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Permit D13-295 - TERRACE APARTMENTS - LEASING OFFICE - REMODEL
TERRACE APARTMENTS LEASING OFFICE 13705 56 AVE S D13-295 Parcel No: Address: City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Inspection Request Line: 206-438-9350 Web site: http://www.TukwilaWA.eov 0003000008 13705 56 AVE S DEVELOPMENT PERMIT Project Name: TERRACE APTS - LEASING OFFICE Permit Number: D13-295 Issue Date: 4/8/2014 Permit Expires On: 10/5/2014 Owner: Name: Address: Contact Person: Name: Address: Contractor: Name: Address: License No: TERRACE APTS 14240 INTERURBAN AVE 5 #212 , TUKWILA, WA, 98168 MIKE MAECHLER 250 FOUTH AV S, SUITE 200, EDMONDS, WA, 98020 ALLEGIANCE CONSTRUCTION SVCS 20630 106 AVE SE , SNOHOMISH, WA, 98296 Lender: Name: TECTON CORPORATION Address: 14240 INTERURBAN AV S, SUITE 2 12, TUKWILA, WA, 98168 Phone: (425) 778-8500 Phone: (206) 940-8113 Expiration Date: DESCRIPTION OF WORK: SUBTYPE: AAPT STATUS: APPROVEDDESCRIPTION: REMODEL OF EXISTING LEASING OFFICE ON FIRST FLOOR OF BUILDING. INCLUDING: REMOVAL OF EXISTING LOAD BEARING COLUMN, INSTALLATION OF NEW BEAM, POSTS AND PAD FOOTINGS, RECONFIGURING EXISTING NON-BEARING PARTITION WALLS AND MOVING TWO DOORS. Project Valuation: $30,000.00 Fees Collected: $1,186.39 Type of Fire Protection: Sprinklers: YES Fire Alarm: NO Type of Construction: III Occupancy per IBC: R-2 Electrical Service Provided by: TUKWILA FIRE SERVICE Water District: TUKWILA Sewer District: TUKWILA SEWER SERVICE Current Codes adopted by the City of Tukwila: Internations Building Code Edition: International Residential Code Edition: International Mechanical Code Edition: Uniform Plumbing Code Edition: 2012 2012 2012 2012 International Fuel Gas Code: WA Cities Electrical Code: WA State Energy Code: 2012 2012 2012 • • Public Works Activities: Channelization/Striping: N Curb Cut/Access/Sidewalk: N Fire Loop Hydrant: N Flood Control Zone: Hauling/Oversize Load: N Land Altering: Volumes: Cut: 0 Fill: 0 Landscape Irrigation: Sanitary Side Sewer: Number: 0 Sewer Main Extension: Storm Drainage: Street Use: Water Main Extension: Water Meter: Yes Permit Center Authorized Signature: Date: `-B-i 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 j rmit and agree to� conditio.. attached to this permit. Signature: !! ,,�� Print Name:gfY 4) Date: This permit shall become null and void if the work is not commenced within 180 days for the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. PERMIT CONDITIONS: 1: ***BUILDING DEPARTMENT CONDITIONS*** 2: No changes shall be made to the approved plans unless approved by the design professional in responsible charge and the Building Official. 3: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (206/431-3670). 4: All permits, inspection records, and approved plans shall be at the job site and available to the inspectors prior to start of any construction. These documents shall be maintained and made available until final inspection approval is granted. 5: The special inspections and verifications for concrete construction shall be required. 6: The special inspections for steel elements of buildings and structures shall be required. All welding shall be done by a Washington Association of Building Official Certified welder. 7: Installation of high-strength bolts shall be periodically inspected in accordance with AISC specifications. 8: When special inspection is required, either the owner or the registered design professional in responsible charge, shall employ a special inspection agency and notify the Building Official of the appointment prior to the first building inspection. The special inspector shall furnish inspection reports to the Building Official in a timely manner. 9: A final report documenting required special inspections and correction of any discrepancies noted in the inspections shall be submitted to the Building Official. The final inspection report shall be prepared by the approved special inspection agency and shall be submitted to the Building Official prior to and as a condition of final inspection approval. 10: Subgrade preparation including drainage, excavation, compaction, and fill requirements shall conform strictly with the recommendations given in the soils report. Special inspection is required. 11: 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). 12: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Building Department (206-431-3670). 13: VALIDITY OF PERMIT: The issuance or granting of a permit shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of the building code or of any other ordinances of the City of Tukwila. Permits presuming to give authority to violate or cancel the provisions of the code or other ordinances of the City of Tukwila shall not be valid. The issuance of a permit based on construction documents and other data shall not prevent the Building Official from requiring the correction of errors in the construction documents and other data. PERMIT INSPECTIONS REQUIRED Permit Inspection Line: (206) 438-9350 1700 BUILDING FINAL** 0201 FOOTING 0409 FRAMING 4000 SI -CONCRETE CONST 4035 SI -SOILS 4025 SI -STEEL CONST 4004 SI -WELDING • • CITY OF TUKWILA Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, W4 98188 http://www.TukwilaWA.gov Building Permit No. 1.3 - 5 Project No.'. Date Application Accepted: [; Date Application Expires: -S1, (For office use only) CONSTRUCTION PERMIT APPLICATION Applications and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or by fax. **Please Print** Site Address: 13705 56th Ave S, Tukwila, WA Tenant Name: Terrace Apartments King Co Assessor's Tax No.: 000300-0008 Suite Number: Floor: 1 New Tenant: ❑ Yes J ..No PROPERTY OWNER Name: Mike Maechler Name: Terrace Apartments City:Edmonds State: WA Zip: 98020 Address: 14240 Interurban Ave, S#212 Email: mikem@cgengineering.com City: Tukwila State: WA Zip: 98168 CONTACT PERSON — person receiving all project communication Name: Mike Maechler Address: 250 4th Ave S, Suite 200 City:Edmonds State: WA Zip: 98020 Phone: (425) 778-8500 Fax: (425) 778-5536 Email: mikem@cgengineering.com GENERAL CONTRACTOR INFORMATION Company Name: Not selected at this time Address: Company Name: N/A Engineer Name: Greg Guillen, PE, SE City: State: City: Edmonds State: WA Zip: Phone: Fax: City: State: Contr Reg No.: Phone: Exp Date: Tukwila Business License No.: H:\Applications\Forms-Applications On Line\201 I Applications\Permit Application Revised - 11-9-11.docx Revised: August 2011 bh ARCHITECT OF RECORD Name: Tecton Corporation Company Name: CG Engineering Company Name: N/A Engineer Name: Greg Guillen, PE, SE Architect Name: City: Edmonds State: WA Address: Phone: (425) 778-8500 Fax: (425) 778-5536 City: State: Zip: Phone: Fax: Email: ENGINEER OF RECORD Name: Tecton Corporation Company Name: CG Engineering City: Tukwila State: WA Zip: 98168 Engineer Name: Greg Guillen, PE, SE Address: 250 4th Ave S, Suite 200 City: Edmonds State: WA Zip: 98020 Phone: (425) 778-8500 Fax: (425) 778-5536 Email: grego@cgengineering.com LENDER/BOND'ISSUED(required for projects $5,000 or greater per RCW 19.27.095) Name: Tecton Corporation Address: 14240 Interurban Ave S, Suite 212 City: Tukwila State: WA Zip: 98168 Page 1 of 4 --bc‘ BUILDING PERMIT INFORMATION 206-431-3670 Valuation of Project (contractor's bid price): $ 30,000 Existing Building Valuation: $ 333,000 Describe the scope of work (please provide detailed information): Remodel of existing leasing office on first floor of building. Including: removal of existing load-bearing column; installation of new beam, posts and pad footings; reconfiguring existing non-bearing partition walls; and moving two doors. Will there be new rack storage? ❑ Yes m.. No If yes, a separate permit and plan submittal will be required. Provide All Building Areas in Square Footage Below PLANNING DIVISION: Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: Lot Area (sq ft): Floor area of principal dwelling: *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: Compact: Handicap: Will there be a change in use? ❑ Yes D No If "yes", explain: Floor area of accessory dwelling: FIRE PROTECTION/HAZARDOUS MATERIALS: ❑ Sprinklers ❑ Automatic Fire Alarm None ❑ Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? 