarm beacon o Alarm horn o Exterior alarm test/silence push button switch o Auxiliary alarm contacts Features: • Compact 8 x 6 x 4" enclosure design is an ideal solution for residential applications • Universal pump voltage and control/alarm power; one panel handles three voltages (120/208/240V) • Integral mounting tabs for easy installation • Integral padlockable latch for added safety • Innovative design of internal components allows for quick, simple installation UL/cUL Listed Five -Year Limited Warranty Patent Pending Specifications ENCLOSURE: • 8 x 6 x 4 inches (20.32 x 15.24x 10.16 cm) • Padlockable NEMA 4X (ultraviolet stabilized thermoplastic with integral mounting feet for outdoor or indoor use) ALARM HORN: • 85 - 90 decibel rating Downloads Available Downloads • Catalog Page with Pricing • Catalog Page without Pricing • Features & Benefits (in Englh). • Features & Benefits (en franpais) • Installation Instri dtinns • We're Proud to Offer a Five -Year Limited Warranty Visit our downloads section of this website for additional literature. LIBRARY PPRO MAY 15 202g City of Tukwila cd5 l� Privacy - Terms Simple Heating System Size: Washington State This heating system sizing calculator is based on the Prescriptive Reestuirements of the?,915 Washington State _Energy Code (WSEC) and ACCA Manuals J and S, This calculator will calculate healing loads only. ACCA procedures for sizing cooling systems should be used to determine cooling loads. Please fill out all of the green drop -downs and boxes that are applicable to your project, As you make selections in the drop -downs for each section, some values will be calculated for you. If you do not see the selection you need in the drop -down options. please call the WSU Energy Extension Program at (360) 956-2042 for assistance. Project Information -r ulc.,, / L-A k t ;/ ; re Heating System Type: A!I Other 5yl~ems Contact Information ,7 t S rti(r '1 k tom. tag. `" 160 e Hint Pump To see detailed instructions for each section. place your cursor on the word "Inst,uctions" Desiqn Temperature -t"UKWILA Area of Building Conditioned Floor Area Conditioned Floor Area (sq ft) Average Ceiling Height Average Ceiling Height (ft) Glazing and Doors Skylights Insulation Attic g t72CD pr rM r� ' i Single Rafter or Joist Vaulted Ceilings 0 Above Grade Walls (see Figural) e 5.4.0 s--21 Floors • 02. al Below Grade Walls (sec Figure 1) Slab Below Grade rseo Flau,n n Slab on Grade (see Figure u Pocation of Ducts CORRECTION LTR#_,-_ UQ(J„ U too J Ut:P 4 O Figure 1. RECEIVED CITY OFTUIOND & FEB 10 2020 PERMIT CENTER to150t io► Design Temperature Difference (.\T) \T a lndonr 170 degrees) - Outdoor Design Temp C o Conditioned Vol m IO,&S U-Factor X Area No selection U-Factor X 0.50 U-Factor X No selection U-Factor X No selection U-Factor X No selection U-Factor X No selection U-Factor X No selection Area = UA �t Area = UUA5,,. 3. Area UA Area UA Area UA Area UA ti X Length UA sell o selection Lf_ RWigNvE3P E. coQaceam APPROVED JUNJ Vi0et�Q Sum of UAtt,,�� q�,>i r EnvetoaIt a>aLlUkwila BUI ADnv D, visi0 VolumeX 06X.\TX 018 Building Design Heat Load Air Leakage + Lnvelope Heat Loss Building and Duct Heat Load Ducts in unconditioned space Sum of Budding Heat Loss X 1.10 Ducts in conditioned space Sum of Budding Heat Loss j(1 3(0( UA clent ment Output 1 40 for Forced A,r Fu 25 for Heat Pimp Co, LE Btu / Hour Blu / Hour Btu / Hour Btu / Hour Btu / Hour (07/01/13) Window, Skylight and Door Schedule Project Information Contact Information 4 I .-4 rill r P -14 Exempt Swinging Door (24 sq. ft. max.) Exempt Glazed Fenestration (15 sq. ft. max.) Vertical Fenestration (Windows and doors) Component Description Ref. U-factor Ref. U-factor .1.L--t5 i hr = 14al, ram.-.., P; cj l e) Le; C i + . `'- ,-; LA.:"! J 21 1 i' ,i ti c. r. f, ',,',- _ f!; r j c . i t 1 L y� 1 KI T i • :!` • f 715 /4, i<, t 1 c1 I tt - ST Width Height Qt. Feet Inca Feet Inch I Width Height Qt. Feet in`r' Feet Inch v 4- 2 C" 4- 4 Area UA 0.0 0.00 0.0 0.00 Area UA �5 o.o 0.00 %0.0 "Z0.00 IL 0.0 i 3 Z0.00 o Z0.00 4 0.0 Z0. 00 t 0.0 4- 0.0 40.00 0.0 0.00 0.0 0.00 t 0.0 ,0.00 0.0 0.0 0.00, 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00, 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Overhead Glazing (Skylights) Component Description Sum of Vertical Fenestration Area and UA Vertical Fenestration Area Weighted U = UA/Area 4'))L 4�('-�C7Oi07 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 Width Height Ref. U-factor Qt. Feet Inch Feet Inch Sum of Overhead Glazing Area and UA Overhead Glazing Area Weighted U = UA/Area Total Sum of Fenestration Area and UA (for heating system sizing calculations) Area 0.0 0.0 0.0 0.0 0.0 0.0 o.00' 0.00 UA 0.00 0.00 0.00 0.00 0.00 0.00 0.0 0.0C 0.0C 0.0I 0.0C Prescriptive Energy Code Compliance for All Climate Zones in Washington Project Information Contact Information I,I/ 177, pr, t A ti'•.l t t�i=. 4- Y ; !7 tJ f rt ii2 .ukf,►i) ttE� - This project will use the requirements of the Prescriptive Path below and incorporate the the minimum values listed. In addition, based on the size of the structure, the appropriate number of additional credits are checked as chosen by the permit applicant. Authorized Representative Date All Climate Zones R-Valuea U-Factora Fenestration U-Factorb n/a 0.30 Skylight U-Factor n/a 0.50 Glazed Fenestration SHGCb,e n/a n/a Ceilingk 49' 0.026 Wood Frame Wall9 r'" 21 int 0.056 Mass Wall R-Value' 21/21 0.056 Floor 309 0.029 Below Grade Wall m 10/15/21 int + TB 0.042. Slabd R-Value & Depth 10, 2 ft n/a *Table R402.1.1 and Table R402.1.3 Footnotes included on Page 2 Each dwelling unit in a residential building shall comply with sufficient options from Table R406.2 so as to achieve the following minimum number of credits: 1. Small Dwelling Unit: 1.5 credits Dwelling units less than 1500 square feet in conditioned floor area with less than 300 square feet of fenestration area. Additions to existing building that are greater than 500 square feet of heated floor area but less than 1500 square feet. ! 3G (3 `- ❑2. Medium Dwelling Unit: 3.5 credits All dwelling units that are not included in #1 or #3. Exception: Dwelling units serving R-2 occupancies shall require 2.5 credits. 1113. Large Dwelling Unit: 4.5 credits Dwelling units exceeding 5000 square feet of conditioned floor area. 04. Additions Tess than 500 square feet: .5 credits Table R406.2 Summary Description Credit(s la Efficient Building Envelope la 0.5 1 b Efficient Building Envelope 1 b 1.0 lc Efficient Building Envelope lc 2.0 ld Efficient Building Envelope ld 0.5 2a Air Leakage Control and Efficient Ventilation 2a 0.5 2b Air Leakage Control and Efficient Ventilation 2b 1.0 2c Air Leakage Control and Efficient Ventilation 2c 1.5 3a High Efficiency HVAC 3a 1.0 3b High Efficiency HVAC 3b 1.0 3c High Efficiency HVAC 3c 1.5 3d High Efficiency HVAC 3d 1.0 4 High Efficiency HVAC Distribution System 1.0 5a Efficient Water Heating 5a 0.5 5b Efficient Water Heating 5b 1.0 5c Efficient Water Heating 5c 1.5 5d Efficient Water Heating 5d 0.5 6 Renewable Electric Energy 0.5 ❑ ❑ ❑ 1 2,00 kwh 0.0 Total Credits 0.00 "Please refer to Table R406.2 for complete option descriptions Efficient, quiet fan liVarm up it ,a h n y with a fast -heating element Unique compact design is recess rnourted into you wail to suit any noon^ AI metal surfaces are powder -coated pair!t to remove sharp edges and p-ovide a durable finish Easy to install Rest easy — includes hich temperature safety shutoff Available with or without built-in thermostat CADET :adetheat.com 355.CADET.US Vancouver, Washington 11111 RECEIVED -CITYOF T(J KWILA FEB 10 2020 PERMIT CENTER Get warm on your terms with our most popular wall heater. The Com-Pak is an efficient, affordable way to add warmth without installing ductwork. Our hard wired heaters have proven safety features and multiple installation options, so your family can enjoy safe, sensible warmth for years. ARCHITECTURAL • ENGINEERING INFORMATION Fan forced up flow electric air heaters are ETL listed, factory rated at 120V, 208V, and dual field rated 208V/240V. A powder coated 20 gauge wall mounting can with six knockouts and 34 cubic inch wiring compartment is provided with each complete heater. Each complete heater is powder coated, of unitized construction and attaches to the wall can with a single screw and is self- contained and completely separate from the wall mounting can. Element is of nichrome type wire wrapped on mica insulators with a 16 amp rated, at 240V, high temperature manual power reset limit switch, and a one-time over temperature thermal back-up fuse, both located on the element board in th heated air flow for faster response time to abnormal conditions. A two stag centrifugal blower delivering approximately 40 to 55 CFM is driven by an impedance protected motor. The motor is totally isolated from the heating chamber. Metal grill is of one piece, 20-gauge construction and finished w a powder coat paint system. TECHNICAL INFORMATION UL safety standards require the heater to be placed a minimum distance of inches (1.9 cm) from adjacent surfaces and 4-1/2 inches (11.4 cm) from the fl Manufacturer recommends installations 12 inches from all surfaces for long REVIEWED FOR CODE COMPLIANCE APPROVED JUN 03 2020 /4 City of Tukwila UILDING DIVISION and cleaner performance. All models 1500 watts or less may be ceiling mounted. A 3-foot (91.4 cm) minimum clearance is required for furniture or other objects placed directly in front of the heater. Electric wall heaters and thermostats work best when installed on an inside wall. :.,,,ERECTION Intertek ,ested to UL s.at d,,ds bO38 COM-PAK CADET* Grill: 9"W x 12"H x 1 "D • Rough -in: 8"W x 10-1/8"H x 4"D Thermostat temperature range 40°F to 85°F Heater assemblies require a wall can, grill kit, and may require a thermostat PART MCGFL" WATTF VOLTS ANT f: BT11S wr/185 67508 CSC101TW 67580 CSC101TA 67509 CSC151TW 67581 CSCISITA 67505 CSC102TW 67577 CSC102TA 67506 CSCI52TW 67578 CSCIS2TA 67507 CSC202TW 67579 CSC202TA Complete unit with stet, wall can & grill, white or almond 1000 . 120 8.3 3415 7 67549 CSC101 Complete unit w/o stet, with wall can & grill 67553 CSC151 67541 CSC102 67543 CSC152 67544 CSC202 67550 CSG51 Heater assembly w/o thermostat 67560 CS051T Heater assembly with thermostat 67515 CS101 67523 CS101T 67516 CS151 67524 CS151T 67563 C5058 67573 CS058T 67564 CS078 67589 CS078T 67557 CS108 67586 CS108T 67569 C5118 6/595 CS115T 67571 CS158 67599 C5158T 67517 CS208 67525 CS2GST 67584 C5052 67585 CS052T 6751C C5072 67518 CSC72T 67511 CS102 67519 C5102T 67512 CS122 67520 CS122T 67513 CS152 67521 CS152T 675'4 CS202 67522 CS202T WALL HEATER ACCESSORIES (MODEL CS) 1500 120 12.5 5120 7 1000/750 240/208 4.2/3.6 3415/2560 7 1500/1125 240/208 6.3/5.4 5120/3840 7 2000/1500 240/208 8 3/7 2 6825/5120 7 1000 120 8.3 3415 7 1500 120 12.5 5120 7 1000 240/208 4.2/3.6 3415/2560 7 1500 240/208 6.3/5.4 5120/3840 7 2000 240/208 8.3/7.2 6825/5120 7 3.5 4 3.5 4 3.5 4 3.5 4 3.5 4 3.5 4 3.5 4 3.5 4 3.5 4 3.5 4 3.5 4 3.5 4 3.5 4 3.5 4 3.5 a 500 120 4.2 1710 1000 120 8.3 3415 150C 120 12.5 5120 563 208 2 7 1925 750 208 3.6 2560 1000 208 4.8 3415 1125 208 5.4 384C 1500 208 7.2 5120 2000 208 9.6 6825 500/375 240/208 2.1/1.8 1710/1280 750/563 240/208 3.1/2.7 2560/1925 1000R50 240/208 4.2/3.6 3415/2560 1250/937 240/208 5.2/4.5 4265/3200 1500/1125 240/208 6.3/5.4 5120/3840 200'0/1500 240/208 8.3/7.2 6825/5120 PART MODEL ° DF C k1YT1C• c VOLTS MO"; wr/LBS 67061 CC Wall can for model CS. s ^gle or 10-pack 67060 CC10 69110 CCSMB 69111 CCSMW Surface mount wall can fot model CS, black, white or almond 69112 CCSMA 67079 CGW Vertical grill kit ror model CS, single or 10-pack, white 1.5 CSC 15 2 T W 67081 CGW10 12.3 67075 CGA 1.5-i - -'- - Com-Pak wall heater Vertical grill kit for model CS, single or 10-pack, almond 67080 CGAIO 12.3 I I With wall can 65015 CMGA 2.0 i.-._` __.-..._E_ Wattage: 20 = 2000 65016 CMGAS Horizontal grill kit for model CS, single or 5-pack, almond 7.5 i g 15 - 1500 65005 CMGW 2.0 i 12 =1250 65006 CMGWS Horizontal grill kit for model CS, single or 5-pack, white 7.5 i 1 ! i 10-1000 67063 CTT1W Bu It -in thermostat kit fc• model CS. single pole, 240/208/120 22 2 07 - 750 67065 CTTIA 40^F to 85°F, white o . almond I I 05 - 500 67064 CTT2W Bu'It-in thermostat kit for model CS, double pole, 240/2067120 22 .2 Voltage: 1 = 120 67066 CTT2A 40°F to 85°F, white or almond1 2 - 240/208 67'067 CTTt P Built-in thermostat kit, tamper proof for medal CS, 240/208/120 22 .2 8 - 208 single pole, 40°F to 85°F --,•- Includes thermostat 67105 CAMW Adapter plate for model CS,18-1/2"wx 22"h, white or almond 3.5 Color: W -White 67100 LAMA A - Almond 67115 SAMW Adapter plate for model CS, 12'w . 21-1/4'h, white or almond 2 67110 SAMA Side Oral Front iY 7�f 18 s t 1" • 9" 2 5cm 22.9cm Wall Can Side 11/e 10" 28.3cm 25.4cm Wall Can Bottom I 2ocm 7irtm 4" 10.2cm E0 1 12" 30.5cm 4Scm 32cm (1.9cm) Mina 1- ZJ WJ Qa 0 Minimum ROUGH -IN: 8"W X 10.1/8"H X 4"0 67088 FWAP Adapter kit repurposes outdated model FW wall can and grill, use with model CS heater assembly 'Suffix W or A to model designates color 2.8 22.5 4.4 Model No. Code /fhorizontal mounting is preferred for neater assemblies witho.,t thermostat, use model CMGA orCMGW 04 2016 HEATING ELECTRIC UNITS CADET Bruce S. MacVeigh, P.E. Civil Engineer/Small Site Geotechnical 14245 59th Ave. S. Tukwila, WA 98168 Cell: 206-571-8794 February 9, 2020/Revised April 13, 2020 RECEIVED ; APR Z 4 2020 TUKWILA PUBLIC WORKS Subject: STORM WATER PUMP DESIGN, Serving 3 Adjacent Apartment Buildings and Paved Areas (Reference Plat of Osterly Park Townhomes, Phase II) Parcel Numbers: 004000-0087, 639110-0000 and 639111-0000 Subject Permit Number: D19-0348 (Third floor 2-unit condomini addition to existing two-story building at address 14424 34th Av General. The storm system for the above locations was installed with on construction in about 1968. Records are not available, howeve from all building roofs and installed paved parking areas drain b flow to a single Type 1 catch basin in the pavement of the eastern parcel. An inspection of the catch basin notes an old 6" diameter concrete line leading to the east. The pipe likely led to some sort of infiltration system, but this cannot be verified. As observed, the catch basin was heavily silted and had significant garbage and debris. The system is not functional for stormwater disposal, and cannot be restored to its original function. m REVIEWED FOR 41)84E COMPLIANCE APPROVED JUN 03 2020 inal IL kifpf Tukwila ING DIVISION As an interim measure, and in coordination with Osterly Park Townhomes, Division II, adjacent to the apartments, it is agreed to pump the apartment runoff into the newly installed plat street drainage system. At present, an emergency pump of approximately 1/4 HP has been inserted into the catch basin. It functions intermittently, but provides good service when functioning. Remedial Measures and Upgrade. CORRE, TION LTR# The system will be upgraded with the installation of a new Type 1 catch basin next to the old one. The new one will collect the runoff and the old one will be cleaned out and fitted with a new sized pump. The old catch basin with new pump will have a solid lid. The new catch basin wiill ha T uKp... 4" tee with push fit cap to prevent silt and floating debris entering ihGrrY OF pump catch basin. APR 1'7 2020 PERMIT CENTER Attached is a formal design for pump sizing. Chosen is a 3/10 HP effluent pump which is specified as Hydromatic or equivalent. The pump is sized for a (more or less) 10-year storm event. (Note, it is recommended that if space is available in the pump catch basin, that a larger pump, perhaps a 5/10 HP pump, be installed instead of the 3/10 HP pump specified.) The on/off control will be the float switch provided with the pump. Elevations for "on" and "off' are therefore not specified. No alarm is recommended since the failure of the pump will be obvious with excess ponding. The GFI breaker in the circuit will provide the necessary "emergency" shut off function. An in -place 2" PVC line has already been installed leading from the pump catch basin, through the bordering concrete retaining wall, and into a plat street catch basin. The installed 2" pipe will continue to be used without alteration. The location of the riser, installed at a corner in the wall, is in a location not likely to be damaged by vehicles. The electric feed to the pump is temporary and draws power from the apartment building next to the pump area. With installation of the new pump, a new power feed will be installed by a licensed electrician, with all work meeting IEC, State and local codes. All electric work in the pump area will be NEMA grade. Note that the apartment building already has a separate circuit for exterior purposes. The power line will feed from that, with a GFI breaker at the breaker box for that circuit. Summary. The existing system in non-functional. A temporary pumping system demonstrates that the pump system concept is feasible. Provided are plans and specifications for adding an additional catch basin, installing a new larger pump, and installing the pump with formal electrical service for the pump. With new more powerful pump system, the present irritating storm water ponding in the parking lot will substantially be eliminated. While functioning better, the new pump and electrical installation will also provide a much higher level of safety and reliability. frE Bruce MacVeigh, P.E. Civil Engineer Attached: Addendum added April 13, 2020 overbeckstarmpump02/0819 INSTALLATION INFORMATION 1. The new pump to be a 3/10 HP effluent pump, specified as Hydromatic or equivalent. It is recommended that if space is available in the pump catch basin, that a larger pump, perhaps a 5/10 HP pump, be installed. 2. The on/off control will be the float switch provided with the pump. 3. All electrical work to be performed by a licensed electrician, with all work meeting IEC, State and local codes. All electric work in the pump area will be NEMA grade. Note that the apartment building already has a separate circuit for exterior purposes. The power line will feed from that, with a GFI breaker at the breaker box for that circuit. 4. The new catch basin will be fitted with a PVC tee with a push fit cap at its outlet. 5. The pavement repair will be sloped to drain to the new catch basin, and to not drain to the old pump catch basin. The pavement repair will consist of a minimum of 2" HMA 1/2" with a tar seal at edges. Addendum added April 13, 2020 follows: BAD PONDING WHEN TEMPORARY PUMP NOT WORKING CURRENT VIEW OF CATCH BASIN 2" RISER LEADING TO PLAT CATCH BASIN (NOTE: ELECTRICAL CONDUIT IS ABANDONED AND WILL BE REMOVED) Bruce S. MacVeigh, P.E. Civil Engineer/Small Site Geotechnical 14245 59th Ave. S. Tukwila, WA 98'168 Cell: 206-571-8794 ADDENDUM April 13, 2020 Subject: STORM WATER PUMP DESIGN, Serving 3 Adjacent Apartment Buildings and Paved Areas (Reference Plat of Osterly Park Townhomes, Phase II) Parcel Numbers: 004000-0087, 639110-0000 and 639111-0000 Subject Permit Number: D19-0348 (Third floor 2-unit condominium addition to existing two-story building at address 14424 34th Avenue S.) The following information is added to the original project discussion„ 1. Recommended is the retaining of the existing Type 1 catch basin for the pump location. The proposed work is an upgrade of the existing pump system which functions well. Provided with the upgrade is the separation of the catch basin functuon from the pump chamber catch basin by adding a new separate catch basin to accept the runoff, and providing a solid lid for the catch basin housing the pump. There are two factors relating to the recommendation. First, the shallower Type 1 catch basin is in place. Experience with this in -place system has found inspection, cleaning and maintenance to be much easier for the relatively small 1/3 hp (est.) pump, which will continue in use. The care of the catch basins is by the site maintenance person with limited resources, and does not have at hand such equipment as air blower equipment, safety harnesses, etc. needed for the deeper Type 2 catch basin, which requires entry to service. Second, a primary benefit of the larger catch basin for the pump is emergency storage volume. For this system, the location of the catch basins and pump are in a shallow bowl -shaped section of paved parking area. We have seen the minor ponding when the pump was not functioning. For a 6-inch depth (assumed maximum safe and desirable for parking area use), the ponding is roughly 25 feet in diameter. The shallow ponding depth also allows easy access to unclog the pump or otherwise clean/ repair the system. The resulting storage (ignoring catch basin volumes) is: Ponding Area = 491 sf Depth = 0.5 feet (6") Volume is "cone -shaped" - use 1/3 volume rule Storage Volume = (491 x 0.5)/3 = 82 cf = 612 gallons (The estimated storage in a 48" Type 2 catch basin with an active depth of 5' would be about 63 cf.) Note that a possible depth of up to about 12" is possible without causing damage to buildings or other utilities. In that case, there is sufficient parking to have the deeper area not used temporarily. 