0 Yes No 1f "yes', attach list of materials and storage locations on a separate 8-1/2"x 11" paper including quantities and Material Safety Data Sheets. SEPTIC SYSTEM 0 On-site Septic System — For on-site septic system, provide 2 copies of a current septic design approved by King County Health Department. H:\Applicatiions\Forms-Applications On Line \2011 Applications\Permit Application Revised - 8-9-11. docs Revised: August 2011 bh Page 2 of 4 Existing .,, Interior Remodel Addition to Existing Structure New Type of Construction per IBC Type of Occupancy per IBC 1' Floor 2"d Floor 3`d Floor Floors ; thru Basement Accessory Structure* Attached Garage Detached Garage Attached Carport Detached Carport Covered Deck Uncovered Deck PLANNING DIVISION: Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: Lot Area (sq ft): Floor area of principal dwelling: *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: Compact: Handicap: Will there be a change in use? ❑ Yes D No If "yes", explain: Floor area of accessory dwelling: FIRE PROTECTION/HAZARDOUS MATERIALS: ❑ Sprinklers ❑ Automatic Fire Alarm None ❑ Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? 0 Yes No 1f "yes', attach list of materials and storage locations on a separate 8-1/2"x 11" paper including quantities and Material Safety Data Sheets. SEPTIC SYSTEM 0 On-site Septic System — For on-site septic system, provide 2 copies of a current septic design approved by King County Health Department. H:\Applicatiions\Forms-Applications On Line \2011 Applications\Permit Application Revised - 8-9-11. docs Revised: August 2011 bh Page 2 of 4 PERMIT APPLICATION NOTES — Value of Construction — In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the Permit Center to comply with current fee schedules. Expiration of Plan Review — Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. The Building Official may grant one or more extensions of time for additional periods not exceeding 90 days each. The extension shall be requested in writing and justifiable cause demonstrated. Section 105.3.2 International Building Code (current edition). I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. BUILDING OWNER OR AUTHORIZED AGENT: Signature: ° 21/— Print Print Name: Mike Maechler Mailing Address: 250 4th Ave S, Suite 200 H.\Applications\Forms-Applications On Line\2011 Applications \Permit Application Revised - 8-9-11. docx Revised. August 2011 bh Date: 09/10/2013 Day Telephone: (425) 778-8500 Edmonds WA 98020 City State Zip Page 4 of 4 DESCRIPTIONS PermitTRAK ACCOUNT QUANTITY PAID D13-295 Address: 13705 56 AVE S Apn: 0003000008 $65,00 DEVELOPMENT $65.00 ADDITIONAL PLAN REVIEW TOTAL FEES PAID BY RECEIPT: R1729 R000.345.830.00.00 $65.00 $65.00 Date Paid: Tuesday, April 08, 2014 Paid By: ALLEGIANCE CONSTRUCTION SVCS Pay Method: CHECK 1057 Printed: Tuesday, April 08, 2014 8:50 AM 1 of 1 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Fax: 206-431-3665 Web site: http://www.TukwilaWA.2ov RECEIPT Parcel No.: 0003000008 Permit Number: D13-295 Address: 13705 56 AV S TUKW Status: PENDING Suite No: Applied Date: 09/18/2013 Applicant: TERRACE APTS - LEASING OFFICE Issue Date: Receipt No.: R13-02660 Initials: User ID: WER 1655 Payment Amount: $1,121.39 Payment Date: 09/18/2013 10:55 AM Balance: $0.00 Payee: MIKE MAECHLER TRANSACTION LIST: Type Method Descriptio Amount Payment Credit Crd VISA Authorization No. 002124 ACCOUNT ITEM LIST: Description 1,121.39 Account Code Current Pmts BUILDING - RES PLAN CHECK - RES STATE BUILDING SURCHARGE 000.322.100 000.345.830 640.237:114 Total: $1,121.39 676.90 439.99 4.50 rint.r1• !1 Q_1 5:2_'/C11Z INSPECTION RECORD Retain a copy with permit D13-e2R5- INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 431-2451 Prgjgr& Type off Inspection: Add ess 1' 105 U u (ra 4 Date Called: Special Instructions: Date Wanted: j,.11 h4%.-2 ��"r L4 p.m. Requester: Phone No: '1.kpproved per applicable codes. COMMENTS: Corrections required prior to approval. r% / 17; ,,\14 r REI SPECTION FEE REQUIRE y . Prior to next inspection, fee must be paid\ ,16300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA .BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line(206) 431-2451 • . Tett: el r Ac 40 l ea -s, 44, Type of Inspection: r2 ,A m' N t Address: 13-7o5 A q•S Date aIle : rOcrrl i''./C Special Instructions: Date Wanted:c:"l T _ Requester: -: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: t)-_ Ivl J 1;6C/ Date: ECTION FEE REQUIRED. Prior to next inspection. fee must be - 6300 Southcenter Blvd0, Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 431-2451 D13 25 P-caject: - 1 &r r!e f P>'s Type of Inspection: �©Cf i t N..) G Address: I -7Cs SC0 /iv Date Called: Special Instructions:Date Zell i'N� Wan ed: — 2Z- .l4 a.m. p.m. Requester: Phone No: QApproved per applicable codes. Corrections required prior to approval. COMMENTS: SCD4Otes rT cc>iior; c _7dy p Q L,-- Cxc ev P eer l s: t'eo A 11 ;,kjs���+; ECTION FEE REQUIRD. Prior to next inspection, fee must be t 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection: v Slump (ASTM C143)1 r MAYES TESTING ENGINEERS, INC Project Name: Site Address: Client: Engineer: Contractor: CONCRETE LABORATORY TEST REPORT Terrace Apartments 13705 56th Avenue SE Tukwila, WA McCutchan and Sons, Inc McCutchan and Sons, Inc Lynnwood 20225 Cedar Valley Road Suite 110 Lynnwood WA 98036 ph 425.742.9360 fax 425.745.1737 Project No: L14195 Issued on: 05/02/14 Sample Set ID: 344758 Permit # (s): D13-295 Air Temperature: 53°F Weather: Overcast Product: Concrete Supplier: Stoneway Batch Plant Location: 14 Ticket Number : 480719 MixDesign ID : 6000-h Sample Temp. r (ASTM C1064) 61°F Water/Cement Ratio: 0.443 Initial Storage Temp. (ASTM C31) 61 °F 3" Placement Location and Notes: FIELD DATA ASTM C31 and C172 Design Mix Proportions: Ingredient Weight (per cu.yd) Air Content (ASTM C231) NR Sample(s) Rec'd: 04/25/14 Cement --Type III Coarse Aggregate 3/4" Fine Aggregate Water Required Strength: (fc) 3000 psi © 28 days 564.0 lbs 1,941.0 lbs 1,366.0 lbs 250.0 lbs Placed for the (2) new footings and slab on grade pourbacks. Sampled at midload from 2 total cubic yards at 0719. COMPRESSION TEST RESULTS (ASTM C31, C39, C617, C1231, C780, C109, C1019 or AASHTO T22 when applicable) Date Made Sample # Lab # Date Tested Age Size (in) Load (lbs) Dia (in) Area Strength (psi) Type of Fracture 04/24/14 04/24/14 04/24/14 04/24/14 0001 0001 0001 0001 10004 10005 10006 10007 05/01/14 05/22/14 05/22/14 05/22/14 Remarks: Technician(s): McBride, M. Tested by: Revilla, Z. 7 28 1 28 28 4x8 4x8 4x8 4x8 62750 3.99 0.00 12.50 L 5020 0.00 11 j 0.00 0.00 1 0.0o j 0.00 I Type 3 NA Reviewed by: Robert Gardner Senior Project Manager Notes: Information in this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. See ASTM C39, for full description of the Type of Fracture. All testing performed in accordance with applicable ASTM's except C-31, 10.1.2, C-780, A 6.6.1.3, C-1019, 9.6 - "recording field temperature" NA j NA MTE 1050-1C, Rev4, 08/22/07 • ' MA YES TESTING ENGINEERS 20225 Cedar Valley Road, Suite 110 Ph 425.742.9360 Lynnwood, WA 98036 Fax 425.745.1737 10029 S. Tacoma Way, Suite.E-2 Tacoma, WA 98499 7911 NE 33rd Drive, Suite 190 Portland, OR 97211 INSPECTOR TIME M. McBride Ph 253.584.3720 Fax 253.584.3707 Ph 503.281.7515 Fax 503.281.7579 HOURS Page 1 of 1 FIELD COPY / SUBJECT TO REVIEW Project No.: L14195 Date: 4/24/2014 Project: Terrace Apartments Permit No.: D13-295 Weather: Inside Project Address: 13705 56th Ave S, Tukwila, WA Owner: Engineer: CG Engineering Architect: Contractor. McCutchan Type of Inspection: RC, PA, SS Samples: (4) 4x8 cyls SUMMARY: Observed the installation of (9) #4 rebar dowels into the existing concrete per the Engineers Memorandum dated 4/22/14. Holes were drilled for 4" of embedment as required and cleaned as required prior to installing the dowels using Hilti HFX adhesive (Part A #2000931; Part B #2101261, expires 4/2014). Conducted inspection of the reinforcing steel and anchor bolts prior to placing concrete for the (2) new footings and slab on grade pour -backs. The reinforcement appears to be installed per detail 2/S-4 and the afore mentioned Memorandum: Monitored the placement of, sampled and tested approximately (2) cubic yards of Stoneway concrete mix 6000-h at the above referenced locations. One sample of concrete was taken and four test cylinders were cast. Conducted visual weld inspection of the connections for the new W10x45 beam to the new tube steel columns per detail 1/S-4. The connections appear to have been made per plan and meet the visual acceptance criteria per AWS D1.1. WABO certified welder is Ronald D. Schaefer, certification #W01973, expires 7/1/14. To the best of our knowledge, all items inspected today are in conformance with approved plans and specifications. x YES NO PRELIMINARY INSPECTION Sample Temp. I (ASTM C1064) Initial Storage Temp. I (ASTM C31) MAYES TESTING ENGINEERS, INC Project Name: Site Address: Client: Engineer: Contractor: CONCRETE LABORATORY TEST REPORT Terrace Apartments 13705 56th Avenue SE Tukwila, WA McCutchan and Sons, Inc McCutchan and Sons, Inc Project No: Issued on: Sample Set ID: Lynnwood 20225 Cedar Valley Road Suite 110 Lynnwood WA 98036 ph 425.742.9360 fax 425.745.1737 L14195 05/02/14 344758 Permit # (s): D13-295 Air Temperature: 53°F Weather: Overcast Product: Concrete Supplier: Stoneway Batch Plant Location: 14 Ticket Number : 480719 MixDesign ID : 6000-h 61°F Water/Cement Ratio: 0.443 61°F Slump (ASTM C143) 1 3" Placement Location and Notes: II FIELD DATA ASTM C31 and C172 Design Air Content I (ASTM C231) NR Sample(s) Rec'd: 04/25/14 1 Mix Proportions: Ingredient Cement --Type 111 Coarse Aggregate 3/4" Fine Aggregate Water Required Strength: (fc) 3000 psi @ 28 days Weight (per cu.yd) 564.0 1,941.0 1,366.0 250.0 lbs lbs lbs lbs Placed for the (2) new footings and slab on grade pourbacks. Sampled at midload from 2 total cubic yards at 0719. Date Made Sample # 04/24/14 04/24/14 04/24/14 04/24/14 Remarks: 0001 0001 0001 0001 COMPRESSION TEST RESULTS (ASTM C31, C39, C617, C1231, C780, C109, C1019 or AASHTO T22 when applicable) Area Strength (psi) Type of Fracture Lab # Date Tested Age Size (in) Load (lbs) Dia (in) 10004 10005 10006 10007 05/01/14 05/22/14 05/22/14 05/22/14 Technician(s): McBride, M. Tested by: Revilla, Z. 7 7 28 28 28 4x8 4x8 4x8 4x8 62750 3.99 0.00 0.00 0.00 12.50 0.00 J 0.00 0.00 Reviewed by: Robert Gardner Senior Project Manager 5020 Notes: Information in this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. See ASTM C39, for full description of the Type of Fracture. All testing performed in accordance with applicable ASTM's except C-31, 10.1.2, C-780, A 6.6.1.3, C-1019, 9.6 - "recording field temperature" Type 3 NA NA NA MTE 1050-1C, Rev4, 08/22/07 FILE COPY Structural Calculations FOR Terrace Apartments Remodel 13705 56th Avenue South Tukwila, WA 98168 CG Engineering Project No. 13055.10 September 2013 C G ENGINEERING 250 4th Avenue S, Suite 200 Edmonds, WA 98020 (425) 778-8500 REVIEWED FOR CODE COMPLIANCE APPROVED SEP 2 6 2013 City of Tukwila BUILDING DIVISION M- 29 s RECEIVED CITY OF TUKWILA SEP 1 8 2013 PERMIT CENTER PROJECT DESCRIPTION This project involves the removal of a structural column in a 4story apartment building located at 13705 56th Ave South, Tukwila, WA. The column to be removed is located on the first floor. A new steel beam will be used to support the existing floor above. New steel columns and concrete spread footings will be used to support the new steel beam. Additionally a non -load bearing wall will be relocated near the apartment entrance. SCOPE OF WORK Design new beam and columns to replace load bearing wall. Provide stamped calculations and construction drawings for the proposed remodel. DESIGN CRITERIA GRAVITY LOADS: Roof DL 15 psf Floor DL 15 psf Snow Load 25 psf Live Load 40 psf C � 0 ENGINEERING 250 4th Ave. South Suite 200 Edmonds, WA 98020 By Calculation Summary DTR Date 7/17/2013 Chkd Date Scale Terrace Apartments Remodel N.T.S. Job No. 13055.10 Sheet No. 1 Roof DL asphalt shingles 2 psf 1/2" wood sheathing 1.7 psf insulation 1.2 psf (1) Gypsum 5/8 2.8 psf roof trusses 5 psf M/E 1 psf USE 13.7 psf 15 psf Floor DL Flooring 1 psf 3/4" sheathing 2.5 psf (1) Gypsum 5/8 2.8 psf floor joists 5 psf M/E 1 psf USE 12.3 psf 15 psf Walls (exterior) 2x6 studs @16" 1.7 psf 3/4" sheathing 2.8 psf Gypsum 5/8 2.8 psf Insulation 0.7 psf Siding 2 psf USE 10.0 psf (x 8 ft wall height) 80 plf Snow Load = 25 psf Floor LL = 40 psf C � ENGINEERING 250 4th Ave South Suite 200 Edmonds, WA 98020 Description Design Loads By DTR Date 7/15/13 Checked Date Scale Project Terrace Apartments Remodel Job No. 13055.10 Sheet No. z 7;k/ A'ed ((o�.� • 'Yea- a.S2.7v4. t,,,€ keic (4-y4)(12.9+11.NEatZ_=Z.„(c.9.5 = 12,Z� X25 �t (c-2,54" 05 17 z- 3 p 9\5.r.f.t)[(..3) t5 -1-(434.6+015] rieW ',edh% ,Neee Nevi e 0"; 0)(19,5-1- lI5. C15rt frL( pi -F] w X6'6' Web C � ENGINEERING 250 4th Ave. South Suite 200 Edmonds, WA 98020 425.778.8500 www.cgengineering.com See G ti�-caJc.. s‘._s4 9 c- 5 �Z 63 -fr 1- 3- 2-,) og Liga) elf Use WIO X415 IveawlJ RM, (&S)[2. 5(4 +3.51 c»X5'.7 (46_ )C-5. i.s Description Aq eY -74 C /GCd1j/ -41 5 <Zyooh4:>(t6)C4.tzs c.'fl �� C2.0 `osis Avudi Na ifrfien r • By 17.7-k, R Checked Date?/Io(I3 Date / 1/ (/ Scale Project Te,,, -ace Ap 't ,e.I fle.010k1 Job No. 1 Cr -. I0 Sheet No. 3 Co/v lk $ i P ( iwtyee- °O ski r7J i��lf' %r(? icy+' cU1•414-9 5 ksk5 + —64.' 8.5 + /4 ) (1s L — 4c 25 - fpcY) [(3)t5 1-(Zys► +-C►) zS] 1.. 5 , /ivc,( Sake ti137 ot4e-ritek) )04 rt '2 v 1- $ (4.:7 + 3 (Pt S'ee_ L hercdile 05e tiC 311) X52 - x /i, Nevi fai n9;) C IGe 5yeJJt Gu o., o.r/i ifixwJ ►'�rl� P =(44 + 8.8 + 1.7) = X3.6 \Z (p -t -z) I3e ani N,5 �t S "150 )„si = 1350„5 �,�.� 3_)7 x.5,1 2 fl =� 1.35 Li.3 Ftz f ( 540.0 i . o of c)e 3N- / qv, +.6(7.5 ,k,,(. -14 i2CC u5e e w -#.5(c ENGINEERING 250 4th Ave. South Suite 200 Edmonds, WA 98020 425.778.8500 www.cgengineering.com Description i.! Ci /�'lG lj 7 7 � G a.CUG r-6.41 By Checked Date yi of/ / 3 Date Scale Project l ewe. Arra ” afros" Pew Job No. l OC.5« IV Sheet No. CG Engineering 250 4th Ave South, Suite 200 Edmonds, WA 98020 (425)778-8500 Project Tide: Engineer: Project Desco Project ID: nvaed IO JUL 2013, I127AM Steel Beam Lic. # : KW -06005155 Deserlpton: 16T Span CODE REFERENCES Fie= R72013 Preleco113055.10 Terrace Apartents Office RemodellEnaulaerhtpiW nett beem.ece ENERCALC, INC. 1853-2013, 9uid:0.13 0.21, V'.6.130.21 Licensee : CG ENGINEERING Calculations per AISC 360-05, IBC 2006, CBC 2007, ASCE 7-05 Load Combination Set : ASCE 7-05 Material Properties Analysts Method: Allowable Strength Design Beam Bracing : Beam is FuOy Braced against lateral -torsional budding Bending Axis : Major Axis Bending Load Combination ASCE 7-05 L 0.486) . Fy : Steel Yield : E Modulus : 50.0 ksi 29,000.0 ksi 83) Span = 16.50 ft W10x45 Applied Loads Beam self weight calculated and added to loads Load(s) for Span Number 1 Point Load: D=5.60k@7.910ft Point Load: L=9.20k@7.910ft Point Load: S=3.20k@7.910ft Uniform Load : D = 0.1830 klft, Tributary Width =1.0 ft Uniform Load : L = 0.4880101, Tributary Width =1.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.622: 1 Section used for this span W10x45 Ma : Applied 85.212 k -ft Mn I Omega : Allowable 136.976 k -ft Load Combination .0441 Location of maximum on span 7.920ft Span # where maximum occurs Span # 1 Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection Service loads entered. Load Factors wilt be applied for calculations. Maximum Shear Stress Ratio = Section used for this span Va : Applied VNOmega : Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.394 in Ratio = 0.000 in Ratio = 0.574 in Ratio = 0.000 in Ratio = Maximum Forces & Stresses for Load Combinations 502 0 <360 345 0 <240 0.193:1 W10x45 13.614 k 70.70 k .D+L41 0.000 ft Span#1 Load Combination Max Stress Ratios Segment Length Span If M V Mmax Summary of Moment Values Summary of Shear Values Mmax - Ma - Max Mux M1xr0mega Cb run Va Max Vox Vas/Omega D Only Dsgn. L= 16.50 ft .O+L.H Dsgn. L= 16.500 .0+Lr+H Dsgn. L = 16.50 ft +D.S.H Dsgn.L= 16.50 ft +0.0.750Lr+0.750L.H Dsgn.L= 16.508 .0.0.750L.0.750S+H Dsgn.L= 16.50 ft +O.W+H Dsgn.L= 16.50 ft +D.0.70E41 Dsgn. L = 16.50 ft .0+0.750Lr+0.7501+0.750W+H Dsgn.1= 16.50 ft .0.0.7501..0.7505.0.750W.4-1 1 0.225 0.068 30.79 1 0.622 0.193 85.21 1 0.225 0.068 30.79 1 0.321 0.091 43.95 1 0.523 0.161 71.61 1 0.595 0.179 81.48 1 0.225 0.068 30.79 1 0.225 0.068 30.79 1 0.523. 0.161 71.61 30.79 228.75 136.98 1.00 1.00 4.80 106.05 70.70 85.21 228.75 136.98 1.00 1.00 13.61 106.05 70.70 30.79 228.75 13698 1.00 1.00 4.80 106.05 70.70 43.95 228.75 136.98 1.00 1.00 - 6.46 106.05 70.70 71.61 228.75 136.98 1.00 1.00 11.41 106.05 70.70 81.48 228.75 13688 1.00 1.00 12.66 106.05 70.70- 30.79 228.75 136.98 1.00 1.00 4.80 106.05 70.70 30.79 228.75 136.98 1.00 1.00 4.80 106.05 70.70 71.61 228.75 136.98 1.00 1.00 11.41 106.05 70.70 CG Engineering 250 4th Ave South, Suite 200 Edmonds, WA 98020 (425)778-8500 Project Title: Engineer: Project Desa: Project ID: Reel 10JUL 2013, 1127AM Steel Beam Lic. # : KW -06005155 Ede= RA2013 Prajec5113055.10 Terrace Apartments aka Ren odellEnpmaerrtplW main beem.ece ENERCALC, INC. 1803.2013, Wide 13.6 21, Ver0.139.21 Licensee : CG ENGINEERING Description : 167' Span Load Combination Segment Length Span # M V Mmax Mmax - Ma - Max Wm M1xr0mega Cb Rm Va Max Vnx Vnxromega Max Stress Ratios Summar/of Moment Values Summary of Shear Values Dsgn. L= 16.50 ft 1 .D+0.750Lr.0.750L.0.5250E.1-1 Dsgn.L= 16.500 1 +0+0.750L+0.750S.0.5250E-41 Dsgn.L= 16.501 1 +0.60D+W+H Dsgn. L = 16.50 ft 1 .0.60D.0.70E-41 Dsgn.L= 16,500 1 0.595 0.179 81.48 81.48 228.75 136.98 1.00 1.00 12.66 106.05 70.70 0.523 0.161 71.61 71.61 228.75 136.98 100 1.00 11.41 106.05 70.70 0.595 0.179 81.48 81.48 228.75 136.98 100 1.00 12.66 106.05 70.70 0.135 0.041 18.47 18.47 228.75 136.98 100 1.00 2,88 106,05 70.70 0.135 0.041 18.47 18.47 228.75 136.98 100 1.00 2.88 106.05 70.70 Overall Maximum Defections - Unfactored Loads Load Combination Span Max.': Defl Location in Span load Combination Max.'' Deo Location in Span D+L+S Vertical Reactions - Unfactored 0.5743 8250 Support notation : Far left is #1 0.0000 Vatues in KIPS 0.000 Load Combination Support 1 Support 2 Overall MAximum DOny L Only SOny 1.5 D+L D.S D.L+S 15.280 4.799 8.816 1.666 10.482 13.614 6.465 15.280 14.538 4.568 8.436 1 534 9970 13.004 6 102 14.538 CG Engineering _ 250 4th Ave South, Suite 200 Edmonds, WA 98020 (425)778-8500 Steel Column Project Title: Engineer. Project Descr: Project ID: Awed 10 JUL 2013.1144Ax1 Pie = R12013 Prgeds113055.10 Tames Apartments Once RemwdeeEtg6roerhlg6W matt beam.ec8 ENERCALC, INC. 1983-2013, Bu6d:8.13.e.21, Ver0.13.8.21 Lic. 8: KW -06005155 Licensee : CG ENGINEERING Description: nsidecdumn Code References Calculations per AISC 360-05, IBC 2006, CBC 2007, ASCE 7-05 Load Combinations Used : ASCE 7-05 General Information Steel Section Name : Analysis Method : Steel Stress Grade Fy : Steel Yield E : Elastic Bending Modulus Load Combination : Applied Loads HSS3-112x3-112x1/4 Allowable Strength 42.0 ksi 29,000.0 ksi ASCE 7-05 Overall Column Height 8.0 R Top 8 Bottom Fixity Top 8 Bottom Pinned Brace condition for deflection (buckling) along columns : X -X (width) axis : tdnbrased Length for X -X Axis budding = 8.0 R K = 1.0 CG Engineering 250 4th Ave South, Suite 200 Edmonds, WA 98020 (425)778-8500 Project Title: Engineer: Project Descr: Project ID: Potted 101A 2013, 1144AM Steel Column Lic. 0: KW -06005155 Description: nsidecdumn Maximum Reactions - Unfactored X -X Axis Reaction Load Combination @ Base @Top We= R.1 013 Prcjects113055.10 Terme Apartments Office Reomda0ErgtteettglW matt beem.ec8 ENERCALC, INC. 1883-2013, Budd:8.13.6.21, Ver..8.13.811 Licensee : CG ENGINEERING Y -Y Axis Reaction @ Base Top Note: Only non -zero reactions are listed. Axial Readian Base D Only LOny S Only DOS DA -1S Maximum Deflections for Load Combinations • Unfactored Loads 9.384 k 15.000 k 4.200 k 24.384 k 13.584 k 28.584 k Y -Y (depth) axis : Load Combination Max. X -X Deflection Distance MIA Y -Y Deflection Distance Unbraced Length for Y -Y Axis bucking = 8.0 8, K =1.0 D Only 0.0000 in 0.000 8 0.000 n 0.000 ft L Only 0.0000 n 0.000 ft 0.000 n 0.000 8 Service loads entered. Load Factors will be applied for calculations. S Only 0.0000 in 0000 fl 0.000 n 0.000 8 Column self weight included: 83.8351bs ' Dead Load Factor D+L 0.0000 n 0.000 fl 0.000 n 0.000 e AXIAL LOADS ... INS 0.0000 in 0.000 11 0.000 n 0.000 ft Axial Load at 8.0 ft, D = 9.30 k D+L+S 0.0000 in 0.000 8 0.000 i1 0.000 n Axial Load at 8.011, L =15.0 k Axial Load a18.0 ft, S = 4.20 k DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = Load Combination Location of maoabove base At maximum IocaUOn vahles are ... Pa : Arial Pn l Omega : Allowable Ma -x Applied Mn -x I Omega : Allowable Ma -y Applied Mn -y I Omega : Allowable PASS Maximum Shear Stress Ratio = Load Combination Location of max.above base At maximum location values are ... Va : Applied Vn / Omega : Allowable Load Combination Results 0.4611 :1 Maximum SERVICE Load Reactions .. +0+L+H Top along X -X 0.0 k 0.0 ft Bottom along X -X 0.0 k Top along Y -Y 0.0 k 24.384 k Bottom along Y -Y 0.0 k 52.886 k 0.0 k -ft Maximum SERVICE Load Deflections ... 