2. The system, being private, is desired by the owner to be configured as recommended for the above practical benefits. (Engineer's Note: If this were a new system for a major project, this office would likely design the system with a Type 2 catch basin, and possibly with a duplex pump system.) 3. Freezing protection is provided for the vertical outlet pipe. The pipe will receive encasement with concrete, and 2" rigid foam insulation around the outer parts of the pipe. Note that the pipe location is against a backfilled retaining wall, allowing the natural stored soil higher temperatures to reach the embedded pipe. 4. An audio/visual alarm -equipped wall -mounted control panel is added to the plan, with a recommended specification Rhombus single pump control panel, which we have used before for septic systems. Equivalent control panels are acceptable with this office's approval. Installation of this and all electrical work will be by licensed and bonded electrician. Bruce MacVeigh, P.E. Civil Engineer overbeckstormpumpaddendum0l /0819 /-e 2c, �L �■ : 7/v eeiv 7/?) 2 O 7 1,v4, 4-42'rE',4S Pi; OD44dD -40687 824sr, X4eoo /0 , e , ? tee S/' ?N G19//0 - 0646 .ere 4) 4- 4104 SA- .Q , 45, z esa sP �II PA/; 6.179///- i,Q % J LP( , /! 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With this assumption, the inside diameters ("D") for the various nominal pipe sizes can be determined and combined with all other constants to yield the following equation: Where: f = L (Q/K)1.85 f = friction loss through pipe (ft) L = length of pipe (ft) Q = flow (gpm) K = Constant from .Table C-3-1 TABLE C-3-1 Constant "K" PipeNominal Diameter i>.{;n: :.::::.::::.::.•:i�+i#:: ��i<;:^ii:? : ..t ,.::.,;.;.::, . : ,f,.•.} .:/}`�' .,:::.. :�:..:. .. .. .. ..A ... •. ........ ��k if/•+: i:v:�:';:•::;:ti: ::�ifNl)1��:• tii ..........:... .... 1 47.8 66.5 1 1/4 . 98.3 122.9 129.4 11/2 . 175.5 184.8 42) 315.2 332.5 _--( 2 1/2 4.1 520.7 551.1 3 803.9 873.3 920.5 4 1642.9 1692:7 1783.9 6 4826.6 4677.4 4932 Friction loss for some PVC pipe fittings, given in terms of equivalent length of pipe, are provided in Table C-3-2. 58 TABLE C-3-2 Friction Loss for PVC Fittingsl - ......: :..:, .....: ::: ••�,•.r••x:••{r{ox�{•:»Y}':•}YY:ht:�i:•x•4•r;r::;•r}>•�;Y:;::%{5.;,..:+.!{:;:.y,:r•,.y,:?'{;:;:<:<t^:?2?:`::: ....... ..::::v.•::::: .: nvv .w.v::: {ttt{4:Shr:L•}'t n....:.:.:lv„ : ..: ;y :... •. n..:: ' :.::.. •• ::.,:...::.:,..:...;. ...:; ..;u •n ' . t• ..x G•-••r r . v:;.}Y••:•Y:4Y••5;Y• %ii•: i.:rr G��}Yr ...... rv.. ......•.. r. f......... ..........:..... ...:.+ ,........: 4... , r.... h'•:•}ii:^ v:Yiity}};:•:yi•}:{:::. :".f•: •:.4:::L•: •.4:.,•S •. 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J.:.::: :::::::•::::::: is ii: ..:.......:. :i: i::•: r:i:::::':':::: :•::: :'::::. ... �::::::.::. :•.. ..:::.�:::::::: r:::::i:::'Y}: :• , ;: :. iti;:?:�:':.; }i::• :•:::.:.t:i•::'} �. jam.. �.:::.�::.•:::::.::i:�}}i;l)R�:.�:.::.:: ..P. •: '.:i:::'::.: iii �::. �. �:: ':::.>:;:i.;:`::::::i'..'.::.:�::':::::'.:'.:. .: •::.:i:'::L:+::::.:�i+...•�-+`.:':::i':>l;i:;:::i:':_".i::;':;i:y>::v:r:•::;.iiis:v: i:�:.: .: :::::::::::.�:.. 1/2 1.5 0.8 1.0 4.0 • 3/4 2.0 1.0 1.4 5.0 1 2.25 1.4 1.7 6.0 • 11/4 • 4.0 1.8' 2.3 7.0 1 1/2 4.0 2.0 2.7 8.0 2.54.3 _ 12.0 c2.-/2 8.0 3.0 5.1 15.0 3 8.0 . 4.0 6.3 16.0 4 •12.0 5.0 8.3 22.0 6 18.0 8.0 \ 12.5 32.0 8 • 22.0 10.0 16.5 38.0 . 1 From SPEC -DATA, Sheet 15, Plastic Pipe and Fitting Association, November 1994. 59 Pentair Hydromaf Effluent Pump EF Series Cast Iron P-1HP mast iron body and oil -filled motor provide superior cooling characteristics for longer pump life. KEY FEATURES • Carbon/Ceramic Mechanical Shaft Seal • Oil -Filled Motor With Automatic Reset Thermal Overload • Uses Single -Row Ball -Bearing Construction • Piggyback Plug Available for Easy Maintenance and Switch Replacement NARRANTY 2 months from date of purchase or 18 months from date of manufacture, whichever comes first'; THER PRODUCT IMAGES PERFORMANCE CURVES 40 30 20 10 9 0 US GPM 40 30 20 10 x 50 40 30 20 10 8 x 0 US GPM ".-•-..� SHEF30 9,3 10 20 30 40 50 SNEF40 ^• ` 0 US GPM 10 20 30 40 50 60 60 70 SHEF45 100 80 60 40 20 20 40 60 80 100 [..........___ _ SHEF100 `",.,, SHEF50 \4 x` 0 US GPM 20 40 60 RESOURCES 80 100 120 specifications BODY CONSTRUCTION: glass SU uast Iron and engineered I nermopiastic ./Z/( HORSEPOWER: Available' , 4/10,1/2, and 1 HP MAXIMUM HEAD: 24 ft. (7.3 m) MAXIMUM CAPACITY: 44 GPM (2.8 LPS) FLOW at 10' LIFT: 36 GPM SWITCH TYPE: Wide Angle Tethered Float MINIMUM SUMP DIAMETER: Simplex: 18" / Duplex: 30" DISCHARGE PIPE SIZE: 1-1/2" to 2" NPT (model dependent) MAXIMUM SOLIDS HANDLING SIZE: 3/4" AMP DRAW (full load): See Spec Sheets (model and voltage dependent) CORD LENGTH: 20' SJTW VOLTAGE: available in 115v / 208v / 230v / 460v / 575v MAXIMUM LIQUID TEMPERATURE: 120°F (49°C ) MAXIMUM (intermittent) LIQUID TEMP: 120 -140 degrees F (49 - 60degrees C) IMPELLER: Thermoplastic Vortex Specifications OWNER'S MANUAL: SHEF30, SHEF40, SHEF45, SHEF50-SHEF100 Download Manual Download Manual Download Manual CT ENGINEERING Design Criteria: Architect: INC 180 Nickerson St. Suite 302 Seattle, WA 98109 (206) 285-4512(V) (206) 285-0618(F) teaton@ctengineering.com #10014 Structural Calculations For: 6 Plex Remodel Tukwila, WA IBC 2015 _ Wind 110mph (ULT) 85 mph (ASD), Kzt=1.(nREVIEWED FOR Seismic: Ss=1.49, S1=0.56, SDC=D, R=6.5 CODE COMPLIANCE Roof Snow Load = 25 psf APPROVED Barker Architects AIA 8715 NE 119th St. Kirkland, WA 98034 425-821-7601 Dt�-o3�+8 JUP1 03 2020 City of Tukwila BUILDING DIVISION RECEIVED CITY OF T U WILA UCI 25 2019 isRMIT CENTER CT ENGINEERINGG INC 180 Nickerson St. Suite 302 Seattle, WA 98109 (206) 285-4512(V) (206) 285-0618(F) Remodel Add two units t existing four plex Tukwila, Washington DESIGN SUMMARY: The proposed project is to remodel an existing two story four-plex by adding a third floor. The existing structure is a two-story wood framed building. The existing roof is framed with sawn lumber rafters and is nearly flat. The existing second floor is also framed with sawn lumber joists. The groan floor is 2x decking over 4x purlins over a crawlspace. Existing wall construction is 2x framing with wood sheathing under the siding. Existing foundations are conventional spread footing and stem wall, with spot footings in the crawlspace. The proposed remodel involves adding third floor wall framing at the existing roof elevation. These walls would stack with the existing bearing walls below. New roof trusses will bear on the new walls. The existing roof framing is proposed to remain and become the third -floor framing, with sleepers as needed to achieve level. The existing first and second floor framing is to remain with no change in use. Existing wood sheathing anticipated to be'/2' nominal shiplap sheathing with 4" on center nailing. Existing sill plate anchorage is anticipated to be'/2" diameter bolts at 6 feet on center. Provide retrofit foundation plates at 4 feet on center to provide for prescriptive anchorage. Feel free to phone with any questions during the review process pertaining to the construction documents and/or any accessory documents. The following computer design software may have been used for various components: Excel Enercalc Quickwall Note that various software releases may have been used. Where software references standards prior to current code cycle, various design parameters including load factors, load combinations, allowable design stresses, etc., have been verified to meet or exceed those as referenced by the current code. SHEET TITLE: DEAD LOAD SUMMARY CT PROJECT # : 10014 - Osterly Park - Existing 4 plex ROOF Roofing - ashphalt shingles 3.5 psf Misc. 0.9 psf 5/8" plywood (O.S.B.) 2.2 psf Trusses at 24" o.c. 3.0 psf Insulation 1.0 psf (1) 5/8" gypsum ceiling 2.8 psf Misc./Mech. 1.6 psf ROOF DEAD LOAD 15.0 PSF FLOOR DECK floor finish 2.0 psf NO - 1.25" gypsum concrete 0.0 psf 3/4" plywood (O.S.B.) 2.7 psf 2x10 at 12" avg. 3.5 psf Insulation 1.0 psf (1) 5/8" gypsum ceiling 2.8 psf Misc. 2.1 psf FLOOR DEAD LOAD 14.1 PSF floor finish 1.0 psf 1/2" plywood CDX 1.7 psf 3/4" plywood CDX 2.5 psf 2x10 at 16" avg. 2.6 psf Insulation 1.0 psf (1) 5/8" gypsum ceiling 2.8 psf Misc. 2.4 psf FLOOR DEAD LOAD 14.0 PSF 1 t'-w-1:-± • N 1 CroVhAillek) ct 1--- ‘.1 -'Stk ZA I t + — 14) L I afiu HI 7,4 0(1SM, Go /114 Nisi) 176— L o I 1r'-• , 1 N _ 4,z7 c\reNrP RE Fl! 4;5 ,,. 1 •Boltr 0 .1-- r EM; \ CONlv, , I • 1 A- 1,A,2_4"F-rei -41. 10, -. -I- •r..r. FOIR. ';',. 4- t Vo\-o" wars 1 221_044 1- FJ(IST, <dNL, I wail N'; FCE99T OVERSTRESS N 4114 2X (E)C,cr ,E, as NOTE-61 TRESS V .v ) M' wdtl SE' 5:1101+. S- 1.Qtl� {. - FIRST FLOOR AND. SECOND FLOOR FRAMING PLAN 1t4" = 1'-O" (11X17) E) hd if 6Q Q.IQ 17"6-1- XI ER1f .G15 / ERCEY.T OVERSTRESS bean) 4K4-1, 4Kro- H • if l 1 1u 1y H-7 rt/ 3 1 E) ;E)h NOCE. 12 PERCENT ORALS r.44 s m(e�(/0�10 ao QO 0 2!0 4,0 P 2- x4` 0 „ „ 221 d" SF' 27I. r. -10 sr, -+out SECOND FLOOR AND THIRD FLOOR FRAMING PLAN 1/4" = 1'-0" (11X171 -r- 2.-1X4- Erin, WE 233/ kw wA -__ REM¢VO. ( KflRiGk 144 2X+e I10'.6hG!...., •6-1-511'0 (inloOK 111,0'5 Gott) DR 4,0 12.1- 04± q 4)1 PVN 1St, fiRDE IF21:81 I IRO NEW THIRD FLOOR AND ROOF FRAMING PLAN 114" (11X17) ' tit PAIorsir vt5t4 pa 2x4 f_LEY/CT 10 A *1. SD F- r.[..tvAiorl 7... - . - __.LL 20 RAi L ri 1/2'PEEP 1,1Orut If t1ANDR.AtI. 14,44L 2X/4 W.O. il,A,MVRAIL. 2-1./.µ�i�G µ• GX12 FoR I-HR. MTG, �H J IC L Fll,1.r:D CO1-4L, , / I I/111 K I/i x(e ('/4° g t ` M1-L I- IN/ 4- 3/" S.A4 EA, i11� ma y We LSD TIP c%Ai•fl.L, let WIDF '•� G4tAt4 2X2x xt/411MTL,Ar1tLf w/ + LAGg (2- zA. I2 X2 2 eR.t. • tt/ �� eTaP Z- /4" 114i. 5D'TOM R, IAA`-.._`JC, IV `f 'tz"aJ-o" 2 4047 W 7. TKl. 3' E a 24'1 a,G, u+/ 1/2" cox !-') w1 is r(.m.o, PAPER AvPN. StNf�E4a R41 okT, IA15.- 1/2" 414 -T e e No4r..clt"oc. R-1( t3F{. tNS. 'IZ' PL0, w/mv, fAP132 W/610 VIPeY'•. '61DIlsiq/ — K..13 ND BP: 1/ZY l7UtIL, Et;i tow) "ku0/ ,L 1,1q ('LILW1)•".4)/kmIc0. FA PER w/ fr" q, At. 6 • %+k elk' FASALE.L. d WALL 5E T 1 0 H. y2 -,Lo 24 MI4 + Title : Dsgnr: Description : Scope : Timber Beam & Joist Job # Date: 10:03AM, 6 JUN 19 Page 1 10014.ecw:6 PLEX Description 6 PLEX ROOF FRAMING Timber Member Information Timber Section Beam Width Beam Depth Le: Unbraced Length Timber Grade Fb - Basic Allow Fv - Basic Allow Elastic Modulus Load Duration Factor Member Type Repetitive Status Center Span Data Span Dead Load Live Load rResults Mmax © Center @ X = fb : Actual Fb : Allowable fv : Actual Fv : Allowable Reactions in in ft psi; psil ksi' ft #/ft! #/ft Ratio = in-k1 ft; psi! psi psi, GT REATION ONLY 8 FT HDR 6FTHDR 7FTHDR 6x14 6x10 4x8 6x8 5.500 13.500 0.00 Douglas Fir - Larch, No.2 900.0 180.0 1,600.0 1.150 Sawn No 13.00 220.00 365.00 0.8690 148.30 6.50 887.7 678.8 1,030.3 833.9 1,021.5 1,035.0 1,345.5 1,035.0 Bending OK Bending OK Bending OK Bending OK 5.500 9.500 0.00 Douglas Fir - Larch, No.2 900.0 180.0 1,600.0 1.150 Sawn No 8.00 220.00 365.00 0.6559 3.500 5.500 7.250 7.500 0.00 0.00 Douglas Fir - Douglas Fir - Larch, No.2 Larch, No.2 900.0 900.0 180.0 180.0 1,600.0 1,600.0 1.150 1.150 Sawn Sawn No No 6.00 7.00 220.00 220.00 365.00 365.00 0.7657 0.8057 63.9 207.0 Shear OK 56.16 31.59 4.00 3.00 54.3 207.0 Shear OK 83.0 207.0 Shear OK 43.00 3.50 61.4 207.0 Shear OK @ Left End DL LL Max. DL+LL @ Right End DL LL Max. DL+LL Deflections Center DL Defl L/Defl Ratio Center LL Defl L/Defl Ratio Center Total Defl Location L/Defl Ratio lbs. Ibs i Ibs Ibsi Ibs Ibs1 in' 1,430.00 2,372.50 3,802.50 1,430.00 2,372.50 3,802.50 880.00 1,460.00 2,340.00 660.00 1,095.00 1,755.00 770.00 1,277.50 2,047.50 880.00 660.00 770.00 1,460.00 1,095.00 1,277.50 2,340.00 1,755.00 2,047.50 Ratio OK Deflection OK Deflection OK Deflection OK -0.078 1,990.9 -0.130 1,200.0 in -0.208 ft' 6.500 748.7 -0.032 2,977.1 -0.053 1,794.4 -0.086 4.000 1,119.6 -0.036 1,996.0 -0.060 1,203.1 -0.096 3.000 750.6 -0.038 2,186.6 - 0.064 1,318.0 - 0.102 3.500 822.3 Title : Dsgnr: Description : Scope : Timber Beam & Joist Job # Date: 10:03AM, 6 JUN 19 Page 1 10014.ecw:6 PLEX Description 6 PLEX SECOND FLOOR Timber Member Information E 2X8 JST Timber Section Beam Width in; 1.500 4.500 3.500 5.500 Beam Depth in! 7.250 9.250 7.250 9.500 Le: Unbraced Length ftj 0.00 0.00 0.00 0.00 Timber Grade Douglas Fir - Douglas Fir - Douglas Fir - Douglas Fir - Larch, No.2 Larch, No.1 Larch, No.2 Larch, No.2 E32X10BM E6FTHDR E8FTHDR Fb - Basic Allow Fv - Basic Allow Elastic Modulus Load Duration Factor Member Type Repetitive Status Center Span Data Span Dead Load Live Load 2x8 3-2x10 4x8 6x10 psi 900.0 psi 180.0 ksi, 1,600.0 1.000 Sawn Repetitive 1,000.0 900.0 900.0 180.0 180.0 180.0 1,700.0 1,600.0 1,600.0 1.000 1.000 1.000 Sawn Sawn Sawn No No No ft 12.00 11.00 6.00 8.00 #ift, 20.00 190.00 100.00 100.00 #/ftl 53.30 500.00 250.00 250.00 Dead Load #/ft Live Load #/ft Start ft End ftr Results Ratio = 0.9701 1.6263 0.5268 0.4513 Mmax @ Center @ X = fb : Actual Fb : Allowable in-k j 15.83 125.23 18.90 33.60 ft: 6.00 5.50 3.00 4.00 ps1; 1,204.9 1,951.6 616.4 406.1 psi. 1,242.0 1,200.0 1,170.0 900.0 Bending OK O. erStress Bending OK Bending OK fv : Actual psi' 54.8 118.2 49.7 32.5 Fv : Allowable psi; 180.0 180.0 180.0 180.0 Shear OK Shear OK Shear OK Shear OK Reactions DB7 4x10 3.500 9.250 0.00 Douglas Fir - Larch, No.2 900.0 180.0 1,600.0 1.000 Sawn No 7.00 30.00 200.00 105.00 600.00 3.500 7.000 0.8395 45.25 4.17 906.7 1,080.0 Bending OK 90.3 180.0 Shear OK STAIR JST 2X12 1.500 11.250 0.00 Hem Fir, No.1 975.0 150.0 1,500.0 1.000 Sawn Repetitive 12.00 20.00 133.00 0.9315 33.05 6.00 1,044.5 1,121.3 Bending OK 69.2 150.0 Shear OK @ Left End DL Ibs, 120.00 1,045.00 300.00 400.00 196.87 120.00 LL Ibs 319.80 2,750.00 750.00 1,000.00 1,225.00 798.00 Max. DL+LL Ibs 439.80 3,795.00 1,050.00 1,400.00 1,421.87 918.00 @ Right End DL Ibs, 120.00 1,045.00 300.00 400.00 380.62 120.00 LL lbs 319.80 2,750.00 750.00 1,000.00 2,275.00 798.00 Max. DL+LL Ibs! 439.80 3,795.00 1,050.00 1,400.00 2,655.62 918.00 I Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in 0.12 -0.124 -0.016 -0.015 -0.012 -0.035 L/Defl Ratio 1,176.• 1,064.1 4,391.1 6,549.E 6,938.3 4,120.0 Center LL Defl in -0.32 . -0.326 -0.041 -0.037 -0.073 -0.232 L/Defl Ratio 441 3 404.4 1,756.5 2,619.8 1,145.2 619.5 Center Total Defl in' -0.4 9 -0.450 -0.057 -0.051 -0.085 -0.267 Location ft, 6.110 5.500 3.000 4.000 3.668 6.000 L/Defl Ratio 321.9 293.0 1,254.6 1,871.3 983.0 538.6 NOTE: THIS IS AN EXISTING BEAM WITH NO CHANGE OF USE. Title : Dsgnr: Description : Scope : Timber Beam & Joist Job # Date: 10:03AM, 6 JUN 19 Page 1 10014.ecw:6 PLEX Description 6 PLEX THIRD FLOOR i Timber Member Information E 2X8 3ST Timber Section 2x8 Beam Width inl 1.500 Beam Depth in! 7.250 Le: Unbraced Length ft; 0.00 Timber Grade Douglas Fir - Larch, No.2 psi 900.0 psi 180.0 ksi 1,600.0 1.000 Sawn Repetitive Center Span Data Fb - Basic Allow Fv - Basic Allow Elastic Modulus Load Duration Factor Member Type Repetitive Status Span Dead Load Live Load Results Mmax @ Center @ X = fb : Actual Fb : Allowable fv : Actual Fv : Allowable Reactions @ Left End DL Ibsl 120.00 1,045.00 300.00 400.00 LL lbs 319.80 2,750.00 750.00 1,000.00 Max. DL+LL Ibs! 439.80 3,795.00 1,050.00 1,400.00 @ Right End DL Ibs'. 120.00 1,045.00 300.00 400.00 LL Ibs' 319.80 2,750.00 750.00 1,000.00 Max. DL+LL Ibs 439.80 3,795.00 1,050.00 1,400.00 Deflections Ratio OK Defection OK Deflection OK Deflection OK fti #/ft. #/ft! Ratio = in-k fti psis psi; psi' psi; 12.00 20.00 53.30 0.9701 15.83 6.00 1,204.9 1,242.0 Bending OK 54.8 180.0 Shear OK E 6X10 BM 6x10 5.500 9.500 0.00 Douglas Fir - Larch, No.1 E6FTHDR 4x8 E 8 FT HDR 4x8 3.500 3.500 7.250 7.250 0.00 0.00 Douglas Fir - Douglas Fir - Larch, No.2 Larch, No.2 1,350.0 900.0 900.0 170.0 180.0 180.0 1,600.0 1,600.0 1,600.0 1.000 1.000 1.000 Sawn Sawn Sawn No No No 11.00 190.00 500.00 1.1213 125.23 5.50 1,513.8 1,350.0 O -r5£ress 94.1 170.0 hear OK 6.00 8.00 100.00 250.00 0.5268 0.9366 100.00 250.00 18.90 3.00 616.4 1,170.0 Bending OK 49.7 180.0 Shear OK 33.60 4.00 1,095.8 1,170.0 Bending OK 70.8 180.0 Shear OK Center DL Defl in -0.122 -0.100 -0.016 -0.052 L/Defl Ratio 1,176.2 1,326.0 4,391.1 1,852.5 Center LL Defl in -0.326 -0.262 -0.041 -0.130 L/Defl Ratio 441.3 503.9 1,756.5 741.0 Center Total Defl in; -0.449 -0.362 -0.057 -0.181 Location ft. 6.000 5.500 3.000 4.000 L/Defl Ratio 320.9 365.1 1,254.6 529.3 NOTE: THIS IS AN EXISTING 6X10 BEAM. NEW FLOOR USE SHOWS SLIGHT OVERSTRESS. FIELD VERIFY. SISTER 2X EACH SIDE IF NOT 6X10 CT ENGINE ER I N G Project: Client: I N C. °DI+ Dale: 180 Nickerson St. Suite 302 Seattle, WA 98109 (206) 28S-4S12 FAX: Page Number: (206) 285-0618 IMC —2-121(-1 QC' 1/0 f 0 o 1A4 (Z.L; PES Siltv PAIL,91,44itie5 AL a 14,1)(1. e2-0 r-viAiL5 Prd--)S - li tAy:.^. ”,..., 1 ".,102pi ... . ., , lip$ OV. 6E)P-x4-Plf, k3 7735-1-1 -F•I Ps•DD IT iD Wi .?-pt„.) v31,01- tvo,04-0).-6 2,9; It) 5")el g' W6) b/(2. (f) (24Y:-)-D), 2 5/ -4r it%),A4-16L \p5c- (orm ct"_ • V16.0 (15) 'l•-\ Structural Engineers SHEET TITLE: CT PROJECT # : 2015 IBC SEISMIC OVERVIEW 2015 IBC SEISMIC OVERVIEW 10014 - Osterly Park - Existing 4 piex Step # 2015 IBC ASCE 7-10 1. OCCUPANCY CATEGORY TYPE = I1 Table 1604.5 Table 1.5-1 2. IMPORTANCE FACTOR IE= 1.00 Section 1613.1 -> ASCE Table 1.5-2 3. Site Class - Per Geo. Engr. S.C. = D Section 1613.3.5 Section 11.4.2 / Ch. 20 Table 1613.3.3(2) Table 20.3-1 4. 0.2 Sec. Spectral Response Ss= 1.47 Figure 1613.3.1(1) Figure 22-1 5. 1.0 Sec. Spectral Response S1= 0.51 Figure 1613.3.1(2) Figure 22-2 Latitude = 47.47 N Longitude =-122.29 W http://earthquake.usgs.qov/designmaps/us/applicatjon.php http://earthquake.usos.gov/hazards/ 6. Site Coefficient (short period) Fa= 1.00 Figure 1613.5.3(1) Table 11.4-1 7. Site Coefficient (1.0 second) Fv = 1.50 Figure 1613.5.3(2) Table 11.4-2 SMs = Fa * Ss SMs = 1.47 EQ 16-37 EQ 11.4-1 SM1= Fv *Si SM1 = 0.76 EQ 16-38 EQ 11.4-2 Sips = 2/3 * SMs SDs = 0.98 EQ 16-39 EQ 11.4-3 SDI = 2/3 * SM1 SD1 = 0.51 EQ 16-40 EQ 11.4-4 8. Seismic Design Category 0.2s SDCs = D Table 1613.5.6(1) Table 11.6-1 9. Seismic Design Category 1.0s SDC, = D Table 1613.5.6(2) Table 11.6-2 10. Seismic Design Category SDC = D Max. Max. 11.(N&S) Wood structural panels N/A Table 12.2-1 front to back 12.(N&S) Response Modification Coef. R= 6.5 N/A Table 12.2-1 13.(N&S) Overstrength Factor (-20 " 2.5 N/A Table 12.2-1 14.(N&S) Deflection Amplification Factor CD = 4.0 N/A Table 12.2-1 11.(E&W) Wood structural panels N/A Table 12.2-1 side to side 12.(E&W) Response Modification Coef. R= 6.5 N/A Table 12.2-1 13.(E&W) Overstrength Factor 00 - 2.5 N/A Table 12.2-1 14.(E&W) Deflection Amplification Factor CD= 4.0 N/A Table 12.2-1 15. Plan Structural Irregularities No N/A Table 12.3-1 16. Vertical Structural Irregularities No N/A Table 12.3-2 17. Permitted Procedure Equiv. Lateral Force Table 12.6-1 Page 1 SHEET TITLE: CT PROJECT # : 2015 IBC EQUIV. LAT. FORCE N&S N&S: IBC EQUIVALENT LATERAL FORCE PROCEDURE PER ASCE 7-10 10014 - Osterly Park - Existing 4 plex Sips = SDl _ R= IE= Si = Cs = SDS/ (R/IE) Cs = SD1 / (T*(R/IE)) Cs = (SDI * TL)/ (T2*(R/IE)) Cs = 0.044 * SDs . IE > 0.01 Cs = (0.5 S,)/(R/IE) 0.98 0.51 6.5 1.0 0.51 (forT<TL) (for T> TL) CONTROLLING DESIGN BASE SHEAR = h„ = x= C, = T= k= 26.50 (ft) 0.75 ASCE 7 (Table 12.8-2) 0.020 ASCE 7 (Table 12.8-2) 0.234 ASCE 7 (EQ 12.8-7) 1 ASCE 7 (Section 12.8.3) TL = 6 ASCE 7 (Section 11.4.5: Figure 22-12) 0.150 W 0.333 W 0.000 W 0.010 W 0.039 W 0.150 W ASCE 7 (EQ 12.8-2) ASCE 7 (EQ 12.8-3) (MAX.) ASCE 7 (EQ 12.8-4) (MAX.) ASCE 7 (EQ 12.8-5) (MIN.) ASCE 7 (EQ 12.8-6) (MIN.if Si> 0.6g) VERTICAL DISTRIBUTION OF SEISMIC FORCES PER ASCE 7-10 SECTION 12.8.3 DIAPHR. Story Elevation Height AREA DL LEVEL Height (ft) h, (ft) (sqft) (ksf) Roof 3rd (Upper) 9.00 2nd (Main) 8.75 1st (SOG) 8.75 26.50 17.50 8.75 0.00 26.50 17.50 8.75 1400 0.020 1400 0.030 1400 0.030 SUM = E=V= 0.7 E = (EQ 12.8-11) (EQ 12.8-12) Cvx = w; w; *h;k wX *hXk DESIGN SUM (kips) (kips) Lw; *h;k Vi DESIGN Vi 28 42 42 742.0 735.0 367.5 112.0 1844.5 16.85 (LRFD) 11.80 (ASD) 0.40 0.40 0.20 4.75 4.75 4.70 9.45 2.35 11.80 1.00 11.80 DIAPHRAGM FORCES PER ASCE 7-10 SECTION 12.10.1.1 DIAPHR. F; F, w, w, LEVEL (kips) (kips) (kips) (kips) Roof 4.75 4.75 28.0 28.0 3rd (Upper) 4.70 9.45 42.0 70.0 2nd (Main) 2.35 11.80 42.0 112.0 1st (SOG) (EQ 12.10-1) Design FPX = FPX = EF; * wp„ 0.4 * SDs* IE * Wp (kips) _w; FPX Max. 5.48 8.22 8.22 4.75 5.67 4.42 10.95 16.43 16.43 0.2 * SDS* IE * Wp Fp, Min. 5.48 8.22 8.22 Page 2 SHEET TITLE: CT PROJECT # : 2015 IBC SEISMIC OVERVIEW 2015 IBC SEISMIC OVERVIEW 10014 - Osterly Park - Existing 4 plex Step # 2015 IBC ASCE 7-10 1. OCCUPANCY CATEGORY TYPE = 11 Table 1604.5 Table 1.5-1 2. IMPORTANCE FACTOR IE= 1.00 Section 1613.1 -> ASCE Table 1.5-2 3. Site Class - Per Geo. Engr. S.C. = D Section 1613.3.5 Section 11.4.2 / Ch. 20 Table 1613.3.3(2) Table 20.3-1 4. 