7.335 k -ft Along Y -Y 0.0 In 0t 0.0ft above base 0.0 k -ft for load combination : 7.335 k -ft Along X -X 0.0 in at 0.0ft above base la load canbnatisn : 0.0 :1 0.0 It 0.0 k 0.0 k Maximum Axial + Bending Stress Ratio$ Maximum Shear Ratios Load Combination Stress Ratio Status Location Stress Ratio Status Location D Only 0 177 PASS 0.00 ft 0 000 PASS 0.00 ft +D+L+H 0 461 PASS 0.00 ft 0 000 PASS 0.00 ft +O+Lr+H 0 177 PASS 0.00 ft 0 000 PASS 0.00 ft + 0+S +H 0 257 PASS 0.00 ft 0 000 PASS 0.00 ft +0+0.750.r+0.750L41 0 390 PASS 0.00 ft 0 000 PASS 0 00 ft +0+0.750L+0.750S+H 0 450 PASS 0.00 ft 0 000 PASS 0 00 ft +D+W+H 0177 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0.70E+H 0177 PASS 0.00 ft 0.000 PASS 0 00 ft +0+0.750Lr+0.750L+0.750W+11 0 390 PASS 0.00 ft 0 000 PASS 0 00 ft +D+0.750L+0.750S+0.750W+H 0 450 PASS 0.00 ft 0 000 PASS 0 00 ft +D+0.750Lr+0.750L+0.5250E+H 0 390 PASS 0.00 ft 0.000 PASS 0.00 ft +0+0.750L+0.750S+0.5250E+H 0450 PASS 0.00ft 0.000 PASS 0.00 ft + 0.60D+W+H 0 106 PASS 0.00 ft 0.000 PASS 000 ft +0.60D+0.70E+H 0 106 PASS 0.00 ft 0.000 PASS 0.00 ft Steel Section Properties : HSS3.112x3.112x114 Depth = 3.500 n I xx = 5.04 1104 J 8.350 neo S xx = 2.88 n=3 Width 3.500 in Rxx = 1.320 in Wall Thick = 0.250 in 2x 3.500 ne3 Area = 2.910 net lyy e 5.040 n=4 C 4.920 WI Weight = 10.479 pf Syy 2.880 na3 Ycg 0.000 it Ryy = 1.320 in *Load 1 3.501n x Loads aro total entered value. Avows do not rolled absolute direction. 6eu41" Go/v.Mn C aPinect 4/ 5 .cidy /-.f107- CC14,1 6ocse Plate Beare► PL )<34.'(10 a we lol 5"? 3/G,. C707wL EA, 2.0 bo It cc.:.'14" (c.701067) (7Q its P& 32,5 k7/)5 lheat' C /) c./17 = 101014/F:1:;.- c ( L- r,2 3 Z i � .5 t Fy - ., q.,486:7,5 cs2_ New .r .T (?)(80) Com) `'`I5+ -3K`10 +rx253 9 L 5 (585+ + Ips use' Hr.42 qx8 C � ENGINEERING 250 4th Ave. South Suite 200 Edmonds, WA 98020 1 425.778.8500 www.cgengineering.com Description 5i'trlchev-i By V 1 !\ Checked Date G/ /,0/(3 Date Scale Project Ie+' rc-e Apet Vt$4 e.4-Remod Job No. 13o5..LO Sheet No. 7 i WoodWorks® ro.rNurwn wood "evcw COMPANY July 18, 2013 16:37 PROJECT Header Design Check Calculation Sheet WoodWorks Sizer 9.2 Loads: Load Type Distribution Pat- tern Location [ft] Start End Magnitude Start End Unit Load2 Load3 Load4 Self-weight Live Snow Dead Dead Full UDL Full UDL Full UDL Full UDL 0.46 Bending(+) 690.0 144.0 585.0 5.2 plf plf plf plf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : I 3' 3.5" 1100 fb/Fb' = 0.57 T 0' 3-2" 0.01 Unfactored: Dead Live Snow Factored. 971 1135 237 0.11 = 971 1135 237 Total Bearing: 2106 Total Defl'n 2106 = Capacity Beam Supports Anal/Des Beam Support Load comb Length Min req'd Cb Cb min Cb support Fcp sup 2106 3598 1.00 0.59 #2 1.49 1.49 1.00 1.00 1.11 625 L/240 2106 3598 1.00 0.59 #2 1.49 1.49 1.00 1.00 1.11 625 0.16 Lumber-soft, Hem-Fir, No.2, 4x8 (3-1/2"x7-1/4") Supports: All - Timber-soft Beam, D.Fir-L No.2 Total length: 3'-3.5"; Lateral support: top= at supports, bottom= at supports; WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN Header WoodWorks® Sizer 9.2 Page 2 Analysis vs. Allowable Stress (psi) and Deflection (in using NDS 2005 : Criterion Analysis Value Design Value Analysis/Design Shear fv = 69 Fv' = 150 fv/Fv' = 0.46 Bending(+) fb = 628 Fb' = 1100 fb/Fb' = 0.57 Live Defl'n 0.01 = <L/999 0.11 = L/360 0.10 Total Defl'n 0.02 = <L/999 0.16 = L/240 0.16 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 150 1.00 1.00 1.00 - - - 1.00 1.00 1.00 2 Fb'+ 850 1.00 1.00 1.00 0.995 1.300 1.00 1.00 1.00 1.00 - 2 Fcp' 405 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.3 million 1.00 1.00 - - - 1.00 1.00 - 2 Emin' 0.47 million 1.00 1.00 - - - 1.00 1.00 - 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D+L, V = 2027, V design = 1174 lbs Bending(+): LC #2 = D+L, M = 1605 lbs -ft Deflection: LC #2 = D+L (live) LC #2 = D+L (total) D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-05 / IBC 2009 CALCULATIONS: Deflection: EI = 144e06 lb -int "Live" deflection = Deflection from all non -dead loads (live, wind, snow...) Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2009), the National Design Specification (NDS 2005), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 4. Beam Is In a system of 3 or more members spaced 24" or less apart. System factors applied according to NDS 4.3.9 PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D13-295 DATE: 01/15/14 PROJECT NAME: TERRACE APTS — LEASING OFFICE SITE ADDRESS: 13705 56 AV S Original Plan Submittal Response to Correction Letter # X Revision # 1 before Permit Issued Revision # after Permit Issued DEPARTMENTS: lt)pI`4 Bdilding Division 117 WA Public Works Aim\ A01- \-‘tp--tid ■ Fire Prevention Structural 1D111 J)/r9— k(ar(iJ Planning Division II Permit Coordinator II PRELIMINARY REVIEW: Not Applicable (no approval/review required) DATE: 01/16/14 Structural Review Required REVIEWER'S INITIALS: DATE: n APPROVALS OR CORRECTIONS: Approved Corrections Required (corrections entered in Reviews) Notation: DUE DATE: 02/13/14 Approved with Conditions Denied (ie: Zoning Issues) fv.;640\ re,Scta vl p ud�L W1'1fA;1 L.ili� CEJ t . �1v tj W 1,� cl'1 Inl(4rj C1/ i S vte REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: 12/18/2013 PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP ACTIVITY NUMBER: D13-295 DATE: 09-18-13 PROJECT NAME: TERRACE APTS - LEASING OFFICE SITE ADDRESS: 13705 56 AV S X Original Plan Submittal Response to Correction Letter # - Response to Incomplete Letter # Revision # After Permit Issued DEPARTMENTS )E5<F 4 -vi\ 3)-313 Fp\ ON Del EirePrevention Planning Division Structural Permit Coordinator DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Comments: Incomplete DUE DATE: 09-19-13 Not Applicable Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping 0 PW 0 Staff Initials: TUES/THURS ROUTING: Please Route Structural Review Required No further Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved DUE DATE: 10-17-13 Approved with Conditions Not Approved (attach comments) Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire 0 Ping 0 PW 0 Staff Initials: Documents/routing slip.doc 2-28-02 PROJECT NAME: elrv>-,,C•C SITE ADDRESS: 1,'37O5 Sb PERMIT NO: ORIGINAL ISSUE DA REVISION LOG REVISION NO. DATE RECEIVED STAFF INITI LS ISSUED DATE - STAFF INITIALS —[S—(3 Summary of Revision: Received by: Summary of Revision: yykk,.,,,,, ejvA,vv .e 4) ‘ h.,riv, i (Pot IA f ,,, , J Received by: Lx ') 1 9 kil, VI REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) • 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 submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: 01/14/2014 Plan Check/Permit Number: D13-295 Response to Incomplete Letter # Response to Correction Letter # .4/ Revision # 1 after Permit is Issued Revision requested by a City Building Inspector or Plans Examiner Project Name: Terrace Apartments Office Remodel Project Address: 14240 Interurban Ave, S#212 Contact Person: Mike Maechler Phone Number: (425) 778-8500 Summary of Revision: Modify non-bearing wall in leasing office and move existing hallway entry door opening (no door in opening to match existing condition). Also added temporary shoring plans to assist the contractor. Sheet Number(s): REVISED SHEETS: S-2, S-3, S-4 "Cloud" or highlight all areas of revision including date of rev, Received at the City of Tukwila Permit Center by: Entered in Permits Plus on 1-4 S -( I AE4VIVED crvv O>F ''U►(WILA I1N152014 PERMITCEPS L H:\Applications\Forms-Applications On Line \2010 Applications \7-2010 - Revision Submittal.doc Revised: May 2011 Allegiance Const Srvcs LLC Washington State Department of Labor & Industries • Page 1 of 2 Allegiance Const Srvcs LLC Owner or tradesperson Hanrahan, Sean Michael Principals Hanrahan, Sean Michael WA UBI No. 603 212 932 20630 106th Ave SE SNOHOMISH, WA98296 206-940-8113 SNOHOMISH County Business type Limited Liability Company License Verify the contractor's active registration / license / certification (depending on trade) and any past violations. Construction Contractor License specialties GENERAL License no. ALLEGCS884PZ Effective — expiration 10/09/2012 —10/09/2014 Bond Western Surety Co Bond account no. 61481755 Received by L&I 10/09/2012 Insurance Security National Insurance Policy no. NAI03694800 Received by L&I 09/26/2013 Active. Meets current requirements. $12,000.00 Effective date 10/03/2012 $1,000,000.00 Effective date 10/03/2012 Expiration date 10/03/2014 Savings No savings accounts during the previous 6 year period. Lawsuits against the bond or savings No lawsuits against the bond or savings during the previous 6 year period. httos://secure.lni.wa.gov/verify/Detail.aspx?UBI=603212932&LIC=ALLEGCS884PZ&SAW= 04/08/2014 13705 56TH AVE S TUKWILA. WA 98168 OSIER TERRACE APTS 14240 INTERURBAN AVE S #212 TUKWILA, WA 98168 206.448.4100 CONTACT: MIKE JANSEN CONSULTANTS CIVIL/ STRUCTURAL ENGINEER CG ENGINEERING 250 4TH AVE S, SUITE 200 EDMONDS, WA 98020 425.778.8500 FAX 778.5536 CONTACT: MIKE MAECHLER LEGAL DESCRIPTION FOSTER STEPHEN -D C # 38 BEG 669.50 FT S AND 561 FT E OF 1/4 COR ON W LN OF SEC 14-23-4 TH N 214.57 FT TH N 74-04-00 E 325 FT M/L TO WLY LN OF LEMON RD TH SLY ALG SD RD TO S LN OF D C TH W TO PT 1063.80 FT E OF W LN OF SEC 14 TH N 45-49-00 W 39.53 FT TH N 45-00-00 W 323.74 FT TH W 246.08 FT TO BEG LESS CO RD LESS POR TO TOWN OF TUKWILA 9-5-40 PARCEL NUMBER 000300-0008 PROPERTY INFORMATION TOTAL LOT AREA EX. BUILDING FOOTPRINT AREA OF WORK PROPOSED BUILDING FOOTPRINT TOTAL IMPERVIOUS SURFACE OCCUPANCY CLASSIFICATION CONSTRUCTION TYPE = 222,156 SQ FT = 124,480 SQ FT = 532 SQ FT = NOT TO CHANGE = NOT TO CHANGE = R-2 = TYPE 111 SCOPE 17 WORK REMODEL OF EXISTING LEASING OFFICE ON FIRST FLOOR OF BUILDING. INCLUDES: REMOVAL OF ONE LOAD-BEARING COLUMN AND INSTALLATION OF NEW BEAM, TWO COLUMNS AND TWO PAD FOOTINGS; RELOCATION OF TWO EXISTING DOORS; REMOVAL OF SOME INTERIOR NON-STRUCTURAL PARTITION WALLS. DRAWING INDEX 0-1 COVER SHEET AND SITE PLAN S-1 STRUCTURAL NOTES S-2 FLOOR PLANS S-3 CONSTRUCTION DETAILS Q 0 M EXISTING DRIVEWAY S1-510S� EXISTING ARE HYDRANT CAUTION 1 CALL BEFORE YOU DIG 1 BURIED UTILITIES EXIST IN THE AREA AND UTILITY INFORMATION SHOWN MAY NOT BE COMPLETE. CONTACT THE ONE— CALL UTILITY LOCATE SERVICE A MINIMUM OF 48 HOURS PRIOR TO CONSTRUCTION 1-800-424-5555 REVISIONS No changes shall be made to the scope of work without prior approval of Tukwila Building Division. NOTE: Revisions will require a new plan submittal and may include additional plan review fees. EXISTING PAVED PARKING AREA OF WORK: FIRST FLOOR LEASING OFFICE 0003000008 EXISTING DRIVEWAY SEPARATE PERMIT REQUIRED FOR: Mechanical Electrical Plumbing Gas Piping City of Tukwila BUILDING DIVISION 0003000093 0003000096 s\_ EXISTING -EXISTING ARE HYDRANT PAVED PARKING i 0003000009 0003000080 • • 0003000063 EXISTING ARE HYDRANT S 139TH ST SITE PLAN SCALE: 1" = 50' EXISTING DRIVEWAY S 1391H ST 50 25 50 100 REVIEWED FOR CODE COMPLIANCE APPROVED JAN 21 20111 City of iia BUILDIN ISION FILE COPY Penult No. t2f1 q, Plan review approval is subject to errors and Approval of construction documents does not authorize gm violation of any adopted code or ordinance. Receipt of approved l::Id adm gad: City Of 1Utcwila BUILDING DIVISION RECEIVED CITY OF TUKWILA JAN 1 5 2014 PERMIT CENTER REVISION b 13- z95 ENGINEE 250 4TH AVE. S., SUITE 200 EDMONDS, WASHINGTON 98020 PHONE (425) 778-8500 FAX (425) 778-5536 01/14/14 DESCRIPTION PERMIT SUBMITTAL CONSTRUCTION REVISIONS w 0 DESIGN: MTM DRAWN: ZOS CHECK: GAG JOB NO: 1 3055.1 0 DATE: 09/1 6/1 3 w U L 0 TERRACE APARTMENTS 13705 56TH AVE S TU KWI LA, WA 98188 SHEET: G-1 STRUCTURAL NOTES (THESE NOTES ARE TYPICAL UNLESS NOTED OR DETAILED OTHERWISE ON DRAWINGS). MOE ALL MATERIALS, WORKMANSHIP, DESIGN, AND CONSTRUCTION SHALL CONFORM TO THE DRAWINGS, SPECIFICATIONS, AND THE INTERNATIONAL BUILDING CODE (IBC), 2012 EDITION. SPECIFICATIONS AND STANDARDS WHERE REFERENCED ON THE DRAWINGS ARE TO BE THE LATEST EDITION. DESIGN LOADS DEAD LOADS: ROOF FLOOR LIVE LOADS: ROOF (SNOW LOAD) OFFICE SPACE 15 PSF 15 PSF 25 PSF 40 PSF (UVE LOADS ARE REDUCED WHERE PERMISSIBLE PER IBC SECTION 1607.9). QUALITY ASSURANCE PLAN A QUALITY ASSURANCE PLAN SHALL BE IMPLEMENTED TO 'VERIFY INSPECTIONS AND OBSERVATIONS ARE COMPLETED AS REQUIRED FOR THE LATERAL FORCE RESISTING SYSTEMS IN ACCORDANCE WITH CHAPTER 17 OF THE IBC. SUPPORTING DOCUMENTATION SHALL BE PROVIDED BY THE CONTRACTOR TO THE BUILDING OFFICIAL TO ACKNOWLEDGE THEIR AWARENESS OF THESE REQUIREMENTS. STEEL CONSTRUCTION - SPECIAL INSPECTION IS REQUIRED IN CONFORMANCE WITH IBC SECTION 1704.3 AND TABLE 1704.3. CONCRETE CONSTRUCTION - SPECIAL INSPECTION IS REQUIRED IN CONFORMANCE WITH IBC SECTION 1704.4 AND TABLE 1704.4. 'ECTAL INSPECTION OPERATION CONT PERIODIC REMARKS SOILS SLABS ON GRADE 3000 PSI 0.55 FOUNDATION BEARING CAPACITY VERIFICATION N/A X 3000 PSI CONCRETE 5 1/2 SACK N/A ARCHITECT REINFORCING PLACEMENT KIPS PER SQUARE INCH X • STRUCTURAL STEEL. • STRUCTURAL STEEL BAR DIAMETER FABRICATION & ERECTION MECHANICAL X BLOCKING HIGH STRENGTH BOLTING �' X BEAM SHOP & FIELD WELDING METAL 5 ' ' BOTTOM SINGLE PASS FILLET WELDS S 5/16' BEAM CONTINUOUS OVER SUPPORT X SHEAR WALL (SEE SCHEDULE) NQS; All ITEMS MARKED WITH AN "X" SHALL BE INSPECTED IN ACCORDANCE WITH IBC CHAPTER 17. SPECIAL INSPECTION SHALL BE PERFORMED BY A QUALIFIED TESTING AGENCY DESIGNATED BY THE OWNER. THE ARCHITECT, STRUCTURAL ENGINEER, AND BUILDING OFFICIAL SHALL BE FURNISHED WITH COPIES OF ALL RESULTS. ANY INSPECTION FAIUNG TO MEET THE PROJECT SPECIFICATIONS SHALL BE IMMEDIATELY BROUGHT TO THE ATTENTION OF THE DESIGN TEAM. SHOP DRAWINGS SHOP DRAWINGS FOR THE FOLLOWING ITEMS SHALL BE SUBMITTED TO THE ARCHITECT AND STRUCTURAL ENGINEER FOR REVIEW PRIOR TO FABRICATION: 1. STRUCTURAL STEEL SHOP DRAWINGS SHALL BE REVIEWED, REVISED AS REQUIRED FOR FIELD CONDITIONS, AND DATE STAMPED BY THE CONTRACTOR PRIOR TO REVIEW BY THE ENGINEER. CONTRACTOR SHALL PROVIDE (3) SETS OF SHOP DRAWINGS FOR ENGINEER'S REVIEW. ALLOW TWO WEEKS FOR SHOP DRAWING APPROVAL BY ENGINEER. ENGINEER'S SHOP DRAWING REVIEW IS FOR GENERAL CONFORMANCE WITH THE DESIGN CONCEPT AND CONTRACT DOCUMENTS. MARKINGS OR COMMENTS SHALL NOT BE CONSTRUED AS REUEVING THE CONTRACTOR FROM COMPUANCE WITH THE PROJECT PLANS AND SPECIFICATIONS. THE CONTRACTOR REMAINS RESPONSIBLE FOR DETAILS AND ACCURACY, FOR CONFORMING AND CORRELATING ALL QUANTITIES AND DIMENSIONS, FOR SELECTING FABRICATION PROCESSES, FOR TECHNIQUES OF ASSEMBLY, AND FOR PERFORMING THE WORK IN A SAFE MANNER. FABRICATION SHALL BEGIN ONLY AFTER SHOP DRAWINGS BEARING THE STAMP AND SIGNATURE OF THE PROJECT ENGINEER OF RECORD AND CONTRACTOR HAVE BEEN RECEIVED. FOUNDATIONS: SPREAD FOOTINGS ALLOWABLE SOIL PRESSURE 1500 PSF (ASSUMED; TO BE FIELD VERIFIED DURING CONSTRUCTION) FOOTINGS SHALL BEAR ON FIRM UNDISTURBED EARTH OR 12" OF COMPACTED STRUCTURAL FILL AS REQUIRED AND AT LEAST 18" BELOW ADJACENT EXTERIOR GRADE. ANY FOOTING ELEVATIONS SHOWN IN THE DRAWINGS REPRESENT MINIMUM DEPTHS AND ARE FOR BIDDING ONLY. ACTUAL FOOTING ELEVATIONS ARE SUBJECT TO SITE CONDITIONS AND MUST THEREFORE BE ESTABLISHED BY THE CONTRACTOR. FOOTINGS SHALL BE CENTERED BELOW COLUMNS OR WALLS ABOVE, UNLESS NOTED OTHERWISE. ALL CONCRETE SHALL BE MIXED, PROPORTIONED, CONVEYED, AND PLACED IN ACCORDANCE WITH SECTION 1905 OF THE IBC AND THE AMERICAN CONCRETE INSTITUTE'S SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDINGS (ACI 301). ALL CONCRETE SHALL BE STONE -AGGREGATE CONCRETE HAVING A UNIT WEIGHT OF APPROXIMATELY 150 POUNDS PER CUBIC FOOT. CONCRETE STRENGTHS AT 28 DAYS (f c) AND MIX CRITERIA SHALL BE AS FOLLOWS: TYPE OF CONSTRUCTION f c MAXIMUM WATER/CEMENT RATIO MIN. CEMENT CONTENT PER CUBIC YARD MAXIMUM SHRINKAGE STRAIN SLABS ON GRADE 3000 PSI 0.55 5 1/2 SACK N/A FOOTINGS 3000 PSI 0.55 5 1/2 SACK N/A THE MINIMUM AMOUNT OF CEMENT USTED ABOVE MAY BE CHANGED IF A CONCRETE PERFORMANCE MIX IS SUBMITTED TO THE ENGINEER AND THE BUILDING DEPARTMENT FOR APPROVAL TWO WEEKS PRIOR TO PLACING ANY CONCRETE. THE PERFORMANCE MIX SHALL INCLUDE THE AMOUNTS OF CEMENT, FINE AND COARSE AGGREGATE, WATER, AND ADMIXTURES AS WELL AS THE WATER -CEMENT RATIO, SLUMP, CONCRETE YIELD, AND SUBSTANTIATING STRENGTH DATA IN ACCORDANCE WITH IBC SECTION 1905. ALL CONCRETE EXPOSED TO WEATHER OR TO FREEZING TEMPERATURES SHALL BE AIR -ENTRAINED IN ACCORDANCE WITH ACI TABLE 4.2.1 FOR MODERATE EXPOSURE CONDITION. REINFORCING STEEL REINFORCING STEEL SHALL BE DEFORMED BILLET STEEL CONFORMING TO ASTM A615, AND SHALL BE GRADE 60 (Fy = 60,000 PSI), UNLESS NOTED OTHERWISE. GRADE 60 REINFORCING BARS INDICATED ON DRAWINGS TO BE WELDED SHALL CONFORM TO ASTM A706. REINFORCING COMPLYING WITH ASTM A615 MAY BE WELDED IF MATERIAL PROPERTY REPORTS INDICATING CONFORMANCE WITH WELDING PROCEDURES SPECIFIED IN AWS D1.4 ARE SUBMITTED. REINFORCING SHALL BE PLACED AND ADEQUATELY SUPPORTED PRIOR TO PLACING CONCRETE. WET -SETTING EMBEDDED ITEMS IS NOT ALLOWED WITHOUT PRIOR ENGINEER APPROVAL BARS PARTIALLY EMBEDDED IN HARDENED CONCRETE SHALL NOT BE FIELD BENT UNLESS SO DETAILED OR APPROVED BY THE STRUCTURAL ENGINEER. REFER TO IBC SECTION 1907 FOR OTHER REINFORCING STEEL REQUIREMENTS. CONCRETE COVER ON REINFORCING CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH: 3" CONCRETE EXPOSED TO EARTH AND WEATHER: X16 BARS AND LARGER 2" #5 BARS AND SMALLER 1 1/2" CONCRETE NOT EXPOSED TO EARTH OR WEATHER: SLABS, WALLS AND JOISTS 3/4" COLUMN TIES OR SPIRALS AND BEAM STIRRUPS 1 1/2" CONCRETIGENERAL NOTES REVIEWED FOR CODE COMPLIANCE APPROVED JAN 21 2014 City of Tukwila BUILDING DIVISION BARS PARTIALLY EMBEDDED IN HARDENED CONCRETE SHALL NOT BE FIELD BENT UNLESS SO DETAILED OR APPROVED BY THE STRUCTURAL ENGINEER. SEE ARCHITECTURAL DRAWINGS FOR ALL GROOVES, NOTCHES, CHAMFERS, FEATURE STRIPS, COLOR, TEXTURE AND OTHER FINISH DETAILS AT AU. EXPOSED CONCRETE SURFACES. PROVIDE 3/4" CHAMFER AT ALL CORNERS EXCEPT AS NOTED, NON -SHRINK GROUT NON -SHRINK GROUT SHALL BE CEMENT -BASED WITH A MINIMUM COMPRESSIVE STRENGTH OF 5000 PSI WHEN TESTED IN ACCORDANCE WITH ASTM C-109. GROUT SHALL BE MIXED AND PLACED IN STRICT ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS. STRUCTURAL STEEL STRUCTURAL STEEL DESIGN, FABRICATION AND ERECTION SHALL BE IN ACCORDANCE WITH THE AISC "SPECIFICATION FOR THE DESIGN, FABRICATION, AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS", LATEST EDITION. SHAPES SHALL CONFORM TO ASTM A992, Fy = 50 KSI PLATES, ANGLES, AND RODS SHALL CONFORM TO ASTM A36, Fy = 36 KSI. STRUCTURAL TUBING SHALL CONFORM TO ASTM A500 GRADE B, Fy = 46 KSI STEEL PIPE SHALL CONFORM TO ASTM A53 GRADE 8, Fy = 35 KSI. BOLTS CONNECTNG STEEL MEMBERS SHALL CONFORM TO ASTM A325 -N. BOLTS SHALL BE 3/4"O MINIMUM, UNO ANCHOR BOLTS SHALL CONFORM TO ASTM A307. ALL EXTERIOR EXPOSED STEEL SHALL BE HOT -DIP GALVANIZED. CONTRACTOR SHALL PROVIDE CONNECTION ADJUSTMENT TOLERANCES TO SATISFY THE REQUIREMENTS OF AISC MANUAL OF STEEL CONSTRUCTION. UNLESS SPECIFIED AS STAINLESS STEEL, ALL STEEL MEMBERS, SHAPES, BOLTS, AND ACCESSORIES EXPOSED TO WEATHER SHALL BE HOT DIP GALVANIZED. MDING WELDING SMALL CONFORM TO AWS "STRUCTURAL WELDING CODE", LATEST EDITION. ALL WELDING SHALL BE DONE WITH 70 KSI LOW HYDROGEN ELECTRODES. WHERE NOT CALLED OUT, MINIMUM FILLET WELD SIZE SHALL BE PER TABLE 5.8 IN AWS D1.1, LATEST EDITION. WELDING OF REINFORCING BARS SHALL NOT BE PERMITTED UNLESS SPECIFICALLY CALLED OUT ON DRAWINGS OR APPROVED BY STRUCTURAL ENGINEER. WELDING OF GRADE 60 REINFORCING BARS SHALL BE PERFORMED USING LOW HYDROGEN ELECTRODES. WELDING OF GRADE 40 REINFORCING BARS SHALL BE PERFORMED USING E70XX ELECTRODES. SEE REINFORCING NOTES FOR MATERIAL REQUIREMENTS OF WELDED BARS. WELDING WITHIN 4" OF COLD BENDS IN REINFORCING BARS IS NOT PERMITTED. ALL WELDING SHALL BE DONE BY WASHINGTON ASSOCIATION OF BUILDING OFFICIALS (WABO) CERTIFIED WELDERS. DOSING BUILDING CONTRACTOR SHALL VERIFY ALL DIMENSIONS, MEMBER SIZES AND CONDITIONS OF THE EXISTING BUILDING DEPICTED IN THE DRAWINGS, AND NOTIFY THE STRUCTURAL ENGINEER OF ANY DISCREPANCIES FOR POSSIBLE REDESIGN. GENERAL. STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH ARCHITECTURAL, CIVIL ELECTRICAL AND MECHANICAL DRAWINGS FOR BIDDING AND CONSTRUCTION. CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND CONDI11ONS FOR COMPAIIBIUTY BEFORE PROCEEDING. ANY DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF THE STRUCTURAL ENGINEER BEFORE PROCEEDING. CONTRACTOR SHALL BE RESPONSIBLE FOR ERECTION STABIUTY AND TEMPORARY SHORING AS NECESSARY UNTIL PERMANENT SUPPORT AND STIFFENING ARE INSTALLED. CONTRACTOR -INITIATED CHANGES SHALL BE SUBMITTED IN WRITING TO THE STRUCTURAL ENGINEER FOR APPROVAL PRIOR TO FABRICATION OR CONSTRUCTION. CHANGES SHOWN ON SHOP DRAWINGS ONLY WILL NOT SATISFY THIS REQUIREMENT. DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTION. WHERE CONDI11ONS ARE NOT SPECIFICALLY INDICATED BUT ARE OF A SIMILAR CHARACTER TO DETAILS SHOWN, SIMILAR DETAILS OF CONSTRUCTION SHALL BE USED, SUBJECT TO REVIEW AND APPROVAL BY THE ARCHITECT AND THE STRUCTURAL ENGINEER. LEGEND SYMBOL DEFINITION SYMBOL DEFINITION DIRECTION OF FRAMING - NATIVE SOL HORIZ HORIZONTAL ALT Li TIMI II y 71 11 II 11 11 Il EXTENT OF FRAMING KING POST GRANULAR FILL ARCHITECT KSI KIPS PER SQUARE INCH ;vown, �ca:7;t ;te"o;';: it! • COLUMNS • STRUCTURAL STEEL BAR DIAMETER S MECHANICAL ,..