0.2 Sec. Spectral Response Ss= 1.47 Figure 1613.3.1(1) Figure 22-1 5. 1.0 Sec. Spectral Response S1= 0.51 Figure 1613.3.1(2) Figure 22-2 Latitude = 47.47 N Longitude =-122.29 W http://earthquake.usqs.qov/designmaps/uslapplication.php http://earthquake.usgs.qov/hazards/ 6. Site Coefficient (short period) F2= 1.00 Figure 1613.5.3(1) Table 11.4-1 7. Site Coefficient (1.0 second) Fv = 1.50 Figure 1613.5.3(2) Table 11.4-2 SMs= Fa * Ss SMs= 1.47 EQ 16-37 EQ 11.4-1 SM1 = F„ * Si SMi = 0.76 EQ 16-38 EQ 11.4-2 Sos = 2/3 * SMS Sos = 0.98 EQ 16-39 EQ 11.4-3 SD1 = 2/3 * SM1 SDI = 0.51 EQ 16-40 EQ 11.4-4 8. Seismic Design Category 0.2s SDCs = D Table 1613.5.6(1) Table 11.6-1 9. Seismic Design Category 1.0s SDC1 = D Table 1613.5.6(2) Table 11.6-2 10. Seismic Design Category SDC = D Max. Max. 11.(N&S) Wood structural panels N/A Table 12.2-1 front to back 12.(N&S) Response Modification Coef. R= 6.5 N/A Table 12.2-1 13.(N&S) Overstrength Factor Qo = 2.5 N/A Table 12.2-1 14.(N&S) Deflection Amplification Factor CD= 4.0 N/A Table 12.2-1 11.(E&W) Wood structural panels N/A Table 12.2-1 side to side 12.(E&W) Response Modification Coef. R= 6.5 N/A Table 12.2-1 13.(E&W) Overstrength Factor Do - 2.5 N/A Table 12.2-1 14.(E&W) Deflection Amplification Factor Co= 4.0 N/A Table 12.2-1 15. Plan Structural Irregularities No N/A Table 12.3-1 16. Vertical Structural Irregularities No N/A Table 12.3-2 17. Permitted Procedure Equiv. Lateral Force Table 12.6-1 Page 1 SHEET TITLE: CT PROJECT # : 2015 IBC EQUIV. LAT. FORCE N&S N&S: IBC EQUIVALENT LATERAL FORCE PROCEDURE PER ASCE 7-10 10014 - Osterly Park - Existing 4 plex SDs = 0.98 SD, = 0.51 R = 6.5 IE= 1.0 S, = 0.51 CS = SDS/ (R/lE) Cs = SD, / (T*(R/IE)) Cs = (Sol* TL)/ (T2*(R/IE)) Cs = 0.044 * SDs . IE > 0.01 Cs = (0.5 S,)/(R/IE) (for T< TL) (for T> TL) CONTROLLING DESIGN BASE SHEAR = h„ = x= Ct = T= k= 26.50 (ft) 0.75 ASCE 7 (Table 12.8-2) 0.020 ASCE 7 (Table 12.8-2) 0.234 ASCE 7 (EQ 12.8-7) 1 ASCE 7 (Section 12.8.3) TL = 6 ASCE 7 (Section 11.4.5:Figure 22-12) 0.150 W 0.333 W 0.000 W 0.010 W 0.039 W 0.150 W ASCE 7 (EQ 12.8-2) ASCE 7 (EQ 12.8-3) (MAX.) ASCE 7 (EQ 12.8-4) (MAX.) ASCE 7 (EQ 12.8-5) (MIN.) ASCE 7 (EQ 12.8-6) (MIN.if St> 0.6g) VERTICAL DISTRIBUTION OF SEISMIC FORCES PER ASCE 7-10 SECTION 12.8.2 (EQ 12.8-11) (EQ 12.8-12) Cox = DIAPHR. Story Elevation Height AREA DL w, w, * h;k wx * hxk DESIGN SUM LEVEL Height (ft) h; (ft) (sqft) (ksf) (kips) (kips) 1.4, *h;k Vi DESIGN Vi Roof --- 26.50 26.50 1400 0.020 28 742.0 0.40 4.75 4.75 3rd (Upper) 9.00 17.50 17.50 1400 0.030 42 735.0 0.40 4.70 9.45 2nd (Main) 8.75 8.75 8.75 1400 0.030 42 367.5 0.20 2.35 11.80 1st (SOG) 8.75 0.00 SUM = E = V = 0.7 E = 112.0 1844.5 16.85 (LRFD) 11.80 (ASD) 1.00 11.80 DIAPHRAGM FORCES PER ASCE 7-10 SECTION 12.10.1.1 DIAPHR. F, F; w; w; LEVEL (kips) (kips) (kips) (kips) (EQ 12.10-1) Design Fax = FPx = _F; * wpx 0.4 * SDS* IE * Wp (kips) FPx Max. 0.2*Sus* IE*wp FPx Min. Roof 4.75 4.75 28.0 28.0 5.48 4.75 10.95 5.48 3rd (Upper) 4.70 9.45 42.0 70.0 8.22 5.67 16.43 8.22 2nd (Main) 2.35 11.80 42.0 112.0 8.22 4.42 16.43 8.22 1st (SOG) Page 2 SHEET TITLE: CT PROJECT # : 201 IBC EQUIV. LAT. FORCE E&W E&W: IBC EQUIVALENT LATERAL FORCE PROCEDURE PER ASCE 7-10 10014 - Osterly Park - Existing 4 plex SDS SDI= R= IE= S1= CS = SDS / (RN) Cs = SD1 / (T*(R/IE)) Cs = (SDI * TL)/ (T2*(R/IE)) Cs = 0.044 * SDs * IE > 0.01 Cs = (0.5 S1)/(R/IE) 0.98 0.51 6.5 1.0 0.51 (for T<TL) (for T> TL) CONTROLLING DESIGN BASE SHEAR = h„ = x= CI = T= k= 26.50 (ft) 0.75 ASCE 7 (Table 12.8-2) 0.020 ASCE 7 (Table 12.8-2) 0.234 ASCE 7 (EQ 12.8-7) 1 ASCE 7 (Section 12.8.3) TL = 6 ASCE 7 (Section 11.4.5: Figure 22-12) 0.150 W 0.333 W 0.000 W 0.010 W 0.039 W 0.150 W ASCE 7 (EQ 12.8-2) ASCE 7 (EQ 12.8-3) (MAX.) ASCE 7 (EQ 12.8-4) (MAX.) ASCE 7 (EQ 12.8-5) (MIN.) ASCE 7 (EQ 12.8-6) (MIN.if S1> 0.6g) VERTICAL DISTRIBUTION OF SEISMIC FORCES PER ASCE 7-10 SECTION 12.8.2 (EQ 12.8-11) (EQ 12.8-12) Cvx = Wx * hxk DIAPHR. Story Elevation Height AREA DL LEVEL Height (ft) h, (ft) (sqft) (ksf) Roof 3rd (Upper) 9.00 2nd (Main) 8.75 1st (SOG) 8.75 26.50 17.50 8.75 0.00 26.50 17.50 8.75 1400 0.020 1400 0.030 1400 0.030 SUM = E=V= 0.7 E = w; (kips) 28 42 42 w; *hi* DESIGN SUM (kips) mow; *h;k Vi DESIGN Vi 742.0 735.0 367.5 112.0 1844.5 16.85 (LRFD) 11.80 (ASD) 0.40 0.40 0.20 4.75 4.70 2.35 1.00 11.80 4.75 9.45 11.80 DIAPHRAGM FORCES PER ASCE 7-10 SECTION 12.10.1.1 DIAPHR. F; F, w; `' w; LEVEL (kips) (kips) (kips) (kips) Roof 4.75 4.75 28.0 28.0 3rd (Upper) 4.70 9.45 42.0 70.0 2nd (Main) 2.35 11.80 42.0 112.0 1st (SOG) (EQ 12.10-1) Design Fpx = Fpx = ` F; * w,x 0.4 * SDs* IE * Wp (kips) w1 F. Max. 5.48 8.22 8.22 4.75 5.67 4.42 10.95 16.43 16.43 0.2 * SDs* IE* Wp Fpx Min. 5.48 8.22 8.22 Page 1 SHEET TITLE: CT PROJECT#: ASCE 7-10 WIND PART 2 MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE 7-10 CHAPTER 28.6, PART 2 10014 - Osterly Park - Existing 4 plex N-S E-W F-B S-S 2012 IBC ASCE 7-10 Ridge Elevation (ft). 31.50 31.50 ft. Roof Plate Ht. = 26.50 26.50 Roof Mean Ht. = 29.00 29.00 ft. -- - Building Width = 56.0 25.0 ft. V ult. Wind Speed 110 110 mph Figure 1609 Fig. 26.5-1A thru C V asd. Wind Speed xse, o„,=, 85 85 mph (EQ 16-33) Exposure= B B Section 26.7.3 Iw= 1.0 1.0 N/A Table 1.5.2 Roof Type= 4in12 4in12 Pswn = 26.6 26.6 psf (LRFD) Figure 28.6-1 Ps,.. = -7.0 -7.0 psf (LRFD) Figure 28.6-1 Pszoc = 17.7 17.7 psf (LRFD) Figure 28.6-1 Psx o = -3.9 -3.9 psf (LRFD) Figure 28.6-1 ), = 1.00 1.00 Figure 28.6-1 = 1.00 1.00 Section 26.8 windward/lee = 1.00 1.00 (End Unit) ' Kn' iw ` windward/lee : 1.00 1.00 ps= A' Kzt' I'I}b= Ps n = 26.60 Ps e = -7.00 Psc = 17.70 Pso= -3.90 22.2 -5.5 26.60 psf (LRFD) -7.00 psf (LRFD) 17.70 psf (LRFD) -3.90 psf (LRFD) 22.2 psf (LRFD) -5.5 psf (LRFD) a= 3 3 2a= 6 6 width -2'2a= 44 13 (Eq. 28.6-1) (Eq. 28.6-1) (Eq. 28.6-1) (Eq. 28.6-1) (Eq. 28.6-1) Figure 28.6-1 (Front -Back' (End Unit) windward/lee = 1.00 1.00 MAIN WIND - METHOD 1 PER ASCE 7-05 DIAPHR. Story Elevation Height Areas (N-S) 1.00 0.50 AA As A. Ao Areas (E-W) 1.00 0.50 AA As Ac An (N-S) 16 psf min. wind(LRFD) (E-W) 16 psf min. wind(LRFD) Wind (N-S) (LRFD) WIND SUM Wind (E-W) (LRFD) WIND SUM LEVEL Height (ft) hi (ft) h (ft) (sq. ft) (sq. ft) (sq. ft) (sq. ft) (sq. ft) (sq. ft) (sq. ft) (sq. ft) per 28.4.4 per 28.4.4 Vi (N-S) V (N-S) Vi (E-W) V (E-W) 31.50 5.0 0 60 0 110 0 60 0 32.5 Roof -- 26.50 26.50 4.5 54 0 198 0 54 0 58.5 0 6.8 3.3 4.09 4.09 1.93 1.93 3rd (Upper) 9.00 17.50 17.50 8.9 106.5 0 390.5 0 106.5 0 115.4 0 8.0 3.6 9.74 13.84 4.88 6.80 2nd (Main) 8.75 8.75 8.75 8.8 105 0 385 0 105 0 113.8 0 7.8 3.5 9.61 23.44 4.81 11.61 1st (SOG) 8.75 0.00 Ar= 1409 Ar= 645.6 22.5 kips(LRFD) 10.3 kips(LRFD) V(n-s)= 23.44 kips V(e-w)= 11.61 kips Page 1 SHEET TITLE: CT PROJECT # : ASCE 7-10 Wind Summary MAIN WIND FORCE RESISTING SYSTEM - LOADS FROM ASCE 7-10 CHAPTER 28, PART 1 (or) SEAW RAPID SOLUTION 10014 - Osterly Park - Existing 4 plex SEE SEAW RAPID SOLUTION SPREADSHEET AND INSERT VALUES BELOW MAIN WIND Wind (N-S) Wind (E-W) Min/Part 2 (Max.) Min/Part 2 (Max.) Wind (N-S) (LRFD) Wind (E-W) (LRFD) DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM DESIGN SUM DESIGN SUM LEVEL Height (ft) hi (ft) Vi (N-S) V (N-S) Vi (E-W) V (E-W) Vi (N-S) V (N-S) Vi (E-W) V (E-W) Roof -- 26.50 26.50 0.00 0.00 0.00 0.00 4.09 4.09 1.93 1.93 3rd (Upper) 9.00 17.50 17.50 0.00 0.00 0.00 0.00 9.74 13.84 4.88 6.80 2nd (Main) 8.75 8.75 8.75 0.00 0.00 0.00 0.00 9.61 23.44 4.81 11.61 1st (SOG) 8.75 0.00 V (n-s)= 0.00 kips V (e-w)= 0.00 kips V (n-s)= 23.44 kips(LRFD) V (e-w)= 11.61 kips(LRFD) DESIGN WIND - Min./Part 2/Part 1 - ASD DIAPHR. Story Elevation Height LEVEL Height (ft) hi (ft) Roof --- 26.50 26.50 3rd (Upper) 9.00 17.50 17.50 2nd (Main) 8.75 8.75 8.75 1st(SOG) 8.75 0.00 Wind (N-S) (LRFD) DESIGN SUM Vi (N-S) V (N-S) 4.09 4.09 9.74 13.84 9.61 23.44 V (n-s)= 23.44 kips(LRFD) Wind (E-W) (LRFD) DESIGN SUM Vi (E-W) V (E-W) 1.93 1.93 4.88 6.80 4.81 11.61 V (e-w)= '11.61 kips(LRFD) Wind (N-S) (ASD) 0.6`W- DESIGN SUM Vi (N-S) V (N-S) 2.46 2.46 5.85 8.30 5.76 14.07 V (n-s)= 14.07 kips (ASD) Wind (E-W) (ASD) 0:5*W'', DESIGN SUM Vi (IE-W) V (E-W) 1.16 1.16 2.93 4.08 2.88 6.96 V (e-w)= 6.96 kips (ASD) METHOD 2 base shear METHOD 1 base shear = 0.0 ratio 0.0 ratio Page 1 SHEET TITLE: CT PROJECT # : 2012 IBC SHEARWALLS: PER ANSI/AF&PA SDPWS-2008 Table 4.3A 10014 - Osterly Park - Existing 4 piex 'SHEATHING THICKNESS NAIL SIZE STUD SPECIES SPECIFIC GRAVITY IANCOR BOLT DIAMETER SHEARWALL TYPE 7/16" w/8d common (15/32" values per footnote 2) P6TN P6 P4 P3 P2 2P4 2P3 2P2 N.G. tsheathing = 7/16" nail size = 0.131" dia. X 2.5" long SPECIES = H-F or SPF S.G. = 0.43 Anc. Bolt dia. = 0.625 ASD F.O.S. = 2.0 Table 4.3A V seismic (SDPWS-2008) 0 150 520 760 980 1280 1520 1960 2560 10000 Seismic V s allowable modify per S. G. (divide by 2.0 FOS) (for ASD) 1 150 242 353 456 595 707 911 1190 4650 Table 4.3A V wind (SDPWS-2008) 0 150 730 1065 1370 1790 2130 2740 3580 10000 Wind V w allowable modify per S. G. (divide by 2.0 FOS) (for ASD) 1 150 339 495 637 832 990 1274 1665 4650 GYPSUM THICKNESS NAIL SIZE Response Modification Coef. tsheathing = 1/2" nail size = 1 1/4" long No.6 Type S or W R = 6.5 SHEARWALL TYPE Table 2306.4.7 1/2" w/ 1 1/4" screw V allowable Blocked (PER 2009 IBC) G7 G4 2G7 2G4 Seismic V s allowable modify 125 R>2 not allowed 150 R>2 not allowed 250 R>2 not allowed 300 R>2 not allowed Wind V w allowable R>2 not allowed R>2 not allowed R>2 not allowed R>2 not allowed SHEET TITLE: CT PROJECT # : LATERAL - N 8 S (front to back) 10014 - Osterly Park - Existing 4 plex Diaph. Level: Roof Panel Height = 8 ft. Max. aspect = 3.5 SDPWS Table 4.3.4 Min. Lwall = 2.29 ft. Seismic V i = 4.75 kips Design Wind N-S V i = 2.46 kips Sum Seismic V i = 4.75 kips Sum Wind N-S V i = 2.46 kips (0.6 - 0.14Sds) D + 0.7 p Qe 0.6D+W per SDPWS-2008 pt= 1.00 Table4.3.3.5 Wind Wind E.Q. E.Q. p- 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LoLex Co wdl Vlevel Vabv,Vlevel Vabv. 2w/h v i Type Type v OTM ROTM U„a, Us„m OTM ROOM U„e, Us„m Us„m HD (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) P (Plf) (Plf) (kip-ft) (kip-ft) (kip) (kip) (kip.:ft) (kip-ft) (kip) (kip) (kip) West a 92 7.0 25.0 1.00 0.15 0.16 0.00 0.31 0,00 1.00 1,00 45 P6TN P6TN 23 2.49 6.08 -0.57 -0.57 1.29 7.88 -1.04 -1.04 -0.57 West b 92 7.0 25.0 1.00 0.15 0.16 0.00 0.31 0.00 1.00 1.00 45 P6TN P6TN 23 2.49 6.08 -0.57 -0.57 1.29 7.88 -1.04 -1.04 -0.57 West c 92 7.0 25.0 1.00 0.15 0.16 0.00 0.31 0.00 1.00 1.00 45 P6TN P6TN 23 2.49 6.08 -0.57 -0.57 1.29 7.88 -1.04 -1.04 -0.57 O 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0J10 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.110 0.00 0.00 0.00 0.00 Central west 363 12.0 12.0 1.00 0.15 0.64 0.00 1.23 0.00 1.00 1,00 103 P6TN P6TN 53 9.84 5.00 0.43 0.43 509 6.48 -0.12 -0.12 0.43 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 O.t10 0.00 0.00 0,00 0.00 Central east a 425 12.0 12.0 1.00 0.15 0.75 0.00 1.44 0.00 1.00 1.00 120 P6TN P6TN 62 11.52 5.00 0.58 0.58 5.96 6.48 -0.05 -0.05 0.58 Central east b 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0,00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 East a 112 7.0 25.0 1.00 0.15 0.20 0.00 0.38 0.00 1.00 1.00 54 P6TN P6TN 28 3.04 6.08 -0.48 -0.48 1.57 7.88 -1.00 -1.00 -0.48 East b 112 7.0 25.0 1.00 0.15 0.20 0.00 0.38 0.00 1.00 1.00 54 P6TN P6TN 28 3.04 6.08 -0.48 -0.48 1.57 7.88 -1.00 -1.00 -0.48 East c 112 7.0 25.0 1.00 0.15 0.20 0.00 0.38 0.00 1.00 1.00 54 P6TN P6TN 28 3.04 6.08 -0,48 -0.48 1.57 7.88 -1.00 -1.00 -0.48 O 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- •-- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 O 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0,00 0.00 1.00 0.00 0 - -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 O 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 O 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 O 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- 0 0.00 0.00 0.00 0.00 0,c0 0.00 0.00 0.00 0.00 O 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 O 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 O 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- 0 0.00 0.00 0.00 0.00 0.0D 0.00 0.00 0.00 0.00 O 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.10 0.00 0.00 0.00 0.00 O 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0,00 0.00 0.00 0.00 1.00 0.00 0 - 0 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 1400 66.0 66.0 = L eff. 2.46 0.00 4.75 0.00 2.46 V Eo 4.75 Notes: denotes with shear transfer denotes SB Shear Panel SHEET TITLE: CT PROJECT # : LATERAL - N & S (front to back) 10014 - Osterly Park - Existing 4 plex Diaph. Level: 3rd (Upper) Panel Height = 8 ft. Max. aspect = 3.5 SDPWS Table 4.3.4 Min. Lwall = 2.29 ft. Seismic V i = 4.70 kips Design Wind N-S V i = 5.85 kips Sum Seismic V i = 9.45 kips Sum Wind N-S V i = 8.30 kips per SDPWS-2008 pc= 1.00 Table4.3.3.5 Wind Wind E.Q. E.Q. 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall Lc1 off C 0 w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM ROTM U,e, U,,,m OTM ROTM U„m Usum U,,,m HD (sgft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) West a 92 7.0 25.0 1.00 0.15 0.38 0.16 0.31 0.31 1.00 1.00 89 P6TN P6TN 78 4.97 6.08 -0.18 -0.74 4.36 7.88 -0.55 -1.59 -0.74 West b 92 7.0 25.0 1.00 0.15 0.38 0.16 0.31 0.31 1.00 1.00 89 P6TN P6TN 78 4.97 6.08 -0.18 -0.74 4.36 7.88 -0.55 -1.59 -0.74 West c 92 7.0 25.0 1.00 0.15 0.38 0.16 0.31 0.31 1.00 1.00 89 P6TN P6TN 78 4.97 6.08 -0.18 -0.74 4.36 7.88 -0.55 -1.59 -0.74 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - -- 0 0.00 0.00 0.00 0.00 0.110 0.00 0.00 0.00 0.00 Central west 363 12.0 12.0 1.00 0.15 1.52 0.64 1.22 1.23 1.00 1.00 204 P6 P6 179 19.59 5.00 1.29 1.71 17.22 6.48 0.95 0.83 1.71 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Central east a 425 12.0 12.0 1.00 0.15 1.77 0.75 1.43 1.44 1.00 1.00 239 P6 P6 210 22.94 5.00 1.58 2.16 20.16 6.48 1.21 1.16 2.16 Central east b 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 • 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 East a 112 7.0 25.0 1.00 0.15 0.47 0.20 0.38 0.38 1.00 1.00 108 P6TN P6TN 95 6.05 6.08 -0.01 -0.49 5.31 7.88 -0.40 -1.40 -0.49 East b 112 7.0 25.0 1.00 0.15 0.47 0.20 0.38 0.38 1.00 1.00 108 P6TN P6TN 95 6.05 6.08 -0.01 -0.49 5.31 7.88 -0.40 -1.40 -0.49 East c 112 7.0 25.0 1.00 0.15 0.47 0.20 0.38 0.38 1.00 1.00 108 P6TN P6TN 95 6.05 6.08 -0.01 -0.49 5.31 7.88 -0.40 -1.40 -0.49 O 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 O 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 O 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 O 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 O 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 O 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 O 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 O 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 O 0.0 0.0 1.00 0.0D 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - 0 0.00 0.00 0.00 0.00 0.90 0.00 0.00 0.00 0.00 O 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 O 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1400 66.0 66.0 = L eff. 5..85 2.46 4.70 4.75 8.30 E.VEQ 9.45 Notes: denotes with shear transfer denotes SB Shear Panel SHEET TITLE: CT PROJECT # : LATERAL - N 8 S (front to back) 10014 - Osterly Park - Existing 4 plex Diaph. Level: 2nd (Main) Panel Height = 8 ft. Max. aspect = 3.5 SDPWS Table 4.3.4 Min. Lwall = 2.29 ft. Seismic V i = 2.35 kips Design Wind N-S V i = 5.76 kips Sum Seismic V i = 11.80 kips Sum Wind N-S V i = 14.07 kips per SDPWS-2008 pt= 1.00 Table4.3.3.5 Wind Wind E.Q. E.Q. p 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall Lo�ex Ca w dl V level V abv. V level V abv. 2w/h vi Type Type v i OTM ROTS U„e, U,,,m OTM ROM, Unet U:um Usem HD (sgft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) (Pit) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) West a 92 7.0 25.0 1.00 0.15 0.38 0.55 0.15 0.62 1.00 1.00 111 P6TN P6TN 132 6.20 6.08 0.02 -0.72 7.39 7.88 -0.08 -1.67 -0.72 West b 92 7.0 25.0 1.00 0.15 0.38 0.55 0.15 0.62 1.00 1.00 111 P6TN P6114 132 6.20 6.08 0.02 -0.72 7.39 7.88 -0.08 -1.67 -0.72 West c 92 7.0 25.0 1.00 0.15 0.38 0.55 0.15 0.62 1.00 1.00 111 P6TN P6TN 132 6.20 6.08 0.02 -0.72 7.39 7.88 -0.08 -1.67 -0.72 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - --- 0 0.00 0.00 0.00 0.00 000 0.00 0.00 0.00 0.00 Central west 363 12.0 12.0 1.00 0.15 1.49 2.15 0.61 2.45 1.00 1.00 255 P4 P6 304 24.47 5.00 1.72 3.43 29.18 6.48 2.00 2.83 3.43 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Central east a 425 12.0 12.0 1.00 0.15 1.75 2.52 0.71 2.87 1.00 1.00 298 P4 P4 356 28.65 5.00 2.09 4.24 34.16 6.48 2.44 3.60 4.24 Central east b 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 East a 112 7.0 25.0 1.00 0.15 0.46 0.66 0.19 0.76 1.00 1.00 135 P6TN P6 161 7.55 6.08 0.23 -0.25 9.00 7.88 0.18 -1.22 -0.25 East b 112 7.0 25.0 1.00 0.15 0.46 0.66 0.19 0.76 1.00 1.00 135 P6TN P6 161 7.55 6.08 0.23 -0.25 9.00 7.88 0.18 -1.22 -0.25 East c 112 7.0 25.0 1.00 0.15 0.46 0.66 0.19 0.76 1.00 1.00 135 P6TN P6 161 7.55 6.08 0.23 -0.25 9.00 7.88 0.18 -1.22 -0.25 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 O 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 O 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 O 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 O 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 O 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 O 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 O 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --• 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 O 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 O 0 0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1400 66.0 66.0 = L eff. 5.76 8.30 2.35 9.45 14.07 SVn5 11.80 Notes: denotes with shear transfer denotes SB Shear Panel SHEET TITLE: CT PROJECT # : LATERAL - E & W (side to side) 10014 - Osterly Park - Existing 4 plex Diaph. Levet. Roof Panel Height = 8 ft. Max. aspect = 3.5 SDPWS Table 4.3.4 Min. Lwall = 2.29 ft. Seismic V i = 4.75 kips Sum Seismic V i = 4.75 kips Design Wind N-S V i = 1.16 kips Sum Wind N-S V i = 1.16 kips (0.6 - 0.14Sds) D + 0.7 p Oe 0.6D + W per SDPWS-2008 p t = 1.00 Table4.3.3.5 Wind Wind E.Q. E.Q. p 1.00 E.Q. E.Q. Wind Wind E.O. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDL ex C o w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM RoTC Unai U:om OTM Row Use, U:un, Us„m HD (sqft) (ft) (ft) (kif) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip ft) (kip-ft) (kip) (kip) (kip) Ext. NW1' 262 7.5 10.0 1.00 0.25 0.22 0.00 0.89 0.00 1.00 1.00 118 P6TN P6TN 29 7.10 4.34 0.40 0.40 1.73 5.63 -0.57 -0.57 0.40 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. NW2 105 3.0 8.0 1.00 0.25 0.09 0.00 0.36 0.00 1.00 0.75 158 P6 P6TN 29 2.85 1.39 0.62 0.62 0.69 1.80 -0.47 -0.47 0.62 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. NE2 105 3.0 8.0 1.00 0.25 0.09 0.00 0.36 0.00 1.00 0.75 158 P6 P6TN 29 2.85 1.39 0.62 0.62 0.69 1.80 -0.47 -0.47 0.62 O 0.0 0.0 1.00 0 00 0.00 0.00 0.00 0.00 1.00 0.00 0 - --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. 14E1' 228 6.5 13.0 1.00 0.25 0.19 0.00 0.77 0.00 1.00 1,00 119 P6TN P6TN 29 6.18 4.89 0.22 0.22 1.50 6.34 -0.83 -0.83 0.22 O 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. SW' 320 8.0 22.0 1,00 0.25 0.26 0.00 1.08 0.00 1.00 1.00 136 P6TN P6TN 33 8.68 10.19 -0.21 -0.21 2.11 13.20 -1.51 -1.51 -0.21 O 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 olio 0.00 0.00 0.00 0.00 Ext. SE' 380 13.0 27.0 1.00 0.25 0.31 0.00 1.29 0.00 1.00 1.00 99 P6TN P6TN 24 10.30 20.32 -0.81 -0.81 2.51 26.33 -1.93 -1.93 -0.81 O 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 O 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 000 0.00 0.00 0.00 0.00 O 0 0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0 00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - 0 0.00 0.00 0.00 0.00 0.f10 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 O 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 O 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 O 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 O 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 O 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 O 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 O 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 O 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 O 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 O 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1400 41.0 41.0 = L eff. 1.16 0.00 4.75 0.00 Vwmtl 1.16 :I/Ea 4.75 Notes: denotes with shear transfer denotes SB Shear Panel SHEET TITLE: CT PROJECT # : LATERAL - E & W (side to side) 10014 - Osterly Park - Existing 4 plex Diaph. Level: 3rd (Upper) Panel Height = 8 ft. Max. aspect = 3.5 SDPWS Table 4.3.4 Min. Lwall = 2.29 ft. Seismic V i = 4.70 kips Design Wind N-S V i = 2.93 kips Sum Seismic V i = 9.45 kips Sum Wind NS V i = 4.08 kips per SDPWS-2008 pi.= 1.00 Table4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall Lci,H. C o w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM ROW U. Us„m OTM Ron, U„st U,u,n U,,,m HD (sgft) (ft) (ft) (kit) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip=ft) (kip-ft) (kip) (kip) (kip) Ext. NW1* 262 7.5 10.0 1.00 0.25 0.55 0.22 0.88 0.89 1.00 1.00 236 P6 P6TN 102 14.14 4.34 1.43 1.84 6.11 5.63 0.07 -0.50 1.84 O 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. NW2 105 3.0 8.0 1.00 0.25 0.22 0.09 0.35 0.36 1.00 0.75 315 P4 P6TN 102 5.67 1.39 1.83 2.46 2.45 1.80 0.28 -0.20 2.46 O 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. NE2 105 3.0 8.0 1.00 0.25 0.22 0.09 0.35 0.36 1.00 0.75 315 P4 P6TN 102 5.67 1.39 1.83 2.46 2.45 1.80 0.28 -0.20 2.46 O 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. NE1' 228 6.5 13.0 1.00 0.25 0.48 0.19 0.77 0.77 1.00 1.00 237 P6 P6TN 102 12.31 4.89 1.27 1.49 5.32 6.34 -0.18 -1.00 1.49 O 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. SW' 320 8.0 22.0 1.00 0.25 0.67 0.26 1.07 1.08 1.00 1.00 270 P4 P6TN 117 17.27 10.19 0.97 0.76 7.46 13.20 -0.78 -2.29 0.76 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. SE' 380 13.0 27.0 1.00 0.25 0.79 0.31 1.28 1.29 1.00 1.00 197 P6 P6TN 85 20.51 20.32 0.02 -0.80 8.86 26.33 -1.42 -3.35 -0.80 O 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 O 0.0 0.0 1.00 0-00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.110 0.00 0.00 0.00 0.00 O 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 O 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 O 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 O 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 O 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 O 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 O 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 O 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1400 41.0 41.0 = L eff. 2.93 1.16 4.70 4.75 `V„.,„,, 4.08 S; VE0 9.45 Notes: denotes with shear transfer denotes SB Shear Panel SHEET TITLE: CT PROJECT # LATERAL - E 8: W (side to side) 10014 - Osterly Park - Existing 4 plex Diaph. Level: 2nd (Main) Panel Height 8 ft. Max. aspect = 3.5 SDPWS Table 4.3.4 Min. Lwall = 2.29 ft. Seismic V i = 2.35 kips Design Wind N-S V i = 2.88 kips Sum Seismic V i = 11.80 kips Sum Wind N-S V i = 6.96 kips per SDPWS-2008 pt= 1.00 Table4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall Loy en. Co w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM Row U„o, U,,,m OTM Re,M U. U,,,m Use , HD (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) it (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip ft) (kip-ft) (kip) (kip) (kip) Ext. NW? 262 7.5 10.0 1.00 0.25 0.54 0.76 0.44 1.77 1.00 1.00 294 P4 P6 174 17.66 4.34 1.95 3.79 10.43 5.63 0.70 0.20 3.79 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. NW2 105 5.0 8.0 1.00 0.25 0.22 0.31 0.18 0.71 1.00 1.00 177 P6 P6TN 104 7.08 2.32 1.10 3.56 4.18 3.00 0.27 0.08 3.56 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. NE2 105 5.0 3.0 1.00 0.25 0.22 0.31 0.18 0.71 1.00 1.00 177 P6 P6TN 104 7.08 2.32 1.10 3.56 4.I8 3.00 0.27 0.08 3.56 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. NE1* 228 6.5 13.0 1.00 0.25 0.47 0.66 0.38 1.54 1.00 1.00 296 P4 P6 174 15.37 4.89 1.80 3.29 9.07 6.34 0.47 -0.53 3.29 O 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 000 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 000 0.00 0.00 0.00 0.00 Ext. SW* 320 8.0 22.0 1.00 0.25 0.66 0.93 0.54 2.16 1.00 1.00 337 P4 P6 199 21.57 10.19 1.55 2.31 12.73 13.20 -0.06 -2.36 2.31 O 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. SE' 380 13.0 27.0 1.00 0.25 0.78 1.11 0.64 2.56 1.00 1.00 246 P4 P6TN 145 25.61 20.32 0.43 -0.37 15.12 26.33 -0.91 -4.26 -0.37 O 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 O 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0 00 0.00 0.00 0.00 1.00 0.00 0 - -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 O 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 O 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 O 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 O 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 O 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1400 45.0 45.0 = L eft. 2.88 4.08 2.35 9.45 EV,,;,,d 6.96 S_Veo 11.80 Notes: denotes with shear transfer denotes SB Shear Panel City of Tukwila Attn: Joanna Spencer Bruce S. MacVeigh, P.E. Civil Engineer/Small Site Geotechnical 14245 59th Ave. S. Tukwila, WA 98168 Cell: 206-571-8794 Octo REVIEWEU FUr� CODE COMPLIANCE APPROVED JUN 03 2020 teemTukwila DIVISION Subject: Parking Area Catch Basin - Maintenance Recommendation, Existing Multi -Family Residence, 14424 34th Avenue S., Tukwila, WA (PN: 639111-0000) Dear Ms. Spencer: On this date this office visited the above site. The purpose was to observe a clogged and backed up catch basin in the paved parking area serving the above multi -family residence. Significant ponding was observed. The catch basin is a standard Type 1 with grate. The outlet pipe is either a 6" or possibly and 8" diameter. Due to the flooded condition of the catch basin during the visit, further direct observation was not possible. Attached are visit photographs. The catch basin serves the parking area and the building's roof area. The building was constructed in 1968, with the parking area and its drainage system installed at that time. No information is available about the site drainage system aside from the observed catch basin. Based upon observations during the visit and supplemental information about preliminary attempts to un-clog the catch basin, it appears that it had experienced significant deferred maintenance and cleaning. When clogging was first evident, silt and mud significantly filled the catch basin and its outlet pipe. The following is recommended as a good first attempt to un-clog the system. A commercial drainage cleaning contractor with experience in this type of work should be employed. The catch basin should be completely cleaned out with the "vactor truck" type of equipment. The pipe clogging may be serious, more serious if it leads to an infiltration trench, and should be cleaned to the maximum extent possible with a vacuum hose. Water jetting down the pipe should not be done as it may wash silt and debris down into possible infiltration trench bedding. The office is available as required to work with the cleaning contractor to further evaluate the situation Thank you for your assistance. Sincerely, Bruce S. MacVeigh, P.E. Civil Engineer EXPIRES: 4/24/2/ RECEIVED CITY OF TUKINILA OCT 252019 PERMIT CENTEF overbeck21/0819 1 2 City of Tukwila Department of Community Development 3/5/2020 MIKE OVERBECK 4620 S 148th St TUKWILA, WA 98168 RE: Permit Application No. D19-0348 3RD STORY ADDITION 14424 34 AVE S Dear MIKE OVERBECK, Allan Ekberg, Mayor Jack Pace, Director In reviewing our current application files, it appears that your permit applied for on 10/25/2019, has not been issued by the City of Tukwila Permit Center. Per the International Building Code, International Mechanical Code, Uniform Plumbing Code and/or National Electrical Code every permit application not issued within 180 days from the date of application shall expire and become null and void. Currently your application has a status of UNDER REVIEW and is due to expire on 4/25/2020. If you still plan to pursue your project, you are hereby advised to do one of the following: 1) If the plan review is complete for the project and your application is approved, you may pick up the application before the date of expiration. At the time of permit issuance the expiration date will automatically be extended 180 days. -or- 2) If the plan review is not completed submit a written request for application extension (7) seven days in advance of the expiration date. Address your extension request to the Building Official and state your reason(s) for the need to extend your application. The Building Code does allow the Building Official to approve one extension of up to 90 days. If it is determined that your extension request is granted, you will be notified by mail. In the event that we do not receive your written request for extension or request is denied, your permit application will expire and your project will require a new permit application, plans and specifications, and associated fees. Thank you for your cooperation in this matter. Sincerely, RflJ Bill Rambo Permit Technician File No: D19-0348 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D19-0348 PROJECT NAME: 3RD STORY ADDITION SITE ADDRESS: 14424 34TH AVE 5 DATE: 04/22/2020 Original Plan Submittal Revision # before Permit Issued X Response to Correction Letter # 2 _ Revision # after Permit Issued DEPARTMENTS: Building Division Fire Prevention Structural ❑ n %w Ay140 P anning Division Permit Coordinator J PRELIMINARY REVIEW: Not Applicable n (no approval/review required) DATE: 04 f 20 Structural Review Required REVIEWER'S INITIALS: DATE: u APPROVALS OR CORRECTIONS: Approved Corrections Required (corrections entered in Reviews) DUE DATE: 07/2/20 Approved with Conditions n Fire Fees Apply Denied (ie: Zoning Issues) n Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: 12/18/2013 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.TukwilaWA.gov REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: ` -YA),,e (Zv Plan ChecWPermit Number: D 19-0348 ❑ Response to Incomplete Letter # Response to Correction Letter # 2 ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner ❑ Deferred Submittal # Project Name: 3rd Story Addition Project Address: 14424 34 Ave S l.A APR 17 2020 PERMIT CEAITER Contact Person: /Y////E d,/L&-iPYEf e Phone Number: Summary of Revision: °et/ — SEA° y A W 1=. APAPP-�o vPI .4 aA g-.46 . r: XPu.sr.4 L. ? 2 /./" L- 2 o v 7 PW fFveL E-7/0V -/9 2 Sheet Number(s): 3/4 4- 44 7b .71�1A/ .5. "l-Al& "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: Entered in TRAKiT on t f --,- — C:\Users\TESTTDownloads\Revision Submittal Form (2).doc Revised: August 2015 City of Tukwila Departnzent of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http:i/www.TukwilaWA.gov REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. ,I Date: /yr( HT 2 d 2,6 Plan Check/Permit Number: D 19-0348 ❑ Response to Incomplete Letter # ® Response to Correction Letter # 2 Revision # after Permit is Issued n Revision requested by a City Building Inspector or Plans Examiner • Deferred Submittal # '�rd Project Name: 3 Story Addition Project Address: 14424 34 Ave S Contact Person: mige aver /j��e�� Summary of Revision: CITY RECEIVED APR 17 if-1 PERMIT CENTER Phone Number: 20C ` 7 e% . O Z. S -.0?Cic (tam ?(A) Cd\JiJDt'�(® ,, s Sheet Number(s): "Cloud" or highlight a/( areas of revision including date of revision Received at the City of Tukwila Permit Center by: Entered in TRAF;i ;" on �-�-- �—� CSUsersUMoco'.AppData icr,s00\W iodows\I NetCachelContent. Outlook \U 1PMD91K\Revision Submittal Frnm.doc Revi>:cd: August 2015 Bruce S. MacVeigh, P.E. Civil Engineer/Small Site Geotechnical 14245 59th Ave. S. Tukwila, WA 98168 RECEIVED CeII: 206-571-8794 April 13, 2020 APR 2 4 'ilia City of Tukwila Attn: Joanna Spencer, P.E. TUKWILA PUBLIC WORKS Subject: COMMENT RESPONSE for STORM WATER PUMP DESIGN, Serving 3 Adjacent Apartment Buildings and Paved Areas (Reference Plat of Osterly Park Townhomes, Phase II) Parcel Numbers: 004000-0087, 639110-0000 and 639111-0000 Subject Permit Number: D19-0348 (Third floor 2-unit condominium addition to existing two-story building at address 14424 34th Avenue S.) Dear Ms. Spencer: The following information is provided per the City comment letter dated March 31, 2020. The portion responded to is the Public Works comment section. (Copy of letter attached for reference.) Thank you for your assistance. 1. A City of Tukwila Bulletin A2 is provided for the work to allow permit feeC calculation. VTR RF T/p 2. We recommend retaining the existing Type 1 catch basin for the pump location. The proposed work is an upgrade of the existing pump system which functions well. We have provided for the separation of the catch basin function from the pump chamber catch basin by adding a new separate catch basin to accept the runoff, and providing a solid lid for the catch basin housing the pump. There are a couple of factors relating to our recommendation. First, the shallower Type 1 catch basin is in place. Experience with this in -place system has found inspection, cleaning and maintenance to be much easier for the relatively small 1/3 hp (est.) pump, which will continue in use. The care of the catch basins is by the site maintenance person with limited resources, and does not have at hand such equipment as air blower equipment, safety harnesses, etc. needed for the deeper Type 2 catch basin, which requires entry to service. Second, a primary benefit of the larger catch basin for the pump is emergency storage volume. For this system, the location of the catch basins and tiNN IW2nd in a shallow bowl -shaped section of paved parking area. We have seen the minor ponding when the pump was not functioning. OZOZ L I Idd .0b viim>in.L JO u.10 o3A1303a For a 6-inch depth (assumed maximum safe and desirable for parking area use), the ponding is roughly 25 feet in diameter. The shallow ponding depth also allows easy access to unclog the pump or otherwise clean/repair the system. The resulting storage (ignoring catch basin volumes) is: Ponding Area = 491 sf Depth = 0.5 feet (6") Volume is "cone -shaped" - use 1/3 volume rule Storage Volume = (491 x 0.5)/3 = 82 cf = 612 gallons (The estimated storage in a 48" Type 2 catch basin with an active depth of 5' would be about 63 cf.) Note that a possible depth of up to about 12" is possible without causing damage to buildings or other utilities. In that case, there is sufficient parking to have the deeper area not used temporarily. The system, being private, is desired by the owner to be configured as recommended for the above practical benefits. (Engineer's Note: If this were a new system for a major project, we would likely design the system with a Type 2 catch basin, and possibly with a duplex pump system. We worked with one like that at a new gas station down on Highway 99 in the Federal Way area last year.) (Note, a summary of the above discussions has been added to the project narrative for the formal permit record.) 3. We have added to the drawings a top view sketch of the pump location in the catch basin. The pump basically sits in the catch basin with its 2" outlet pipe going out the side wall of the catch basin. The electrical box (NEMA) is attached to the side wall above the pump -on level. 4. We concur that freezing protection is needed for the vertical pipe. We have added to the drawings an encasement with concrete, and 2" rigid foam insulation around the outer parts of the pipe. Note that the pipe location is against a backfilled retaining wall, allowing the natural stored soil higher temperatures to reach the embedded pipe. Also, the pump installation will have no check valve (none needed), which will allow pipe to drain after pump -off. 5. An audio/visual alarm -equipped wall -mounted control panel is added to the plan, with a recommended specification Rhombus single pump control panel, which we have used before for septic systems. Equivalent control panels are acceptable with this office's approval. Installation of this and all electrical work will be by licensed and bonded electrician. 6. Couple of things that should be helpful. There is already a mutual storm drainage easement for the three contributing parcels per the 1968 plat. Any new document would not be necessary. Also, the minor easement with Mike Overbeck to allow the pumped water in the 2" line into the Osterly Park system has been completed and recorded. I think we are okay in this respect. 7. As noted, the mutual storm drainage maintenance is already in effect. The revisions to the system (adding the pump) are minor. The drainage regime for the three properties is not altered. (There is also no change in site impervious areas since the current project adds a building third floor over an existing building area.) 8. The property is still owned by Mr. Meng Stab Tzegai, but is organized as a family trust. He is still the point of contact and is manager of the trust. 9. Two condominium units will be added to the new third floor. We believe the $2,423.26 per unit for the Traffic Impact fee has already been paid earlier in the permit process. 10. We understand the Traffic Concurrency Permit has been applied for and permit fee paid. 11. Traffic Impact fee information, see #9 above. As always, thank you for your assistance and "Stay Safe"! Sincerely yours, Bruce MacVeigh, P. Civil Engineer overbeckstormpumprespltr0l /0819 • • TEMPORARY PONDING WHEN PUMP NOT WORKING City of Tukwila Department of Community Development March 31, 2020 MIKE OVERBECK 4620 S 148th St TUKWILA, WA 98168 RE: Correction Letter # 2 DEVELOPMENT Permit Application Number D 19-0348 3RD STORY ADDITION - 14424 34 AVE S Dear MIKE OVERBECK, Allan Ekberg, Mayor Jack Pace, Director This letter is to inform you of corrections that must be addressed before your development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the following departments: BUILDING - C DEPARTMENT: LEE SIPE at (206)-431-3656 if you have questions regarding these comments. • Not ready. Waiting for revised plan submittal. PLANNING - C DEPARTMENT: Jaimie Reavis at 206-431-3659 if you have questions regarding these comments. • 1. Sheet Al shows a 4' metal fence around the recreation space to the north side of Lot 24, with a gate to provide access for residents of the Lot 24/6-plex building. Another gate is needed to allow residents of the townhomes to access the recreation space. The gate shall be located adjacent to a sidewalk. 2. The arrow indicating where concrete pavers are to be located on Sheet Al is incorrect. See the enclosed landscaping site plan, which highlights the areas of the site where pavers are required to be added in yellow. Include on the landscape plan the size, spacing, and number of pavers, and how the ground will be prepared to make sure the pavers will be placed on a level surface. Gravel or mulch should placed to fill in the space between the pavers to create a level and stable walking surface. If there is not a stable, level walking surface shown in the area indicated with a blue line and arrows on the enclosed landscaping site plan, a similar paver treatment shall be used in that area as well. 3. Revise the landscaping plan so that the number of plantings shown in the table matches what is shown on the plan. The symbols shown in the table are not completely consistent with those shown on the plan sheet. Revise to make sure the plan and table are consistent with each other.Note that the landscaping requirements include a mix of evergreen and deciduous trees, one shrub per 7 linear feet of landscape area, and groundcover in all planting areas at a spacing of 12" on center. 4. Add the number and species of groundcover plantings that will be added to the site to meet a spacing of 12" on center. At least two different types of groundcover shall be used. PW - C DEPARTMENT: Joanna Spencer at 206-431-2440 if you have questions regarding these comments. • 1) Since Public Work permit has a progressive fee based on % of site construction cost, please enter the cost estimate on the 1st page of the attached PW Bulletin A2. 2) Existing CB shall be replaced with a 48" Type 2 CB. 3) Submit a detail/diagram showing how pump will be situated inside the CB. 4) Explain how the vertical pipe will be protected from freezing. 5) Add pump malfunction indicator with visible emergency phone # info. 6) A storm drainage easement shall be submitted to PW for review before it can be recorded. 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 7) A storm drainage maintenance is required. 8) Application list Meng Stab Tzegai as property owner, however KC Assessor shows 9) How many condo units will be created by the addition of the 3rd floor. 10) Applicant shall fill out the attached Traffic Concurrency certificate application and pay $300 fee to Public Works. 11) Project is subject to Traffic Impact fee in the amount of $2,423.26 per each unit. Please address the comments above in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that three (3) sets of revised plan pages, specifications and/or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections/revisions must be made in person and will not be accepted through the mail or by a messenger service. Sincerely, Bill Rambo Permit Technician File No. D19-0348 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 City of Tukwila Department of Community Development March 31, 2020 MIKE OVERBECK 4620 S 148th St TUKWILA, WA 98168 RE: Correction Letter # 2 DEVELOPMENT Permit Application Number D19-0348 3RD STORY ADDITION - 14424 34 AVE S Dear MIKE OVERBECK, Allan Ekberg, Mayor Jack Pace, Director This letter is to inform you of corrections that must be addressed before your development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the following departments: BUILDING - C DEPARTMENT: LEE SIPE at (206)-431-3656 if you have questions regarding these comments. • Not ready. Waiting for revised plan submittal. PLANNING - C DEPARTMENT: Jaimie Reavis at 206-431-3659 if you have questions regarding these comments. • 1. Sheet A 1 shows a 4' metal fence around the recreation space to the north side of Lot 24, with a gate to provide access for residents of the Lot 24/6-plex building. Another gate is needed to allow residents of the townhomes to access the recreation space. The gate shall be located adjacent to a sidewalk. 2. The arrow indicating where concrete pavers are to be located on Sheet A 1 is incorrect. See the enclosed landscaping site plan, which highlights the areas of the site where pavers are required to be added in yellow. Include on the landscape plan the size, spacing, and number of pavers, and how the ground will be prepared to make sure the pavers will be placed on a level surface. Gravel or mulch should placed to fill in the space between the pavers to create a level and stable walking surface. If there is not a stable, level walking surface shown in the area indicated with a blue line and arrows on the enclosed landscaping site plan, a similar paver treatment shall be used in that area as well. 3. Revise the landscaping plan so that the number of plantings shown in the table matches what is shown on the plan. The symbols shown in the table are not completely consistent with those shown on the plan sheet. Revise to make sure the plan and table are consistent with each other.Note that the landscaping requirements include a mix of evergreen and deciduous trees, one shrub per 7 linear feet of landscape area, and groundcover in all planting areas at a spacing of 12" on center. 4. Add the number and species of groundcover plantings that will be added to the site to meet a spacing of 12" on center. At least two different types of groundcover shall be used. PW - C DEPARTMENT: Joanna Spencer at 206-431-2440 if you have questions regarding these comments. • 1) Since Public Work permit has a progressive fee based on % of site construction cost„ please enter the cost estimate on the 1st page of the attached PW Bulletin A2. 2) Existing CB shall be replaced with a 48" Type 2 CB. 3) Submit a detail/diagram showing how pump will be situated inside the CB. 4) Explain how the vertical pipe will be protected from freezing. 5) Add pump malfunction indicator with visible emergency phone # info. 6) A storm drainage easement shall be submitted to PW for review before it can be recorded. 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 7) A storm drainage maintenance is required. 8) Application list Meng Stab Tzegai as property owner;, however KC Assessor shows 9) How many condo units will be created by the addition of the 3rd floor. 10) Applicant shall fill out the attached Traffic Concurrency certificate application and pay $300 fee to Public Works. 11) Project is subject to Traffic Impact fee in the amount of $2,423.26 per each unit. Please address the comments above in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that three (3) sets of revised plan pages, specifications and/or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a' Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections/revisions must be made in person and will not be accepted through the mail or by a messenger service. Sincerely, Bill Rambo Permit Technician File No. D19-0348 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D19-0348 DATE: 02/10/2020 PROJECT NAME: 3RD STORY ADDITION SITE ADDRESS: 14424 34 AVE S Original Plan Submittal—X I Response to Correction Letter # Revision # before Permit Issued Revision # after Permit Issued DEPARTMENTS: ii \lic) 14\1 Bui ding Division III Ni-Ve Public Works Fire Prevention Planning Division Structural Permit Coordinator op • PRELIMINARY REVIEW: Not Applicable n (no approval/review required) DATE: 02/11/20 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved Corrections Required (corrections entered in Reviews) DUE DATE: 03/24/20 Approved with Conditions Fire Fees Apply n Denied (ie: Zoning Issues) Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW [ Staff Initials: 12/18/2013 Date: I ►. City of Tukwila REVISION SUBMITTAL Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://ww.TukwilaWA.aov Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Plan Check/Permit Number: >t, osyg Response to Incomplete Letter # Response to Correction Letter # n Revision # after Permit is Issued Revision requested by a City Building Inspector or Plans Examiner ❑ Deferred Submittal # Project Name: /Yy� ! 31--4 i 4Of a, ' Project Address: / yy2 Y 3 y y/ 4 UC Contact Person: Ake 0 / 77,5L C/( Phone Number: 2O4 ' % - 2 1 Summary of Revision: _I) O(kN AI( p/A-o✓ 2) L fNc( (ITC. pl1-N 34_ &al (IA-fti Li 10f-+, RECEIVED CITY OF TUKWILA FEB 10 2020 PERMIT CENTER Sheet Number(s): "Cloud" or highlight all areas of revision including date of revisy Received at the City of Tukwila Permit Center by: [Entered in TRAKiT on W:\Permit Center\Templates\Forms\Revision Submittal Form.doe Revised: August 2015 t CORRE LTR# City of Tukwila Department of Community Development December 11, 2019 MIKE OVERBECK 4620 S 148th St TUKWILA, WA 98168 RE: Correction Letter # 2 DEVELOPMENT Permit Application Number D19-0348 3RD STORY ADDITION - 14424 34 AVE S Dear MIKE OVERBECK, Allan Ekberg, Mayor Jack Pace, Director This letter is to inform you of corrections that must be addressed before your development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the following departments: BUILDING DEPARTMENT: Allen Johannessen at 206-433-7163 if you have questions regarding these comments. • (GENERAL INFORMATION NOTE) PLAN SUBMITTALS: (Min. size 1 1x17 to a preferably maximum size of 24x36: all sheets shall be the same size; larger sizes may be negotiable. "New revised" plan sheets shall be the same size sheets as those previously submitted.) "STAMP AND SIGNATURES" (If applicable) For Engineers: "Every page of a plan set must contain the seal/stamp, signature of the licensee(s) who prepared or who had direct supervision over the preparation of the work, and date of signature. Specifications that are prepared by or under the direct supervision of a licensee shall contain the seal/stamp, signature of the licensee and the date of signature. If the "specifications" prepared by a licensee are a portion of a bound specification document that contains specifications other than that of an engineering or land surveying nature. the licensee need only seal/stamp that portion or portions of the documents for which the licensee is responsible." It shall not be required to have each page of"specifications" (calculations) to be stamped and signed; Front page only will be sufficient (WAC 196-23-010 & 196-23-020). Architects: "date" only not required (WAC 308-12-081). (BUILDING REVIEW NOTES) A} /t A I 1. Revise code references on the cover sheet and any applicable sheets for this project to reference the current 2015 (( ) �f 1'V building codes. Code sections referenced shall also be consistent with current codes. CPA Notf-1) 2. Please complete a * Prescriptive Worksheet - All Climate Zones. * Glazing Schedule * Heating System Sizing bON E. Worksheet per the Washington State Energy Code 2015. Forms are available on the WSEC website booty & http://www.energy.wsu.edu/BuildingEM-Code.aspx f"-cyTEnergyCode.aspx . The window and door schedule shall be consistent, and key referenced to the openings shown on the floor plan. - 4"� -� 4- 4. 3. On the third -floor plan provide a window and door schedule and specify small window size on the south east 4 bedroom and include it in the window schedule, 41-1. w/116okJ (Ai 664 Lz uto 4ke ON R, Fl.- i X' Pr ONP $° eN 2nit) d 1."14�OA. 4. Verify output of the proposed wall heaters are sized for the spaces, comply with current energy codes and are consistent with the heating sizing worksheet recommendations. Provide manufactures speck sheets. Note: Contingent on response to these corrections, further 3plan review may request for additional 4 IVED CITY OF TUKWILA TION 8 FEB 10 2020 MIT 9.FNTER 6300 Southcenter Boulevard Suite �FP 100 • Tukwila Washington 98188 • Phone 206-431-3670 • ax -431 3 6 • PLANNING DEPARTMENT: Jaimie Reavis at 206-431-3659 if you have questions regarding these comments. Al• 1. Submit revisions to the plans to include a site plan showing the staircase up to the open space on the north side of-4114 f the building, along with the improvements and equipment for this area approved with the design review..D0 N I.. Construction details to show conformance with building code requirements related to stairs shall also be provided.poue..0 Engineering may also be necessary. 2. Include information on the design of the fence that will be constructed on 1..Af.-) 5Cdrft the west and north sides of the property to separate access to the open space area on the north side of the building. P(JAJ j This fence shall also be shown on the site plan. 3. Submit the landscape plan for the project, including the steppingstone pavers required to be installed on the north and south sides of the building, per the condition oft e design review completed under permit number L18-0065. ��N 1�...t4 v, CA) L4/+-Q aG E r i..4/J CONC. Pk.+te 5 641,1.&,0 Owr- dtJ $try pi-, 4 L/�.�. Aiv.os4f4 fiL4A) r PW DEPARTMENT: Joanna Spencer at 206-431-2440 if you have questions regarding these comments. bratc-qt- thicY5l�H WILL OD 1)Submit a progress report and findings of un-clogging the storm drainage. 2) Applicant shall submit storm drainage design solution for fixing the flooding problem at the CB. 3) If storm drainage from the condo bldg. is going to be connected to Osterly Townhomes storm drainage system an easement document shall be required. 4) Submit a storm drainage maintenance agreement. Form will be provided by PW at a later date. Contingent on response to these corrections, further plan review may request for additional corrections. Please address the comments above in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that two (2) sets of revised plan pages, specifications and/or other documentation be resubmitted with the appropriate revision block. To better expedite your resubmittal, a 'Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections/revisions must be made in person and will not be accepted through the mail or by a messenger service. Sincerely, Frankie Alexander Permit Technician File No. D19-0348 6300 Southcenter Boulevard Suite 14100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 City of Tukwila Department of Community Development December 11, 2019 MIKE OVERBECK 4620 S 148th St TUKWILA, WA 98168 RE: Correction Letter # 2 DEVELOPMENT Permit Application Number D19-0348 3RD STORY ADDITION - 14424 34 AVE S Dear MIKE OVERBECK, Allan Ekberg, Mayor Jack Pace, Director This letter is to inform you of corrections that must be addressed before your development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the following departments: BUILDING DEPARTMENT: Allen Johannessen at 206-433-7163 if you have questions regarding these comments. • (GENERAL INFORMATION NOTE) PLAN SUBMITTALS: (Min. size 11x17 to a preferably maximum size of 24x36; all sheets shall be the same size; larger sizes may be negotiable. "New revised" plan sheets shall be the same size sheets as those previously submitted.) "STAMP AND SIGNATURES" (If applicable) For Engineers: "Every page of a plan set must contain the seal/stamp, signature of the licensee(s) who prepared or who had direct supervision over the preparation of the work, and date of signature. Specifications that are prepared by or under the direct supervision of a licensee shall contain the seal/stamp, signature of the licensee and the date of signature. If the "specifications" prepared by a licensee are a portion of a bound specification document that contains specifications other than that of an engineering or land surveying nature, the licensee need only seal/stamp that portion or portions of the documents for which the licensee is responsible." It shall not be required to have each page of "specifications" (calculations) to be stamped and signed; Front page only will be sufficient (WAC 196-23-010 & 196-23-020). Architects: "date" only not required (WAC 308-12-081). (BUILDING REVIEW NOTES) 1. Revise code references on the cover sheet and any applicable sheets for this project to reference the current 2015 building codes. Code sections referenced shall also be consistent with current codes. 2. Please complete a * Prescriptive Worksheet — All Climate Zones, * Glazing Schedule, * Heating System Sizing Worksheet per the Washington State Energy Code 2015. Forms are available on the WSEC website http://www.energy.wsu.edu/BuildingEfficiency/EnergyCode.aspx . The window and door schedule shall be consistent, and key referenced to the openings shown on the floor plan. 3. On the third -floor plan provide a window and door schedule and specify small window size on the south east bedroom and include it in the window schedule. 4. Verify output of the proposed wall heaters are sized for the spaces, comply with current energy codes and are consistent with the heating sizing worksheet recommendations. Provide manufactures speck sheets. Note: Contingent on response to these corrections, further plan review may request for additional corrections. 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 PLANNING DEPARTMENT: Jaimie Reavis at 206-431-3659 if you have questions regarding these comments. • 1. Submit revisions to the plans to include a site plan showing the staircase up to the open space on the north side of the building, along with the improvements and equipment for this area approved with the design review. Construction details to show conformance with building code requirements related to stairs shall also be provided. Engineering may also be necessary. 2. Include information on the design of the fence that will be constructed on the west and north sides of the property to separate access to the open space area on the north side of the building. This fence shall also be shown on the site plan. 3. Submit the landscape plan for the project, including the steppingstone pavers required to be installed on the north and south sides of the building, per the condition of the design review completed under permit number L 18-0065. PW DEPARTMENT: Joanna Spencer at 206-431-2440 if you have questions regarding these comments. • 1)Submit a progress report and findings of un-clogging the storm drainage. 2) Applicant shall submit storm drainage design solution for fixing the flooding problem at the CB. 3) If storm drainage from the condo bldg. is going to be connected to Osterly Townhomes storm drainage system an easement document shall be required. 4) Submit a storm drainage maintenance agreement. Form will be provided by PW at a later date. Contingent on response to these corrections, further plan review may request for additional corrections. Please address the comments above in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that two (2) sets of revised plan pages, specifications and/or other documentation be resubmitted with the appropriate revision block. To better expedite your resubmittal, a 'Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections/revisions must be made in person and will not be accepted through the mail or by a messenger service. Sincerely, Frankie Alexander Permit Technician File No. D19-0348 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 PERMIT COORD COPY PLAN REV IEW/ROUTINE SLIP PERMIT NUMBER: D19-0348 DATE: 10/25/19 PROJECT NAME: 3RD STORY ADDITION SITE ADDRESS: 14424 34 AVE S X Original Plan Submittal Revision # Response to Correction Letter # _ Revision # before Permit Issued after Permit Issued DEPARTMENTS: Building Division cD (I �� V Public Works on LNG q_.cwl Fire Prevention Tanning Division Structural PRELIMINARY REVIEW: Not Applicable n (no approval/review required) REVIEWER'S INITIALS: Permit Coordinator 11. DATE: 10/29/19 Structural Review Required DATE: APPROVALS OR CORRECTIONS: Approved u Corrections Required (corrections entered in Reviews) Approved with Conditions Denied (ie: Zoning Issues) DUE DATE: 11/26/19 n Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg�j Fire ❑ Ping PW Staff Initials: 12/18/2013 6/4/2020 JMO Contracting LLC L&I regional offices are closed to public visits until further notice. Offices can still help you by phone from 8 a.m. to 5 p.m. weekdays (except state holidays). Use the phone number for your closest regionan office (https://Ini.wa.gov/agency/contact/#office-locations), or you can call the Office of Information and Assistance at 360-902-5800. lark wasungeo. stale Dewmnm of ki Labor & Industries (https://Ini.wa.gov), [TMO Contracting LLC Owner or tradesperson Overbeck, Michael David Principals Overbeck, Michael David, PARTNER/MEMBER Overbeck, Julia Dee, PARTNER/MEMBER Doing business as JMO Contracting LLC WA UBI No. 603 345 256 4620 S 148th Street TUKWILA, WA 98168 206-787-0259 KING County Business type Limited Liability Company Governing persons MIKE OVERBECK License Verify the contractor's active registration / license / certification (depending on trade) and any past violations. Construction Contractor Active Meets current requirements. License specialties GENERAL License no. JMOCOCL865C4 Effective — expiration 02/24/2014— 06/18/2022 Bond United States Fire Insurance Co Bond account no. 602115625 $12,000.00 Received by L&I Effective date 10/06/2017 06/14/2017 Expiration date Until Canceled Bond history Insurance .............................. Ohio Security Ins Co $1,000,000.00 Policy no. BKS60777050 Received by L&I Effective date 12/30/2019 12/30/2019 Expiration date 12/30/2020 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. 0 3 https://secure.lni.wa.gov/verify/Detail.aspx?UBI=603345256&LIC=JMOCOCL865C4&SAW= 1/2 STATE OF WASHINGTON BUSINESS LICENSING SERVICE Thank you for renewing online Your license renewal has been submitted. Please print this receipt for your records and allow 14 days to receive your new business license document in the mail. Previous Expiration Date: May-31-2020 New Expiration Date: Oct-31-2020 Confirmation Number: Payment Method: 0-014-493-581 Filing Date and Time: 06/04/2020 01:55:28 PM Credit Card ending in 9851 There is a 2.5% credit card convenience fee charged by a third party vendor. Business Entity Information Legal Entity Name: JMO CONTRACTING, LLC Account ID: 603345256-001-0001 Business Location Information Location Name: JMO CONTRACTING, LLC Business Phone: (206) 787-0259 Business Fax: None Location Address: 4620 S 148TH ST TUKWILA WA 98168-4455 Mailing Address: 4620 S 148TH ST TUKWILA WA 98168-4455 Endorsement(s) Tukwila Home Occupation Business Fee Type Tukwila Full -Time Employee Fee Tukwila Part -Time Employee Fee Begin End Count Fee 06/01/2020 10/31/2020 1 $0.00 $0.00 Begin End Count Fee 06/01/2020 10/31/2020 1 $46.67 06/01/2020 10/31/2020 1 $23.33 $70.00 Third Party Credit Card Fee $1.75 Grand Total: $71.75 txL0003 16DE/\ OF DRA AM i�-L �-VAr j 0 144 MR, I'6Co-Z,+ 16'r, AVE, i�Cl, L�14 P, 111-- 14 WAi -q 6- 16, 5 c A� Flg��r F-L(-I�;P\ PLAM m Axc A/5 A2 EX16T, F0!ii4NQATl01`4 PLA4 "I"'o A14 A+ r-xl6r Y -7 -AZ �JFW T'li-HRP �50 ja 13 U (0. -3 -1q I HAVE 21)06t� v- 'p FL 4�11 LWA-1 C--v% 1 �r, F-L. k/j Zvc, Pl.. t-RAM)Nq - alp :50,14+T4, 5,T TM 'v/ 3p,0, 46, ) RAVF- '�)l 0 Z FL. k)/FWF �9AMIN� 20 to ro 4 L0Tt5�-2,,-+1S 5L4'CP- 2jAPAM:5 to SO UTH (44 741 ST. 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PL41 'Ix �41_V, t Of - 4t, 05 FOUNDATIONS 0 'S r M 9 MA IA ISkI IL, ASSUMED REARING YED OF DOUGLAS-FIRILARCII OR 1IErvI- EXTEND FOOTIN '�l FARM 11 Ti1ERRE9MS'0a PEGISTER . 0 -OOTINGS SHALL EXTENT) A FUR. TRUSS MANUFACTURER SUALL SUBMIT SHOP DRAWINGS AND CAPACITY OF 2000 P, ALL EXTERIOR F CALCULATIONS STAMPED, SIGNED AND BATED BY A WASIFINGTONSTATF NUNIMUM OF 1'-6" BELOW ADJACENT EXTERIOR FINISHED GRADE. LICENSED STRUCTURAL ENGENEER. ALL TRUSS PLATES AND CONNECTORS fa CAST-IN-PLACECONCRIET '3000 P�$1114 1% F'c - 2,500 PS1,<gi 28 DAYS. MINIMUM 5-1/2 SACHS OF CEMENT PER CUBIC YARD JAME ARKER OF CONCRETE AND A MAXIMUM OF 6-314 GALLONS OF WATER PER 94N SACK -a"TEWASHINGTI: 4 1 SHALL BE I.C.B.O. APPROVED VERIFY MECHANICAL UNIT LOADS AND OF CEMENT. NO SPECIAL INSPECTION REQUIRED. MAXIMUM SIZrD LOCATIONS WITH SUPPLIER AND FURNISH ADDITIONAL TRUSSES AS AGGREGATE IS 1-1/2 INCHES. MAXIMUMISLUMPIS41INCHES. ALLPTIASES40d Im REQUIRED. WORK PERTAINING TOTHE CONCRETE CONSTRUCTION SUALL CONFORM TO THE BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE. SPECIAL CON D ITIONS: ALL REINFORCING STEEL BOWELS, ANCHOR DOLTS AND OTTHER INSERTS THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND CONDITIONS IN SHALL BE SECURED IN POSITION PRIOR TO POURING CONCRETE. ANCHOR THE FIELD. ALL DISCREPANCIES SHALL BE REPORTED TO THE ARCHITECT BOLTS FOR PRESSURE TREATED SILL PLATES TO FOUNDATION WALLS TO D OR ENGINEER. THE CONTRACTOR SHALL PROVIDE ADEQUATE SHORING AS 5/8 INCH DIAMETER WITH 7 INCH MINIMUM EMBEDMENT INTO CONCRETE REQUIRED UNTIL PERMANENT CONNECTIONS AND STITFIENINGS HAVE BEEN AND MAXEMUM SPACING OF 2 FEET ON CENTER. MINIMUM213 LTSPERSIL INSTALLED. TUE CONTRACTOR SUALL VERIFY SME AND LOCATION OF ALL PLATE PIECE. ONE DOLT TO BE PLACEII) WITH TIACH END OF OPENING IN THE FLOOR, ROOF AND WALLS WITHALL THE APPROPRIATE * TILE SILL PLATE. FOUNDATION WALLS ENCLOSING A BASEMENT nFLow I - DRAWINGS. THE CONTRACTOR SHALL COORDINATE WITH TILE BUILDING FINISHED GRADE SHALL BE WATER PROOFED PER ARCHITECTURAL 0 DEPARTMENT FOR ALL BLDG. DEPT. REQUIRED INSPECTIONS. DO NOT SPECIFICATIONS. SCALE THE DRAWINGS. THE DETAILS SHOWN ARE TYPICAL AND SHALL HE USED FOR LIKE OR SIMILAR CONDITIONS NOT SHOWN. REINFOR61SIGSTFEL: ALL REINFORCING STEEL SHALL BE PLACED IN CONFORMANCE WiTuTHE U BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETFAND THE (E MANUAL OF STANDARD PRACTICETOR REINFORCED CONCRETE CONSTRUCTION BY CRSL DEFORMED REINFORCING STEEL BARS SHALL CONFORM TO ASTM A-6115. GRADE 60 FOR,#6 AND LARGER AND 40 GRADE 2 REINFORCEMENT FOR 115 ANDSMALLER BARS. ALCREINFORCINCIIAR, 9 BENDS SHALL BE MADE COLD, WITI1 A MINIMUM RADIUS OF 6 BAR DIAMETERS (1'-7" MINIMUM). CORNER BARS (2-.0" BEND) SHALL BE Ir PROVIDED FOR ALL HORIZONTAL REINFORCEMENT. LAP AIX BARS A' MINIMUM OF 49 BAR DIAMETERS UNLESS NOTED OTHERWISE. UNLESS OTHERWISE NOTED ON THE DRAWINGS REINFORCING STEEL SHALL HAVE Ic THE FOLLOWING MINIMUNI COVER. < PA g to Wd CONCRETE CAST AGAINST EARTH 3 INCHES CONCRETE EXPOSED TO EARTH OR WEATHER: 0 #6 THROUGH #IS BARS 2 INCHES MIZI �5 BAR AND SMALLER 1-1/2 INCHES CONCRETE NOT LKP69ED TO EARTH OR WEATHER: z deg A, #14,.AND#ISBARS 1-1/2 INCHES #11:BARANDSTYIALLER 314 INCH FIT, =44 SLAB -ON -GRADE (FROM TOP SURFACE) 1-1/2 INCHES fLA4 STRUCTURALTDIBERB: pa% ALL GRADES SHALL CONFORM TO WWPA GRADING RULES FOR WESTERN LUMBER. LATEST EDITION. PROVIDE CUT WASHERS UNDER ALLNUTS AND BOLTS BEARING AGAINST WOOD. ALLVOOD iN'coNTAcT WITH CONCRETE t z SHALL BE PRESSURE TREATED PER PRESERVATIVE TREATMENT NOTE. ALL ism STRUCTURAL LUMBER SHALL BE NOTED BELOW: 2X FLOOR & ROOF JOIST HEM-FM#2—Fb= 850 PSI S DOUG-FUbTkRCH# Fb= SSQPSI 6XBEAMS DOUG-FIRILARCH #2'—*Fb - 875 PSI ILA 4 Lt M V: COLUMNS DOU`G-FHVLAITCH#I—Fb-I000PSI LUTIHIER NOT NOTED DOUG-FIR/LARCH #2—Fb = 850 PST n- rw u4m INUSCELLANEOUS HANGERS TO BE SMIPSON OR APPROVED EQUAL. ALL 51 mly Of Z� if RANGERS SHALL BE FASTENED TO WOOD WITH PROPER MAILS. ALL HOLES wAill�t_41 U14 SHALL BE NAILED. MACHINE DOLTS TO BE A-307. ANCHOR BOLTS INTO W/+Il HOOK CONCRETESHATI BE 518 INCH DIAMMRwrrH 7 INCHES OF EMIREDDMMNT INTO CONCRETE UNLESS NOTED OTHERWISE ON THE PLANS. 4LL NAILS SHALL BE COMMON WHITE NAELS. NAILING SHALL BE IN ACCORDANCE WITH I.B.C. SCHEDULE. FL60R SITEATITIN SHEATHING SHAI 1. BE 3/4 INCH TONGUE & GROOVE, A.P.A. RATED SHEATHING. SPAN RATING 43/24 WITH LONG DIMENSION PERPENDICULAR TO SUPPORTS. UNLESS NOTED OTHERWISE NAIL WITH 10d COMMON NAILS 0 AT 6 INC13ES ON CENTER AT SUPPORTED PANEL EDGES-& 10 INCHES ON CENTER AT INTERMEDIATE SUPPORTS. THE FLOOR SHEATHING SHALL BE Ij GLUED TOTHE JOIST AND THE TONGUE AND GROOVE JOINTS wrru AN APPROVED ADHESIVE. sm ROOFSHEATHIN SHEATH ING SHALL BE 7/16 INCH A.P.A_ RATED SHEATUING. SPAN RATING @3Z I tj�6 1NST4LLE WTTHLQ,NG_DIMENS1ON,A SSSUPPORTS. PANEL END .CHO JOINTS SITALL OCCUR xr SUPPORTS. NAIL SUPPORTED PANEL EDGES WITH SIT NAILS AT 4 INCHES ON CENTER AND 10 INCHES ON CENTER AT INTERMEDIATE SUPPORTS. WALLS IFEATHING I SHEATHING SHALL BE 7116 INCH A.P.A. RATED SHEATHING, SPAN RATLNG 24/0. PANEL END JOINTS SHALL OCCUR AT SUPPORTS. NAIL PANEL EDGES WITH Sd NAILS AT4 INCTIESON CENTFRAND'10 INCIIESON CENTERAT INTERMEDIATE SUPPORTS UNLESS NOTED OTHERWISE ONTHE DRAWINGS. L LUED �LAIIIINATEDTIMBER: _iF-V_1E1AfED F( R LA.N TED ']*IMBERSITALLBEDOUGI,AS-FIR/LA[tCltKIt.NDRIFD. STRESS GRADE COMBINATION 24F-V4 (rt)=2400 PSI, F-165 PSI) FOR SIMPLE SPANS ODE COMPLIA I AND 24F-VS FOR CANTILEVER AND CONTINUOUS REANS. A.I.T.C. APPROVED nECEIVED CERTIFICATE OF CONFORMANCE REQUI RED. GLII-LAMSAIIALL CONFORM CjTy OF -rUj(�-JILA TO A.I.T.C. STANDARDS 117. FABRICATOR SITALL SUBMIT DETAILS ANT) SPECIFICATIONS TO THE ENGINEER AND BUILDING DEPARTMENTFOR JUN 03 202 RE V,-A"D '_ ' I OE ;� CO�I'IPLIA f App iOV2D FEB 10 2020 APPROVAL PRIOR TO FABRICATION. JUN 0 3 2020 IETT FLOOR FRAMING, C ty 0 T w'j CitY of Tukwila PROVIDE FULL DEPTH BLOCKING FOR JOIST AT THE suprOBTS. FLUSH I L I �" V pmtT ^VA.-rER BEAMS (FIT) AND READERS NOT CALLED OUT ONTHE PLANS SHALL HE (2) E83 ILDING DIVISI:) 7 - - L 2XS. ALL VERTICALLY LAMINATED BEAMS AND HEADERS SHALL BE SPIKED TOGETHER WITH 16d NAILS AT 6 INCITES ON CENTER. BEARING WALL FRAMING: ALL DOOR AND WINDOW HEADERS NOT CALLED OUT ON THE PLANS SHALL BE (2) 2XS DOUGLAS-FIWLARCtt 02 WITH ONE CRIPPLE AND ONE STUD EACH 2 tit END FOR OPENINGS 4 FEET OR LESS AND TWO CRIPPLES AND ONE STUD FOR OPENINGS MORE TITAN 4 FEET WIDE. ALLCOLUMNSNOTCALLEDOUTON z PgAW THE PLANS SHALL BE (2) STUDS. SPIKE LAMINATED COLUMNS TOGETHER WITH 16d NAILS AT Ii INCHES ON CFNTFP_ PROVIDE TWO LAYERS OF ASPHALT IMPREGNATED BUILDING PAPER AT CONTACTSIURFACES to BETWEEN WOOD AND CONCRETE. WALLS SHALL HAN% A SINGLE BOTTOM PLATE AND A DOUBLE TOP PLATE. END NAIL 101 PLA17S AN. BOTTOM PLATES . TO EACH STUD WITH 2-16d NAILS. FACE NAIL DOUBLE TOP PLATE WITH 16d NAILS AT 10 INCHES ON CENTEM LAP AND FACE NAIL PLATES WITH 2-16d NAILS AT EACH SPLICE, CORNER INTERSECTION. STAGGER SPLICES A MINIMUM OF 48 INCHES. FACE NAIL'BOTTOM PLATE TO WITH 2-' 16�8 I 6d NAILS.' "'N Landscape Plan 0 (D G air, 1131-11TOMI M1 Quantity Botanical Name Common Name Size Notes 1 Acer fubfurn'Bowhall' Bowhall Maple 2-T cal. 3 Picea glauca'Norlhstar' North Star Dwarf White Spruce 6-8'ht. 4 Taxus x media'Hicksii' Hicksh Yew 6-Uht. Quantity Botanical Name Common Name Size Notes 5 Calamagrostis x acutifolia'Karl Foerster' Feather Reed Grass 1 gal. 3 Hydrangea macrophyllaelue Wave' Blue Wave Hydrangea 5 gal. 12 Lirrope muscan Big Blue Lily Turf 1 gal. 6 Nandina domestica'Firepoweir' Firep, r Heavenly Bamboo 2gal. 9 Nandina domestica'Plum Passion' Plum Passion Heavenly Bamboo 5 gal. 6 Polystichurn muniturn Western Sword Fern 1 gal. Landscaping shall be installed per the landscaping plan conditionally approved by the Board of Architectural Review as part of application Ll 8-0065. Per the condition of approval of the design review, a greater variety of tree species shall be planted than was shown on the plan. The tree species planned to be planted as part of this permit shall be reviewed and approved prior to planting. GENERAL NOTES: 1. Required perimeter planting shall meet the following size requirements per TMC 18.52.030: Deciduous trees shall be 2" caliper minimum Evergreen trees shall be 6height minimum Shrubs shall be 18" height minimum 2, All planting and lawn areas shall be served by an automatic irrigation system per TMC 1852.040,H. Irrigation plan shall be Design/Build by installing contractor and shall meet all applicable codes and Design/Build Irrigation Specifications found on Sheet L-2. Installing contractor shall provide the irrigation design to Landscape Architect for approval prior to construction. PLANTING NOTES: 1. Plant quantities listed on this sheet are total quantities for each species. 2. Landscape Architect (L.A.) or Owner shall approve all plant material upon delivery. 3. Contractor to layout all plant material and get approval from L.A. prior to planting anything in the ground. 4. Plants shall meet the current American Standard for Nursery Stock and shall be healthy, vigorous and well -formed, with well -developed, fibrous root systems, free from dead branches or roots. Plants shall be free from damage caused by temperature extremes, lack of or excess moisture, insects, disease, and mechanical injury. Plants in leaf shall be well foliated and of good color. Plants shall be habituated to outdoor environmental conditions (hardened -oft) 5. Root balls of potted and balled and burlapped (B&B) plants must be loosened and pruned as necessary to ensure there are no encircling roots prior to planting. At least the top half of burlap and any wire straps are to be removed from B&B plants prior to planting. The plant should be completely vertical. The top of the root flare, where the roots and the trunk begins, should be about one inch from the surrounding soil Soils: 1. Incorporate 6" of 3-Way topsoil from Cedar Grove (or approved equal) tilled to a depth of 12" into all planting areas and mounded to account for settling. 2. Incorporate 6" of 80/20 top dress topsoil from Cedar Grove (or approved equal) tilled to a depth of 12" into all lawn area and mound to account for settling. 3. Install 2" top course of Cedar Grove Landscape Mulch (or approved equal) to all planting areas. Cedar Grove: (877) 764-5748 Irrigation: 1. Contractor to modify existing irrigation system to provide head to head coverage for all planting and lawn areas. See Sheet L-2 for Irrigation specifications. 2. Irrigation water shall be applied with goals of avoiding runoff and over -spray onto adjacent property, non -irrigated areas, and impervious surfaces. 3. Modified irrigation system to follow water conservation best management practices and include a rain sensor. Raised metal beds Iffitzation Pattem and materials atic, e ex. deck abov 41, 4 P� 4 4- I �1 2 3 4 5 6 7 8 10 parking lot grade -7 Slower than access road garbage/ 9 Open Space Site Plan SCALE: 1" = 10'-0" Compacted sand setting bed Max. 1/4'joint between pavers Mutual Mallerals Vancouver Bay Architectural Slab (Grey/Natural) paver or Equal minus compacted crushed rock base Undisturbed native soil __Z 0"� Sand-sel Pre -cast Paver Detail ... L, "s REVIEVvED FOR — CODE CO,'0PLIANCE APPROVED JUN 03 2020 City of Tukwila BUILDING DIVISION CORR TION LTR Pea Patch container example C') Iron lenTce example s� c, s 0 5' 10, 2o, L YN LE L SCALE: 1 1 G-O' NORTH Osterly Park Townhornes 3429 South 144th Street — Tukwila, Washington P 0 S t I I i I I b I I � 7 2 - .— —hi.1— - 9802. P h f 1 2 0 6 1 � � � - . 3 2 . � - I t . d i 1 3 4 2 - I � . G - I &4- Dtl: 3 STATE OF WASHINGTON REGISTERED LANDSCAPE ARCHITECT CHAD S. WICHERS CERTIFICATE NO. 931 project number: 20081020 drawn: CSW checked: Studio 342 date issue / revision 11.13.18 PermitSubmittal 12.12.19 Permit Revisions 4.6.20 Permit Revisions Lot 14424 Site & Landscape F p LA Aw" NPR 17 7117- pfRMff GIEWER @ Studio 4 an scene Architecture. LLC 2008 Trees is LANDSCAPE CALCULATIONS: Reouired Tvoe I Landscaoina (Der TMC 18.52.030 Total Lineal Feet of Property Line Perimeter — 857 I.f. Total Lineal Feet of Perimeter Curb Cuts = 20 U. Total Lineal Feet of Perimeter for Landscape Calculations = 857 - 20 Total Lineal Feet of Perimeter for Landscape Calculations � 837 Required Trees = 1 per 30 lineal feet of req. perimeter (excluding curb cuts) Required Trees = 837 IJ. / 30 Required Trees = 28 (27.9) Required Evergreen Trees = 75% of Req. Trees Required Evergreen Trees = 75% x 28 Required Evergreen Trees = 21 Required Deciduous Trees = Req. Trees - Req. Evergreen Trees Required Deciduous Trees � 28-21 Required Deciduous Trees � 7 Required Shrubs = 1 per 7 lineal feet of req. perimeter (excluding curb cuts) Required Shrubs = 837 l.f. / 7 Required Shrubs = 120 (119.5) Required Evergreen Shrubs = 75% of Req. Shrubs Required Evergreen Shrubs = 75% x 120 Required Evergreen Shrubs = 90 Required Deciduous Shrubs = Req. Shrubs - Req. Evergreen Shrubs Required Deciduous Shrubs = 120-90 Required Deciduous Shrubs = 30 Perimeter Evergreen Trees Required = 21 Perimeter Evergreen Trees Provided = 40 Perimeter Deciduous Trees Required � 7 Perimeter Deciduous Trees Provided = 7 Perimeter Evergreen Shrubs Required = 60 Perimeter Evergreen Shrubs Provided = 265 Perimeter Deciduous Shrubs Required = 20 Perimeter Deciduous Shrubs Provided = 53 raised 4'x 8' pea patch planter: build w/ cedar 4x4's pinned at corners 2'x 2' pre -cast concrete pavers: set on 1" sand layering bed over 4" of compacted 8' minus crushed r— — — — — — — — — — — — — — — — — — Phase 1 J rock base (typ lawlT - 11.1, P ,lawn gate stair access into eatiorial M F=_ recreation space I (typ-) F= M Lot 9 Lot 10 T-0 L Lot 24 .11-1 DY_ l'i I' I TT9 ij_ - �,y,Y,Y entry fence and arbor to match opposite side of entry drive (typ.) Lot 11 Lot 12 grasspave 2 reinforcement material installed underneath groundcover I Parking C It for fire department access (typ.) I Lot lawn 7 _7 grasspave 2 reinforcement (typ.) Lot 15 Lot 14 Lot 13 L23 L22 Lot 21 Lot 20 Lot 19 Lot 17 N Lot 18 Lot 16 Iawn. . . . . . . .......... . lawn. lawn raised 4'x 8'pea patch planter: build w/ cedar 4x4's pinned at corners bench (typ.) K Fz �, 0 10' 20' 4o i kLT 11 SCALE: 1" 20'-0" NORTH Quantity Botanical Name Common Name Size Notes 2 Acercircinatum Vine Maple U-&ht multi -stem 4 Acer rubrum'Bowhall' Bowhall Maple 2-3" cal. 2 Cercidiphyllum japonicum Katsura Tree 2-3" cal. 9 Chamaecyparis nootkatensis'Green Arrow Green Arrow Alaska Cedar 6'-8'ht. 5 Cornus'Eddie's White Wonder' Eddie's White Wonder Dogwood 2-3" cal. 9 Picea glauca'Northstar' North Star Dwarf White Spruce 6'-8'ht. 6 Picea ornori Serbian Spruce U-61-it. 6 Pinus cembra'Tip Top' Tip Top Dwarf Swiss Stone Pine 4-6'ht. 3 Pyrus calleryana'Autumn Blaze' Autumn Blaze Flowering Pear 2�Xcal. matching 10 Taxus x media'Hicksii' Hicksii Yew 6�6 hL .qhiruh�� Quantity Botanical Name Common Name Size Notes 45 Calamagmstis x acutifolia'Karl Foerster' Feather Reed Grass 1 gal. 45 Hydrangea macrophylla'Blue Wave' Blue Wave Hydrangea 5 gal. 175 Liriope muscarn Big Blue Lily Turf I gal. 112 Nandina domestica'Firepower' Firepower Heavenly Bamboo 2 gal. 51 Nandina domestica'Plum Passion' Plum Passion Heavenly Bamboo 5 gal. 26 Nasella tenuissima Mexican Feather Grass 1 gal. 27 Pittosporurn tobira'Wheeler's Dwarf Wheeler's DwaffTobira 5 gal. 11 Polystichurn muniturn western sword Fern 1 gal. 49 Rhododendron'Cilpenense' Cilpenense Rhododendron 5 gal. 16 RhododendronTop Banana! Top Banana Rhododendron 5 gal. 9 RhododendronYaku Princess' Yaku Princess Rhododendron 5 gal. 5 Ribes snaguineurnXing Edward 141' Red Flowering Currant 5 gal. 28 Spiraea japonica'Magic Carpet' Magic Carpet Spirea 5 gal, a Quantity Botanical Name Common Name Size Notes 450 Fragraria chiloensis Beach Strawberry V'pots 391 sf g 12" Co. 774 Rubus calcynoides Creeping bramble 4"pots 672sfgl2l'o.c. turfgrass hydroseeded Climbing Vines lQuantityl Botat XM 1 2 IClematisarmandii Clematis 1 gal. 1 1 per wood GENERAL NOTES: 1. Required perimeter planting shall meet the following size requirements per TMC 18.52.030: Deciduous trees shall be 2" caliper minimum Evergreen trees shall be Gheight minimum Shrubs shall be 18" height minimum 2. All planting and lawn areas shall be served by an automatic irrigation system per TMC 1852.040.H. Irrigation plan shall be Design/Build by installing contractor and shall meet all applicable codes and Design/Build Irrigation Specifications found on Sheet L-2. Installing contractor shall provide the irrigation design to Landscape Architect for approval prior to construction. PLANTING NOTES: 1. Plant quantities listed on this sheet are total quantities for each species. 2. Landscape Architect (L.A.) or Owner shall approve all plant material upon delivery. 3. Contractor to layout all plant material and get approval from L.A. prior to planting anything in the ground. 4. Plants shall meet the current American Standard for Nursery Stock and shall be healthy, vigorous and well -formed, with well -developed, fibrous root systems, free from dead branches or roots. Plants shall be free from damage caused by temperature extremes, lack of or excess moisture, insects, disease, and mechanical injury. Plants in leaf shall be well foliated and of good color. Plants shall be habituated to outdoor environmental conditions (hardened -off) 5. Root balls of potted and balled and burlapped (B&B) plants must be loosened and pruned as necessary to ensure there are no encircling roots prior to planting. At least the top half of burlap and any wire straps are to be removed from B&B plants prior to planting. The plant should be completely vertical, The top of the root flare, where the roots and the trunk begins, should be about one inch from the surrounding soil Soils: 1. Incorporate 6" of 3-Way topsoil from Cedar Grove (or approved equal) tilled to a depth of 12" into all planting areas and mounded to account for settling. 2. Incorporate 6" of 80/20 top dress topsoil from Cedar Grove (or approved equal) tilled to a depth 12" into all lawn area and mound to account for settling. 3. Install 2" top course of Cedar Grove Landscape Mulch (or approved equal) to all planting areas Cedar Grove: (877) 764-5748 Irrigation: 1. Contractor to modify existing irrigation system to provide head to head coverage for all plantin and lawn areas. See Sheet L-2 for Irrigation specifications. 2. Irrigation water shall be applied with goals of avoiding runoff and over -spray onto B1 property, non -irrigated areas, and impervious surfaces. 3. Modified irrigation system to follow water conservation best management practices and include a rain sensor. Osterly Park Townhornes 3429 South 144th Street Tukwila, Washington STATE OF WASHINGTON REGISTERED LANDSCAPE ARCHITECT W 1%. W& - CHAD S. WICHERS CERTIFICATE NO. 931 project number: 20081020 drawn: CSW checked: Studio 342 date 920.18 issue / revision Permit Submittal 9.23.18 Revisions 10 1 �8. 18 Revisions 12A.18 Revisions 12.13.18 Revisions 1.6.19 Revisions 7.2.19 Revisions 4.5.20 Revisions fzvIl=VVE-ID FOR 3E C0110PLIANCE] APPROVED JUN 03 2020 Phase 2 1Y of Tukwila Landscape DING DIVISI N Rian ,.rTY OF -TUR\Nl 0 Studio 342 Landscape Architecture, LLC 2008 S T R U C T U R A L N 0 T E S ABBREVIATIONS 01000- GENERAL REQUIREMENTS 02000: STE CONSTRUCTION 06071: PRESERVATIVE TREATED WOOD PRODUCTS 06 04- SHRINKAGE OF WOOD FRAMING & AND IN. INCHE(S) THE STRUCTURAL NOTES SUPPLEMENT THE PLANS AND SPECIFICATIONS. ANY ALL SITE CONSTRUCTION SHALL BE CONSISTENT WITH THE GEOTECHNICAL ENGINEERING PRESERVATIVE TREATED WOOD SHALL BE REQUIRED FOR; SHIRIINKAGE IN WOOD FRAMING IS DUE TO LOSS OF MOISTURE CONTENT AND TO 0 AT NFO. NFORMATION DISCREPANCY FOUND BETWEEN THE DRAWINGS, NOTES, SPECIFICATIONS, SITE CONDITIONS, RECOMMENDATIONS AS NOTED IN THE GEOTECHNICAL ENGINEERING REPORT (SEE SECTION COMPRESSION OF ASSEMBLIES OF WOOD COMPONENTS. PLUMBING, ELECTRICAL, AND FEET(FOOT) :NT. ;NTERIOR AND ARCHITECTURAL PLANS SHALL BE REPORTED TO THE ARCHITECT WHO SHALL 01300) AND IN SUBSEQUENT DIRECTIVES. ALL WOOD THAT FORMS THE STRUCTURAL SUPPORT OF THE BUILDING, BALCONIES MECHANICAL SYSTEMS AS WELL AS EXTERIOR FINISHES SHALL BE DESIGNED AND BUILT INCH(INCHES) CORRECT THE DISCREPANCY IN WRITING. ANY WORK COMPLETED AFTER DISCOVERY OF PORCHES, OR SIMILAR PERMANENT BUILDING APPURTUNENCES THAT ARE EXPOSED TO TO ACCOMMODATE 1/4 INCH PER FLOOR WOOD SHRINKAGE. THE USE OF KILN DRIED # POUND(S). NUMBER JST. JOIST THE DISCREPANCY SHALL BE DONE AT THE CONTRACTOR'S RISK. REFER TO 02260. EXCAVATION SUPPORT AND PROTECTION EXCAVATION FOR THE WEATHER WITHOUT ADEQUATE PROTECTION FROM A ROOF, EAVE, OVERHANG OR LUMBER AND PROVIDING A DRYING PROCESS TO THE FRAMING MEMBERS PRIOR TO EOUAL(S) JT. JOINT ARCHITECTURAL PLANS FOR OPENINGS, ARCHITECTURAL TREATMENTS, AND DIMENSIONS FOUNDATIONS SHALL BE PER PLAN DOWN TO UNDISTURBED NATIVE MATERIAL PER THE GEOTECHNICAL ENGINEERING RECOMMENDATIONS. OVER OTHER COVERING TO PREVENT MOISTURE OR WATER ACCUMULATION AT THE SURFACE OR APPUCA71ON OF FINISHES WILL HELP CONTROL BUT WILL NOT ELIMINATE SHRINKAGE. PER NOT SHOWN. CONSULT MECHANICAL PLANS FOR DUCTS AND PIPES ETC. NOT SHOWN. -EXCAVATED AT JOINTS BETWEEN MEMBERS. K KIPS(1000) AREAS SHALL BE BACKFILLED NTH LEAN CONCRETE OR PER GEOTECHNICAL THE CONTRACTOR SHALL PROVIDE BRACING AND SUPPORT REQUIRED FOR TEMPORARY RECOMMENDATIONS AT THE CONTRACTOR'S EXPENSE. ALL WOOD INSTALLED ABOVE GROUND AND RESTING ON AN EXTERIOR CONCRETE OR A.B. ANCHOR BOLT LAT. LATERAL CONSTRUCTION LOADS AND FOR STRUCTURAL COMPONENTS AS REQUIRED DURING MASONRY FOUNDATION WALL LESS THAN 8 INCHES FROM EXPOSED EARTH. 06160: WOOD SHEATHING ABV. ADD. ABOVE ADDITIONAL LB. POUND(S) ERECTION. BACKALL BEHIND WALLS SHALL NOT BE PLACED UNTIL THE WALLS ARE PROPERLY SUPPORTED. EXCAVATION SLOPES SHALL BE SAFE AND SHALL NOT BE GREATER THAN THE LIMITS SPECIFIED BY LOCAL, STATE, AND NATIONAL SAFETY REGULATIONS. POSTS OR COLUMNS SUPPORTING PERMANENT STRUCTURES AND SUPPORTED BY A STRUCTURAL WOOD SHEATHING PANELS SHALL HAVE APA GRADE TRADEMARK OF THE AMERICAN PLYWOOD ASSOCIATION. WOOD SHEATHING PANELS SHALL BE C-D INT APA ADJ. ADJACENT L.B. LAG BOLT(S) CONCRETE SLAB OR FOOTING THAT IS IN DIRECT CONTACT WITH THE EARTH. EXCEPT; NTH EXTERIOR GLUE (CDX). ORIENTED STRAND BOARD (OSB) PANELS SHALL BE ALUM. ALUMINUM LG. LONG(ITUDINAL) THE CONTRACTOR SHAH BE RESPONSIBLE FOR COORDINATION OF ALL WORK. THE INSTALLATION OF CONSTRUCTION SHORING, IF REQUIRED, SHALL BE PER THE SHORING EXPOSURE 1. PANELS SHALL HAVE THE FOLLOWING THICKNESS, SPAN RATING, AND ALT. ALTERNATE LOTH. LENGTH CONTRACTOR SHALL BE RESPONSIBLE FOR THE COORDINATION OF THE EXCAVATION, DRAWINGS, NOTES, AND SPECIFICATIONS. 1. IF LOCATED IN BASEMENTS ON A CONCRETE PIER OR METAL PEDESTAL 1 INCH FASTENING UNLESS NOTED OTHERWISE PER PLAN: APPRX. APPROXIMATE(LY) LGMF LIGHT GAUGE METAL FRAMING SHORING, AND OTHER WORK WITH ALL UTILMES AND ADJACENT PROPERTIES. CALL THE ABOVE THE SLAB AND SEPARATED THEREFROM BY AN IMPERVIOUS MOISTURE EDGE FIELD ARCH. ARCHITECT(URAL) LLH LONG LEG HORIZONTAL UTIUTY LOCATE SERVICE PRIOR TO ANY WORK AT 1-800-424-5555. 023M. BACKFILL AND COMPACTION BARRIER. NAILS NAILS ASSY ASSEMBLY LLV LONG LEG VERTICAL BAcKnLL SHALL NOT BE PLACED UNTIL THE REMOVAL OF FORMWORK AND OF ANY ROOR 7/16- 40/20 C-D APA CDX T&G Ed AT 6' 8d AT 12* B. BOTTOM LSH LONG SLOTTED HOLE(S) DEBRIS. BACKFILl BEHIND ALI WALLS SHALL NOT BE PLACED UNTIL THE WALLS ARE 2. IF IN AN ENCLOSED CRAWL SPACE OR AN UNEXCAVATED AREA WITHIN THE FLOOR: 3/4' APA RATED STURD-I-FLOOR OSB 40/20 T&G 10d AT 6* 10d AT 12' BEL BELOW LT. WT. LIGHT WEIGHT PROPERLY SUPPORTED. ALL BACKFILL MATERIAL AND PLACEMENT PROCEDURES SHALL BE BUILDING PERIPHERY AND SUPPORTED BY A CONCRETE PIER OR PEDESTAL MORE SHEARWALL 7/16- C-D W/EXTERIOR GLUE SEE SCHEDULE SHEET S1.1 BEN BOUNDARY EDGE NAIUNG L.W. LIGHT WEIGHT 1100. CODE REQUIRE)AENTS CONSISTENT WITH THE GEOTECHNICAL ENGINEERING RECOMMENDATIONS. THAN 8 INCHES FROM EXPOSED GROUND AND SEPARATED THEREFROM BY AN B.F. BRACED FRAME ALL DESIGN AND CONSTRUCTION SHALL CONFORM TO THE 2015 INTERNA11ONAL IMPERVOUS MOISTURE BARRIER. ALL ROOF AND FLOOR SHEATHING PANELS SHALL BE INSTALLED FACE GRAIN BLDG. BUILDING MAS. MASONRY RESIDENTIAL CODE WITH COMPONENTS AS REQUIRED SUBJECT TO 2015 INTERNATIONAL 02832-- SEGMENTAL RETAINING WALLS PERPENDICULAR TO SUPPORTS AND IN A STAGGERED PATTERN UNLESS NOTED OTHER WISE BLK BLOCK MASN. MASONRY BUILDING CODE AS ADOPTED BY THE CITY OF TUKWILA, WASHINGTON. SEGMENTAL RETAINING WALLS AND MECHANICALLY STABILIZED EARTH (MSE) RETAINING 3. SLEEPERS AND SILLS ON A CONCRETE SLAB ON GRADE THAT DOES NOT HAVE AN PER PLAN. BLOCKING AT INTERMEDIATE FLOOR AND ROOF SHEATHING JOINTS SHALL NOT BLK6. BLOCKING MAT, MATERIAL WALLS SHALL BE DESIGNED BY OTHERS. IMPERVIOUS MOISTURE BARRIER SEPARATION WITH EXPOSED EARTH. BE REQUIRED UNLESS NOTED OTHERWISE PER PLAN. SHEARWALL SHEATHING SHALL BE BLW. BELOW MAX. MAXIMUM BLOCKED AT ALL EDGES WITH 2X OR 3X FRAMING PER SHEARWAH SCHEDULE ELM. BEAM M.B. MACHINE BOLT 01200.- DESIGN LOADS 301)0� CONCRETE 4. LEDGERS AND FURRING ATTACHED DIRECTLY TO THE INTERIOR OF EXTERIOR ELMU BRICK MASONRY UNIT MBM METAL BUILDING MANUFACTURER UVE LOADS CONCRETE CONSTRUCTION SHALL CONFORM TO THE AMERICAN CONCRETE INSTITUTE CONCRETE OR MASONRY WALLS BELOW GRADE BN BOUNDARY NAILING MECH. MECHANICAL ROOF (SNOW) 25 PSF STANDARD ACI 318-14 *BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE*. PRESERVATIVE TREATMENT SHALL BE PER AMERICAN WOOD PRESERVERV ASSOCIATION 6176: METAL PLATE CONNECTED WOOD TRUSSES EINDRY. B.C. BOUNDARY BOTTOM OF M.E.J. MASONRY EXPANSION JOINT MEZZ. MEZZANINE FLOORS (RESIDENTIAL) 40 PSF CEMENT AND CONCRETE SHALL CONFORM TO IBC SECTION 1903. ADMIXTURES SHALL BE (AWPA) SPECIFICATION C2 AND C9 OR APPLICABLE STANDARDS. PREMANUFACTURED PLATED WOOD TRUSSES SHALL BE MANUFACTURER DESIGNED AND SHALL COMPLY WITH THE TRUSS PLATE INSTITUTE (ANSI/TPI 1-2014, NATIONAL DESIGN B.O.E. BOTTOM OF EXCAVATION MFR. MANUFACTURER SNOW LOAD DESIGN DATA: APPROVED BY THE ENGINEER OF RECORD AND SHALL COMPLY NTH ACI 318-14 SECTION 26.4.1.4. CONCRETE EXPOSED TO FREEZING AND THAWING SHALL HAVE AN AIR ALL FASTENERS (NAILS, BOLTS, ANCHOR BOLTS, PLATES, HANGERS, ETC.) IN CONTACT STANDARD FOR METAL PLATE CONNECTED WOOD TRUSS CONSTRUCTION) AND IBC SECTION B.O.F. BRDG. BOTTOM OF FOOTING BRIDGE(ING) MIN. MISC. MINIMUM MISCELLANEOUS Pg = 20 PSF, Pf = 14 PSF, Ce 1.0, Is = 1.0, Ct 1.0. ENTRAINING ADMIXTURE CONFORMING TO IBC SECTION 1904.2. THE USE OF WATER NTH TREATED LUMBER SHALL BE CORROSION RESISTANT G-185 HOT DIPPED GALVANIZED 2303.4. SHOP DRAWINGS AND CALCULATIONS SHALL BE SUBMITTED PER THE REQUIREMENTS OF SECTION 01330. DESIGN FOR THE SPANS AND CONDITIONS SHOWN ON BRG� BEARING MTL METAL WIND DESIGN DATA: SOLUBLE CHLORIDE ]ON SHALL NOT BE USED. PER ASTM A153 OR STAINLESS STEEL THE PLANS, LOADS PER SECTION 01200, AND THE FOLLOWING: BTM. BTWN. BOTTOM BETWEEN (N) NEW BASIC WIND SPEED: 110 MPH (ULT.) - 85 MPH (ASO) WIND IMPORTANCE FACTOR: lw = 1.0 THE CONTRACTOR SHALL SUBMIT MIX DESIGNS TO ENGINEER OF RECORD FOR APPROVAL ROOF TOP CHORD LIVE LOAD SEE SECTION 01200 C CAMBER N/A N.L.B. NOT APPLICABLE NON -LOAD BEARING WIND EXPOSURE: EXPOSURE B FOUR WEEKS PRIOR TO PLACING CONCRETE. MIX DESIGNS SHALL BE REVIEWED FOR 06100o ROUGH FRAMING TOP CHORD DEAD LOAD 10 PSF CAMEL CAMBER(ED) NO. NUMBER TOPOGRAPHICAL FACTOR: Kzt 1.0 CONFORMANCE TO IBC SECTIONS 1904 AND 1905, SAWN LUMBER SHALL CONFORM TO WEST COAST LUMBER INSPECTION BUREAU (WCLJB) TOP CHORD DRAG LOAD SEE PLAN CANT. CANTILEVER(ED) H.S. NEAR SIDE INTERNAL PRESSURE COEFFICIENT: GCpi +/- 0.18 CONCRETE MIX DESIGNS SHALL MEET THE FOLLOWING REQUIREMENTS: "GRADING AND DRESSING RULES� NO. 17 LATEST EDITION. SAWN LUMBER SHALL BE S4S TOP CHORD NET WIND UPLIFT 7 PSF (NET) BOTTOM CHORD DEAD LOAD 5 PSF CF CUBIC FOOT N.T.S. NOT TO SCALE COMPONENT/CLADDING WIND PRESSURE: P(C) 25 PSF AND SURFACED DRIED, 19 PERCENT MAXIMUM MOISTURE CONTENT. PROTECT LUMBER C.I.P. CAST IN PLACE N.W.C.NORMAL WEIGHT CONCRETE 28 DAY MAX. MAX. AIR SPECIAL LOCATION FROM WEATHER AND PROVIDE FURTHER DRYING OF ASSEMLED FRAMING TO MINIMIZE HVAC SEE MECHANICAL C.J. CONSTRUCTION JOINT EARTHQUAKE DESIGN DATA: STRENGTH W/C SLUMP ENTRAINMENT INSPECTION AND WOOD SHRINKAGE POTENTIAL ALL LUMBER EXPOSED TO WEATHER OR IN CONTACT NTH LIVE LOAD DEFLECTION L/360 CL CENTER LINE D.C. ON CENTER SEISMIC IMPORTANCE FACTOR: Is = 1,0 fc (PSI) RATIO (INCHES) (PERCENT) REQUIRED. APPLICATION CONCRETE OR MASONRY SHALL BE PRESERVATIVE TREATED U.N.O. PER PLAN. LUMBER CLG. CEILING O.D. OUTSIDE DIAMETER SPECTRAL RESPONSE ACCELERATIONS: Ss = 1.49 Sl = 0.56 SPECIES, GRADE, AND PROPERTIES FOR EACH USE/LOCAT10N SHAU BE AS FOLLOWS CLR. CIFAR O.F. OUTSIDE FACE SITE CLASS: SITE CLASS D 3000 0.45 4±1 0±1 NO FOOTINGS U.N.O. PER PLAN/SCHEDULE: 06185: STRUCTURAL GLUED LAMINATED TIMBER COL. COLUMN O.H. OPPOSITE HAND SPECTRAL RESPONSE COEFFICIENTS: SOS = 0.99 SDI 0.56 3000 045 4±1 5±1 NO FOUNDATION WALLS Fb Fv Fcp Fc E GWED-LAMINATED MEMBERS SHALL HAVE AMERICAN INSTITUTE OF TIMBER CONSTRUCTION CONC. CONCRETE OPNG. OPENING SEISMIC DESIGN CATEGORY- SEISMIC DESIGN CATEGORY D 3000 0.45 4±1 5±1 NO SLAB ON GRADE, PATIOS USEAOCATION SPECIES GRADE (PSI) (PSI) (PSI) (PSI) (PSI) (AITC) IDENTIFICATION MARK. EXPOSED MEMBERS SHALL RECEIVE ONE COAT OF END CONN. CONNECTION OPP. OPPOSITE BASIC FORCE RESISTING SYSTEM: BEARING WALL SYSTEM 3000 0.45 4±1 5±1 NO CURBS, WALKS, WALL STUDS/BLOCKING SEALER APPLED IMMEDIATELY AFTER TRIMMING IN EITHER SHOP OR FIELD. SHOP CONST, CONSTRUC11ON ORNT. ORIENTATE(ION) DESIGN BASE SHEAR: CS 0.150 W DRIVEWAYS 20, 3X4 HEM -FIR STUD 675 150 405 800 1.2E6 DRAWINGS SHAH BE SUBMITTED PER THE REQUIREMENTS OF SECTION 01330. DESIGN CONT. CON11NUOUS OSB ORIENTED STRAND BOARD RESPONSE MODIFICATION FACTOR: R 6.5 (LIGHT FRAME WALLS) 2500 0.45 5±1 0±1 NO ALL OTHER CONCRETE 2X6, 3X6 HEM -FIR NO. 2 850 150 405 1300 1.3E6 MATERIAL PROPERTIES SHALL BE AS FOLLOWS: CTSK. COUNTERSINK O.W.J. OPEN WEB JOIST ANALYSIS PROCEDURE: EQUIVALENT LATERAL FORCE CTR. CENTER(ED) O.W.T. OPEN WEBTRUSS ONE COMPRESSION TEST MINIMUM SHALL BE COMPILED FOR EVERY 150 CUBIC YARDS OR WALL PLATES 2X4, 3X4 HEM-nR STUD 675 150 405 800 1.2E6 USE COMBINATION SYMBOL SPECIES CAMBER SIMPLE SPAN BEAM 24F-V4 DF/DF STANDARD CVR CY COVER VERTICAL REINF. CUBIC YARD PAF POWDER ACTUATED FASTENER 5000 SQUARE FEET OF SURFACE AREA FOR EACH MIX DESIGN PLACED EACH DAY. A TEST SHALL BE THE AVERAGE STRENGTH OF TWO CYLINDERS MADE FROM THE SAME 2X6, 3X6 HEM -FIR NO. 2 850 150 405 1300 1.3E6 CONTINUOUS BEAM 24F-V8 DF/DF ZERO PAR. PARALLEL SAMPLE AND TESTED AT THE SPECIFIED AGE. ADDITIONAL CYLINDERS MAY BE MADE FOR CANTILEVER BEAM 24F-V8 DF/DF ZERO d I PENNY(NAILS) P/C PRECAST INFORMATION REGARDING POST TENSIONING, FORM REMOVAL, STRENGTH DEVELOPMENT, OR OTHER PURPOSES. CONCRETE SHALL BE ACCEPTABLE IF: JOISTS 2X, 3X HEM -FIR NO. 2 850 150 405 1300 1.3E6 UNEXPOSED GWED-LAMINATED TIMBER SHALL BE INDUSTRIAL GRADE. TYPICAL, UNLESS D8 DBA DROPPED BEAM DEFORMED BAR ANCHORS PEN PERP. PANEL EDGE NAIL PERPENDICULAR 01300. GEOTECHNICAL INFORMA71ON EARTHWORK AND FOUNDA11ONS ARE TO BE CONSISTENT WITH THE GEOTECHNICAL 1. NO TEST FALLS 500 PSI BELOW THE SPECIFIED STRENGTH NOTED OTHERWISE. EXPOSED GLUED LAMINATED TIMBER SHALL BE APPEARANCE CLASS DBL DCW DOUBLE DEMAND CRITICAL WELD PL PL PLATE PROPERTY LINE ENGINEERING RECOMMENDATIONS. ALL FOUNDATIONS ARE TO BE FOUNDED ON 2. THE AVERAGE OF ALL SETS OF 3 CONSECUTIVE TESTS DOES NOT FALL LEDGERS 2X, 3X DOUGLAS FIR -LARCH NO. 2 900 180 625 1350 1,6E6 PER ARCHITECT. DEPT. DEPARTMENT PLN PLAN COMPETENT NATIVE MATERIAL OR BY OTHER MEANS AS DEFINED BY A LICENSED BELOW THE SPECIFIED STRENGTH. CONCRETE NOT MEETING THE ABOVE CRITERIA SHALL BE SUBJECT TO FURTHER TESTING 4X DOUGLAS FIR -LARCH NO. 1 1000 180 625 1500 1.7E6 DET. DETAIL PLMBG. PLUMBING GEOTECHNICAL ENGINEER. AT NO ADDITIONAL EXPENSE TO THE OWNER, 06190: MANUFACTURED WOOD BEAMS OF DOUGLAS FIR PLYWD. PLYWOOD CONVENTIONAL FOUNDATIONS HAVE BEEN DESIGNED NTH THE FOLLOWING PARAMETERS: BEAMS AND POSTS MANUFACTURED/ENGINEERED WOOD BEAMS SHALL BE THE SIZE AND TYPE SHOWN ON DIA. DIAG. DIAMETER DIAGONAL PSF PSI POUNDS PER SQUARE FOOT POUNDS PER SQUARE INCH ALLOWABLE BEARING PRESSURE 2000 PSF RESHORING, WHERE REQUIRED, SHALL CONFORM TO ACI 301. 4X DOUGLAS FIR -LARCH NO. 2 900 180 625 1350 1.6E6 6X DOUGLAS FIR -LARCH NO. 1 1200 170 625 1000 1.6E6 THE DRAWINGS AS MANUFACTURED BY TRUS-JOIST OR APPROVED EQUAL STORAGE, ERECTION, AND INSTALLATION SHALL BE PER MANUFACTURER SPECIFICATIONS. MICROLAM DIAPH. DIAPHRAGM PIT. PRESERVATIVE TREATED ACTIVE EARTH PRESSURE (YEILDING) 35 PCF ACTIVE EARTH PRESSURE (AT -REST) 50 PCF CHAMFER ALL EXPOSED CORNERS PER THE ARCHITECTURAL PLANS OR 3/4 INCH IF NOT AND PARALLAM MEMBERS SHALL NOT HAVE NOTCHES OR DRILLED HOLES WITHOUT PRIOR DIM. DN. DIMENSION DOWN PT POST TENSION(ED) SPECIFIED BY THE ARCHITECT. ENGINEER OF RECORD APPROVAL SHOP DRAWINGS SHALL BE SUBMITTED PER THE PASSIVE EARTH PRESSURE 350 PCF REQUIREMENTS OF SECTION 01330. DESIGN MATERIAL PROPERTIES SHALLBE AS FOLLOWS: D.O. DITTO(REPEAT) QTY. QUANTITY COEFFICIENT OF FRICTION 0.35 DP. DEEP SOIL PROFILE SITE CLASS D 06101: STRUCTURAL FINGER JOINTED LUMBER MEMBER E (PSI) Fb (PSI) Fcp (PSI) Fv (PSI) D.S. DRAG STRUT R. RADIUS STRUCTURAL FINGER JOINTED LUMBER SHALL BE PERMITTED TO BE USED LVL = MICROLAM 1.9E6 2600 750 285 DWG. DRAWING(S) RAD. RADIUS ALL FOUNDATION INSTALLATIONS ARE SUBJECT TO APPROVAL OF THE LOCAL BUILDING INTERCHANGEABLY WITH SAWN LUMBER MEMBERS OF THE SAME SPECIES AND GRADE. PSL = PARALLAM 2.OE6 2900 650 290 DWL. DOWEL(S) RE: REFERENCE INSPECTOR OR A LICENSED GEOTECHNICAL ENGINEER. STRUCTURAL FINGER JOINTED LUMBER SHALL BE GRADED UNDER AMERICAN LUMBER LSL = 1.75" TIMBERSTAND 1.55E6 2250 750 400 REF. REFERENCE 3100- REINFORCING STEEL STANDARD COMMITTEE *PRODUCT STANDARD PS 20-99*. LUMBER CLASSIFIED AS STUD LSL RIM = 1.5" TIMBERSTAND RIM BOARD (E) EYJS11NG REINF. REINFORCEMENT(ING) REINFORCING STEEL DETAILING, FABRICATION, AND PLACEMENT SHALL BE PER ACI USE ONLY SHALL BE LIMITED TO VERTICAL APPUCATIONS ONLY. LUMBER 'NTH CERTIFIED EA. EACH REO. REQUIRED 318-14. REINFORCING STEEL SHALL MEET THE FOLLOWING REQUIREMENTS. EXTERIOR JOINTS IS NOT RESTRICTED TO ANY TYPE OF LOADING. E.E. EACH END R.F. RIGID FRAME E F. EACH FACE R.O. ROUGH OPENING FASTENING SCHEDULE ASTM A-615 DEFORMED BARS GRADE 40 (fy--40 KSI) FOR #3 BARS ONLY ASTM A-615 DEFORMED BARS GRADE 60 (fy--60 KSI) FOR #4 BARS AND LARGER 06102-- FRAMING NOTES E.J. EXPANSION JOINT R.S. ROUGH SAWN 01330. SHOP DRAWING SUBMITTAL PROCESS SHOP DRAWINGS ARE TO BE SUBMITTED TO THE ARCHITECT AND ENGINEER OF RECORD ASTM A-706 DEFORMED BARS GRADE 60 (fy--60 KSI) FOR A" WELDABLE BARS FRAMING CONNECTORS, ACCESSORIES, AND FASTENERS AS NOTED IN THE PLANS AND EL ELEV. ELEVATION ELEVATOR SCH. SCHEDUIF ROUGH FRAMING NAILING SCHEDULE (IN UEU OF IBC TABLE 2304.IQI) FOR APPROVAL PRIOR TO FABRICATION. IF SHOP DRAWINGS DIFFER FROM THE APPROVED ASTM A-185 SMOOTH BAR (fy--60 KSI) FOR WELDED WIRE FABRIC DETAILS SHALL BE AS MANUFACTURED BY SIMPSON STRONG -TIE. EQUIVALENT HARDWARE MAY BE USED WITH PRIOR APPROVAL BY ENGINEER OF RECORD. INSTALL AH HARDWARE EMELD. EMBED(MENT) SCL SCHED. STRUCTURAL COMPOSITE WOOD SCHEDULE DESIGN DRAWINGS, NEW DESIGN DRAWINGS BEARING THE SEAL AND SIGNATURE OF A LICENSED WASHINGTON STATE STRUCTURAL ENGINEER SHALL BE SUBMITTED ALONG 'NTH REINFORCING FOR SLABS ON GRADE SHALL BE 6X6 WI.4XWI.4 WELDED WIRE FABRIC OR PER MANUFACTURERS' SPECIRCATIONS. WHERE STRAPS CONNECT TWO MEMBERS CONNECTION FASTENING EN ENG. EDGE NAIL ENGINEER SHT. SHEET THE SHOP DRAWINGS TO THE APPROPRIATE JURISTICTION FOR APPROVAL PRIOR TO FIBER MESH UNLESS NOTED OTHERWISE. PROVIDE LAP SPLICES PER THE LAP SPUCE TOGETHER, PLACE HALF OF THE REQUIRED FASTENERS INTO EACH MEMBER. PROVIDE 1. JOIST TO SILL OR GIRDER (3) 0.131- X 3- TOENAILS EQ. EQUAL SIM. SIMILAR FABRICATION. SCHEDULE ON SHEET S6.0. REINFORCING STEEL AT ALL WALLS, SLABS, AND FOOTINGS SOLID BLOCKING AT AH BEARING POINTS. SEE SECTION 06071 FOR FASTENER Z BRIDGING TO JOIST (3) 0.131- X 3- TOENAILS EA. END EQPT. EQUIPMENT S.J. SHRINKAGE CONTROL JOINT SHALL BE CONTINUOUS AROUND CORNERS ELSE CORNER BARS SHALL BE PROVIDED. REQUIREMENTS AT TREATED LUMBER. TYPICAL NAILING NOT SHOWN PER PLAN, DETAIL, OR SCHEOUI F SHALL CONFORM TO FASTENING SCHEDUI F PER IBC TABLE 2304.9.1 OR TO 3. lX6 OR LESS SUBFLR. TO JST. (2) 0.131- X 2.5- FACE NAIL E.W. EACH WAY SKW. S.O.G. SKEW(ED) SLAB ON GRADE SHOP DRAWINGS ARE REQUIRED FOR PREFABRICATED WOOD TRUSSES. COVER REQUIREMENTS SHALL BE AS FOLLOWS UNLESS NOTED OTHERWISE: THE FASTENING SCHEDULE ON SHEET Sl.O. 4. WIDER THAN IX6 SUBF.R. TO JST. (3) 0.131- X 2.5- FACE NAIL EXP. EXST. EXPANSION EXISTING SPC. SPACE(S) (ING) CALCULATIONS BEARING THE SEAL AND SIGNATURE OF A LICENSED WASHINGTON STATE 5. Z' SUBFLOOR TO JST./GLRDER (2) 0.161* X 3.5' BLIND & FACE NAIL EXT. EXTERIOR SPEC. SPECIFICATION(S) STRUCTURAL ENGINEER SHALL BE SUBITTED ALONG NTH THE SHOP DRAWINGS FOR CONCRETE CAST AGAINST EARTH NAILS SHALL BE COMMON UNLESS NOTED OTHERWISE COMMON NAIL DIMENSIONS ARE AS 6. SOLE PLATE TO JST. OR BLKG. D.131" X 3' AT 8' D.C. TYP. FACE NAIL SO. SQUARE PREFABRICATED PLATED WOOD TRUSSES. ALL BAR SIZES .............. 5- FOLLOWS: * ' 'AT BRACED WALL PANEL (4) 0.131" X 3' AT 16" D.C. FACE NAIL FAB. FABRICATION STD. STANDARD FORMED SURFACE EXPOSED TO EARTH OR WEATHER NAIL SIZE DIAMETER LENGTH 7. TOP PLATE TO STUD (3) 0.131- X 3' END NAIL FB FLUSH BEAM STGR. STAGGER #6 AND LARGER .............. 2- Eld 0.131* 2.5" & STUD TO SOLE PLATE (4) 0.131- X 3- TOENAIL FDN. FOUNDATION STIFF. STIFFENER(S) 01400. INSPECTIONS AND SPECIAL INSPECTIONS #5 AND SMALLER .......... 1 1/2- CONCRETE NOT EXPOSED TO EARTH OR WEATHER 10d 0.148" 3.0" (OR) (3) 0.131' X 3' END NAIL 9. DOUBLE STUDS 0.131* X 3' AT 8' D.C. FACE NAIL F.F. FIN. FINISH FLOOR FINISH(ED) STIR. STL STIRRUP(S) STEEL THE CONTRACTOR SHAH BE RESPONSIBI F TO COORDINATE ALL INSPECTIONS REQUIRED WALLS AND JOISTS 12d 0.148" 3.25" 10. DOUBLE TOP PLATES 0.131' X Y AT 8' D.C. TYP. FACE NAIL FLG. FLANGE STRUC. STRUCTURAL BY THE LOCAL BUILDING DEPARTMENT. #14 AND #18 BARS .......... 1 1/2- 16d 0.162" 3.5' DOUBLE TOP PLATE LAP SPUCE (20) 0.131- X 3- FACE NAILS FLR. FLOOR STRUCT. STRUCTURAL SPECIAL INSPECTIONS ARE NOT REQUIRED FOR GROUP R-3 OCCUPANCIES UNI ESS #11 BARS AND SMALLER ......... 3/4' SLABS AND JOISTS UNLESS NOTED OTHERWISE PER SHEARWALL SCHEDULE OR PLANS, ANCHOR BOLTS AT 11. JOIST/RAFTER BLKG. TO PLATE (3) 0.131 X 3- TOENAILS FN F.D. FIELD (FACE) NAIL FINISHED OPENING SUSP. SYMM. LV'LV'E SUSPENDED(IION) REVIEVVE! SYMMETRICAL CODE COMf OTHERWISE REQUIRED BY THE BUILDING OFFICIAL #14 AND #18 BARS 1 1/2- SILL PLATES SHALL BE 5/8 INCH DIAMETER WITH 7 INCHES MINIMUM EMBEDMENT INTO 12. RIM JOIST TO TOP PLATE 0.131 X 3* AT V D.C. TOENAIL F.O.C. FACE OF CONCRETE p APPRO\ .......... CONCRETE AND SHALL BE SPACED NOT MORE THAN 4 FEET APART. THERE SHALL BE A 13. TOP PLATE LAP INTERSECTIONS (3) 0.131* X 3' FACE NAIL F.O.M. FACE OF MASONRY T. TOP 01401: STRUCTURAL OBSERVATION #11 BARS AND SMALLER . MINIMUM OF TWO BOLTS PER SILL PIECE NTH ONE BOLT LOCATED NOT MORE THAN 12 14. DOUBLE 2X JOIST/HEADER 0.131' X 3* AT 12* FACE NAIL EA. EDGE F.O.S. FACE OF STUD T.&B. TOP AND BOTTOM STRUCTURAL OBSERVATION IS NOT REQUIRED. BEAMS, COLUMNS INCHES NOR LESS THAN 4.5 INCHES FROM EACH END OF THE PIECE. A GALVANIZED 15. CEILING JOISTS TO PLATE (5) 0.131- X 3' TOENAIL F.O.W. FACE OFWALL TEMP. TEMPORARY JUN LR 03 PRIMARY REINFORCEMENT . . . . 1 1/2" 3'X3'Xl/4- PLATE WASHER SHALL BE PROVIDED FOR ALL ANCHOR BOLTS (COUNTERSUNK 16. CONTINUOUS HEADER TO STUD (4) 0.131- X Y TOENAILS FRMG. FRAME(ING) T.&G. TONGUE AND GROO TIES, STIRRUPS, AND SPIRALS .... 1 1/2" PLATE WASHERS SHALL NOT BE ALLOWED). 17. CLG. JST. LAP AT PARTITIONS (4) O.1V X 3" FACE NAIL F.S. FAR SIDE THK. THICK(NESS) 01700: EXECUTION REQUIREMENTS REINFORCING STEEL SHALL BE ACCURATELY PLACED AND ADEQUATELY SECURED IN PLACE 18. CLG. JST. TO PARALLEL RAFTER (4) 0.131- X 3' FACE NAIL FSD FORMED STEEL DECK THRD. THREADED City Of Tul INSTALLATION OF ALL STRUCTURAL COMPONENTS SHALL BE AS REQUIRED PER ALL LOCAL PRIOR TO CONCRETE PLACEMENT. REINFORCING STEEL SHAU NOT BE FIELD BENT EXCEPT 06103- JOIST AND BEAM HANGERS 19. RAFTER TO PLATE (3) 0.131- X Y TOENAIL FT. FEET(FOOT) TN TOE NAIL E3UI L 1� E3UILDINI'G DI CODES. AS NOTED IN THE DESIGN DRAWINGS. WELDING OF REINFORCING STEEL SHALL NOT BE JOIST AND BEAM HANGERS AS NOTED IN THE PLANS SHAH BE AS MANUFACTURED BY 20. 1X BRACE TO EA STUD & PLATE (2) 0.131- X 3' FACE NAIL FRTW FTG. FIRE RETARDANT TREATED WOOD FOOTING T.O.S. T.O.W. TOP OF SH EATHING TOP OF WALL PERMITTED WITHOUT PRIOR APPROVAL OF THE ENGINEER OF RECORD EXCEPT AS NOTED SIMPSON STRONG -TIE. EQUIVALENT HARDWARE MAY BE USED WITH PRIOR APPROVAL BY 21. lX8 OR LESS SHTG. TO EA. BRG. (2) 0.131- X 3' FACE NAIL TRANSV. TRANSVERSE ON THE DESIGN DRAWINGS. ENGINEER OF RECORD. JOIST AND BEAM HANGERS SHALL BE INSTALLED PER 22.WDER THAN lX8 SHTG. TO BRG. (3) 0.131' X 3* FACE NAIL GA. GAUGE T.O.S.. TOP OF STEEL MANUFACTURERS' SPECIFICATIONS AND SHALL BE AS FOLLOWS UNLESS NOTED OTHERWISE 23.BU:LT-Up CORNER STUDS (3) 0.131* X 3' AT 16' D.C. FACE NAIL GALV. GALVANIZE(D) Typ� TYPICAL PER PLANS OR DETAILS: 24.BU LT -UP GIRDERS AND BEAMS 0.131* X 3" AT 12* EA. EDGE STAGGERED GB. GRADE BEAM MEMBER SIZE HANGER GLB GLUE LAMINATED BEAM U.N.O. UNLESS NOTED OTHERWISE STRUCTURAL DRAWING SHEET INDEX SAWN LUMBER 'U* SERIES TO MATCH LUMBER SIZE GRD. GWEI GRADE GYPSUM WALLE30ARD U/S UNDERSIDE 3.125' WIDE GLULAM BEAM GLT3 GYP. GYPCRETE V. VERTICAL SHEET DESCRIPTION DATE 5.125' WIDE GUJLAM BEAM GLT5 6.75* WIDE GLULAM BEAM GLT7 H. HORIZONTAL VERT. VIF VERTICAL VERIFY IN FIELD 8.75" WIDE GWLAM BEAM HGLT9 S1.0 STRUCTURAL NOTES 04/03/17 HD HOLDOWN MANUFACTURED WOOD 7 JOIST *IUS" SERIES TO MATCH "I" J04ST SIZE S1.1 STRUCTURAL NOTES 04/03/17 H.D.G. HOT DIPPED GALVANIZED W. WIDE(WIDTH) 1.75" WIDE PSL OR LVL BEAM "LBV' SERIES TO MATCH DEPTH 'LB\r S1.2 SHEARWALL SCHEDULE AND DETAILS 04/03/17 HDR. HGR HEADER HANGER W/ WITH 2.69* WIDE PSL BEAM SERIES TO MATCH DEPTH SI.3 HOLDOWN SCHEDULE AND DETAILS 04/03/17 HORi. HORIZONTAL W/o WITHOUT 3.5" WIDE PSL OR LVL BEAM "GLTV' SERIES TO MATCH DEPTH HORIZ. HORIZONTAL WD. WOOD 5.25" WIDE PSL OR LVL BEAM "GLT\r SERIES TO MATCH DEPTH "HGLTV* S2.0 BLDG. Ell - 84 FDN. & L2 FRMG. 04/03/17 HR HEADER W.H.S. W.P. WELDED HEADED STUDS WORK POINT 7' WIDE PSL BEAM SERIES TO MATCH DEPTH S2.1 BLDG. 81 & B3 L2 & ROOF FRMG. 04/03/17 H.S.B. HIGH STRENGTH BOLT W.S. WELDED STUD S2.2 BLDG. 82 & B4 L2 & ROOF FRMG. 04/03/17 HT. HEIGHT vr. WEIGHT RECEIVE[ S3.0 BLDG. C FDN. & L2 FRMG. 04/03/17CITY OF TUKV fILA D. �-E. NSIDE DIAMETER W.W.F. WELDED WIRE FABRIC S3.1 BLDG. C L2 & ROOF FRMG. 04/03/17 OCT 2 5 201! 1 I.F. iNVERT ELEVATION INSIDE FACE X-STG XX-STG EXTRA STRONG DOUBLE EXTRA STRONG S6.0 TYPICAL CONCRETE DETAILS 04/03/17 S6.1 TYPICAL SHEAR BRACE DETAILS 04/03/17 PERmrrCEN' 'ER YD YARD S9.0 TYPICAL FLOOR FRAMING DETAILS 04/03/17 Dlq AMW 4u 5TK S9.1 TYPICAL ROOF FRAMING DETAILS 04/03/17 0) z C,2 co 0 G cr) 0 U) co C12 6 (D a 0 C,2 z OD CQ 'o 0 cf) C\2 �r, 00 q U) w C'j to m 0 0 4_4 00 rt 0 1 0 1 00 4 S1.0 (1) 1 1/4- MIN. ADD 1 1/4- MIN. 3 1/2- MIN. OR 2X CONT. RIM OR 2X CONT. RIM OR 4X CONT. RIM BELOW BELOW BELOW SIM. AT (2) 2x FRAMING AT SIM. AT (2) 2x FRAMING AT SIM. AT (2) 2x FRAMI:NG AT] S. ADJOINING PANEL EDGES. ADJOINING PANEL EDGES. E ADJOINING PANEL ED 31: SHEARVIALL SHEATHING PANEL EDGE FIELD BOTTOM PLATE NAILINI G RIM OR BLOCKING TO TOP PLATE CONNECTION FRAMING AT FOUNDA11ON %" DIA. ANCHOR TYPE NAILING NAILING ROWS SPACING O.IWX3.25- LTP4 (OR A35 OPTION) NING PANEL EDGES SILL PLATE TO CONCRETE BOLT 'ING SPACING P6TN 3(6" MIN. ONE SIDE 6* D.C. 12" D.C. (1) 8" O.C. 4' D.C. N/A 2X 2X 48" D.C. P6 3(67 MIN. ONE SIDE 6* O.C. 12" O.C. (1) 6" O.C. N/A 24" D.C. 2X 2X 48" D.C. P4 3(s* MIN. ONE SIDE 4" O.C. 12" D.C. (2) 6" D.C. N/A 16* O.C. (2) 2X OR 3X 2X 36" D.C. P3 Rs" MIN. ONE SIDE 3" O.C. 12" O.C� (2) S" D.C. N/A 12' O.C. (2) 2X OR 3X 2X 30" O.C. P2 3(6" MIN. 2* O.C. 12' O.C. (3) 6" D.C. N/A To* D.C. (2) 2X OR 2X 24" D.C. 2P4 3(6* MIN. 4' O.C. 12" D.C. (4) 6" O.C. N/A 16" D.C. EA. (2) 2X OR 2X 18' D.C. BOTH SIDESI 1 SIDE 3X 2P3 3f; MIN. '3* D.C. 12* D.C. (4) 5" D.C. N/A 12" D.C. EA. (2) 2X OR 2X 14" D.C. BOTH SIDES SIDE 3X 3(67 MIN. 2* O.C. 12" D.C. (4) 4- D.C. N/A 10" D.C. EA. (2) 2X OR 2X lo" D.C. BOTH SIDES SIDE 3X FLOOR DIAPHRAGM NAIUNG------, FLOOR DIAPHRAGM NA]UNG------, FLOOR DIAPHRAGM NA]UNG-------, 73* SHEARWALL SCHEDULE NOTES: 1. STUDS SHALL NOT BE SPACED MORE THAN 16* D.C.. NOTE� PROVIDE CONTINUOUS 2. RE:- StO SEC11ON 06100 *ROUGIi FRAMING' FOR REQUIRED WALL STUD AND PLATE SPECIES AND GRADE. RIM AT EXTERIOR CONDITIONS 3. RE. Sl.O SECTION 06160 'WOOD SHEATHINGr FOR REQUIRED SHEAR WALL SHEATHING, THICKNESS AND GRADE ALL SHEAR WALL PANELS SHAH BE APPLIED DIRECTLY TO FRAMING. RE: 6/Sl.l RE.- 6/Sl.l AND AT INTERIOR WALLS FOR BALANCE FOR BALANCE 4. SHEATHING PANELS MAY BE INSTALLED OTHER HORIZONTALLY OR VERTICALLY WITH ALL PANEL EDGES BACKED/BLOCKED WITH 2- NOMINAL OR WDER FRAMING. SEE NOTE 5. PARALLEL WITH FLOOR JOISTS OF SECTION OF SECTION 5. FRAMING MEMBERS RECEIVING EDGE NAILING FROM ABUTTING PANELS SHALL NOT BE LESS THAN 3' NOMINAL AND NAILS SHALL BE STAGGERED FOR ALL SHEARWALL MARKS EXCEPT *P6 AND P6TN*. (1) ROW PLATE NAILING — (2) OR (3) ROWS PLATE NAILING - (4) ROWS PLATE NAILING — & WHERE PANELS ARE APPLIED ON BOTH FACES OF A WALL AND NAIL SPACING IS LESS THAN 6* D.C. ON EITHER SIDE, PANEL JOINTS SHALL BE OFFSET TO FALL ON DIFFERENT FRAMING MEMBERS OR FRAMING SHALL BE Y NOMINAL OR THICKER AND NAILS SHALL BE STAGGERED. PANEL EDGE NA1JNG AT WALL PER 9/Sl.l PER 9/Sl.l PER 9/Sl.l 7. NAILS FOR PLYWOOD AND OSB PANEL EDGE AND FIELD NAILING SHALL BE Eld (0.131- X 2 1/4'). ABOVE PER PLAN/SCHEDULE EL NAILS FOR BOTTOM PLATE FRAMING SHALL BE 12d COMMON (0.148' X 3.25'). (2) ROWS O.l3lX3- 0 4- D.C. FLOOR SHEATHING 0. ANCHOR BOLTS SHALI. BE GALVANIZED 5/8' DIAMETER A-307 AND SHALL BE SECURED IN PLACE PRIOR TO CONCRETE POUR. WET STICKING OF ANCHOR BOLTS IS NOT ALLOWED. 9� FLOOR DIAPHRAGM NAILING SHALL BE PLACED BETWEEN THE SPACING CALLED OUT FOR BOTTOM PLATE NAILING. DO NOT OVER NAIL THE BLOCKING. FLOOR DIAPHRAGM NA RE: NOTES SECTION 06160 ill. GALVANIZED PLATE WASHERS PER STRUCTURAL NOTES ARE REQUIRED AT EACH ANCHOR BOLT - SEE 17 THIS SHEET FOR PLACENENT REQUIREMENTS. DO NOT RECESS PLATE WASHERS INTO PLATES. ,ILING OPTION ADD 2x OR 1 1/4' MIN. LSL NIN 110 (REPLACES LTP4 TO RIM): RIM/BLKG. RIM/BUKG. 13. A35 FRAMING ANGLES SHALL BE INSTALLED WITH 12-8d X 1 1/2' (0.131- X 1 1/f) NAILS. LAP SHEATHING FROM WALL 4. ALL NAILS :NTo PRESSURE TREATED WOOD SHALL BE HOT -DIPPED GALVANIZED CONFORMING TO ASTM 153 OR STAINLESS STEEL BELOW ONTO RIM - PROVIDE 115' ALL WOOD N CONTACT WTH CONCRETE OR MASONRY SHALL BE PRESERVATIVE TREATED. P.E.N. PER WALL BELOW 16 WHERE BOTTOM PLATE NAILING SPECIFIES A SPACING OF 4 INCHES OR LESS NAILS SHALL BE INSTALLED IN TWO ROWS OFFSET 1/2 INCH AND STAGGERED. 1 �.' GALVANIZED EXPANSION ANCHORS OF SIMILAR. DIAMETER AND EMBEDMENT ALLOWED AT INTERIOR BEARING AND PARTY WALLS. 18. 2-2x'S IN LIEU OF 3x'S AT PANEL EDGES ACCEPTABLE PROVIDED STUDS ARE FACE NAILED TOGETHER W/(2) 0.131- DIk X 3- NAILS AT 6- D.C.. 2x OR 1 1/4' MIN. LSL 19. WHERE BUILDING OFFICIALS ALLOW, OSB SHEATHING MAY BE APPLIED OVER 1/2- OR 3/8' GYPSUM WALL BOARD PROVIDED SHEATHING IS NAILED WITH 10d NAILS (0.148- CIA X 3- LONG) RIM/BLKG. L PANEL EDGE NAILING AT WALL BELOW PER PLAN/SCHEDULE L—A35 OPTION AT 2X6 WALL RIM/BLOCKING TO TOP PLATE CONN, PER SHEARWALL SCHEDULE (A35ATP4) CONDITION AT 2X6 WALL SHEARWALL PER PLAN CONDITION AT 2X4 WALL SHEARWALL PER PLAN SHEARWALL PER PLAN SCALE: 1 1/2* l'—O* P6TN & P6 SCALE: 1 1/2' ='I'-O* P4, P3, & P2 SCALE- 1 1/2* 1�� 2P4, 2P3, 2P2 SCALE:- NONE TYPICAL SHEARWALL CONNECTION TYPICAL SHEARWALL CONNECTION 0 TYPICAL SHEARWALL CONNECTION IF -4 it SHEARWALL SCHEDULE NOTE: PLATE WASHER SHALL EXTEND WITHIN 1/2- OF EDGE OF BOTTOM PLATE ON SIDE(S) NTH SHEATHING. PROVIDE STAGGERED/OFFSET PLACEMENT AS SHOWN ELSE OVESIZE PLATE WASHERS AS REQUIRED. 8 T LT SIMPSON LTP4 SIMPSON LTP4 W/(12) 0.131- DIA. X 1 1/2- DIA. X 2 1/2' =E WHEN APPLJED DIRECT TO FRAMING m W/(12) 0.131 MA (. WHEN APPLIED OVER SHEATHIN b 1 3/4' MIN. 1 3/4- MIN. 1 3/4' MIN. 1 3/4' MIN, 2' MAX. 2' MAX. 2' MAX 2- MAX. 1 3/4' MIN. SCALE: NONE MAX Fiff] TYPICAL SIMPSON LTP4 4A 2x4, 3x4 PLY TWO SIDES 2A 3x6 PLY ONE SIDE SIDES PROVIDE 3X3XO.229" PLATE REVIE'�VED WASHER 0 EX ANCHOR (TYP. FOUNDATION SLL PLATE AND STUDS F%E,'A, -PD k0t, R L'AN�E ED V ' ' 'I- ] IE t t U.N.O.) PER SHEARWALL SCHEDULE (TYP.) CODE COA,'IPLI� ICE I -OV 4PPIROVED J j 0 UN 03 2020 ANCHOR BOLT PER SHEARWALL CItY Of TukWila BUIL IVI SCHEDULE BUILDING DIVISION FIECEIVED CffV OF TUKWILA OCT 2 5 2019 FOUNDATION PER PLAN PERMIT CENTER SCAff— 3/4* l'—Cr [171 ANCHOR BOLT PLACEMENT DETAILS 0 w 8 > Ld m LU 00 00 00 ct X 0 CC) 0) 9 (3 76� z U) C,2 CO 0 0 Ln CO Lj m 0 0 C\2 cr) CQ du 1� 0 m w C5 z , CC ct co C,2 CO CO o C12 L,J ul o 0 0 L6 D N 1� 04 m 50 0 uj m (n u 03 00 00 Cd, IL�,c C) F. S201 co m (j z C12 00 0 �8 co C) 0) L6 (f) cc) C� (1) U) CO Q) C, 02 LLI U) —6 0� C,2 L6 co C� 0 C12 C11 m u ul Q: 00 00 S2.2 1. ROOF FRAMING - PRE ENGINEERED PLATED WOOD TRUSSES 0 24* ON CENTER U.N.O. PER PLAN. OTHER FRAMING SHALL BE AS SHOWN ON THE ROOF FRAMING PLANS. SEE SHEET Sl.O FOR ROOF LOADS AND TRUSS MANUFACTURER REQUIREMENTS. 2. FLOOR AND CEILJNG FRAMING SHALL BE PER PLAN AND SCHEDULE U.N.O. LAP JOISTS 47 ATOP WALLS. SECURE JOIST TO TOP PLATES WITH (2) 8d NAILS. JOISTS UNDER AND PARALLEL TO BEARING AND SHEAR WALLS SHALL BE DOUBLE JOISTS U.N.O. BLOCKING AT BEARING AND SHEAR WALLS SHALL BE DOUBLED U.N.O. 3. WALLS INDICATED ARE BELOW THE FRAMING LEVEL. WALLS ABOVE ARE SHOW SCREENED/HALFTONE. 4. EXISITNG FRAMING MEMBERS ARE TO REMAIN UNLESS NOTED OTHERWISE. VERIFY EXISTING CONDITIONS. 5. SEE DETAIL 20/S9.O FOR TYPICAL HEADER/BUNDLED STUD CONSTRUCTION. SEE 18/S9.O FOR BUILT-UP BEAM CONSTRUCTION. 6. SEE ARCHITECTURAL FOR DRAFTSTOP AND VENIING LOCATIONS. 7. FRAMING MEMBERS AND SHEATHING SHALL BE PER STRUCTURAL NOTES ON SHEET SLO. 8. SOME SHEARWALLS MAY REQUIRE 3X FRAMING AT PANEL EDGES. SEE SHEARWALL SCHEDUIF ON SHEET S1.1. F m 9. HANGERS INDICATED ARE AS MANUFACTURED BY SIMPSON STRONG -TIE. FB I FLUSH BEAM ;;j WOOD PANEL SHEARWALL OVER FRAMING 10. PROVIDE JOIST OR BLOCKING ATOP SHEARWALLS. _DB_ DROPPED BEAM SEE ll/Sl.l AT ROOF 11. SEE ARCHITECTURAL DRAWINGS FOR DIMENSIONS. _HR_ HEADER - SEE 20/S9.0 F777777777771 GLUED -LAMINATED BEAM SLOPING FRAMING 12. BUNDLED STUDS FROM THIS LEVEL SHALL BE CONTINUED GT AT DECKS DOWN TO FOUNDATION OR SUPPORTING BEAM. GIRDER TRUSS 13. AH BEAMS AND HEADERS SHAH HAVE A MINIMUM OF (1) INDICATES NO. OF BLOCKED FLOOR DIAPHRAGM KING STUD AT EACH END FOR BRACING U.N.O. UNDLED STUDS L— ROVIDE (2) TYP. U.N.O. — — 14. PROVIDE MINIMUM (2) 2X BUNDLED (TRIM) STUDS UNDER EACH BEAM, TYP., U.N.O. POST TYPE PER PLAN ATTIC ACCESS AT CEILING �==-4 CONTINUE TO FOUNDATION 15. AT SAWN LUMBER JOISTS, SOLID BLOCKING OR SQUASH OR BEAM BELOW BLOCKS ARE REQUIRED UNDER ALL POSTS AND AT EACH ATTIC ACCESS HOLDOWN. MATCH THE SQUASH BLOCK WITH THE POST ABOVE. AT WALLS 16. PROVIDE FLUSH MOUNT JOIST HANGERS PER SCHEDULE -(ELF8 0 EXISTING FLUSH BEAM EXISTNG WOOD ABOVE U.N.O. PER PLAN. PANEL SHEARWALL _DB_ EXIS11NG DROPPED BEAM TO REMAIN _ VERIFY 17. HANGERS AND FASTENERS IN CONTACT WITH PRESERVATIVE TREATED WOOD SHALL BE G185 CORROSION RESISTANT OR EXISTING HEADER EXISTING TYPE 304 OR 316 STAINLESS STEEL 1101ST-0 EXISTING =R BEARING WAIT 18. REFERENCE ARCHITECTURAL PLANS FOR VENTILATION JOIST TO REMAIN Note: REQUIREMENTS. ALL SECTION CUTS 19. PLUMBING, MECHANICAL, AND ELECTRICAL SYSTEMS SHALL ARE TYPICAL BE DESIGNED AND BUILT TO ACCOMMODATE lle PER FLOOR WOOD SHRINKAGE (ACCUMULATIVE). GRAPHIC SCALE 0 2 4 Immammmallmmm IN FEET 1 inch 4 ft. HDR 6 10 H�R F! H X8 �D 'Cii ii:10 Hill., 4X8 HER L_ — — IF It I _j REVIEVV'ED i--C;F� EIVED COD�E,��Oivil?LIANI'r_ C1405 TUKWILA PROVED OCT 2 5 2019 JUN 03 2620 REF. PERMrr CENTER Roof Framing & Third Floor Wall Plan City of Tuk-v,,Ila SCALE: 1/4* = l'—O' N IBUILDIING DIVISION -0 E7" g p wi, px'777�"f 1`5 'g J�"' "qz a (P 7 m u r-4 ct P.� 00 03 00 S2.3 I F'c = 30OOPSI F'c = 400OPSI I BAR LAP SEE PLAN FOR 1/8- X 1 1/2- PREMOLDED SECOND POUR FIRST POUR TOP OTHER TOP OTHER SIZE CLASS BARS BARS BARS BARS c SLAB THICKNESS CONTINUOUS MASTIC JOINT AND REINFORCING STRIP OR PREMOLDED S (TYP-) CONSTRUCTION JOINT (MAY C, SEE PLAN FOR BURKE 'KEYED #3 A 17 14 15 12 B 23 17 20 15 81 BE SAWCUT AT CONTRACT- L SLAB THICKNESS KOLD" JOINT. AND REINFORCING, STOP REINF. POST PER PLAN - LOCATE PER ARCH17ECTURAL A 23 18 20 16 #4 B 30 23 26 20 0, OR'S OPTION). (TYP-) CLR. OF JOINT EACH SIDE �CTURAL A 29 22 25 19 #5 B 37 29 32 25 POST BASE PER PLAN #6 A 35 27 30 23 .4 .1 4 1 4 I CONC. B 45 35 39 30 00 0 080. 0 WIRE C CUT *ALT S UT ALT. WIRES L SUBGRADE 0 0 o op. oa qff W/ 1 ! T COMPACTEDISUB GIRADE 1 1 - �A S. . . 12* SQUARE 1 11 -1 1 1 CONC. PUNTH TIM— AT JOINT AND GRANULAR FILL PER AND GRANULAR FILL PER 1. LENGTHS SHOWN ARE IN INCHES. SOIL ENGINEER'S RECOMMENDATIONS SOIL ENGINER'S RECOMMENDATONS 2. TENSION LAP SPUCES SHALL BE CLASS 8 UNLESS ONE HALF OR I ESS OF THE TOTAL REINFORCEMENT IS SPLICED WTHIN THE REQUIRED LAP LENGTH. 3. TOP BARS ARE HORIZONTAL BARS W111i MORE THAN 12" OF CONCRETE PROVIDE CONTROL OR CONSTRUCTION JOINTS PROVIDE CONTROL OR CONSTRUCTION JOINTS CAST BELOW THE BARS. IN SLABS ON GRADE TO BREAK UP SLAB INTO IN SLABS ON GRADE TO BREAK UP SLAB INTO (2) #4 BOTTOM (2) #4 BOTT. 4. TENSION LAP SPLICE SHOWN ABOVE ARE FOR CONCRETE COVER GREATER THAN RECTANGULAR AREAS OF 400 SQUARE FEET OR LESS. AREAS TO BE APPROX. SQUARE AND HAVE RECTANGULAR AREAS OF 400 SQUARE FEET OR LESS. AREAS TO BE APPROX. SQUARE AND HAVE PER PLAN EA. WAY CONT. OR EQUAL TO BAR DIAMETER AND CENTER TO CENTER SPACING eREATER THAN TWO BAR DIAMETERS (SPACING AND COVER CASE 1). NO ACUTE ANGLES. JOINT LOCATIONS TO BE NO ACUTE ANGLES. JOINT LOCA71ONS TO BE 5. INCREASE LAP SPUCE LENGTH BY 1.5 FOR EPDXY COATED REINFORCEMENT. APPROVED BY THE ARCHITECT. APPROVED BY THE ARCHITECT. POST AT SPREAD FOOTING EMT AT THICKENED FOOTING 6. INCREASE LAP SPUCE LENGTH BY 1.3 FOR LIGHT WEIGHT CONCRETE. 7. COMPRESSION LAP SPLICES SHALL BE A MINIMUM OF 30 BAR DIAMETERS UNIESS OTHERWISE SHOWN ON THE DRAWINGS. SCALE: 3/4" 1*-0' TYP. U.N.O. SCALE: 3/4' V-0' LAP SPLICE SCHEDULE CONTROL JOINT CONSTRUCTION JOINT TYPICAL POST BASE P%5- EXISTING FRAMING PER PLAN T11 SIMPSON URFP AT 4! ON CENTER NTH (2) W DIA. EXPANXSION BOLTS TO CONCRETE AND (5) 0.25X3- SOS SCREWS TO SILL PLATE EEXSTG. STG S EEXISTING SCAI-E-. 3/4" 1'-0" DETAIL PIEViE�joi,,---D F-O.R, CODE Co';;PLIANCE JUN 03 2020 CRY Of TuWla BUILDNNIG DIVISION I RECEIVED CITY OF TUKWILA OCT 2 5 2019 PERMITCENTER m 0 co m U) N co V) t4 co c: Lj m 0 cQ z co W to o 4c, 0 w 1 14 Z m cn U w z 11 11 , V� r—.-q ct 00 00 ct 00 7� ;5 70. TpIIqq To WAIT r�MmprTinm npTlr)m(z TRi 1',(Z Tn WAI I (.nNNFr.TInN OPT[McZ 8d 0 6' D.C. ROOF FRAMING PER PLAN EAVE PER ARCH. 2X4 BLOCKING EA. BRACE - - 2X4 EDGEWISE 0 24* D.C. (6) 12d - - GABLE END TRUSS PROVIDE (2) 2X4 DIAGONAL EIRAMij -All AT 4! D.C.- 12d 0 6' D.C. PLATE FLAT 2X BRACE BRACE REQUIRED NOTE: DIAGONAL WHEN CROSSWALLS ARE GREATER THAN FNCiiE-. PANEL EDGE NAILING V APART FOR A 2X4 FLAT BRACE I PROVIDE 2X4 DIAGONAL 10' APART FOR A 2X6 FLAT BRACE I BRACE WHEN CROSSWALLS SEE SHEARWALL 12' APART FOR A 2X8 RAT BRACE LA�E�ORL`Tt�� 1LAPARj j SCHEDULE SCALE. 31,r = l'-O* M TYPICAL TRUSS BRACING AT END WALLS ROOF TRUSSES PER PLAN - STE) ROOF TRUSS CUPS AT 48- D.C. W/ NAIL IN SLOTTED HOLE TO ALLOW VERTICAL TRUSS MOVEMENT 2X4 0 48* DS DRYWALL STOP AT 16' D.C. TO WALL TOP PLATE - -HOLD CEILING FASTENERS 16' BACK FROM WALL TO ALLOW TRUSS CHORD MOVEMENT NONBEARING WALL (2) 12d EA. ENE WALL PERPENDICULAR WALL PARALLEL SCALE:- 3/4' = V-0` 6] TYPICAL NONBEARING WALL SUPPORT (3) 0.148- X 3- FLOOR SHEATHING AND NAILING PER STRUCTURAL NOTES S1.1 BEARING AND/OR SHEARWALL PER PLAN PLATE NAILING PER SHEARWALL SCHEDUI F 0.148'X3.25' 0 6* D.C. MIN EDGE NAILING PER SCHED. FLOOR SHEATHING AND NAILING PER STRUCTURAL NOTES SIA RIM/IBLOCKING TO TOP PLATE PER SHEARWAL SCHEDULE - PROVIDE O.M*X3.*25* 0*6* D.C. MINI FRAMING PER I PLAN EDGE NAILING PER SCHED. BEARING AND/OR BLOCKING AT 48" O.C. SHEARWALL PER PLAN FRAMING PER PLAN ADD RIM JOIST/BUKG- ?Rbw�� AS REQUIRED BY SHEARWALL SCHEDULE WITH 0.131'X2.5* EA. SIDE, DOUBLE JOIST 1 1/2- MIN. FROM END. 2. SECURE RIM JOIST TO PARALLEL BLKG. WITH 0.131"X2.5 NAIL TOP AND BOTTOM. PLATE -ROOF TRUSSES PER PLAN 2 X 4 BLKG 0 48* W/ (2) 16d TOENAIL EA END 2d SEE SHEARWALL O-C�R�G I SCHEDULE T-N OR A35 AN HOR @ 2 0 0 C L W/ (8) id SHEARWALL N S __ F M TYPICAL INTERIOR SHEARWALL TO TRUSS OVERFRAMIN, ROOF SHEATHING/DIAPHRAGM SEE 16/S9.1 PER 7/S9.1 8d 0 6*OC GT XT. SHEARWALL TRUSS HANGER PER TRUStSMFR/.//I' EXT. SHEARWALL PRE -FABRICATION ROOF PER PLAN TRUSS 0 24'OC NOTE: GT HAS BEEN DESIGNED TO TRANSFER SCALE. 3/4* = 1�_01 REQUIRED LATERAL LOAD. F-8 ] TYPICAL TRUSS TO GT CONNECTION BEAR NG AND/OR it SHEARWALL PER PLAN PLATE NAILING PER SHEARWALL SCHEDULE 0.148"X3.25" 0 6" D.C. MIN EDGE NAILING PER SCHED. FLOOR SHEATHING AND NAILING PER STRUCTURAL NOTES SIA RIM/BLOCKING TO TOP PLATE PER SHEARWAL SCHEDULE - PROVIDE 0.148*X3.25* 0 6" O.C.'MINJ EDGE NAILING PER SCHED. BEARING AND/Of? SHEARWALL PER PLAN SCAL : 3/4" SC6U: 1 3/4' f-O" F1_ G INTERIOR WALL TO FRAMING 1] EXTERIOR WALL TO FRAMIN F12 # OF TRUSS PUES CONNECTOR TO TRUSS TO TOP PLATES 1 Hi (6) 0.131- X 1.5- (4) 0.131- X 15- 1 H2.5A (5) 0.131- X 2.5- (5) 0.131- X 2.5-- 1 SDWC15600 - - 2 H10-2 (9) 0.148* X 1.5' (9) 0.148- X 1.5- 2 2) H2 5A (5) 0.131* X 2.5* EA. (5) 0.131- X 2 5- EA 2 (2�( SDWC15600 3 (3) SDWC15600 *ADD A35 0 48"O.C. w u Ao� ' FOR H2.5A AND k SDWC STYLE K CONNECTIONS ROOF FRAMING PER PLAN Bd AT 6' D.C. 2X VENTED BLKG. i OF TRUSS PLIES CONNECTOR I TO TRUSS TO TOP PLATES 1 HI (6) 0.131- X 1.5- (4) 0.131' X 2.5" 1 H2.5A (5) 0.131- X 2.5- F5-)0.131 * X 2.5" 1 SDWC15600 - - 2 HIO-2 (9) 0.148" X 1.5" (9) 0.148* X 1.5" 2 (2) H2.5A (5) 0.131- X 2 5* EA. (5) 0,131 - X 2.5" EA. 2 (2) SDWGI5600 3 (3) SDWC15600 ROOF FRAMING PER PLAN 8d AT 6* O.C. 2X VENTED BLKG. 0.131" X 3* TOENAIL AT 6* D.C. A", 1IMP, H2.5A & SDWC15600 STYLE COMMON/GIRDER TRUSS H2,5A & SDWC15600 STYLE \_CoMMON/GIRDER TRUSS PER PLAN PER PLAN TRUSS TO WALL CONNECTION TO EACH �EBEARING/SHEAR WALL PER TRUSS TO WALL CONNECTION TO EACH 1 1 STYLE \--BEARING/SHEAR WAU PER TRUSS PLY PER TABLE ABOVE PLAN AND SCHEDULE TRUSS PLY PER TABIE ABOVE PLAN AND SCHEDULE SCALE. 3/4 '= f-O" (BEAM/HEADER AT SIMILAR) SCALE- 3/4 '= f� (BEAM/HEADER AT SIMILAR) F-41 TYPICAL TRUSS TO WALL [5] TYP. RAISED HEEL TRUSS TO WALL BEARING AND/OR SHEARWALL PER PLAN PLATE NAILING PER SHEARWALL SCIHEDUI F 0.148'X3.25* 0 6* O.C. MIN EDGE NAILING PER SCHED. FLOOR SHEATHING AND NAILING PER STRUCTURAL NOTES S1.1 RIM/BLOCKING TO TOP PLATE PER SHEARWAL SCHEDULE - PROVIDE O.WX3.25* 0 6"'O.C. MIN, BEARING AND/CIR SHEARWALL PER PLAN PLATE NAILING PER SHEARWALL SCHEDUI F 0.148"X3.25' 0 6" D.C. MI EDGE NAILING PER SCHED. RIM/BLOCKING TO TOP PLATE PER SHEARWAL SCHEDULE - PROVIDE 048*X3.251 0*15-O.C. M1 NAILING PER SCHED. EDGE NAILING PER SCHED. 7 7 -----BEARING AND/OR -----BEARING AND/OR FRAMING PER PLAN SHEARWALL PER PLAN FRAMING PER PLAN SHEARWALL PER PLAN STUDS ADD RIM JOIST/BLKG. NOTES: ADD RIM JOIST/BLKO. NOTES: AS REQUIRED BY 1. SECURE MST TO WALL AS REQUIRED BY 1. SECURE JOIST TO WALL SHEARWALL SCHEDULE WITH 0.131'X2.5" EA. SIDE, SHEARWALL SCHEDULE W1TH 0.131"X2.5* EA. SIDE, 1 1/2* MIN. FROM END. 1 1/2' MIN. FROM END. SCAIL 3/4" = V-O". Fl_�3] INTERIOR WALL TO FRAMING JOISTS BU JOT Fl-81 BUILT UP BEAM 2. SECURE RIM JOIST TO PERPENDICULAR JOIST WITH 0.131*X2.5 NAIL TOP AND BOTTOM. SCALE; 3/4!' = f-O" F14-] EXTERIOR WALL TO FRAMING nECEIVED CITY OF TUKWILA OCT 2 5 2019 PERMrrCENTER SPLICE & NAIL TOP PLATES AS SHOWN 0 ALL EXTERIOR, PLUMBING, PARTY & SHEAR SCALE: 3/4� = f-O" AND ATROOF. F15_1 TOP PLATE SPLICE LAP JOIST 4" AND USE (3) 8d NAILS AT SOLID BLOCKING TO BEAM LZ V7 TOP PLATE HANGER PLYWOOD PLYWOOD SPUCE SEE 5 .7 THIS SHT.- PANEL BLOCKING AT NON BEARING WALLS HEADERS - MAY BE AS REQ. AT BEARING WALLS ;f-ATTACHED TO KING STLV STUDS AT HEADERS: W/HUC HANGER OR A34 16" D.C. TYP. �2 2XIB 0 2X4 WALLS A35 CLIP: U.N. O_*_� 3� 2X8 0 2XIS WALLS (2) 2X4 MIN. UNLESS NOTED -T JOIST PER JOIST PERT OTHERWISE PER PLAN 6d 0 12" PLAN PLAN JOIST HANGER 2X BLOCKING KING STUD-TYP. BEAM PER PLAN BEAM PER PLAN FACE NA,1 W (2) 16d 12/- 0. a AT BEARING WALLS -AT NON-BEAR06 WAJ v TRIMMER STUDS. (1) TRIMMER S-n It .s 0 OPENINGS UP TO 5 -0 WIDE �2 0 OPENINGS V-1" &'GREATER A: FLUSH BEAM B: DROPPED BEAM UNLESS NOTED OTHER PLAN SCALE- 3/4" = 1*-0" SCALE: NONE -4 Fl-9-1 TYP. CONN. TO WOODBEAM [2-0-1 TYP. HDR. AT STRUCT. WALL 0) co m Ej z co i� C', co a co c� 0 0 co co ul to a) o LLJ co 0 co C12 C\2 F__ C) 2- m :D U V) w z coD_ c 0�tiPLIA[,4CC- JUN o3 2020 C!tY of Tukvviia 8 U 1� , I �MG D t �Vjjj M 00 00 40 I L 4.� "OVI'l �rje 0 A M 0 C/) > M Z, n 2 M z 0 0 0 0 > b4f �F 0 C= = M 0 0 c ��g M!Z > z iz M Roof Trusses Loading TOLL = 25.0 lb TC/DL= 8.0 lb BC/DL= 7.0 Ib WIND = 110 rnph' uustomer: I O-Phone Quote - PPML 100 Job Name: Osterly Park Townhornes Job Number: J1046505 Plan: Townhome 07 nA rltl iles Rep: like Larimore stimate By: yan King-Whittet inalized By: Date: 019 rl