-/-•• •, •• •• BLOCKING COL BEARING ON BEAM �' RATED SHEATHING BEAM 5 METAL 5 ' ' BOTTOM NS BEAM CONTINUOUS OVER SUPPORT BRNG SHEAR WALL (SEE SCHEDULE) SWX ON CENTER CONCRETE WALL BETWEEN COLUMN MARK (SEE SCHEDULE) OPPOSITE 55 COMPLETE JOINT PENETRATION BEARING STUD WALL PLATE FOOTING MARK (SEE SCHEDULE) O ( > NON-BEARING STUD WALL CONCRETE MASONRY UNIT HOLDOWN MARK (SEE SCHEDULE) POUNDS PER SQUARE INCH ( ) ) COLUMN BEARING STUD SHEAR WALL POUNDS PER SQUARE FOOT HANGER MARK (SEE SCHEDULE) X O ( ) POST TENSIONED NON-BEARING STUD SHEAR WALL CONNECTION! FLAG NOTE (SEE PLAN NOTES) E (, (( ) / / / / /) CONTINUOUS CMU WALL REINFORCING STEEL MOMENT FRAME CONN. COORDINATE REQ'D REQUIRED 5000090 DOUBLE SCHED ABBREVIATIONS (A) ABOVE GLB GLUE -LAMINATED BEAM AB ANCHOR BOLT HORIZ HORIZONTAL ALT ALTERNATE KP KING POST ARCH ARCHITECT KSI KIPS PER SQUARE INCH (B) BELOW ' L ANGLE BD BAR DIAMETER MECH MECHANICAL BLKG BLOCKING MF MOMENT FRAME BM BEAM MTL METAL BOT BOTTOM NS NEAR SIDE BRNG BEARING OC ON CENTER BTWN BETWEEN OPP OPPOSITE CJP COMPLETE JOINT PENETRATION PL PLATE CLR CLEAR PLCS PLACES CMU CONCRETE MASONRY UNIT PSI POUNDS PER SQUARE INCH COL COLUMN PSF POUNDS PER SQUARE FOOT CONC CONCRETE P/T POST TENSIONED CONN CONNECTION! PT PRESSURE TREATED CONT CONTINUOUS REINF REINFORCING COORD COORDINATE REQ'D REQUIRED DBL DOUBLE SCHED SCHEDULE DET DETAIL SIM SIMILAR DIA DIAMETER SOG SLAB ON GRADE DIM DIMENSION STD STANDARD DIR DIRECTION STIFF STIFFENER EA EACH STL STEEL ELEV ELEVATION SYMM SYMMETRICAL' ".. . ES EACH SIDE SW SHEARWALL. - ....,.,......., EX EXISTING " TOC TOP OF CONCRETE EXP EXPANSION TOS TOP OF STEEL FLR FLOOR TOW TOP OF WALL FDN FOUNDATION TYP TYPICAL FTG FOOTING UNO UNLESS NOTED OTHERWISE FS FAR SIDE VERT VERTICAL GC GENERAL CONTRACTOR WF WIDE FLANGE RECEIVED CITY OF TUKWILA JAN 15 2014 PERMIT CENTER C G ENGINEERING 250 4TH AVE. S., SUITE 200 EDMONDS, WASHINGTON 98020 PHONE (425) 778-8500 FAX (425) 778-5536 CONSTRUCTION REVISIONS Q co 121rn o0 DESIGN: MTM DRAWN: ZOS CHECK: GAG JOB NO: 13055.10 DATE: 09/16/13 TERRACE APARTMENTS 56TH AVE w °°0 00 Z 00 Q U o M � � .-- I— V) SHEET: S-1 M EX DOOR TO BE RELOCATED EX COLUMN TO BE REMOVED 3'-10" PLAN NOTES: 1. CONTRACTOR SHALL VERIFY ALL DIMENSION & WALL LOCATIONS AND NOTIFY ENGINEER OF ANY DISCREPANCIES. 2. CAULK ALL JOINTS AROUND EXTERIOR OPENINGS AND ALL JOINTS IN SIDING. 3. NEW WALLS TO MATCH EXISTING WALL CONSTRUCTION W/ HF STUD GRADE STUDS SPACED AT 16" OC. PROVIDE SAME THICHNESS GYPSUM --'WALL BOARD OR PLYWOOD SHEATHING AS EXISTING WITH SAME FASTENER SIZE AND SPACING AS EXISTING. 4. STEEL COLUMNS ARE CALLED OUT IN PLAN AT THE BASE OF THE COLUMN. 5. CONTRACTOR RESPONSIBLE FOR TEMPORARY SUPPORT OF FLOORS AND ROOF ABOVE UNTIL PERMANENT FOOTINGS, COLUMNS & BEAMS ARE INSTALLED. REFER TO SHEET S-3 FOR SHORING PLANS. 6. CONTRACTOR TO FIELD VERIFY FLOOR FRAMING AT ALL (3) UNITS ABOVE IS IDENTICAL TO 1ST FLOOR PRIOR TO POST REMOVAL �/llmllllllllm� EXISTING WALL OPENING TO BE RELOCATED MAIN OFFICE DEMO PLAN SCALE 1/4" = 1'-0" J r 1 LEGEND INDICATES EXISTING WALL TO REMAIN I ,7,,Z, I INDICATES WALL TO BE REMOVED 2'-0" 0 21-0" 0" EX PAD FTG, TYP NEW 3'-6" x 3'-6" x 1'-0" PAD FOOTING EX CONC SLAB ON GRADE 43 N`% CONTRACTOR TO VERIFY EXISTING 4'-6" x 4'-6" x 1'-0" PAD FOOTING OR PROVIDE NEW FTG PER DET 2/S-3 FOUNDATION PLAN SCALE: 1/4" = 1'-0" 2'-0" 2'-0" 4'-0" S-10" " 0 8'-1 1/4" EX COLUMN " 0) NEW 30" DOOR LOCA11ON (RE -USE EXISTING IF POSSIBLE) 2'-6" 4 6'-1" 1 -10 1/2" aa 16'-0 3/4" NEW WALL PROVIDE R-15 INSULATION INFILL WALL rl EXISTING ENTRY DOOR TO REMAIN NEW WALL OPENING TO BE SAME SIZE AS EXISTING PROVIDE TRIM, BUT NO DOOR FRAME MAIN OFFICE PROPOSED FLOOR PLAN SCALE 1/4" = _Di BEAM EX BEAM EX BEAM EX 2x10 JOISTS @ 16" OC, TYP EX 2x10 JOISTS 16" OC, TYP ■ NEW W10x45 EX BEAM LEGEND INDICATES EXISTING WALL TO REMAIN 21-0" INDICATES NEW WOOD STUD WALL REVIEWED FOR CODE COMPLIANCE APPROVED JAN 21 2014 City of Tukwila BUILDING DIVISION V -0TH 0" E6x10BEBEAM 4x8 HF#2 1 OUTLINE OF EX DECK ABOVE C � ENGINEERING 250 4TH AVE. S., SUITE 200 EDMONDS, WASHINGTON 98020. PHONE (425) 778-8500. FAX (425) 778-5536 01/14/14 DESCRIPTION PERMIT SUBMITTAL 0 IBJ CONSTRUCTION Id Q CO ° rn 0 DESIGN: MTM DRAWN: ZOS CHECK: GAG JOB NO: 13055.10 DATE: 09/16/13 RECEIVED CITY OF TUKWILA JAN 1 5 2014 PERMIT CENTER SECOND FLOOR FRAMING PLAN (FIRST FLOOR WALLS SHOWN SCALE: 1/4' =1 0 2'-0" 0 2'-0" 4'-0" APARTMENTS 56TH AVE 00 00 0) a H V) Z r 0 0 1 SHEET: S=2 250 4TH AVE. S., SUITE 200 EDMONDS, WASHINGTON 98020 PHONE (425) 778-8500 FAX (425) 778-5536 EX 2x10 JOISTS @ 16" OC, TYP EX 2x10 JOISTS @ 16" OC, TYP 4x8 HF#2 SHORING BEAM EX 6x10 BEAMS TO BE REPLACED PER SHEET S-2 - 6x6 DF#2 SHORING COL 6x6 DF#2 SHORING COL'S 01/14/14 EX 6x10 BEAM 4x4 HF#2 SHORING POSTS. TYP 6 PLACES - 6x10 DF#2 SHORING BEAM PROVIDE (4) 2x6 STUD COL CENTERED BELOW 2ND FLOOR SHORING COL'S ABOVE TEMPORARY SHORING WALLS 2x6 HF#2 STUDS 0 16" OC W/ DBL TOP PLATE & SINGLE BOT PLATE TEMPORARY SHORING WALLS 2x6 HF#2 STUDS 0 16" OC W/ DBL TOP PLATE & SINGLE BOT PLATE - 4x8 HF#2. SHORING BEAM PLAN NOTE: 1. REFER TO SHEET S-2 FOR PLAN NOTES. OUTLINE OF EX DECK ABOVE DESIGN: SECOND FLOOR SHORING PLAN (FIRST FLOOR WALLS SHOWN THIRD FLOOR SHORING PLAN (SECOND FLOOR WALLS SHOWN SCALE 1/4' = 1'-0' DRAWN: CHECK: JOB NO: MTM zos GAG 13055.10 09/1.6/13 i1EV V ED FOR CODE COMPLIANCE PL:IANCE' 21 2014 City of Tukwila iL OiNG DIVISION SHEET: RECEIVED CITY OF TUKWILA JAN 1 5 2014 PERMIT CENTER EXISTING WOOD BEAM. CONTRACTOR TO VFY SIZE & CONFIRM BEAM BEARS ON EX WALL -\ 3/16V EX WOOD COLUMN IN WALL ABOVE TYP FLOOR SHEATHING 1/4" END PL (2) SIDEPL'S1/4x4x0'-6" W/ (2) 1/2"0 THRU BOLTS DF SHIM FOR FULL BEARING OF WOOD BEAM ON STEEL COL 3/16 V x 1 3/4" �v I 3/16 V BEAM END CONNECTION SCALE: 1" = 1'-0" WF BEAM PER PLAN CAP PL 1/2 x 3 1/2 x STEEL BEAM WIDTH + 1" NEW STEEL COL PER PLAN HSS COL PER PLAN - PL 7/8x31/2x0'-10" PROVIDE (2) 5/81%0 ANCHORS CAST INTO CONCRETE EX SLAB 3/4" LEVELING ON GRADE GROUT 0 0°0 o0 0°0 o° 00 00 00 o° 0 o° o 0 0 • I1 3/16 V 1- 6 15 x 1'-6" DOWELS 12" OC EA WAY PROVIDE 6" OF EMBEDMENT INTO EXISTING SLAB W/ SIMPSON SET -XP EPDXY II. Q .. 11 a'% a _ 15 BARS 0 12" OC EA WAY TYP TOP & BOT SIZE 60.00 60 °.0 00 °• oo 00°o 0 o 0 0 o 1- PER PLAN ROIL REMOVE EX WOOD PLATE FOR CONCRETE BEARING. PROVIDE 1/2"0 KWIK BOLT TZ ANCHORS AT SILL PLATE EDGE TYPICAL SQUARE FOOTING DETAIL SCALE 1" - 1'-0" TYP DOUBLE TOP PLATE KING STUD (6) 0.131"0 x 3" NAILS TYPICAL STUDS SISTER STUDS W/ (2) ROWS OF 0.131"0x3" NAILS 0 9" OC W/ 1" EDGE DISTANCE PROVIDE HF FILLER BLOCKS BOTH SIDES OF BEAM WEB W/ 1/2"0 THRU BOLT 0 16" OC EX FLOOR SHEATHING. �������������s�������w��\�����\�. EX JOISTS PER PLAN BEAM PER PLAN SECTION PROVIDE SIMPSON HU JOISTS HANGERS TO FRAME EX JOISTS TO NEW BEAM SCALE 1' = 1'-0 EL ,2 FLOOR LEVEL EX COLUMN IN WALL ABOVE (FIELD VERIFY) - EX 6x10 BEAM (FIELD VERIFY) 2x FULL DEPTH J BLKG CONT BUILT-UP STUD_ POST PER PLAN --�- - A35 EA SHORING BEAM - SHORING BEAM PER SHORING PLANS ON S-3 \\\\ \\\\ TYPICAL HEADER DETAIL SCALE 1" = 1'-0" HEADER PER PLAN CRIPPLE STUDS PER PLAN 411ST FLOOR LEVEL/GRADE SQUASH BLKG AUGNED UNDER BUILT-UP POSTS ABOVE 1/4" POWDER ACTUATED —0 -- FASTENERS 0 - FASTENERS 0 16" OC 1 ,,./ 16d TOE NAILS EA JOIST BOTH SIDES OF SHEAR WALL �- EX 2x10 JOISTS, TYP -16d TOE NAILS 0 8" OC REMOVE EX DRYWALL AS NEEDED FOR DIRECT BEARING OF SHORING TO EX FRAMING 3/8"0 LAG SCREWS 0 32" OC. INTO EX JOISTS (OR PROVIDE CONTINUOUS BLKG BELOW) SHORING SECTION SCALE 1" = 1'-0" PER PLAN PER PLAN I-1 I I -I I I-1 1 iLlIIIIIII1 REVIEWED FOR CODE COMPLIANCE APPROVED JAN 21 2014 City of Tukwila BUILDING DIVISION EX FLOOR JOISTS CONTRACTOR TO FIELD VFY EX 6x10 BEAMS ABUT OVER EX WALL AS SHOWN PRIOR TO SHORING. CONTACT ENGINEER OTHERWISE EX BEAM SHORING BEAMS PER PLAN 2/S-3 MULTI -STUD COL PER SHORING PLANS EX COL IN WALL REMOVE EX DRYWALL AS NEEDED TO VERIFY BEAM CONSTRUCTION SHORING SECTION RECEIVED CITY OF TUKWILA JAN 1 5 2014 PERMIT CENTER C G ENGINEERING 250 4TH AVE. S., SUITE 200 EDMONDS, WASHINGTON 98020 PHONE (425) 778-8500 FAX (425) 778-5536 DESCRIPTION PERMIT SUBMITTAL CONSTRUCTION REVISIONS Lu 0 0 DESIGN: MTM DRAWN: ZOS CHECK: GAG JOB NO: 13055.10 DATE: 09/16/13 TERRACE APARTMENTS OFFICE REMODEL 00 00 00 0) z 0 U c z 0 V 1 SHEET: