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Permit D19-0073 - ALVAREZ RESIDENCE - INTERIOR REMODEL
ALVAREZ RESIDENCE 5506 S 144TH ST D19-0073 Parcel No: Address: t) ~^ xx ° Tukwila ~.U~ vvn " n^w va Department ofCommunity Development G30USnuthrenterBoulevard, Sube#1O0 Tukwila, Washington 9D1VB Phone:2VG-431,3h7O Inspection Request Line: ZO6-0g'9350 Web site: htto://www,TukwilaWA.gov 3365900104 55065144TMST Project Name: ALVAREZ RESIDENCE DEVELOPMENT PERMIT Permit Number: Issue Date: Permit Expires On: D19'OO7] 5/8/Z0l9 ll/4/ZOl9 Owner: Contact Person: Contractor: License No: Lender: Name; ALVAREZlArNUEiIII 843EAST GVV|NNPL'SEA7TLE'WA, 98102 R|CHZHU Phone: (206)218-5282 POBOX ]385Z,5EATTL['WA, 98133 SKYWAY GENERAL CONTRACTORS INC 66ZZ51Z4ST,5E4TTLE'WA, 98178 SKYVVAG[920RP BE[U 40lBR0ADVVAYE.5EAlTLE,WA, 98102 Phone: <206>772.1886 Expiration Date: 1/9/2021 DESCRIPTION OF WORK: INTERIOR REMODEL ONLY. AT MAIN FLOOR, REMOVE ANINTERIOR BEARING WALL AND NON -BEARING WALLS; ADD NEW STRUCTURAL BEAM AND COLUMNS FOR ROOF AND FLOOR JOIST SUPPORT; COMBINE 2 BEDROOMS INTO 1 BEDROOM; CHANGE EXISTING KITCHEN AND BATHROOM LAYOUT. CONVERT EXISTING ATTIC TO HABITABLE SPACE, ADD ONE BEDROOM, ONE STUDY ROOM AND ONE BATHROOM. ADD COLUMNS AND FOOTINGS IN CRAWL SPACE. Project Valuation: $50,000l0 Type ofFire Protection: Sprinklers: Fire Alarm: Type ofConstruction: VB Electrical Service Provided by: TUKWILA Fees Collected: $1,71I.02 Occupancy per IBC: R'3 Water District: TUKW|L4 Sewer District: TUKVV|LA Current Codes adopted by the City of Tukwila: International Building Code Edition: International Residential Code Edition: International Mechanical Code Edition: Uniform Plumbing Code Edition: as Code: National Electrical Code: WA Cities Electrical Code: VVA[Z9§-46B: Code: Public Works Activities: [hanneUzadnn/Sthping: Curb[ut/Aooeo/Sidewa|k: Fire Loop Hydrant: Flood Control Zone: HauUng/OversizeLoad: Land Altering: Landscape Irrigation: Sanitary Side Sewer: Sewer Main Extension: Storm Drainage: Street Use: Water Main Extension: Water Meter: Volumes: Cut 0 Fill: O Number O No Permit Center Authorized Signature: Dote: 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 orlocal laws regulating construction orthe performance ofwork. |amauthorized tosign and obtain this development permit and agree tothe conditions attached tothis permit, Signature: Print Name: Al ~�w^��m� ���u^ � Date: �% �� —o _�.���� This permit shall become null and void if the work is not commenced within 180 days for the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. PERMIT CONDITIONS: 1: 'BUILDING PERMIT [OND[OONS~~~ 2: Work shall be installed in accordance with the approved construction documents, and any changes made during construction that are not in accordance with the approved construction documents shall be resubmitted for approval, 3: All permits, inspection record card and approved construction documents shall bekept atthe site ofwork and shall be open to inspection by the Building Inspector until final inspection approval is granted. 4: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. 5: Notify the City ofTukwila Building Division prior toplacing any concrete, This procedure is in addition to any requirements for special inspection. 6: All wood toremain in placed concrete shall be treated wood. 7: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 8: Remove all demolition rubble and loose miscellaneous material from lot or parcel of ground, properly cap the sanitary sewer connections, and properly fill or otherwise protect all basements' cellars, septic tanks, wells, and other excavations. Final inspection approval will be determined by the building inspector based onsatisfactory completion ofthis requirement. 9: All construction noise to be in compliance with Chapter 8.22 of the City of Tukwila Municipal Code. Acopy can beobtained atCity Hall inthe office ofthe City Clerk. 10: Every occupied space other than enclosed parking garages and buildings used for repair of automobiles shall be ventilated in accordance with the applicable provisions of the International Mechanical Code. 11: All plumbing and gas piping work shall be inspected and approved under a separate permit issued by the City ufTukwila Building Department (ZO6-@1-367O). 12: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center. 13: Preparation before concrete placement: Water shall be removed from place of deposit before concrete is placed unless a tremie is to be used or unless otherwise permitted by the building official. All debris and ice shall beremoved from spaces to be occupied by concrete. 14: VALIDITY OFPERMIT: The issuance or granting of a permit shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of the building code or of any otherordinances of the City of Tukwila. Permits presuming to give authority to violate or cancel the provisions of the code or other ordinances ofthe City ofTukwila shall not bevalid. The issuance ofapermit based onconstruction documents and other data shall not prevent the Building Official from requiring the correction of errors in the construction documents and other data. 15: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (2U6/431'367O). PERMIT INSPECTIONS REQUIRED Permit Inspection Line: (206)438-B5D 1700 DU|LD|NGF|NAL^~ 0201 FOOTING 0409 FRAMING 0606 GLAZING 0603 R0OF/CE|L|NG|NSUL 0412 UNDERFLOOR FRAMING 0601 WALL INSULATION Tenant Name: PROPERTY Name: Samuel Alvarez Address: 843 East Gwinn Place City: Seattle State: WA Zip: 98102 CONTACT PERSON communication Name: Rich Zhu receiving alt project Address: PO box 33852 City: Seattle State: WA Zip: 98133 Phone: (206) 218-5282 Fax: Email: richzhu23@hotmail.com GENERAL CONTRACTOR INFORMATION — Company Name: Skyway General Contractors Address: p0 box 515 City: Renton State: WA Zip: 98057 Phone: (425) 917-1628 Fax: Contr Reg No.: SKYWAGC92ORP Exp Date: 12/10/2020 Tukwila Business License No.: CITY OF TUKWILA Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd, Suite 100 Tukwila, WA 98188 http://www.TukwilaWA.gov Building Permit, Project No Date Application Accepted Date AppltcationTExpires (For office use only) CONSTRUCTION PERMIT APPLICATION Applications and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or by fax. **Please Print** SITE LOCATION King Co Assessor's Tax No.: 3365900104 Site Address: 5506 S 144th St 98168 Suite Number: New Tenant, Floor: ❑ Yes ❑ .. No ARCHITECT:OE RECORD Company Name: Architect Name: Address: City: State: Zip: Phone: Fax: Email: ENGINEER OE RECORD Company Name: Engineer Name: Ka Wai Cheng Address: PO box 33852 City: Seattle State: WA Zip: 98133 Phone: (206) 398-9160 Fax: Email: hkboscol @msn.com LENDER/BOND °ISSUED; (required greater per RCW 19.27.095) Name: BECU projects $5,00 Address: 401 Broadway E City: Seattle State: W A Zip: 98102 H:\Applications\Forms-Applications On Line\2011 Applications\Permit Application Revised - 8-9-1 I.docx Revised: August 2011 bh Page I of 4 BOLDING PERMIT,INFORNIATION — 206-431-3670 • - • , Valuation of Project (contractor's bid price): $ 50,000 Existing Building Valuation: $ 293,000 Describe the scope of work (please provide detailed information): I. Interior remodel only. No exterior work. 2. At main floor, remove an interior bearing wall and non -bearing walls; add new structural beam and columns for roof and floor joist support; combine two bedroom to one bedroom with a new bathroom; change existing kitchen and bathroom layout. 3. Convert existing attic to habitable space. add one bedroom, one study room and one bathroom. 4. Add columns and footings in crawl space. Will there be new rack storage? J .....Yes 0.. No If yes, a separate permit and plan submittal will be required. 1*iovide All Building Areatin S4fia re Footage Below Existing 1,580 Interior Rentode 350 Addition to Fisting Structure. New Type,of Construction per IBC, V-B Typeof Occuparicy,per 1130 Residential 2'dflonr Floors 320 560 V-B Residential Basernent. 170 Sructure* Attached Garage Detached larage Attached Carport //cliched Carport C,„Iveretli)eck UncoveredDeck 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) 1,580 *For an Accessory dwelling, provide the following: Lot Area (sq tI): Floor area ofprincipal 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: Handicap: Will there be a change in use? El Yes [Zi No If"yes", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: Sprinklers 9 Automatic Fire Alarm 111 None 1111 Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? 9 Yes ill No If "yes', attach list of materials and storage locations on a separate 8-1/2" x 11 "paper including quantities and Material Safely Data Sheets. SEPTIC SYSTEM On -site Septic System — For on -site septic system, provide 2 copies of a current septic design approved by King County Health Departrnent. HAApplications\Forms-Applications On Line \201 1 Applications \ Permit Application Revised - 8-9-11.docx Revised August 2011 bh Page 2 of 4 INFORMATION — 206-433-0179 Scope of Work (please provide detailed information Call before you Dig: 811 Please refer to Public Works ulletin #1 for fees and estimate sheet. Water District 0 ...Tukwila LJ ...Water Availability Provided Sewer District El ...Tukwila [_] ...Sewer Use Certificate Water District #125 0...Valley View ...Sewer Availability Provided ▪ Highline .. Renton LI Renton D.. Seattle Septic System: 0 On -site Septic System - For on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. Submitted with Application (mark boxes which apply): 0 ...Civil Plans (Maximum Paper Size - 22" x 34") 0 ...Technical Information Report (Storm Drainage) 0 ...Bond fl.. Insurance 0 .. Easement(s) Proposed Activities (mark boxes that apply): 0 ...Right-of-way Use - Nonprofit for less than 72 hours 0 ...Right-of-way Use - No Disturbance 0 ...Construction/Excavation/Fill - Right-of-way n Non Right-of-way 0 O Geoteehnical Report 0 .. Maintenance Agreement(s) 0 ...Traffic Impact Analysis 0...Hold Harmless - (SAO) 0 ...Hold Harmless- (ROW) .. Right-of-way Use - Profit for less than 72 hours .. • Right-of-way Use - Potential Disturbance ...Total Cut cubic yards 0.. Work in Flood Zone 0 ...Total Fill cubic yards 0 ..Storrn Drainage 0 ...Sanitary Side Sewer 0.. Abandon Septic Tank 0 .. Grease Interceptor 0 ...Cap or Remove Utilities 0.. Curb Cut 10 Channelization 0 ...Frontage Improvements 0.. Pavement Cut 0.. Trench Excavation 0 ...Traffic Control .. Looped Fire Line .. Utility Undergrounding 0 ...Backflow Prevention - Fire Protection Irrigation Domestic Water 0 ...Permanent Water Meter Size... 7, WO # 0 ...Temporary Water Meter Size.. If WO # 0 ...Water Only Meter Size ,, WO II 0 ...Deduct Water Meter Size 0 ...Sewer Main Extension.-- ..... ,Public 0 Private n 0 ...Water Main Extension Public 0 Private 0 FINANCE INFORMATION Fire Line Size at Property Line Number of Public Fire Hydrant(s) 0 ...Water 0 ...Sewer 0 ...Sewage Treatment Monthly Service Billing to: Name: Day Telephone: Mailing Address: City State Zip Water Meter Refund/Billingl Name: Mailing Address: Day Telephone: City Sae Zip 11.lApplicationsWorrns-Applications On Linc1201 I ApplicationsWerinit Application Revised - 8-9-11.docx Revised: August 201 hh Page 3 of 4 FITAIFL1CAT1ON 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 1 HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. BUILDING OWNER OR AUTHORIZED AGENT: Signature: Print Name: Rich Zhu Mailing Address: PO Box 33852 Date: 02/28/2019 Day Telephone: (206) 218-5282 Seattle WA 98133 city State Zip 1-1:1ApplicationsWorms-Appl ical ions On Line1201 1 Applications \ Permit Application Revisal - 1 rdocz Revised: August 2011 bh Page 4 of 4 Receipt Number RP595 DESCRIPTIONS PermitTRAK ACCOUNT QUANTITY PAID $1,059.29 D19-0073 Address: 5506 S 144TH ST Apn: 3365900104 $1,059.29 DEVELOPMENT '. $1,009.16 PERMIT FEE 8000.322.100.00.00 0.00 $1,002.66 WASHINGTON STATE SURCHARGE B640.237,114 0.00 $6.50 TECHNOLOGY FEE $50.13 TECHNOLOGY FEE 8000.322.900.04.00 0.00 $50.13 TOTAL FEES PAID BY RECEIPT: R17595 $1,059.29 Date Paid: Wednesday, May 08, 2019 Paid By: XI ZHUANG ZHU Pay Method: CHECK 1677 Printed: Wednesday, May 08, 2019 8:12 AM 1 of 1 Y TEMS DESCRIPTIONS ACCOUNT QUANTITY PAID PermitTRAK 651.73 D19-0073 Address: 5506 S 144TH ST Apn: 3365900104 651.73 DEVELOPMENT PLAN CHECK FEE 651.73 R000.345.830.00.00 0.00 $651.73 TOTAL FEES PAID BY RECEIPT: R17039 $651.73 Date Paid: Friday, March 01, 2019 Paid By: XI ZHUANG ZHU Pay Method: CHECK 1675 Printed: Friday, March 01, 2019 9:15 AM 1 of 1 YSTEMS INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 _ prgti Vey-z... 1..-c- Type ofnspec ion: Fi • 1 1 Address: .5-504 5 Date Called: Special Instructions: LOGOM 4* 7 ‘21' Date Wanted: /0-3 a.m. P-m• Requester: Phone No: LI 2 5-977 /407.-r)/ Approved per applicable codes. Corrections required prior to approval. COMMENTS: L Date: REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO, PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431 6 0 Permit Inspection Request Line (206) 438-9350 Project: ALVIrRif Z gas/ow/I/ Type of nspec on: A NA-e,..... •Ft44,43/A/G_ Address: Date Called: --515-0 Special Instructions: :Date Wanted: am. PAIL Requeste : Phone No: EJApproved per applicable codes. Corrections required prior to approval. CO E TS: eVi OP /5" e'vq77 ACC, /52- Rig?, ci' t=4) evi‘ 2;)4- C9ti5"Afg Cz_cn5'..-r7 / r— /4 /214/ 4/41--/--4(--(A/ .7,-- -Or-G-Rrf-S-S GoiNtntA Al ve=A-)5"7NI) e--77 P1--#401/4/ S 5)4-en< 7— / a/kJ , ~,,z) / A) 4 9 a i 4.9 / 4/ 6. CiniN i MY 0 PA-Y Riciz nspector: 'Date: 27 ,t7 REINSPECTION FEE REQUIRED, Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Pro j t:. _ ........ T e of$ s pttecction: A. I Address: Date Called: Special Instructions: 74 Z Date Wanted: a.m. Requeste Phone Approved per applicable codes. L Corrections required prior to approval. ;Inspector: (1zL. Date:a -Zei/2 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100, Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 DJ?-0073 Pro'ett: - r , Typ of Insp Lion: l")"erti._ 1.41 4e4e "10_ ddr s: Ido S Date Called; Special Instructions: r Date Wanted: iL-/O- zOL7 a.m.. p.m. Requester: Phone No: . 1.2 Approved per applicable codes. CO Corrections required prior to approval. 5 nspe Date: REINSPECTION FEE REQUIRED. Prior to next inspection. tree must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: 'Type A VEREZ, SE 1W of Inspection: ,BOIL,DING- 14)NA-1-- Address: 53220 //5.4774 c57 Date Called: -__Ce 'Special Instructions: 7e02q Date Wanted: a.m. P.m. Requester: /91)577k A.).6- Phone No: 0166, 79c# 1 ElApproved per applicable codes. Corrections required prior to approval. COMMENTS: AE-04A- 6-se/VC- .it-G-74.463:-5." 7 604,scis' 571-4 - tr / csw-5-779 7C 77M/ —I-/--- 47 44/D Inspector: Date: /4? REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit NSPE ON NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 I) -ao3 Projec, 'Type of Inspection: Address: -Date 637 S:ovrr9CiN7 M Called: --- Special Instructions: Si I 1 cS% .Z L-. r I 1 Wg1.2biNG Date Wanted: a.m. p.m. Requester: �� �a*��`.� ��►.._. ,ram /AVE- 7"" 1 1=7T ZA) 1�7 •�-'�-Phone t ?4-f U S' c ti uJp No: g 7; ~~52 Approved per applicable codes. Corrections required prior to approval. COMMENTS: I n s pector: Date: REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 `Prat, /Mk.� ��� TYPe Ins ectiv� �- �.Z Address: .25-7.5r) 4, s-/ /907p ,.5'7,- Date Ca led: Special Instructions: . tafeRAZA .� p .frDate Wanted: -22 ` a.m. p.m. Requester: Phone No: -799-1 R ...,8 Approved per applicable codes. COMMENTS rections required prior to approval. Inspector: Date: 8 Z2 -IF REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 D9 00 3 Project: ALV 'R. E. j SsD X Type of inspection: 1)(4Y wPru— C Li6r 6— , Address: Address: .5:5-06 5, Date Called: Special Instructions: "f1 1'r2 VA1(..c CI<fL Date Wanted: -- a.m. p.m. :Requester: 4f, 77/V Phone No: .2,O .." � _ if C 2.-8 ,[ Approved per applicable codes. COMMENT Corrections required prior to approval. 4 Inspector: Date: e3 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Proj ct: Address: Rees ideitee G-S'/lam Special Instructions: Type of inspection: Date Called: Date an d: Re est r: a,m. p.m. Phone No: Approved per applicable codes. COMMENTS: Corrections required prior to approval. r4 Inspector: Date: REINSPECTI©N FEE REQUIRED. Prior to next insp ctiofr, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit NSPECTION NO. PERMIT NO. CITY OF TU.KWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit inspection Request Line (206) 438-9350 PJr 't+ :t: }y^ pe of spect' = Address: Date Ca led: Spec, structions: Date ' anted: 'Requester:7 Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS REINSPECTION FEE REQUIRE©. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. NS T ON NO. i<t 1 uxi'. INSPECTION RECORD Retain a copy with permi CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 (206) 431-3670 Project: Akdig - 7_,A Type of Inspection: rizAof Lit Address: Date Called: SpeciXtnstructions: Date Wanted: on ill p.im Requester: 11-06-r7 ii Phone No: /Lae° nApproved per applicable code CO Corrections required- o approval. REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be ' at 6300 Southcenter Blvd.. ' e 100. Call to schedule rej4°"), (Ails nspection. p451 1--(V ei/Vale .5 ce, .a00 e?s) rf-6 INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 INSPECTION RECORD Retain a copy with permit • a 5pecial Instructions: Approved per applicable codes. Type of Inspection: a.m. p.m. REINSPECTION FEE REQUIRED. Prior to next inspection. fle must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection, lid fly/ j7IttmJ-4 5. e Ag°'1' FIELD REPORT REPORTNO. 81210 1:A 49 -- AAR TESTING & INSPECTION, INC. 7126 180th Ave NE, C101 Redmond, WA 98052 . (425) 881-5812 005-1 DATE ..- PROJECT NO, 1 /6 PROJECT NAME \ 0 ( ‘f> ADDRESS CITY, STATE CONTRACTOR PERMIT NO. TIME WEATHER TYPE OF INSPECTION(S): LOCATION: DOCUMENTS REFERENCED: Vit50 INSPEJON OBSERVATION / REMARKS: Pc-vsiv\. ek CAN/Q-S LINA N RECEIVE() CITY OF TUKW!LA SEP 2 5 2019 PERMIT CENTER ‘"\.) (kg r2, SIGNATURE PRINT NAme----- VV-k ve‘q \i C)C_ '1 CONFORMING CONFORMING WITH EXCEPTIONS PENDING ENGINEER APPROVAL NON -CONFORMING NON -CONFORMING PUNCH LIST ATTACHED ALL REPORTS ARE CONSIDERED CONFIDENTIAL AND ARE THE PROPERTY OF THE CLIENT AND AAR TESTING AND INSPECTION, INC. REPRODUCTION EXCEPT IN FULL WITHOUT THE WRITTEN CONSENT OF AAR TESTING IS STRICTLY FORBIDDEN. E PROJECT ADDRESS: 5506 S 144 ST Tukwila, WA 9816 REVIEWED FOR CODE COMPLIANCE APPROVED MAY 03 2019 City of Tukwila BUILDING DIVISION STRUCTURAL CALCULATIONS FOR INTERIOR REMODEL RECEIVED CITY OF TUKWILA MAR 01 2019 PERMIT CENTER Date Signed: 02-28-2019 2015 International Building Code 2015 Residential Building Code Oo” PROJECT NAME ADDRESS 5506 S 144 ST Tukwila, WA 98168 PROJECT # DATE BY BUILDING CODE WIND DESIGN SEISMIC DESIGN Vult = 110 MPH Vasd= 85 MPH EXPOSURE B KzT= 1.0 Ss(g) = 1,479 SMs(g) = 1.476 Sos(g) = 0.984 Si(g) = 0.552 5M1(g) = 0.828 Sos(g) = 0.552 SEISMIC DESIGN CATEGORY SITE CLASS D DESIGN LOADING ROOF SNOW LOAD = 25 PSF FLOOR LIVE LOAD = 40 PSF DECK & BALCONY LIVE LOAD = 60 PSF ROOF DEAD LOAD = 15 PSF FLOOR DEAD LOAD = 15 PSF (FOR FLOOR JOIST & SUPPORT DESIGN) EXTERIOR WALL DEAD LOAD = PARTITION WALL SEISMIC WEIGHT = FLOOR SEISMIC WEIGHT = 10 PSF PSF PSF ALLOWABLE SOIL PRESSURE = 2000 PSF LATERAL EARTH (RESTRAINED) PRESSURE = 50 PCF PASSIVE PRESSURE = 300 PCF COEFFICIENT OF FRICTION = 0.4 SCOPE OF WORK ,Wrz-ntoll 1 U /NTJAl, W Alt frlr- . r-xt tr; ' $' fta 2/1S/2019 U.S. Seismic Design Maps '506 S 144th St, Tukwila, WA 98168, USA Latitude, Longitude: 47.4742736, -122.26549299999999 • B o nsa N hVie-St. Cio ale Date ,e1r . s 14401. • . ?vicadarn *ni:et Garden Design Code Reference Document Risk Category Site Class Type Value Description Ss 1.476 MCER ground motion, (tor 0.2 second period) SI 0.552 MCER ground rnolion. (for 1.0s period) SMS 1.476 Site-rnoriified spectral acceleration value 0.828 She -modified spectral acceleration value 0.984 Numeric seismic design value at 0.2 second SA 0.552 Numeric seismic design value at 1.0 second SA SDI Type Value Description SIX 0 Seismic design category Fa 1 Site amplification factor al 0.2 second F, 1.5 Site amplification factor at 1.0 second PGA 0.611 MCEG peak ground acceleration FPOA 1 Site amplification factor at PGA PGAM 0.611 Site modified peak ground acceleration TL 6 long -period transition period in seconds SsRT 1.476 Probabilistic risk -targeted ground motion. (0.2 second) Ss111-1 1.568 Factored uniform -hazard (2% probability of exceedance in 50 years) spectral acceleration SsD 3.478 Factored deterministic acceleration value. (0.2 second) S1RT 0.552 Probabilistic risk-targeled ground motion. (1.0 second) SlUti 0.596 Factored uniform -hazard (2% probability of exceadance in 50 years) spectral acceleration. S1D 1.141 Factored deterministic acceleration value. (1.0 second) PGAd 1.283 Factored deterministic acceleragon value. (Peak Ground Acceleration) . CR3 0.942 Mapped value of the risk coefficient at short periods CR, 0.926 Mapped value of the dSic coefficient at a period of 1 s 2/15/2019, 11.58:58 AM ASCE7-10 0 Stiff Soil OSHPD iviap data .C12019 Google https://seismicmaps.orgi 1/2 2/15/2019 U.S. Seismic Design Maps 1.5 1.0 0,5 0.0 MCER Response Spectrum 2 Period. T (sec) Design Response Spectrum 0 4 6 Period, T ($eC) Sa(g) DISCLAIMER While the information presented on this webeite Ls believed to be correct, sopNgc /9„pmep and ils sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in this web application should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. SEADC I OSHPD do not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required ol such professionals in interpreting and applying the results of Inc seismic data provided by this weesile. Users of the information from this website assume all liability arising from such use. Use of the output of this websile does not imply approval by the governing building code bodies responsible for building code approval and interprelation for the building site described by laUtudeflungilude location in the search results of this webstie. httpsillseismicmaps.org/ 2/2 U teretifirt TM h144 1)1,- 0, 4, I 7fli (-48 7 /Li 6,7 707AL: 2.7 b., /1/N, 0. t tIt SE 1V, (4 Its 817 . Douglas Fir - Larch : No.1 Load Combination Segment Length Span t +D+H Length = 8,0 ft Length = 14.250 ft +D-t1..+H Length = 8.0 ft Length = 14.250 ft +D+Lr+H Description : Existing 2x8 Joist Check pan A CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set : ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Load Combination ASCE 7-16 Wood Species Wood Grade Fb + 1000 psi E : Modulus of Elasticity Fb - 1000 psi Ebend- xx Fc - Pr!' 1500 psi Eminbend xx Fc - Perp 625 psi Fv 180 psi Ft 675 psi Density Beam Bracing : Beam is Fully Braced against lateral -torsional buckling .01 995) f.)(0.019951 L(0.0399) 1700 ksi 620 ksi 31.21 pcf 2x8 Span = 8.0 ft Applied Loads Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : 0 = 0.0150 ksf, Tributary Width = 1,330 ft Load for Span Number 2 Uniform Load : D = 0.0150, L = 0.030 ksf, Tributary Width = 1.330 ft DESIGN SUMMARY :Maximum Bending Stress Ratio = Section used for this span fb : Actual FB : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 2x8 Span = 14 250 ft Service loads entared. Load Factors will be applied for calculations. 0.827: 1 Maximum Shear Stress Ratio 2x8 Section used for this span 992.68psi fv: Actual 1,200.00psi Fv : Allowable +D+L+H Load Combination 8.359ft Location of maximum on span Span # 2 Span # where maximum occurs 0,285 in Ratio = -0.057 in Ratio = 0.428 in Ratio = -0.070 in Ratio = Maximum Forces & Stresses for Load Combinations Max Stress Ratios V Cd 1 0.361 0.150 2 0.361 0.150 1 0,818 0,371 2 0.827 0.371 599 >=360 1677 >=360 399 >=240 1365 >=240 Design OK 0.371 : 1 2x8 66.76 psi 180.00 psi +D+L+H 8,000ft Span # 1 Moment Values Shear Values C C Cr Cm C t CL t`A fb Eb V fv F'y 0.90 1.200 0.90 1.200 1.200 1 00 1.200 1.00 1.200 1.200 0.00 0.00 0.00 0.00 1.00 1.00 1,00 1.00 1,00 0.43 389.75 1080.00 0,18 24.34 162.00 1.00 1.00 1.00 1.00 1.00 0.43 389.75 1080.00 0.18 24.34 162.00 1,00 1.00 1.00 1.00 1.00 0.00 0.00 0,00 0.00 1,00 1.00 1.00 1.00 1.00 1.08 982.08 1200.00 0.48 66.76 180.00 1.00 1.00 1.00 1.00 1.00 1.09 992.68 1200.00 0.48 66.76 180.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 ood Beam Description : Existing 2x8 Joist Cheek (Span A) Vertical Reactions Support notation Far left is #1 Load Conunation Support 1 Support 2 Support 3 E OnIF H Only Values in KIPS Description Existing 2x8 Joist Check (Span B) CODE REFERENCES Calculations per NDS 2012, IBC 2012, GBC 2013, ASCE 7-10 Load Combination Set : ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Load Combination 'ASCE 7-16 Wood Species Douglas Fir - Larch Fc - Perp Wood Grade : No.1 Fv Ft Beam Bracing : Beam is Fully Braced against lateral -torsional buckling D(0.01995) • -= Span = 7,833 ft Applied Loads Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.0150 ksf, Tributary Width = 1.330 ft Load for Span Number 2 Uniform Load : D = 0.0150, L 0.030 ksf, Tributary Width = 1.330 ft DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span fb : Actual FB : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 5 1 2x8 617.53psi 1,200.00 psi +D+L+H 6.490ft Span ft 2 Fb + 1000 psi E : Modulus of Elasticity Fb - 1000 psi Ebend- xx 1700ksi Fc - PrIl 1500 psi Eminbend - xx 620ksi 625 psi 180 psi 675 psi Density 31.21 pcf p(o L(0 399) 2x8 Span = 1 1 170 ft Serviu.3 loads oritred Factoi.:; will be applied for calculations. Maximum Shear Stress Ratio Section used for this span fv : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs 0,1 13 in Ratio -0.031 in Ratio = 0.165 in Ratio = -0.032 in Ratio == 1 185 >=360 3037 >=360 813 >=240 2950 >=240 Design OK 0.283 : 1 2x8 51.01 psi 180,00 psi +D+L+H 7 833ft Span 4 1 M-aximurn Forces 8 Stresses for Load Cc:ornbinations _ ....._ ,...„ Load Combination Max Stress Ratios Moment Values Sheaf Values Segment Length Spar # M V Cd C FN C i CY Cm C C L M fl) Fl) V tv F'v +0+1-1 0.00 0.00 0.00 0.00 Length = 7.833 ft Length 11.170 ft 4D+L+H Length = 7.833 ft Length = 11.170 ft +D+Lr+I-1 1 0.233 0.116 0.90 2 0.233 0.116 0.90 1 0.488 0.283 1.00 2 0.515 0.283 1.00 1.201) 1.200 1.200 1 200 1.200 1.200 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1,00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.28 251.15 1.00 0.28 251.15 1.00 1.00 0.64 585.18 1.00 0.68 617.53 1.00 1080.00 1080.00 0.00 1200.00 1200.00 0.00 0.14 18.85 0.14 18.85 0.00 0.00 0.37 51.01 0.37 51.01 0.00 0.00 162.00 162.00 0.00 180.00 180.00 0.00 Wood Beam Description. Existing 2x8 Joist Check (Span Load Cornbination Max Stress Ratios Moment Values Segment Length Span # M V C d Ci Cr C m C t CL fo Length = 7.833 ft 1 0.167 0.084 1.25 1.200 1.00 1.00 1.00 1.00 1.00 0,28 251.15 1500.00 0,14 Length = 11.170 ft 2 0,167 0.084 1.25 1.200 1.00 1.00 1,00 1.00 1.00 0.28 251.15 1500.00 0.14 +D+S+H 1.200 1.00 1.00 1,00 1.00 1.00 0.00 0.00 Length r- 7.833 ft 1 0.182 0.091 1.15 1.200 1.00 1,00 1.00 1.00 1,00 0.28 251.15 1380.00 0.14 Length = 11.170 ft 2 0.182 0.091 1.15 1.200 1.00 1.00 1.00 1.00 1.00 0.28 251.15 1380,00 0.14 +D+0.750Lr+0,750L+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 Length = 7.833 ft 1 0.334 0.191 1.25 1.200 1.00 1.00 1.00 1.00 1.00 0.55 501,67 1500.00 0.31 Length = 11.170 ft 2 0,343 0.191 1.25 1,200 1.00 1.00 1.00 1,00 1.00 0.56 514.20 1500.00 0.31 +D+0.750L+0.750S+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 Length = 7.833 ft 1 0.364 0.208 1.15 1.200 1.00 1.00 1,00 1.00 1.00 0.55 501.67 1380.00 0.31 Length =11.170 ft 2 0.373 0.208 1.15 1.200 1.00 1.00 1.00 1.00 1,00 0.56 514.20 1380.00 0,31 +D+0,50W+H 1.200 1.00 1,00 1.00 1,00 1.00 0,00 0.00 Length = 7,833 ft 1 0.131 0.065 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.28 251.15 1920.00 0.14 Length = 11.170 ft 2 0.131 0.065 1.60 1.200 1.00 1,00 1.00 1.00 1.00 0.28 251.15 1920.00 0.14 40+0.750100.450W+H 1,200 1.00 1.00 1.00 1,00 1.00 0,00 0.00 Length = 7.833 ft 1 0.131 0.065 1.60 1.200 1.00 1,00 1,00 1.00 1.00 0.28 251.15 1920.00 0.14 Length = 11,170 ft 2 0,131 0.065 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.28 251.15 1920,00 0.14 +D+0.750S+0.450W+H 1.200 1.00 1,00 1.00 1.00 1,00 0,00 0.00 Length = 7.833 ft 1 0.131 0,065 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.28 251.15 1920,00 0.14 Length 7-- 11.170 ft 2 0.131 0.065 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.28 251.15 1920.00 0.14 +0.60D+0.60W+0,60H 1,200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 Length = 7,833 ft 1 0.078 0,039 1.60 1.200 1.00 1.00 1,00 1.00 1.00 0.17 150,69 1920.00 0.08 Length = 11,170 ft 2 0,078 0,039 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.17 150.69 1920.00 0.08 +0+0,70E40.60H 1.200 1.00 1.00 1,00 1.00 1.00 0.00 0.00 Length = 7.833 ft 1 0.131 0.065 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.28 251.15 1920.00 0.14 Length = 11,170 ft 2 0.131 0.065 1,60 1.200 1.00 1.00 1,00 1,00 1.00 0.28 251.15 1920.00 0.14 +0+0,7501+0,7506+0.5250E+H 1.200 1.00 1.00 1.00 1,00 1.00 0.00 0.00 Length = 7,833 ft 1 0.261 0.149 1,60 1.200 1.00 1.00 1,00 1.00 1.00 0.55 501.67 1920.00 0.31 Length = 11.170 ft 2 0.268 0.149 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.56 514.20 1920.00 0.31 +0.60D+0.70E+H 1,200 1.00 1.00 1.00 1,00 1.00 0.00 0.00 Length = 7.833 ft 1 0.078 0,039 1.60 1.200 1.00 1.00 1,00 1,00 1,00 0.17 150.69 1920.00 0.08 Length = 11.170 ft 2 0.078 0,039 1.60 1.200 1.00 1,00 1.00 1.00 1.00 0.17 150.69 1920,00 0.08 Overall Maximum Deflections Load Combination Span Max. 00' Dell Location in Span Load Cornbination 10000 0.000 +D+L+H 2 0.1647 6.053 Vertical Reactions Load Combination Support 1 Sup Support 3 Shear Values V N F'y 225.00 18.85 18.85 0.00 18.85 18.85 0.00 42.97 42,97 0.00 42.97 42.97 0.00 18.85 18.85 0.00 18.85 18.85 0.00 18.85 18.85 0.00 11.31 11.31 0.00 18.85 18.85 0.00 42.97 42.97 0.00 11.31 11.31 225.00 0.00 207,00 207.00 0.00 225.00 225.00 0.00 207.00 207.00 0,00 288.00 288.00 0.00 288.00 288.00 0.DD 288.00 288.00 0.00 288.00 288.00 0,00 288.00 288.00 0.00 288.00 288.00 0.00 288.00 288.00 Max. '+" Dell Location in Span -0.03-9 4,989 0.0000 4.989 Support notation : Far left is #1 Values in KIPS Overatl fv1AX1rnum Overall MINimum +D+H +D+L+H +D+Lr+H +D+S+H +0+0.750Lr+0.750L+H +D+0.750L+0,750s4H +D+0.60W+H +D+0.750Lr+0,450VV+H +0+0,750S+0,450W+H +0.600+0.60W+0.60H +0+0.70E+0.60H +0+0 7501.+0.750S+0.5250E+11 +0.60D+0.70E4H D Only Lr Only L Only S Only W Only 0.052 -0,047 .0 2 0190° 0.052 0.272 0.l01 0.006 0.574 0.290 0.052 0.272 0.100 0.052 0.272 0.100 0.017 0.498 0.243 0.017 0.498 0.243 0.052 0,272 0.100 0.052 0,272 0.100 0.052 0.272 0.100 0.031 0.163 0.060 0,052 0.272 0.100 0.017 0.498 0.243 0.031 0.163 0.060 0.052 0.272 0.100 -0.047 0.302 0.190 irov foE 6o4 if 7 $. ;i0)51. lei - -7 f Description : Existing 2x8 Joist Check (Span B Vertical Reactions Load' Combination Support 1 � t�nly H Only Support notation : Far left is # 1 upport 2 Support 3 Values in KIPS Wood Beam Description: Existing 2x8 Jois CODE REFERENCES heck Span C Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set : ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Load Combination ASCE 7-16 Wood Species Wood Grade Fb + Fb - Fc - Pr11 Fc - Perp Fv Ft Beam Bracing : Beam is Fully Braced against lateral -torsional buckling : Douglas Fir - Larch No.1 Dip...9133E Applied Loads Beam self weight calculated and added to loads Load for Span Number 1 1,000.0 psi 1,000.0 psi 1,500.0 psi 625.0 psi 180.0 psi 675.0 psi U1(0.01995) 1 0.0399) L)(0 127).r.S.(-02 1-2) 2x8 Span = 15.170 ft E : Modulus of Elasticity Ebend- xx 1,700.0ksi Eminbend - xx 620.0 ksi Density 31.210pcf Dt0.01995) L.(0.0399) 2x8 Span 5 250 Service i,...ids entered. t..oad Factors vviil be applied for calculations. Uniform Load : D = 0,010 ksf, Extent = 0.0 -->> 7.670 ft: Tributary Width = 1.330 fi Uniform Load : D = 0.0150, L = 0.030 ksf, Extent -= 7.670 --> 15,170 ft, Tributary Width = 1.330 ft Point Load : D = 0.1270, S = 0.2120 k @ 7.670 ft Load for Span Number 2 Uniform Load : D = 0,0150, L 0.030 ksf, Tributary Width = 1.330 ft DESIGN SUMMARY ,Maximum Bending Stress Ratio = 0.94Q 1 2x8 Section used for this span fb : Actual FB : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 1,297.17 psi 1,380.00psi +D+0.750L+0.7505+H 15.170ft Span # 1 Maximum Shear Stress Ratio Section used for this span fv: Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.194 in Ratio = -0.017 in Ratio = 0.509 in Ratio -0,044 in Ratio = Maximum Forces Stresses for Load Combinations Load Combination Max Stress Rakes Segment Lenoth Span M V CO C rN +DM Length . 15.170 fl 1 Length - 5.250 ft 2 +D+L+H Length15,170 ft 0.594 0.216 0.90 1.200 0.594 0.216 0.90 1.200 1.200 0.921 0.374 1.00 1.200 938 >=360 3660 >=360 357 >=240 1443 >=240 Oast. ri OK 0.374 : 1 2x8 67.40 psi 180.00 psi +D+L+H 14.577 ft Span # 1 Moment Values Shear Values C CrCt 0L Mfb Fb V fv F'4" 1.00 1,00 1 00 1.00 1,00 1.00 1.00 1.00 1.00 1.00 1.00 '1.00 1.00 1,00 1.00 1.00 1.00 1 00 1 00 1.00 0.00 0.00 0.00 0.00 0.70 641.45 1080,00 0.25 34.98 162,00 0.70 641.45 1080.00 0.18 34.98 162.00 000 0 00 0.00 0.00 1.21 1,105.17 1200.00 0,49 67.40 180.00 Wood Beam Description: xs64Q 2x8 Joist Check Load Combination Max Stress Ratios Segment Length Span # M V C d C F.A; C1 Cr Length = 5.250 ft 2 0.921 0.374 D+Lr+H Length = 15,170 ft Length = 5.250 ft 2 0.428 +D+S+H Length = 15.170 ft 1 0.823 Length = 5.250 ft 2 +D+0,7501.r+0.750L+H Length = 15.170 ft 1 Length = 5,250 ft +D+0.750L+0.750S+H Length = 15.170 ft 1 Length = 5.250 ft +D+0.60W+H Length = 15.170 ft 1 Length = 5.250 ft 2 0.334 +D+0.750Lr+0,450W+H Length = 15.170 ft 1 Length = 5.250 ft 2 0.334 +0+0.750S+0.450W+H Length = 15.170 ft 1 Length = 5.250 ft 2 +0.60D+0.60W+0.60H Length = 15.170 ft 1 0.200 Length = 5.250 ft 2 +0+0.70E+0.60H Length = 15.170 ft 1 0.334 0.121 Length = 5.250 ft 2 +0+0.750L+0.750S+0.5250E+H Length = 15.170 fl 1 0.676 Length = 5.250 ft 2 0.676 +0,60D+0.70E+H Length = 15.170 ft 1 0.200 Length = 5.250 ft 2 0.200 0.762 0.659 2 0.659 2 0.428 0.940 0.940 0.334 0.334 0.523 0.494 0.200 0.334 0.155 0.155 0.260 0.260 0.264 0.264 0.355 1.15 0.355 1.15 0.121 1.60 0.121 1.60 0.121 1.60 0.121 1.60 0.171 1.60 0.171 1.60 0.073 0.073 0.121 0.255 1.60 0.255 1.60 0.073 1.60 0.073 1.60 Overall Maximum Deflections 1.00 1.200 1.00 1,00 1.200 1.00 1.00 1.25 1.200 1.00 1.00 1.25 1,200 1.00 1.00 1.200 1.00 1.00 1.15 1.200 1.00 1.00 1.15 1.200 1.00 1.00 1,200 1.00 1.00 1.25 1.200 1.00 1.00 1.25 1.200 1.00 1,00 1.200 1.00 1,00 1.200 1.00 1.00 1.200 1.00 1.00 1.200 1.00 1.00 1.200 1.00 1,00 1.200 1.00 1.00 1.200 1.00 1.00 1.200 1.00 1.00 1.200 1.00 1.00 1.200 1.00 1.00 1.200 1.00 1.00 1.200 1.00 1.00 1.200 1.00 1.00 1.60 1.200 1.00 1.00 1.60 1.200 1.00 1.00 1.200 1.00 1.00 1.60 1.200 1.00 1.00 1.60 1.200 1,00 1.00 1.200 1.00 1.00 1.200 1.00 1.00 1.200 1.00 1.00 1.200 1.00 1.00 1.200 1.00 1.00 1.200 1.00 1.00 Cm C1 Moment Values tb F'b Shear Values 1.00 1.00 1.00 1.21 1,105,17 1200.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 0.70 641.45 1500.00 1.00 1.00 1.00 0,70 641.45 1500.00 1.00 1.00 1.00 0.00 1.00 1,00 1.00 1.24 1,135.60 1380.00 1.00 1.00 1.00 1,15 1,052.02 1380.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.08 989.24 1500.00 1,00 1.00 1.00 1.08 989.24 1500.00 1.00 1.00 1.00 0.00 1.00 1,00 1.00 1.42 1,297.17 1380.00 1.00 1.00 1,00 1.42 1,297_17 1380.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 0.70 641.45 1920.00 1.00 1.00 1.00 0.70 641.45 1920,00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 0.70 641.45 1920.00 1.00 1.00 1.00 0.70 641.45 1920,00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.10 1,004.69 1920.00 1.00 1.00 1.00 1.04 949.38 1920.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 0.42 384.87 1920.00 1.00 1.60 1.00 0.42 384.87 1920.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 0.70 641.45 1920.00 1.00 1.00 1.00 0.70 641.45 1920.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.42 1,297.17 1920.00 1.00 1,00 1.00 1.42 1,297.17 1920+00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 0.42 384.87 1920.00 1.00 1.00 1.00 0.42 384.87 1920.00 0.36 0.00 0.25 0.18 0.00 0.39 0.26 0.00 0.43 0.31 0.00 0.53 0.3B 0.00 0.25 0.18 0.00 0.25 0.18 0.00 0.36 0.24 0.00 0.15 0.11 0.00 0.25 0.16 0.00 0.53 0.38 0.00 0.15 0.11 67.40 0.00 34.98 34.98 0.00 53.85 53.85 0.00 59.30 59,30 0.00 73.45 73.45 0.00 34.98 34.98 0.00 34.98 34.98 0.00 49.13 49.13 0.00 20.99 20.99 0.00 34.98 34.98 0.00 73.45 73.45 0.00 20.99 20.99 180.00 0.00 225.00 225.00 0.00 207.00 207.00 0.00 225.00 225.00 0,00 207.00 207.00 0.00 288.00 288.00 0.00 288,00 288.00 0.00 288.00 286.00 0.00 288.00 288.00 0.00 288.00 288.00 0.00 288.00 288,00 0.00 288.00 288.00 bad Combination Span Max. Defl Location In Span +D+0.750L+0.750S+0,5250E+H 1 2 Vertical Reactions Load Combination Overall MAXimum Overall MINimum +D+H +D+L+H +D+Lr+H +D+S+H +D+0,750Lr+0,750L+H +D+0.750L+0,750S+H +D+0.60W+H +D+0.750Lr+0.450W+H +D+0,750S+0,450W+H +0.60D+0.60W+0.60H +D+0.70E+0.60H +D+0.750L+0.7505+0.5250E+H +0.60D+0.70E+H D Only Lr Only L Only 0.5094 7,204 0.0000 7.204 Load Combination Max "+" DO Location in Span +D+0.750L+0,750S40.5250E+H Support notation Far left is #1 Suppor. 1 3upport 2 SuppotI 3 0.23-4 0.971 -0.161 0.075 0.148 0.188 0.148 0.223 0.178 0.234 0.148 0.148 0.204 0.089 0.148 0.234 0.089 0.148 0.222 0.459 0.919 0.459 0.682 0.804 0.971 0.459 0.459 0.626 0.276 0.459 0.971 0.276 0.459 -0.075 -0.075 -0.067 -0.075 -0.161 -0.069 -0.133 -0.075 -0.075 -0.139 -0.045 -0.075 -0.133 -0.045 -0.075 0.041 0.460 0.008 0.0000 0.000 -0.0437 2.112 Values in KIPS Description Existing 2x Joist Chea(Span C) Vertical Reactions Load Combination S Only W Only E Only H Only Support notation : Far left is #1 Support 1 Support 2 Support 3 0,015 0.222 -0.086 Values in KIPS : DF/DF : 24F - V4 d Seam Description: CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set : ASCE 7-16 Material Properties Analysis Method Allowable Stress Design Load Combination ASCE 7-16 Wood Species Wood Grade Fb + Fb - Fc - PrtI Fc - Perp Fv Ft Beam Bracing : Beam is Fully Braced against lateral -torsional buckling L.'t 8.75) . T57'5 2400 psi 1850 psi 1650 psi 650 psi 265 psi 1100 psi E : Modulus of Elasticity Ebend- xx Eminbend xx Ebend- yy Eminbend - yy Density 1800 ksi 950 ksi 1600 ksi 850 ksi 31,21 pci Applied Loads Beam self weight calculated and added to loads Uniform Load : D 0.0150 ksf, Tributary Width = 10.50 ft Uniform Load : L = 0.030 ksf, Tributary Width = 6.250 ft DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span fb : Actual FB : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 5.5x9 5 Span = 15 580 ft 0.653 1 5.5x9.5 1,568.24psi 2,400.00psi +D+L+H 7.790ft Span # 1 Service loads entered, Load Factors will be appiied for calculations. Maximum Shear Stress Ratio Section used for this span fv : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.353 In Ratio 0.000 in Ratio 0.672 in Ratio 0.000 in Ratio = Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # +D+H Length = 15,580 ft +0+L+H Length = 15.580ft +D+Lr+H Length = 15.580 ft +D+S+H Length = 15.580 ft +D+0.750Lr+0.750L+H 1 0.344 0.143 1 0.653 0.272 1 0.248 0.103 1 0.269 0.112 C d C FN 528 >=360 0 <360 278 >=240 0 <240 Desitn OK 0.272 : 1 5.5x9.5 72.13 psi 265.00 psi +D+L+H 14,841 ft Span # 1 Cj CrCm C t 0.90 1.000 1 000 1.00 1.000 1.000 1.25 1.000 1.000 1,15 1.000 1.000 1.00 1,00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1 00 1 00 1.00 1.00 1.00 1.00 Moment Values Mfb Ft; 1,00 1.00 1.00 1.00 t 00 1.00 1.00 1.00 1.0C 1.00 1.00 1.00 1.00 1.00 1.00 t 00 1.00 1.00 1.00 1.00 1.00 1.00 1,00 1.00 5.12 743.02 10.81 1,568.24 5.12 743.02 5.12 743.02 0.00 2160.00 0.00 2400.00 0.00 3000.00 0.00 2760.00 0.00 Shear Values V iv Pv 0.00 0.00 0,00 1.19 0,00 2.51 0.00 1.19 0.00 1.19 0.00 34.17 0.00 72.13 0.00 34.17 0.00 34.17 0.00 238.50 0.00 265.00 0.00 331.25 0.00 304.75 0 00 Load Combination Max Stress Ratios Moment Values Segment Length Span# M v cd C Ci Cr Cr, C t F`b Length = 15.580 ft 1 0,454 0.189 1.25 1.000 1.00 1.00 1.00 1.00 1.00 9.39 1,361.94 3000.00 2.18 62.64 331.25 D+0.750L+0.750S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 15,580 ft 1 0.493 0,206 1,15 1,000 1.00 1,00 1.00 1.00 1.00 9.39 1,361.94 2760.00 2,18 62.64 304.75 4D+0.60W+H 1,000 1,00 1.00 1,00 1.00 1.00 0.00 0.00 0.00 0,00 Length = 15.580 tt 1 0.193 0.081 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.12 743,02 3840.00 1.19 34.17 424.00 4D+0.750Lr+0.450W+H 1.000 1,00 1.00 1.00 1.00 1.00 0.00 0.00 0,00 0.00 Length = 15.580 ft 1 0,193 0.081 1,60 1.000 1.00 1.00 1.00 1.00 1.00 5.12 743.02 3840.00 1.19 34.17 424.00 +D+0,750S+0,450W+H 1.000 1.00 1.00 1.00 1,00 1,00 0.00 0.00 0.00 0.00 Length = 15.580 ft 1 0.193 0.081 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.12 743.02 3840.00 1.19 34.17 424.00 +0.600+0,60W+0,60H 1,000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 15.580 ft 1 0.116 0.048 1,60 1,000 1.00 1,00 1,00 1,00 1.00 3.07 445,81 3840.00 0.71 20.50 424.00 +D40.70E+0.601-I 1.000 1.00 1.00 1.00 1.00 1.00 0,00 0.00 0.00 0.00 Length = 15.580 ft 1 0.193 0.081 1,60 1.000 1.00 1.00 1.00 1.00 1.00 5.12 743.02 3840.00 1.19 34.17 424.00 4D+0,750L+0.750S+0.5250E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0,00 0.00 Length' 15.580 tt 1 0.355 0.148 1.60 1.000 1.00 1.00 1.00 1.00 1.00 9,39 1,361.94 3840.00 2,18 62.64 424,00 +0.60D+0.70E+H 1.000 1.00 1.00 1.00 1.00 1,00 0.00 0,00 0,00 0.00 Length = 15.580 tt 1 0.116 0.048 1.60 1.000 1.00 1.00 1.00 1,00 1,00 3.07 445.81 3840.00 0.71 20.50 424,00 Overall Maximum Deflections LoadCombinalionSpan Max. "." Del Location in Span Load Combination Shear Values V tv F'v Vertical Reactions 1 0.6717 1.847 Support notation Far left is #1 Load Combination Support 1 Suppt Overall MAXimum 2.776 " Overall MINimum 1.461 * D+1-i 1.315 1.315 + 1014L+H 2.776 2.776 4D+Lr+H 1.315 1,315 4 D+S+H 1,315 1.315 4D+0.750Lr40.750L+H 2.411 2.411 4 D+0,750L+0.750S+H 2.411 2.411 4D+0.60W+H 1.315 1.315 4D+0.750Lr+0.450W+H 1.315 1,315 4D+0,750540.450W+H 1.315 1.315 +0.60D+0.60W+0.60H 0.789 0.789 +D+0.70E+0.60H 1.315 1.315 4040.750L+0.750S+0.5250E+H 2.411 2.411 +0.60040.70E4H 0.789 0.789 D Only 1.315 1.315 Lr Only L Only 1.461 1.461 Max, "+" Defl Location in Span 0,0000 0.000 Values in KIPS S Only W Only E Only H Only ct, ,','p d Beam Description : Hanging Bea CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set : ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Load Combination ASCE 7-16 Wood Species : DF/DF Wood Grade : 24F - V4 Fb + Fb- Fc-PrlI Fc - Perp Fv Ft Beam Bracing : Beam is Fully Braced against lateral -torsional buckling Applied Loads Beam self weight calculated and added to loads Uniform Load : L = 0.030 ksf, Tributary Width = 6,0 ft Uniform Load D = 0.0150 ksf, Tributary Width = 10.0 ft Uniform Load : D = 0.0150, S = 0.0250 ksf, Tributary Width = 8.50 ft, (Roof Loading) DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span fb : Actual FB : Allowable 0,858 1 3.5x11.25 2,367.79psi 2,760.00 psi Load Combination +D+0.750L+0.750S+H Location of maximum on span 7.085ft Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection tiao -3(6 3.5)(11.25 Span = 14.170 ft 2400 psi 1850 psi 1650 psi 650 psi 265 psi 1100 psi E : Modulus of Elasticity Ebend- xx Eminbend - xx Ebend- yy Eminbend - yy Density 1800ksi 950ksi 1600 ksi 850 ksi 31.21 pcf Service toads entered. Load Factors will be applied for calculations. Maximum Shear Stress Ratio Section used for this span fv : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.259 in Ratio = 0.000 in Ratio = 0,708 in Ratio 0.000 in Ratio = Maximum Forces & $tresses for Load Combinations Load Combination Max Stress Ratios Segment Length Spn# M V Cd +041 Length = 14.170 ft 1 0.540 0.281 0.90 1,000 1.00 +D+L+H 1.000 1.00 Length = 14.170 ft 1 0.792 0.412 1.00 1.000 1.00 +D+Lr+H 1.000 1.00 e, Length z 14.170 ft +D+S+H 0.389 0.202 1.25 1.000 1.00 1.000 1,00 Length 14.170 ft 1 0.737 0.384 1.15 1.000 1.00 C FN 0i 1.00 1.00 1.00 1.00 1,00 1,00 1.00 1.00 1,00 1.00 1.00 1.00 1.00 1.00 655 >=360 0 <360 240 >=240 0 <240 Moment Values Oast OK 0.447 1 3.5x11.25 136.07 psi 304.75 psi +0+0.750L+0.750S+H 13.239ft Span # 1 t C L M tb F'b 0.00 1.00 1.00 7.18 1,166.88 2160.00 1.00 1.00 0.00 1.00 1.00 11,70 1,901.20 2400.00 1.00 1,00 0.00 1.00 1.00 7.18 1,166.88 3000.00 1.00 1.00 0.00 1.00 1.00 12.51 2,033.78 2760.00 Shear Values V fv F'v 0.00 0.00 1.76 67.06 0.00 0.00 2.87 109.26 0.00 0.00 1.76 67.06 0.00 0.00 3.07 116.88 0.00 238.50 0.00 265.00 0.00 331.25 0.00 304.75 • escription : Load Combination Segment Length Hanging Beam C Max Stress Ratios Span # M V Moment Values Shear Values Cd C C Cr Cm C t CL M tia F'b V fy F'v +D+0.750U+0 7501..i-H Length = 14.170 ft 1 0.573 0.298 +D+0.760L+0.7505+H Lengli = 14.170 f1 1 0.858 0.447 +D+0.60W+H Length = 14.170 ft 1 0.304 0.158 +0+0.750Lr+0,450W+H Length = 14.170 ft 1 0.304 0.158 +0+0.750S+0.450W+H Length = 14.170 ft 1 0.473 0.246 +0.60D+0.60W+0.60H Length = 14.170 ft 1 0.182 0.095 +0+0.70E+0.60H Length = 14.170 ft 1 0.304 0.158 +0+0.7501.+0.750S+0.5250E+H Length = 14.170 ft 1 0.617 0.321 +0.60D+0.70E+H Length = 14.170 ft 1 0.182 0.095 1.000 1.00 1.00 1,00 1.00 1.00 0.00 0.00 0.00 0.00, 1,25 1.000 1.00 1.00 1.00 1.00 1.00 10.57 1,717.62 3000.00 2.59 98.71 331,25 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0,00 0.00 0,00 1.15 1.000 1.00 1.00 1.00 1.00 1.00 14.57 2,367.79 2760.00 3.57 136.07 304.75 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 1.000 1.00 1.00 1,00 1.00 1.00 7.18 1,166.88 3840.00 1,76 67,06 424.00 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 7.18 1,166.88 3840.00 1.76 67.06 424.00 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0,00 0,00 0.00 1.60 1.000 1.00 1.00 1.00 1110 1.00 11.18 1,817.06 3840,00 2.74 104.42 424.00 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0,00 1,60 1,000 1.00 1,00 1.00 1.00 1.00 4.31 700.13 3840.00 1.06 40.24 424.00 1.000 1,00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 1.000 1,00 1,00 1.00 1.00 1.00 7.18 1,166.88 3840.00 1.76 67.06 424.00 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1,60 1.000 1,00 1.00 1.00 1.00 1.00 14.57 2,367.79 3840.00 3.57 136.07 424.00 1.000 1.00 1,00 1,00 1.00 1.00 0,00 0.00 0.00 0.00 1.60 1.000 1.00 1.00 1,00 1.00 1.00 4.31 700.13 3840.00 1.06 40.24 424.00 Overall Maximum Deflections Load Combination Span Max. ''•" Dell Location in Span Load Combination +0+0 750L+0.750S+0,5250E+H 1 0.7084 7.137 Vertical Reactions Support notation : Far left is #1 Load Combination ouppo,1. 4.112 1.506 2.027 2 27 3.302 3.302 2.027 2.027 3.532 3.532 2,983 2.983 4.112 4.112 2,027 2.027 2,027 2.027 3,156 3.156 1.216 1.216 2.027 2.027 4,112 4.112 1.216 1.216 2.027 2,027 Overal MAXrnum Overall MINimum +10+H +0/+L+H +D+Lr+H + D+S+H +D+0.750Lr+0.750L+H +D+0.750L+0.750S+H +0+0.60W+1-1 +D+0.750Lr+0,450VV+H +0+0.750S+0.450W+H +0,60D+0.60W+0.60H +0+0.70E+0.60H +D+0.750L+0.750S+0,5250E+H + 8.60D+0.70E+1-1 D Only Lr Only L Only S Only W Only E Only H Only 1.275 1.275 1.506 1.506 Max. "i-' De Location in Span MON 0.000 Values in KIPS e"\ Wood Beam - Description : Beam B CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set : ASCE 7-16 Material Properties Analysis Method Allowable Stress Design Load Combination ASCE 7-16 Woo t Species Wood Grade Beam Bracing DF/DF 24F - V4 Fb + Fb Fc - PrIl Fc Perp Fv Ft : Beam is Fully Braced against lateral -torsional buckling 02. 027) t. t .275) 5 51 ' • 2,400.0 psi E : Modulus of Elasticity 1,850.0 psi Ebend- xx 1,800.0 ksi 1,650.0 psi Eminbend xx 950.0 ksi 650.0 psi Ebend- yy 1,600.0 ksi 265.0 psi Eminbend yy 850,0 ksi 1,100.0 psi Density 31.210pcf 6.75x9 Span = 14.920 ft Applied Loads Beam self weight calculated and added to loads Point Load D = 2.027. L = 1,275, S 1 50 k @ 7.830 ft, (Beam C) DESIGN SUMMARY Maximum Bending Stress Ratio = Section used for this span fb : Actual FB : Allowable Load Combination Location of maximum an span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.746 1 6.75x9 2,057.93 psi 2,760.00 psi +13+0.750L+0.750S+H 7.841ft Span # 1 Service loads entered. Load Factors will be applied tor calculations. Maximum Shear Stress Ratio Section used for this span fv : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.243 in Ratio 0.000 in Ratio .- 0.687 in Ratio = 0.000 in Ratio = Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V 0d C C Cr C m DH Length = 14.920 ft 1 0.481 0.119 0.90 1.000 1.00 1.00 1.000 1.00 1.00 Length = 14.920 ft 1 0.693 0.170 1.0C 1,000 1.00 1.00 +D+Lr+H 1.000 1.00 1.00 Length = 14.920 ft 1 0.347 0.086 1.25 1.000 1.00 1.00 +D+S+H 1.000 1,00 1.00 OLength = 14,920 lt 1 0.643 0.157 1.15 1.000 1.00 1.00 +0+0.750Lr+0.750L+H 1.000 1.00 1.00 Length .; 14.92011 1 0.503 0.123 1.25 1.000 1.00 1.00 +D+0.750L+0.750S4'( 1.000 1.00 1.00 735 >=360 0 <360 260 >=240 0 <240 0.182 : 1 6.75x9 55.43 psi 304.75 psi +0+0.750L+0.750S+H 14.21211 Span#1 1.00 1 00 1.00 1,00 1.00 1 00 1 00 1.00 1.00 1.00 Moment Values Shear V&ues C t C L M fb F'b V fv F'v 0.00 0.00 0.00 0.00 1.00 1.00 7.90 1,039.76 1.00 1,00 1.00 1.00 12.63 1,663.50 1.00 1.00 1.00 1.00 7.90 1,039.76 1.00 1.00 1.00 1.00 13.47 1,773.58 1.00 1.00 1.00 1.00 11.45 1,507.57 1.00 1.00 2160.00 0.00 2400.00 0.00 3000.00 0.00 2760.00 0,00 3000.00 0.00 1.15 0.00 1.82 0.00 1.15 0,00 1.94 0.00 1.65 0.00 28.46 0.00 44.98 0,00 28.46 0.00 47.90 0.00 40.85 0.00 238.50 0.00 265.00 0.00 331.25 0,00 304,75 0,00 331.25 0.00 Wood Beam Description: Load Combination Max Stress Ratios Segment Length Span # 14 V Cc. CFN Ci Cr Cm C CLM lb F'b Length = 14.92() ft 1 0,746 0.182 1,15 1.000 1.00 1.00 1,00 1.00 1.00 15.63 2,057,93 2760.00 2.24 55.43 304,75 +D+0.60N+H 1,000 1.00 1,00 1.00 1.00 1.00 0.00 0.00 0,00 0.00 Length = 14,920 ft 1 0.271 0.067 1.60 1.000 1.00 1.00 1.00 1.00 1.00 7.90 1,039.76 3840.00 1.15 28.46 424,00 +0+0.751.r+0.450VV+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 14.920 ft 1 0.271 0.067 1.60 1.000 1.00 1.00 1.00 1.00 1.00 7,90 1,039.76 3840.00 1.15 28.46 424.00 +0+0.750S+0,450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0,00 0.00 Length = 14,920 ft 1 0.414 0.102 1.60 1,000 1,00 1.00 1,00 1.00 1.00 12.07 1,590.12 3840.00 1.74 43.04 424.00 +0.60D+0,60W+0.60H 1.000 1,00 1.00 1.00 1.00 1.00 0.00 0.00 0,00 0.00 Length = 14.920 fl 1 0.162 0.040 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.74 623.85 3840.00 0.69 17.08 424,00 +D+0.70E+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =14,92011 1 0.271 0.067 1.60 1.000 1.00 1.00 1,00 1.00 1.00 7.90 1,039,76 3840.00 1.15 28.46 424.00 +D+11750L+0.750S+0.5250E+H 1,000 1.00 1.00 1.00 1.00 1.00 0,00 0.00 0.00 0,00 Length = 14.920 ft 1 0.536 0.131 1.60 1.000 1.00 1.00 1.00 1.00 1.00 15.63 2,057.93 3840,00 2.24 55.43 424,00 +0.600+0.70E+H 1.000 1.00 1,00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 14.920 ft 1 0.162 0.040 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.74 623.85 3840.00 0.69 17.08 424.00 Overall Maximum Deflections Load Combination Span Max, "." Deft Location in Span Load Combination Max. "+" Deft Location in Span Moment Values Shear Values V fv F'y +D+0.750L+0.750S+0.5250E+H 1 0.6869 7'.623 0,0000 0.000 Vertical Reactions Support nolation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.050 2.254 Overall MINimum 0.713 0.787 +D+H 1.061 1.162 +D+L4-1 1.667 1.831 +D+Lr+H 1.061 '1.162 +D+S+1-1 1.174 1.949 +0+0,750Lr+0.750L+H 1.516 1.664 +D+0.750L+0.750S+H 2,050 2.254 +D+0.60W+H 1.061 1.162 +D+0,750Lr+0,450W+H 1.061 1.162 +D+0.750S+0,450W+H 1.596 1.752 +0.60D+0.60W+0,60H 0.637 0.697 +D+0.70E+0.60H 1.061 1.162 +D+0.750L+0.750S+0.5250E+H 2.050 2.254 +0.60D+0.70E+H 0.637 0.697 D Only 1.061 1.162 Lr Only L only 0.606 0.669 S Only 0,713 0.787 W Only E Only H Only Wood Beam Desorption: Existing Roof Ratters CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set : ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Load Combination ASCE 7-16 Wood Species Wood Grade Fb + Fb - Fc - PrIl Fc - Perp Fv Ft Beam Bracing : Beam is Fully Braced against lateral -torsional buckling : Douglas Fir - Larch : No.1 1000 psi 1000 psi 1500 psi 625 psi 180 psi 675 psi E. Modulus of Elasticity Ebend- xx 1700 ksi Eminbend xx 620 ksi Density 31 21pcf a'o Applied Loads Beam self weight calculated and added to loads Uniform Load ; D 0.010, S = 0.0250 ksf, Tributary Width = 2.0 ft DEPON SUMMARY .Maximum Bending Stress Ratio Section used for this span fb : Actual FB : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 2x8 Span = 12.0 ft 0.862 1 2x8 1,189.37psi 1,380.00 psi +04S+H 6.000ft Span # 1 Service loads entered. L.oad Factors will be applied for calculations. Maximum Shear Stress Ratio Section used for this span fv : Actual Fv : Allowable Load Combination Location of maximum an span Span # where maximum occurs 0.290 in Ratio 0.000 in Ratio = 0.419 in Ratio = 0.000 in Ratio =. Maximum Forces & Stresses for Load Combinations _ Load Combination Max Stress Ratios Segment Length Span # V Cd L Ci Cr +D.11 Length - 12.0 ft 1 0.340 0.103 0,90 +D+L+H Length = 12.0 ft 1 0.306 0.093 1.00 +D+Lr+H Length 12.0 ft 1 0.245 0.074 1.25 +D+S41-1 Length 12.0 ft 1 0.862 0.262 1.15 +040.7501.r+0.750L+H Length 12.0 ft 1 0.245 0.074 1.25 +D+0.750L+0,750S-tH 1,200 1.200 1.200 1.200 1.200 1,200 1,200 1.200 1.200 1,200 1,00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1 00 1.00 1.00 1.0D 1.00 1.00 1.00 1.00 1.00 1.00 1.00 4 96 >=360 0 <360 343 >=180 0 <180 Moment Values Cm C t CL M fb F'h 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1,00 1.00 1.00 1.00 1 OD 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1 00 0.40 367.49 0.40 367.49 0.40 367,49 1.30 1,189,37 0.40 367.49 0.00 1080.00 0.00 1200.00 0.00 1500.00 0.00 1380.00 000 1500.00 0.00 esign OK 0.262 : 1 2x8 54.20 psi 207.00 psi +D+5+14 0.000ft Span # 1 Shear Values- V fs., Fe 0.00 0.12 0.00 0.12 0.00 0.12 0.00 0.39 0.00 0.12 0.00 0.00 16.75 0.00 16.75 0.00 16.75 0.00 54.20 0.00 16.75 0.00 0.0D 162.00 0,00 180.00 0.00 225.00 0.00 207.00 0.00 225.00 0.00 l*Eb\ Wood Beam Description: Existing Roof Rafters Load Combination Max Stress Ratios Moment Values Segment Length Span ft M V Cd C FN Cj C Cm C t th Fb Length 12.0 ft 1 0.713 0.217 1.15 1,200 1.00 1.00 1.00 1,00 1.00 1.08 983,90 1380.00 0.33 44.84 207.00 +D+0,60W+H 1.200 1.00 1,00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 12.0 ft 1 0.191 0.058 1.60 1.200 1.00 1.00 1.00 1.00 1,00 0.40 367.49 1920.00 0.12 16.75 288.00 +D40.750Lr+0,450W+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =. 12.0 ft 1 0,191 0.058 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.40 367,49 1920.00 0.12 16,75 288.00 +0+0.750S+0.450W+H 1.200 1.00 1.00 1.00 1.00 1.00 0.0D 0.00 0.00 0.00 Length = 12.0 ft 1 0.512 0.156 1.60 1.200 1.00 1.00 1,00 1,00 1.00 1.08 983.90 1920.00 0.33 44.84 288.00 +0.60D+0.60W+0.60H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 12.0 ft 1 0.115 0.035 1.60 1.200 1.00 1.00 1.00 1,00 1.00 0.24 220.50 1920,00 0.07 10.05 288.00 +D+0.70E+0,60H 1.200 1,00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Lengti = 12.0 ft 1 0.191 0.058 1,60 1.200 1.00 1.00 1.00 1.00 1.00 0.40 367.49 1920.00 0.12 16.75 288.00 +D+0,750L40.750S+0.5250E+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 12.0 ft 1 0.512 0.156 1.60 1.200 1.00 1.00 1.00 1.00 1.00 1.08 983,90 1920.00 0.33 44,84 288.00 +0.60D+0.70E+H 1.200 1.00 1,00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 12.0 ft 1 0.115 0.035 1.60 1,200 1.00 1.00 1.00 1.00 1.00 0,24 220,50 1920.00 0.07 10.05 288.00 Overall Maximum Deflections Load Combination Span Max. Max.' Deft Location in Span Load Combination Max, "+' Dell Location in Span 0.4193 6 044 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Civerali MAXimum 4 9,434 Overall MINimum 0.300 0.300 +D+H 0.134 0.134 +D+L+H 0.134 0.134 +D+Lr0H 0.134 0.134 +D+S+H 0,434 0.434 +0+0.750Lr+0.750L+H 0.134 0.134 +D+0.750L+0.750S+H 0.359 0,359 +D+0.60W+H 0.134 0.134 +D+0.750Lr+0.450W+H 0.134 0.134 +D+0.750S+0.450W+H 0.359 0.359 +0.600+0.60W+0,60H 0,080 0.080 +D+0.70E+0.60H 0.134 0.134 +D+0.750L+0.7505+0.5250E+H 0.359 0,359 +0.60D+0.70E+H 0.080 0.080 D Only 0.134 0.134 Lr Only Only S Only 0.300 0.300 W Only E Only H Only Shear Values V 1v O4-24-2O19 City ofTukwila Department of Community Development Attn: Bill Rambo Re: Alvarez Residence Address: SSO6S144STTukwila Building Department Permit Comment, Response Mr. Rambo The following is the response to the permit comments for the above referenced project dated on March Z1'2O19. 1' The proposed bathroom in the attic does not comply with habitable spaces for headroom. Shifted bathroom away from attic wall to create required headroom ceiling height requirement. 2' Show all the attic exterior walls ao2x6walls with R'21insulation. Attic wall hmbekept as2x4stud wall at1G^oc \oachieve R'I1insulation, battinsulation will be used, since the back side of attic stud wall will not be enclosed, 5 1/2" of batt insulation thickness can beachieved. 3. Show location of attic access doors. Doors shall be insulated and weather-stripped' Attic access door is added. 4. Cover sheet notes refer to SEC and SIVIC Seattle codes. Remove all Seattle code references and revise notes and reference twshow compliance with Washington State Energy Code(WSEC) and Tukwila Municipal Codes (TMC). General notes are revised. 5. Detail 3mmsheet A1.3 iwdicmtesR'49 advanced bsttinsulation. Please clarify advanced. The term advanced is removed for insulation callout. Standard R-49 batt insuUation may be used. 6' Provide the name mYthe designer oneach ofthe architectural sheets. Designer name isadded oneach architectural sheet. Please contact us for any question and comment. Sincerely, � � � ~* Bosco K.VV.[heng,PE 206'398'9160 hkbnscn1@msnzom City of Tukwila Department of Community Development March 21, 2019 RICH ZHU PO BOX 33852 SEATTLE, WA 98133 RE: Correction Letter # 1 DEVELOPMENT Permit Application Number D 19-0073 ALVAREZ RESIDENCE - 5506 S 144 ST Dear RICH ZHU, 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. The proposed bathroom in the attic does not comply with habitable spaces for head room. For rooms with sloped ceilings, the required floor area of the room shall have a ceiling height of not less than 5 feet and not less than "50 percent of the required floor area" shall have a ceiling height of not less than 7 feet. In addition, the ceiling height above bathroom and toilet room fixtures shall be such that the fixture is capable of being used for its intended purpose. A shower or tub equipped with a showerhead shall have a ceiling height of not less than 6 feet 8 inches above an area of not less than 30 inches by 30 inches at the showerhead. The slopping roof rafters within those proposed rooms shall have the ceiling dropped to accommodate a minimum of R-38 insulation including the required 1" air space; all other attic areas shall be R-49. This would also reduce the ceiling height and required room areas. Revise the plan to show the bathroom located where the bathroom fixtures locations shall comply with headroom clearances. The minimum 6'-8" and 30 inches each way at the shower head is also measured from inside the tub floor which it typically higher than the finish floor. (IRC R305.1) 2. Show all the attic exterior walls as 2x6 walls with R-21 insulation. 3. Show location of attic access doors. Doors shall be insulated and weather-stripped. 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 4. Cover sheet notes refer to SEC and SMC Seattle codes. Remove all Seattle code references and revise notes and references to show compliance with Washington State Energy Code (WSEC) and Tukwila Municipal Codes (TMC). 5. Detail 3 on sheet A1.3 indicates R-49 advanced batt insulation. Please clarify advanced. 6. Provide the name of the designer on each of the architectural sheets. Note: 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. 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. D19-0073 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 vERviff COORD COP? PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D19-0073 DATE: 04/24/19 PROJECT NAME: ALVAREZ RESIDENCE SITE ADDRESS: 5506 S 144TH ST Original Plan Submittal Revision # before Permit Issued X Response to Correction Letter # 1 Revision # after Permit Issued DEPARTMENTS: PO MN() 1+\lijimf\ Building Division Rif Public Works P Fire Prevention Planning Division Structural r Permit Coordinator PRELIMINARY REVIEW: Not Applicable LI (no approval/review required) DATE: 04/25/19 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved n DUE DATE: 05/23/19 Approved with Conditions n Corrections Required Denied (corrections entered in Reviews) (ie: Zoning Issues) Notation: REVIEWER'S T A S: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg 0 Fire D Ping D PW. D Staff Initials: 12/18/2013 cERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D19-0073 PROJECT NAME: ALVAREZ RESIDENCE SITE ADDRESS: 5506 S 144 ST X Original Plan Submittal Response to Correction Letter # DATE: 03/01/19 Revision # before Permit Issued Revision # after Permit Issued DEPARTMENTS: Buildilg;%siortA AN1 Public Works toc MA 1# it/i Fire Prevention MOO° Planning Division Structural Permit Coordinator PRELIMINARY REVIEW: Not Applicable (no approval/review required) DATE: 03/05/19 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved Corrections Required (corrections entered in Reviews) Approved with Conditions Denied (ie: Zoning Issues) DUE DATE: 04/02/19 Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only if 0 CORRECTION LETTER MAILED: Departments issued corrections: Bldg Fire 0 Ping Li I'W 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: Plan Check/Permit Number: D19-0073 [1] Response to Incomplete Letter # Response to Correction Letter # 1 E] Revision # after Permit is Issued • Revision requested by a City Building Inspector or Plans Examiner • Deferred Submittal # Project Name: Alvarez Residence Project Address: 5506 S 144 St Contact Person: WC( Summary of Revision: 20(c) 5 2-Q Phone Number: inc-mf 5Es. A1TA cfao Crri cam. svklpris Rt-cp0A, tz-rreg CITY OF TUKWILA PERMIT CENTER Sheet Number(s): A I A1-7.-, A 1.3 "Cloud" or highlight all areas of revision includin datf "sion p Received at the City of Tukwila Permit Center by I=1 Entered in TRAKiT on CAUsers \bill-rlDesktopaevision Submittal Form.doe Savings No savings accounts during the previous 6 period. Lawsuits against tt n bond or savings No lawsuits agains� the bond or savings accounts during the previous 6 year period. L&I Tax debts No L&I tax debts are recorded for this contractor license during the previous 6 year period, but some debts may be recorded btu other agencies. License Violations -. No license violations during the previous 6 year period. Workers' comp L&I Account ID 037,093-01 t.. Doing business as SKYWAY GENERA:. CONTRACTORS INC Estimated workers reported Quarter 1 of Year 2019 ""4 to 6 Workers" L&I account contact TO / KIM JONES (2O3)835-1045 - Email: HASK235@Ini.wa.gov Do you know if the business has employees? If so, verify the business is up-to-date on workers' comp premiums. Account is current. Public Works Strikes and Debarments Verify the contractor is eligible to perform work on public works projects. Contractor Strikes No strikes have be.:Ti issued against this contractor. Contractors not all ,wed to bid No debarments ha,;e been issued against this contractor. Workplace r-afety and health Check for any past safety and health violations found on jobsites this business was responsible for. Inspection results date 02/19/2019 Violations Inspection no. 317951610 Location 60 S W Sunset B.-id Renton, WA 980u1-2082 ? Washington State Dept. ct Labor & industries. Use of this site is subject to the laws of the state of Washington. Help us improve HOITIC Etip;1601 CMIUACt Safety & Health Washington State Department of ,Labor & Industries 1Search L&I A-Z Index Help My Claims & Insurance Workplace Rights SKYWAY GENERAL CONTRACTORS INC Owner or tradesperson Principals NG, RAYMOND, PRESIDENT Doing business as SKYWAY GENERAL CONTRACTORS INC WA UBI No, 602 883 059 PO BOX 515 RENTON, WA 98057 425-917-1628 KING County Business type Corporation License Verify the contractor's active registration / license / certification (depending on trade) and any past violations. Construction Contractor License specialties GENERAL License no. SKYWAGC92ORP Effective — expiration 12/17/2008— 01/09/2021 Bond CBIC Bond account no. SK3221 Active. Meets current requirements. $12,000 00 Received by L&I Effective date 02/02/2015 03/20/2015 Expiration date Until Canceled AMERICAN STATES INS CO Bond account no. 6310625 $12,000 00 Received by L&I Effective date 12/17/2008 12/16/2008 Expiration date Until Canceled Insurance Contractors Bonding & Insuranc $1,000,000.00 Policy no. C11SG6084 Received by L&I Effective date 03/08/2019 03/20/2018 Expiration date 03/20/2020 Trade § & Licensing Insurance history Help us improve Aq' A' 15'-6' EXISTING EXISTING EXISTING WINDOW WINDOW WINDOW WORK) (No WORK) (NO WORK) (NO EXISTING EXISTING '`CLOSET \aa CLOSET EXISTING EXISTING EXISTING BEDROOM BEDROOM WI EXISTING ISTING (NO WORK) BEDROOM (NO WORK) EXISTING CLOSET EXISTING ENTRY T 0 AIN it EXISTING MAIN ENTRY EXISTING it KITCHEN k EXIS1 ING lj WIND DW IORK) (NO V EXISTING EXISTING EXISTING LIVING ROOM DINNING ROOM F! F WINDOW (NO WORK) EXISTING BATHROOM EXISTING EXISTING EXISTING W NDOW WINDOW WINDOW WORK (N1011 WORK) (NO WORK) (NO -1" 15 W" 14' 12--4" 0 EXISTING/DEMO MAIN FLOOR PLAN 1. DO NOT SCALE DRAWINGS CONSTRUCTION NOTES CODE INFORMATION PROJECT DESCRIPTION 1. EXTERIOR WALL CONSTRUCTION IS 2x6 @ 16" oc TYPICAL, INTERIOR WALLS ARE 2x4 @ 16'oc TYPICAL UNLESS OTHERWISE NOTED. PRE -MANUFACTURED ROOF TRUSSES CONTRACTOR SHALL PROVIDE ENGINEER STAMP TRUSS SHOP DRAWING AT TIME �F CITY INSPECTION. 2. A RESIDENTIAL ENERGY COMPLIANCE CERTIFICATE IS REQUIRED TO BE COMPLETED BY OWNER & PERMANENTLY POSTED WITHIN TOF THE ELECTRICAL PANEL PRIOR TO FINAL INSPECTION. 3, PER 2015 TIVIC TABLE403.8.5.1: 1501-3000 SF & 2-3 BEDROOMS=60CFM; TABLE 403.8.5.1 VENTILATION RATE FACTOR = 1.3; RUN-TIME % IN EACH 4-HOUR SEGMENT 75%, a. MIN. INTERMITTENT VENTILATION RATE CALCULATION: Of = Or x Fv = 60 x 1.3 = 78 CFM (PROPOSED 80 CFM). b. ALL NEW RESIDENCE REQUIRED TO PROVIDE WITH AT LEAST ONE PROGRAMMABLE THERMOSTAT FOR THE REQUIRED TEMPERATURE. (a) PER 2015 WSEC R402.4.1.2, AIR LEAKAGE TESTING, DWELLING UNIT SHALL BE TESTED AND VERIFIED AS HAVING AS AIR LEAKAGE RATE OF NOT EXCEEDING 5 AIR CHANGE/HOUR. THE TEST RESULTS SHALL BE POSTED ON THE RESIDENTIAL ENERGY COMPLIANCE CERTIFICATE. (b) PER 2015 WSEC R403.2.2, LEAKAGE TESTING, DUCTS SHALL BE LEAK TESTED IN ACCORDANCE WITH WSU RS-33, USING THE MAX. DUCT LEAKAGE SPECIFIED. (c) LIGHTING- A MINIMUM OF 75% OF PERMANENTLY INSTALLED LAMPS IN LIGHTING FIXTURES SHALL BE HIGH -EFFICIENT LAMPS. 4. BATHROOM AND LAUNDRY FANS: 50 CFM, KITCHEN EXHAUST FAN: 100 CFM 5, MINIMUM AIR INTAKE OPENINGS = 4 SCLIN. PER ROOM. 6. IN EVERY SLEEPING ROOM, PROVIDE AN EMERGENCY EXIT WINDOW WITH A WIDTH OF 20 11 MIN. & HT. 24" & NOT LESS THAN 5.7 S.F. OPENABLE AREA (MIN. 3'x4'-6" IF DOUBLE HUNG OR 4'x3'-6" WINDOW IF SLIDER) AND NOT MORE THAN 44" FROM FLOOR TO SILL. 7. SMOKE DETECTORS (S.D.) ARE REQUIRED FOR ALL BEDROOMS AND HALLWAY, HARDWIRED & INTERCONNECTED w/ BATTERY BACK-UP. 8. PROVIDE WATER-RESISTANT GWB BEHIND ALL PLUMBING FIXTURES, PROVIDE WATER-RESISTANT WAINSCOT = 60" C.T. AROUND TUB. 9. MOISTURE CONTROL: EXTERIOR DOORS AND WINDOWS TO BE CAULKED AND WEATHER STRIPPED. RECESSED LIGHTING FIXTURES TO LIMIT AIR LEAKAGE PER WSEC 502.4.4 IN UNCONDITIONED AREAS. ALL PLUMBING, ELECTRICAL & HVAC PENETRATIONS IN FLOORS, WALLS, & CEILINGS ARE TO BE CAULKED AND SEALED. ELECTRICAL OUTLETS & LIGHT SWITCH BOXES ON EXTERIOR WALLS MUST BE SEALED ATTHE BACK OF THE BOX OR EQUIPPED WITH A FACE PLATE GASKET. SOLE PLATE MUST BE CAULKED OR GLUED TO SUBFLOOR. CAULK & SEAL RIM JOISTS BETWEEN STORIES. 10. FIXTURES, APPLIANCES, FINISHES& ACCESSORIES SHALL BE As APPROVED BY OWNER. 11. ALL CARBON MONOXIDE ALARM SHALL COMPLY WITH UL2034, TYP. 12. NEW STAIR HEAD CLEARANCE TO BE 6'-8" MIN. Z1 1. INTERIOR REMODEL OF EXISTING RESIDENCE, THERE IS NO ALTERATION OF ISDICATION: CITYOFTUKWILA EXISTING RESIDENCE FOOTPRINTAND BUILDING ENVELOPE. 'E: 2015 IRC 2. AT MAIN FLOOR, REMOVE INTERIOR BEARING WALLAND NON -BEARING WALL, NEW STRUCTURAL BEAM AND COLUMNS WILL BE ADDED FOR ROOF SUPPORT ING; LDR AND FLOOR JOIST SUPPORT. COMBINE TWO BEDROOM TO ONE BEDROOM. :UPANCY: RESIDENTIAL- SINGLE FAMILY CHANGE EXISTING KITCHEN LAYOUT. ADD BATHROOM. AREA: 7,298 SF 3. CONVERT EXISTING ATTIC TO HABITABLE SPACE. TING HOUSE SF: MAIN FLOOR - 1,580 SF 4. NO WORK AT EXISTING CRAWL SPACE. FINISHED UPPER FLOOR - 320 SF S. THIS PERMIT DOES NOT INCLUDE MECHANICAL, PLUMBING OR ELECTRICAL. THESE SEPARATE PERMITS SHALL BE APPLIED FOR BY OTHERS, COVERAGE: 1,580 SF / 7,298 SF = 22% CONSTRUCTION COST: $50,000 E BUILDING HEIGHT: NO CHANGE :RIORWORK: NO CHANGE SACK: NOCHANGE WSEC SEC TABLE R42-1-1, RESIDENTIAL PRESCRIPTIVE APPROACH '_NT'ATI ON..0I , _FACTOR= 0.30 E ILING: R-VALUE = R-49 adv ALL FRAME WALL (ABOVE GRADE) (STANDARD FRAMING 16"oc, WITH HEADERS N SULATED WITH A MINIMUM OF R-10 INSULATION): R-VALUE = R-21 int L LOOR: R-VALUE = R-30 LAB: R-VALUE = R-10, 2'-0" DEPTH L ABLE R406.2, ENERGY CREDITS (DEBITS) : 1.5 FOR MEDIUM DWELLING UNIT 5b- IFFICIENT WATER HEATING (GAS WATER HEATER WITH A MINIMUM EF OF 0,91) PROJECT INFORMATION SOUTH 144 STREET TUKWILA, WA 98168 MANS SEATTLE GARDEN TRS POR OF LOTS I & 2 - BEG SW CORNER OF LOT I TH N 0-40 E 114 FT TH S 88-48-20 E 70 FT TO POB TH S 88-48-20 E 67 FT TH S 01-20-40 W FT TAP S FT NLY OF S LN OF LOT 1 TH N 88-48-20 W 57 Fr ALG A LN PILT & 5 Fr NLY OUTH LINE OF LOT I TH N 83-05-37 W 10.05 Fr TH N 01-20-40 E 108 FT TO POB -- LOT A OF CITY OF TUKWILA SHORT PLAT NO 90-5-55 RECORDING NO 9101071307 9.1. 43'-8" 26-8" 7'-8" OUTLINE OF (E) ROOF RAFTER SUPPORT STUD EXISTING LOFT AREA EXISTING CHIMNEY (NO WORK) 17=71 0 EXISTING UPPER FLOOR PLAN 1/4" = 1'-0" 1. Do NOT SCALE DRAWINGS _6W7- us L �--EXIST. TREE EXIST. TO REMAIN EXTERIOR CONC.DECK -------- ------ LL 27'-1 118" tc L U, Cn X0 AVED WAI WIAJA SIDEWALK S 144th ST o SITE PLAN 1/16"= V-0" SHEET INDEX A1.1 EXISTING/DEMO FLOOR PLAN t7f A1.2 PROPOSED FLOOR PLAN Butt A1.3 BUILDING SECTIONS S0.1 STRUCTURAL GENERAL NOTES S1.1 FOUNDATION AND MAIN FLOOR FRAMING PLAN S1.2 UPPER FLOOR FRAMING PLAN S2.1 i FOUNDATION AND FRAMING SECTIONS 9 U) z 0 D) Ul z z 2 0 < p M ui Z 0 z uJ u) b. (D W 0 cc 0 0 0 Z comcom D > D z REVISIONS No Chai ges snail be made to the scope of wo wimout prior apDroval of the . ukwila Building Division. NOTE: evisions will require a new plan submittal an I may include additional plan revievii. FILE COPY Penrintit No. Plan review approval is subject to errors ano omissions Approval of construction documents does 10i authnnze the violation of any adopted coce or ordinance Recefoi of approved F,ela Copy and conditions is acKnowle0gea: Ely. Date: City of T..w.,. BUILDING DIVISION RECEIVED CITY OF —I UKWILA APR 2 5 W9 PERMIT CENTER jORRECTON LTR# - I I REVIEWED FOR CODE COMPLIANCE APPROVED AY 03 2019 y of Tukwila )ING DIVISION SEPARATE PERMI REQUIRED FOR: Gas Piping of Tukwila UJ to Lu LIJ 00 C) -J 00 z WW in Il < C) it < < C) 0 < 0 ft -J LL z W::) - 0 LU 0 W 3 a C> 0 W z LU U) I x1111111'r REVIEWED FOR CODE COMPLIANCE APPROVED bi z JY 0 3 a 0 w co 0 Z x 0 RY Of Tukwila JOB NO: CHECKED: K.W. CHENG DRAWN: K.W. CHENG DATE: 01-15-2019 SHEET NO: A1.1 43'-8" 15'-6" 12'-1" EXISTING WINDOW (NO WORK) EXISTING EGRESS EXISTING EGRESS 103 50cfm WINDOW 'EXISTING WINDOW NEW (O WORK) 'CLOSET (NO WORK) BATHROOM EXISTING EXISTING WINDOW EXISTING BEDROOM 104 (NO WORK) BEDROOM (NO WORK) EXISTING CLOSET 0 SD/CO NEW WALK IN CLOSET EXISTING 0 ENTRY SD/CO N\� 0 U, --1 EXISTING MAIN ENTRY 50/ SD/CO 6+0 cl. 'I'li O� cv F in (N) DROP BEAM, SEE STRUCTURAL ISLANJ 15'-9 314" NEW EXIS1 WIND:)W ING KITCHEN (NO WORK) REFRIG. STOVE 100 cfm EXISTING WINDOW NEW LIVING ROOM NEW DINNING ROOM (NO WORK) 105106 050cfm NEW ii L----- EXISTING WINDOW 'N (No WORK) EXISTING WINDOW (NO WORK) BATHROOM 5�4' - Ln 17-7 "71 I 30'-6" PROPOSED MAIN FLOOR PLAN 1. DO NOT SCALE DRAWINGS (NO WORK) 5t-o" 1-1 DOOR SCHEDULE MARK WIDTH HEIGHT MATERIAL REMARKS 101 64" 6'-8- HOLLOW WOOD SLIDING DOOR 102 7*4' V-8" HOLLOW WOOD SLIDING DOOR 103 2'-6" 6'-8" HOLLOW WOOD SWING DOOR, PRIVACY LOCK 104 2'-6" 6-8- HOLLOW WOOD 105 2'-6- 6-8" HOLLOW WOOD 106 2'-6- 6*-8" HOLLOW WOOD SWING DOOR, PRIVACY LOCK 201 2'-6" 6'-8- HOLLOW WOOD 202 2-6" 6'-811 HOLLOW WOOD SWING DOOR, PRIVACY LOCK 203 2'-6" 6,8'. HOLLOW WOOD SWING DOOR, LOCK 204 2'-6- U-8. HOLLOW WOOD SWING DOOR, LOCK 205 2'-0" 2*-6" SOLID WOOD SWING DOOR, WEATHER STRIP I INSULATED I'M zo (E) EGRESS WINDOW 6�0"x3'-9"H,SEE CONSTRUCTION NOTES 2 A1.3 fV 43'.8" 9,-O" 7'-10" 7'-4- —I EXISTING ATTIC (NO WORK) NEW WALK IN RECESSED CLOSET CAN LIGHT r211 (26W1120V) 203 C SD/CO RECESSED 0 SDICO CAN LIGHT Q2 GD4 (26W/120V) EXISTING ATTIC rr (NO WORK) NEW NEW STUDY BEDROOM 02 ROOM 'U NEW BATHROOM EXISTING CHIMNEY 81-0 (NO WORK) [7-111 0Z1 EXISTING ATTIC (NO WORK) L 9.-6,. T-5" 91-11" T-10" PROPOSED UPPER FLOOR PLAN 1. DO NOT SCALE DRAWINGS Al RECEIVED CITY OF TUK%1VILA APR 2 5 2019 PERMIT CENTER REVIEWED FOR CODE COMPLIANCE APPROVED MAY 03 2019 City of Tukwila BUILDING DIVISION Uj 0 9 z O LU z z 0 0 03 z z z 0 LU cn a. M 0 2 0 m 0 cc 0 Er 0 2 0 LL ca m m 0: d I 1< z W U) bi C) LU 00 = W 00 U) 0) < z C) X i- < 0 W UjoY 0 j u- Q ")p W 0 In I] ---WV �E.IOR (03 2019 of Tukwila VG DIVISION JOB NO: CHECKED: K.W. CHENG DRAWN: K.W. CHENG DATE: 01-15-2019 SHEET NO: A1.2 (E) EXTE WALL, T (E) FLO( REMAIN (E) FOU'. WALL A' TO REN (E) CON SOIL - ICI HIGHEST POINT y (E) ROOF FRAMING, NO WORK (E) LOFT WINDOW, NO WORK, SIZE PER PLAN 'PER FIN FLOOR (E) EXTERIOR WALL, TYP. T (E) FLOOR JOIST TO REMAIN MAIN FIN _FLOOR h (E) FOUNDATION WALL AND FOOTING TO REMAIN (E) COMPACTED SOIL BASEMENT u SECTION 1, DO NOT SCALE DRAWINGS TYPICAL ROOF CONSTRUCTION: TYPICAL ATTIC WALL CONSTRUCTION: - 3-TAB COMP. ROOF - 2x4 HF#2 STUD @ 16"oc MAX. - 15# FELT, 1/2" COX PLYWOOD - 1/2" GWB CONT. 2x BLKG. - ROOF RAFTER PER STRUCTURAL - R-21 BATT INSULATION - VAULTED CEILING, R-38 BATT ATTIC INSULATION A GALV. METAL GUTTER - R-49 BATT ATTIC INSULATION, TYP. OVER 1x P.T. WOOD 1/2"GWB CEILING FACIA. INSTALL IN ^ ACCORDANCE w/ MFR. _ _• P E 1 REQUIREMENTS Y' SIMPSON ROOF TIE PER STRUCTURAL 1' 6" TYPICAL FLOOR CONSTRUCTION: - 3/4" T&G PLY COMB SUB -FLOORING ROOF - FLOOR JOIST PER STRUCTURAL PLYWOOD SOFFIT OVERHANG - R-38 BATT INSULATION w/ UNHEATED SPACE BELOW BOARD - 5/8" TYPE X GWB @ GARAGE CEILING - 1/2" GWB CEILING @ TYPICAL INTERIOR CEILING TYPICAL EXTERIOR WALL CONSTRUCTION: 6" LAP WOOD SIDING UPPER FLOOR - 159 BUILDING PAPER ON DUPONT TYVEK --q" WATER -RESISTIVE BARRIER - 15132" PLYWOOD - 2x6 HF#2 STUD @ 16"oc - R-21 INT. PLUS R-12ci BATT INSULATION - CLASS 1:0.1 PERM VAPOR RETARDERS 1/2" GWB RIM JOIST SILL SEAL AND CAPILLARY BREAK 6"MIN. ABOVE GRADE U1 I MAIN FLOOR SLOPE GRADE AWAY FROM BUILDING (2) COATS ASPHALTIC IAAMJ DAMPPROFFING, TYP. AT ALL FOUNDATION WALL II ABOVE OCCUPIED SPACES 11/2"WASHED —��r �— d GRAVEL FILL-�-� CONT.• _ . 5— Y •FOOTING DRAIN. SLOPE 0 TLET•7R�iY�7: CRAWL SPACE r.- t-•YT u55� uu--��,,..• AWAY • • �';�f�i�IGi1,Gi11GiliFali�.- iY:;�Y:;•ram ,—CONC. FOOTING SIZE PER STRUCTURAL UNDISTURBED �OMPACTED SOIL 3 TYPICAL BUILDING SECTION WITH BASEMENT 1/4" = V-0" HABITABLE AREA (N)2x STUD F q (N) BEDROOM (N) BATHROOM T EXIST. ROOF HIGHEST POI_....._NT_.h. 2x CE LING JOIST, TIE TO TO (E) RC OF RAFTER, SEESTR CTURAL 1, (N �4 STUD WALL, L-- T Q SPACIh1G TO MATCH w/ iv (E) ROOF RAFTER, SEE STRUCTURAL (N) STUDY ROOM in T-10" O ATTIC NEW LIVING ROOM NEW COLUMN POST NEW DINNING (N) KITCHEN ROOM (E) CRAWL SPACE (NO WORK) &2SECTION 1. DO NOT SCALE DRAWINGS MIN _UPPER FIN. FLOOR (E) WINDOW TO REMAIN BASEMENT RECEi•✓Gig CITY OF TUKWILA. APR 2 5 2019 PERMIT CENTER REVIEWED FOR CODE COMPLIANCE APPROVED 14N(03 2019 City of Tukwila BUILDING DIVISION W F 4 s N O 0 s cV O N 0 U) Z O U) y W � (� z z J O O U N DCO w _ z � z z z a 0 n C9 0 0 Ir 0 0 Z m m m > > m W 0 (n co cn a O z (Wn W O W CO = W �00 0) Q rTT"' U) r J o W W OS WW Q LY (" p � Z o W LO r^R VI D FOR Y 0 3 2019 of Tukwila VGVG DI�ON JOB NO: CHECKED: K.W.CHENG DRAWN: K.W. CHENG DATE: 01-15-2019 SHEET NO: A1.3 GENERAL STRUCTURAL NOTES OBSERVATION AND DIRECTION OF THE GEOTECHNICAL ENGINEER (THE FOLLOWING APPLY UNLESS SHOWN OTHERWISE ON THE PLANS.) 2. FOOTINGS SHALL BEAR ON SOLID UNDISTURBED EARTH (CONTROLLED, COMPACTED A. GENERAL STRUCTURAL FILL OR BOTH) AT LEAST 18" BELOW LOWEST ADJACENT FINISHED GRADE. MATERIAL TO BE COMPACTED TO 95% MINIMUM OF MAXIMUM DRY DENSITY AS DETERMINED BY ASTM D1557. 1. ALL MATERIALS, WORKMANSHIP, DESIGN, AND CONSTRUCTION SHALL CONFORM TO THE DRAWINGS, SPECIFICATIONS, AND THE INTERNATIONAL BUILDING CODE (IBC), 2015 EDITION, AS 3. FOOTINGS MAY BE POURED IN NEAT EXCAVATIONS PROVIDED SIZE IS INCREASED 3" AT EACH AMENDED BY LOCAL JURISDICTION. INTERFACE WITH SOIL. 2. STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WffH ARCHITECTURAL DRAWINGS FOR BIDDING AND CONSTRUCTION. CONTRACTOR SHALL VERIFY DIMENSIONS AND CONDITIONS 4. ALL FOOTING EXCAVATIONS SHALL BE HAND CLEANED PRIOR TO PLACING CONCRETE. FOR COMPATIBILITY AND SHALL NOTIFY ARCHITECT OF ANY DISCREPANCIES PRIOR TO CONSTRUCTION. SEE ARCHITECTURAL DRAWINGS FOR EXACT LOCATIONS AND DIMENSIONS OF 5. ALL ABANDONED FOOTINGS, UTILITIES, ETC. THAT INTERFERE WITH NEW CONSTRUCTION SHALL DOOR AND WINDOW OPENINGS. SEE MECHANICAL DRAWINGS FOR SIZE AND LOCATION OF MISCELLANEOUS MECHANICAL OPENINGS. BE REMOVED. 3. CONTRACTOR SHALL BE RESPONSIBLE FOR ALL SAFETY PRECAUTIONS AND THE METHODS, 6. CONTRACTOR SHALL PROVIDE FOR DESIGN AND INSTALLATION OF ALL CRIBBING, SHEATHING, TECHNIQUES, SEQUENCES OR PROCEDURES REQUIRED TO PERFORM HIS WORK. STRUCTURAL AND SHORING REQUIRED TO SAFELY RETAIN EXCAVATIONS. DESIGN OF THE BUILDING IS BASED ON RESISTANCE TO DEAD LOADS, CODE SPECIFIED LATERAL LOADS, AND MAXIMUM EXPECTED SERVICE LOADS. NO CONSIDERATION HAS BEEN GIVEN TO LOADS WHICH WILL BE INDUCED BY ERECTION PROCEDURES. THE CONTRACTOR SHALL VERIFY, TO 7. BACKFILL BEHIND ALL WALLS WITH WELL DRAINING, GRANULAR FILL MATERIAL, AND PROVIDE THE SATISFACTION OF HIMSELF AND THE OWNER, THE ABILITY OF THE STRUCTURE TO RESIST ALL PERFORATED PIPE DRAINS AS DESCRIBED IN THE SOILS REPORT. BACKFILL BEHIND WALLS SHALL ERECTION LOADS WITHOUT EXCEEDING THE ALLOWABLE STRESSES OF THE MATERIALS USED. NOT BE PLACED BEFORE THE WALL IS PROPERLY SUPPORTED BY THE FLOOR SLAB, OR WHERE ERECTION LOADS WOULD OVERSTRESS THE STRUCTURE, THE CONTRACTOR SHALL SUBMIT TEMPORARY BRACING. ALL FOOTINGS SHALL BE CENTERED BELOW CENTERLINE OF COLUMNS OR DESIGN DOCUMENTS FOR TEMPORARY BRACING AND STRENGTHENING, INCLUDING FABRICATION WALLS ABOVE, UNLESS NOTED OTHERWISE. AND ERECTION DRAWINGS, TO THE ARCHITECT FOR REVIEW. THESE DOCUMENTS SHALL BEAR THE SEAL AND SIGNATURE OF A REGISTERED STRUCTURAL ENGINEER IN THE STATE OF WASHINGTON. D. CONCRETE THE CONTRACTOR SHALL PROVIDE, INSTALL AND IF NECESSARY, REMOVE SUCH TEMPORARY WORK AS REQUIRED. 1. ULTIMATE STRENGTH DESIGN PER INTERNATIONAL BUILDING CODE AND ACI 318-14 4. CONTRACTOR -INITIATED CHANGES SHALL BE SUBMITTED IN WRITING TO THE ARCHITECT AND STRUCTURAL ENGINEER FOR AP PRIOR T O FABRICATION OR CONSTRUCTION. CHANGES APPROVAL SHOWN ON SHOP DRAWINGS ONLY WILL NOT SATISFY THIS REQUIREMENT. 5. DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTION. WHERE CONDITIONS ARE NOT SPECIFICALLY INDICATED, BUT ARE OF SIMILAR CHARACTER TO DETAILS SHOWN, SIMILAR DETAILS OF CONSTRUCTION SHALL BE USED, SUBJECT TO REVIEW AND APPROVAL BY THE ARCHITECT AND THE STRUCTURAL ENGINEER. 6. ALL STRUCTURAL SYSTEMS WHICH ARE TO BE COMPOSED OF COMPONENTS TO BE FIELD ERECTED SHALL BE SUPERVISED BY THE SUPPLIER DURING MANUFACTURING, DELIVERY, HANDLING, STORAGE AND ERECTION IN ACCORDANCE WITH INSTRUCTIONS PREPARED BY THE SUPPLIER. 7. INSPECTIONS: INSPECTIONS OF THE WOOD FRAMING, THE STEEL REBAR AND WOOD FORMS FOR CONCRETE FOOTINGS & FOUNDATIONS, AND CONCRETE SLABS ARE REQUIRED PER IBC SECTION 109.3, 8. PRE -MANUFACTURED, PRE-ENGINEERED STRUCTURAL COMPONENTS SHALL BE DESIGNED BASED ON THE CRITERIA PRESENTED IN THE CONTRACT DOCUMENTS. THE COMPONENT DESIGNER IS RESPONSIBLE FOR CODE CONFORMANCE, TEMPORARY AND PERMANENT BRACING AND ALL NECESSARY CONNECTIONS, INCLUDING CONNECTIONS TO THE PRIMARY STRUCTURE, NOT SPECIFICALLY CALLED OUT ON THE ARCHITECTURAL OR STRUCTURAL DRAWINGS. SHOP DRAWINGS SHALL INDICATE THE MAGNITUDE AND DIRECTION OF ALL LOADS IMPOSED ON THE PRIMARY STRUCTURE. SHOP DRAWINGS AND CALCULATIONS SHALL BE SUBMITTED AS NOTED PREVIOUSLY. B. DESIGN CRITERIA 1. DESIGN LOADS - RESIDENTIAL LIVE LOAD 40 PSF - WIND (IBC SIMPLIFIED) 110 MPH (LRFD) EXPOSURE "B", Kzt = 1.0 - EARTHQUAKE (ASCE) SITE CLASS "D" SEISMIC USE GROUP 1 (le = 1.0) SEISMIC DESIGN CATEGORY "D" Ss = 1.479g, S1 = 0.552g Sds = 0.984g, Sdt = 0.552g -ALLOWABLE SOIL PRESSURE 2000 PSF AT V-6" DEPTH - LATERAL EARTH PRESSURE 50 PCF - PASSIVE PRESSURE 300 PCF - COEFFICIENT OF FRICTION 0.4 2. LATERAL FORCE RESISTANCE SYSTEM LIGHT -FRAMED WOOD WALLS SHEATHED WITH WOOD STRUCTURAL PANELS, R = 6.5 2, CONCRETE FOR FOOTINGS AND SLABS -ON -GRADE SHALL CONFORM TO A 28- DAY STRENGTH OF Fc = 2500 PSI, SHALL CONTAIN NOT LESS THAN 5-1/2 SACKS OF CEMENT PER CUBIC YARD, AND SHALL BE PROPORTIONED TO PRODUCE A SLUMP OF 5" OR LESS, CONCRETE EXPOSED TO EARTH OR WEATHER SHALL HAVE A 28-DAY STRENGTH OF t'c = 3000 psi. THE MINIMUM AMOUNTS OF CEMENT AND N MAXIMUM AMOUNTS OF WATER MAY BE CHANGED IF A CONCRETE DESIGN MIX IS SUBMITTED TO THE ENGINEER AND THE BUILDING OFFICIAL FOR APPROVAL TWO WEEKS PRIOR TO PLACEMENT OF CONCRETE. THE CONCRETE PERFORMANCE MIX SHALL INCLUDE THE AMOUNTS OF CEMENT, FINE AND COARSE AGGREGATES, WATER AND ADMIXTURES AS WELL AS THE WATER - CEMENT RATIO, SLUMP, CONCRETE YIELD AND SUBSTANTIATING STRENGTH DATA IN ACCORDANCE WITH ACI 318, SECTION 5.3. CONTRACTOR MAINTAINS RESPONSIBILITY FOR SPECIFIED PERFORMANCE OF CONCRETE PRODUCTS. ALL CONCRETE EXPOSED TO FREEZING TEMPERATURES WHILE CURING AND ALL CONCRETE PERMANENTLY EXPOSED TO WEATHER SHALL BE AIR -ENTRAINED WITH AN AIR -ENTRAINING AGENT CONFORMING TO IBC SECTION 1904.2. TOTAL AIR CONTENT SHALL BE IN ACCORDANCE WITH TABLE 1904.2.1 OF THE INTERNATIONAL BUILDING CODE. NO ADMIXTURES, OTHER THAN FOR AIR -ENTRAINMENT AS NOTED ABOVE, SHALL BE USED WITHOUT PRIOR REVIEW BY THE STRUCTURAL ENGINEER. ALL CONCRETE IN ELEVATED STRUCTURAL SLABS AND BEAMS SHALL BE POURED MONOLITHICALLY UNLESS SHOWN OTHERWISE OR APPROVED BY THE ENGINEER PRIOR TO PLACEMENT. 3. REINFORCING STEEL SHALL BE DEFORMED BARS CONFORMING TO ASTM A615 (INCLUDING SUPPLEMENT St), GRADE 60, fy = 60,000 PSI. EXCEPTIONS: ANY BARS SPECIFICALLY NOTED ON THE DRAWINGS AS GRADE 40, fy = 40,000 PSI. WELDED WIRE FABRIC: ASTM A82 AND ASTM A185, SHALL BE DOUGLAS FIR COMBINATION 24F-V4, Fb = 2,400 PSI, Fv = 240 PSI. ALL CANTILEVERED BEAMS SHALL BE DOUGLAS FIR COMBINATION 24F-V8, Fb = 2400 PSI, Fv = 240 PSI. CAMBER ALL GLULAM BEAMS TO2,000' RADIUS, UNLESS SHOWN OTHERWISE ON THE PLANS. 2. FRAMING LUMBER SHALL BE GRADED AND MARKED IN CONFORMANCE WITH WCLIB STANDARD GRADING RULES FOR WEST COAST LUMBER, LATEST EDITION. FURNISH TO THE FOLLOWING MINIMUM STANDARDS: MEMBER SIZE SPECIES MIN. BASIC GRADE DESIGN STRESS - JOISTS AND RAFTERS 2x, 3x DF#2 Fb = 875 PSI 4x DF#1 Fb = 1000 PSI - BEAMS AND STRINGERS 6x/LARGER DF#1 Fb = 1350 PSI - POSTS AND TIMBERS 6x/LARGER DF#1 Fb = 1000 PSI - TOP AND BOTTOM PLATE @ - SHEAR AND BEARING WALLS 2x, 3x DF#1 Fb = 1000 PSI - STUDS, PLATES & MISC. LIGHT FRAMING ALL SIZES DF#2 Fb = 875 PSI ALL LUMBER WITH A LEAST DIMENSION OF 2" (NOMINAL) SHALL BE STAMPED SURFACE -DRY AND SHALL HAVE A MOISTURE CONTENT WHEN SURFACED AND WHEN INSTALLED OF NOT MORE THAN 19 PERCENT. LUMBER WITH A LEAST DIMENSION OF 4" (NOMINAL) OR GREATER SHALL BE STAMPED SURFACE -GREEN AND AIR-DRIED TO A MOISTURE CONTENT OF NOT MORE THAN 19 PERCENT PRIOR TO ITS USE IN FRAMING THE STRUCTURE. 3. MANUFACTURED LUMBER SHALL BE AS MANUFACTURED BY TRUS JOIST MacMILLAN OR APPROVED EQUAL. REQUESTS FOR APPROVAL AS EQUAL WILL REQUIRE SUBMITTAL OF ICC-ES EVALUATION REPORT EQUIVALENT TO ESR-1387 FOR PARALLEL STRAND LUMBER (PSL), LAMINATED STRAND LUMBER LSL AND LAMINATED VENEER LUMBER L THE MINIMUM (LSL), A R (LVL). ALLOWABLE DESIGN VALUES ARE AS FOLLOWS: PSL (2.OE) Fb = 2,900 PSI; Fv = 290 PSI; E = 2,200.000 PSI - LSL (1.55E) Fb = 2,325 PSI; Fv = 310 PSI; E = 1,550,000 PSI - LVL (2.OE) Fb = 2,600 PSI; Fv = 285 PSI; E = 2,000,000 PSI 4. SHEATHING SHALL BE APA PERFORMANCE RATED PANELS PER APA "PLYWOOD DESIGN SPECIFICATION", INCLUDING APPLICABLE SUPPLEMENTS, UNLESS NOTED OTHERWISE. PLYWOOD PANELS SHALL BE GRADE CD AND ALSO CONFORM TO DOC PS-1 & PS-2. ALL PANELS SHALL BE IDENTIFIED AS EXPOSURE 1 UNLESS NOTED OTHERWISE. PANEL RATING TO BE AS FOLLOWS UNLESS NOTED OTHERWISE: - ROOF 19/32" THICK, 32/16, (OR 5/8" THICK), 32/16 - WALLS 15/32" THICK, 32/16, (OR 1/2" THICK), 24/0 -FLOORS 23/32" (OR 3/4") THICK, TONGUE & GROOVE, 48/24 SPLICE WITH AT LEAST ONE FULL MESH. PLACE AT MID -DEPTH, OR SLIGHTLY ABOVE, OF SLAB. UNLESS NOTED OTHERWISE ON THE PLANS, ROOF AND FLOOR SHEATHING SHALL BE LAID UP WITH MATERIAL TO BE SUPPLIED IN FLAT SHEETS. GRAIN PERPENDICULAR TO SUPPORTS AND NAILED WITH 10d NAILS @ 6"oc TO FRAMED PANEL EDGES AND OVER STUD WALLS SHOWN ON PLANS AND @ 12"oc (10"oc AT FLOORS) TO 4. REINFORCING STEEL SHALL BE DETAILED (INCLUDING HOOKS AND BENDS) IN ACCORDANCE WITH INTERMEDIATE SUPPORTS. PROVIDE APPROVED SHEATHING EDGE CLIPS @ 16"oc AT UNBLOCKED ACI 315-02. LAP ALL CONTINUOUS REINFORCEMENT PER NOTE D.5. PROVIDE CORNER BARS AT ALL ROOF SHEATHING EDGES. ALL FLOOR SHEATHING EDGES SHALL HAVE APPROVED WALL INTERSECTIONS. LAP CORNER BARS PER NOTE D.S. LAP ADJACENT MATS OF WELDED WIRE TONGUE -AND -GROOVE JOINTS AND SHALL BE SUPPORTED WITH SOLID BLOCKING. TOENAIL FABRIC A MINIMUM OF 8" AT SIDES AND ENDS. BLOCKING TO SUPPORTS WITH 16d NAILS, UNLESS NOTED OTHERWISE. 5. REINFORCING STEEL LAPS AND EMBEDMENT SHALL BE AS NOTED BELOW, UNLESS NOTED UNLESS NOTED OTHERWISE ON THE PLANS, WALL SHEATHING MAY BE LAID UP HORIZONTALLY OR OTHERWISE: VERTICALLY, UNSUPPORTED EDGES SHALL BE BLOCKED AND ALL EDGES SHALL BE NAILED WITH 8d @ 6"oc, NAIL WITH 8d @ 12"oc AT INTERMEDIATE SUPPORTS. NAIL SHEAR WALL SHEATHING TO ALL HOLDOWN STUDS USING EDGE NAIL SPACING WHEN HOLDOWN STUD DOES NOT OCCUR AT PANEL - DEVELOPMENT LENGTH 48 BAR DIAM. EDGES. - DEVELOPMENT LENGTH, top bar* 64 BAR DIAM. - LAP SPLICE LENGTH 64 BAR DIAM. SHEATHING NAILS SHALL BE DRIVEN FLUSH BUT SHALL NOT FRACTURE THE SURFACE OF THE - LAP SPLICE LENGTH, top bar* 80 BAR DIAM. SHEATHING. *TOP BARS ARE HORIZONTAL REINFORCEMENT SO PLACED THAT MORE THAN 12" OF CONCRETE IS 5. ALL WOOD PLATES IN DIRECT CONTACT WITH CONCRETE OR MASONRY SHALL BE CAST IN THE MEMBER BELOW THE BAR. PRESSURE -TREATED WITH AN APPROVED PRESERVATIVE. PROVIDE TWO LAYERS OF ASPHALT IMPREGNATED BUILDING PAPER BETWEEN UNTREATED LEDGERS, BLOCKING, ETC., AND CONCRETE OR MASONRY. ALL METAL CONNECTORS TO PRESSURE TREATED LUMBER SHALL BE HOT DIP ALL HOOKS SHALL BE "STANDARD" IN ACCORDANCE WITH ACI 318. REINFORCING SHALL NOT BE GALVANIZED, INCLUDING WASHERS, NAILS, SCREWS, AND SIMPSON STRONG -TIE HANGERS, TACK WELDED. STRAPS, AND PLATES, AND BOLTS LESS THAN 1/2" DIAMETER. 6. CONCRETE PROTECTION (COVER) FOR REINFORCING STEEL SHALL BE AS FOLLOWS: - FOOTING AND OTHER UNFORMED SURFACE, EARTH FACE 3" - FORMED SURFACE EXPOSED TO EARTH (i.e. WALL BELOW GROUND) OR WEATHER Z. - SLAB AND WALL (INTERIOR FACE) 1-1/2" - CONCRETE NOT EXPOSED TO WEATHER OR EARTH 3/4" - PRIMARY REINFORCEMENT, TIES, STIRRUP, SPIRALS 1-1/2" 7. CONCRETE WALL REINFORCING - PROVIDE THE FOLLOWING UNLESS DETAILED OTHERWISE: - 6" WALLS #4 @ 16" HORIZ. #4 @ 18" VERTICAL 1 CURTAIN @ CENTER - 8" WALLS #5 @ 18" HORIZ. #5 @ 18" VERTICAL 1 CURTAIN @ CENTER 8. EPDXY GROUTED ITEMS SPECIFIED ON THE DRAWINGS SHALL BE GROUTED WITH SIMPSON SET ADHESIVE BY SIMPSON STRONG TIE, PER ER-5729, FOLLOWING MANUFACTURER'S INSTALLATION 6. NOTATIONS ON DRAWINGS RELATING TO FRAMING CLIPS, JOIST HANGERS AND OTHER CONNECTING DEVICES REFER TO CATALOG NUMBERS OF CONNECTORS MANUFACTURED BY THE SIMPSON STRONG -TIE COMPANY, SAN LEANDRO, CALIFORNIA. EQUIVALENT DEVICES BY OTHER MANUFACTURERS MAY BE SUBSTITUTED, PROVIDED THEY HAVE ICC APPROVAL FOR EQUAL OR GREATER LOAD CAPACITIES. SUBMIT MANUFACTURER'S CATALOG AND ICC REPORTS TO ARCHITECT AND ENGINEER FOR REVIEW WHEN REQUESTING SUBSTITUTIONS. ALL SPECIFIED FASTENERS MUST BE USED AND PROPER INSTALLATION PROCEDURES MUST BE OBSERVED IN ORDER TO OBTAIN ICC APPROVED LOAD CAPACITIES. VERIFY THAT THE DIMENSIONS OF THE SUPPORTING MEMBER ARE SUFFICIENT TO RECEIVE THE SPECIFIED FASTENERS. 7. STRUCTURAL CONNECTORS ALL STRUCTURAL CONNECTORS TO BE BY SIMPSON STRONG TIE OR EQUAL. USE ZMAX/HDG HOT DIPPED GALVANIZED OR STAINLESS -STEEL CONNECTORS AS A MINIMUM. USE FASTENERS GALVANIZED PER ASTM A153. ALL PRESSURE TREATED LUMBER USED SHALL BE COMPATIBLE WITH ZMAX GALV. CONNECTORS, RE: SIMPSON STRONG -TIE CORROSION INFORMATION. INSTRUCTIONS. C. FOUNDATION E. CARPENTRY 1. FOUNDATION EXCAVATION, BACKFILL AND COMPACTION SHALL CONFORM TO SPECIFICATION 8. WOOD TRUSSES REQUIREMENTS. THIS CONSTRUCTION WORK, INCLUDING DRAINAGE, SHORING AND SUCH OTHER 1. GLUED LAMINATED MEMBERS SHALL BE FABRICATED IN CONFORMANCE WITH ANSI STANDARD TRUSSES ARE TO BE METAL PLATED CONNECTED WOOD TRUSSES FABRICATED IN ACCORDANCE RELATED WORK AS REQUIRED, SHALL BE CONDUCTED BY THE CONTRACTOR UNDER THE A190.1. EACH MEMBER SHALL BEAR AN AITC OR APA EWS IDENTIFICATION MARK AND SHALL BE WITH THE IBC. ACCOMPANIED BY AN AITC OR APA EWS CERTIFICATE OF CONFORMANCE. ALL SIMPLE SPAN BEAMS (THIS IS A COMPREHENSIVE LIST OF ABBREVIATIONS, SOME OF WHICH MAY NOT APPEAR ON THESE DRAWINGS.) AB ANCHOR BOLT CL CENTERLINE (E) EXISTING GL GLUE -LAMINATED LOC LOCATION ACI AMERICAN CONCRETE INSTITUTE CLR CLEAR EA EACH GWB GYPSUM WALL BOARD LONGIT LONGITUDINAL ADDL ADDITIONAL CMU CONCRETE MASONRY UNIT EF EACH FACE GYP GYPSUM LSL LONG SLOTTED HOLE ADJ ADJACENT COL COLUMN EL ELEVATION LVL LAMINATED VENEER LUMBER AFF ABOVE FINISHED FLOOR CONC CONCRETE ELEC ELECTRICAL HDR HEADER LWC LIGHT WEIGHT CONCRETE AISC AMERICAN INSTITUTE OF STEEL CONSTRUCTION CONN CONNECTION, CONNECT ELEV ELEVATOR HNG HANGER ALT ALTERNATE CONSTR CONSTRUCTION EMB EMBED, EMBEDDED, EMBEDMENT HORIZ HORIZONTAL M MISC SHAPE ANSI AMERICAN NATIONAL STANDARDS INSTITUTE CONT CONTINUOUS ENGR ENGINEER HP HP SHAPE MAS MASONRY APA AMERICAN PLYWOOD ASSOCIATION CONTR CONTRACTOR EQ EQUAL HS HIGH STRENGTH MATL MATERIAL APPROX APPROXIMATE; APPROXIMATELY COORD COORDINATE EQUIP EQUIPMENT HT HEIGHT MAX MAXIMUM ARCH ARCHITECT; ARCHITECTURAL CP COMPLETE PENETRATION ES EACH SIDE MECH MECHANICAL ASSY CSK COUNTERSINK; COUNTERSUNK EW EACH WAY ID INSIDE DIAMETER MFR MANUFACTURER ASTM AMERICAN SOCIETY FOR TESTING & MATERIALS CTR CENTER EXP EXPANSION; EXPOSED IF INSIDE FACE MIN MINIMUM; MINUTE AWS AMERICAN WELDING SOCIETY CU FT CUBIC FOOT EXP JT EXPANSION JOINT IN INCH MISC MISCELLANEOUS CU IN CUBIC INCH EXT EXTERIOR INCL INCLUDE; INCLUDING; INCLUSIVE MO MASONRY OPENING BD CY CUBIC YARD INFO INFORMATION BLDG BUILDING FD FLOOR DRAIN INT INTERIOR (N) NEW BLKG BLOCKING d PENNY (NAILS) FDN FOUNDATION N NORTH BM DBL DOUBLE FF FAR FACE, FINISHED FLOOR JT JOINT NF NEAR FACE BMU BRICK MASONRY UNIT(S) DEPT DEPARTMENT FUR FLOOR; FLOOR LINE NFPA NATIONAL FOREST PRODUCTS ASSOC BOF BOTTOM OF SLAB DET DETAIL FLG FLANGE K KIP = 1000 POUNDS NIC NOT IN CONTRACT BOS DIA DIAMETER (SEE SYMBOLS) FOC FACE OF CONCRETE KO KNOCK -OUT NOM NOMINAL BOT BOTTOM DIAG DIAGONAL FOM FACE OF MASONRY KSI KIPS PER SQUARE INCH NS NEAR SIDE BRG BEARING DIAPH DIAPHRAGM FOS FACE OF STUD NTS NOT TO SCALE BEAM DICA DRILLED -IN CONCRETE ANCHOR FS FULL SIZE; FAR SIDE LAB LABORATORY C STANDARD CHANNEL DIM DIMENSION FT FEET; FOOT LB POUND oc ON CENTER CG CENTER OF GRAVITY DN DOWN FTG FOOTING LF LINEAL FOOT OD OUTSIDE DIAMETER CGS CENTER OF GRAVITY OF STRANDS DO DITTO LLBB LONG LEGS BACK-TO-BACK OF OUTSIDE FACE CIP CAST -IN -PLACE DWG DRAWING GA GAUGE LLH LONG LEGS HORIZONTAL OH OPPOSITE HAND CJ CONSTRUCTION JOINT/CONTROL JOINT DWL DOWELS GALV GALVANIZED LLV LONG LEGS VERTICAL OPNG OPENING OPP OPPOSITE OSB ORIENTED STRAND BOARD PAR PARALLEL PERP PERPENDICULAR PL PLATE PLWD PLYWOOD PREFAB PREFABRICATED PROP PROPERTY PSF POUNDS PER SQUARE FOOT PSI POUNDS PER SQUARE INCH PSL PARALLEL STRAND LUMBER PT POST TENSION RD ROOF DRAIN REF REFERENCE REINF REINFORCE; REINFORCING REQ'D REQUIRED RO ROUGH OPENING SCHED SCHEDULE SEC SECTION BHT SHEET SHTG SHEATHING; SHEETING SIM SIMILAR SPA SPACING, SPACE, SPACES SPEC SPECIFICATION SQ SQUARE STD STANDARD STIFF STIFFENER TRUSS FABRICATOR TO PROVIDE ALL REQUIRED BRIDGING AND BLOCKING, BOTH FOR ERECTION AND PERMANENT LOADING. SHOP DRAWINGS STAMPED BY A WASHINGTON STATE LICENSED PROFESSIONAL ENGINEER SHALL BE SUBMITTED TO THE ARCHITECT FOR APPROVAL PRIOR TO FABRICATION. DESIGN CRITERIA SHALL MEET OF EXCEED THE FOLLOWING: - ROOF TRUSSES TOP CHORD 25 PSF LIVE LOAD, 23 PSF DEAD LOAD BOTTOM CHORD 5 PSF DEAD LOAD - DEFLECTION LIMIT TOTAL LOAD U240, LIVE LOAD U360 - OTHER LOADS SPECIFIED ON DRAWINGS TRUSS SUPPLIERS NOTE: THE TRUSS CONFIGURATIONS, INCLUDING DEPTHS AND MEMBER SIZES, SHOWN ON THE DRAWINGS INDICATE THE DESIRED TRUSS CONFIGURATIONS AND ARE TO BE COMPLIED WITH WHERE POSSIBLE. IF A TRUSS MANUFACTURER IS UNABLE TO MEET THE LOAD REQUIREMENTS SPECIFIED WITH THE TRUSS CONFIGURATION INDICATED, HE IS TO SUBMIT WRITTEN NOTICE TO THAT EFFECT TO THE ARCHITECT. IT IS THE RESPONSIBILITY OF THE GENERAL CONTRACTOR AND TRUSS MANUFACTURER TO VERIFY THE WEIGHT AND LOCATIONS OF ALL MECHANICAL EQUIPMENT PRIOR TO SUBMITTING SHOP DRAWINGS TO THE ARCHITECT AND ENGINEER OF RECORD FOR REVIEW. THE DESIGN LOADS LISTED ABOVE SHALL BE APPLIED SIMULTANEOUSLY. 9. WOOD FRAMING NOTES -THE FOLLOWING APPLY UNLESS OTHERWISE SHOWN ON THE PLANS: ALL WOOD FRAMING DETAILS NOT SHOWN OTHERWISE SHALL BE CONSTRUCTED TO THE MINIMUM STANDARDS OF THE INTERNATIONAL BUILDING CODE. MINIMUM NAILING, UNLESS OTHERWISE NOTED, SHALL CONFORM TO TABLE 2304.9.1 OF THE INTERNATIONAL BUILDING CODE. COORDINATE THE SIZE AND LOCATION ALL OPENING G ON OF A S WITH MECHANICAL AND ARCHITECTURAL DRAWINGS. WALL FRAMING: ALL STUD WALLS SHOWN AND NOT OTHERWISE NOTED SHALL BE 2x4 STUDS @ 16"oc AT INTERIOR WALLS AND 2x6 STUDS @ 16" AT EXTERIOR WALLS, TWO STUDS MINIMUM SHALL BE PROVIDED AT THE END OF ALL WALLS AND AT EACH SIDE OF ALL OPENINGS AND UNDER THE ENDS OF ALL BEAMS. UNLESS NOTED OTHERWISE A (2) 2x8 HEADER SHALL BE PROVIDED OVER ALL OPENINGS IN 2x4 STUD WALLS AND A (3) 2x8 HEADER OVER ALL OPENINGS IN 2x6 WALLS. SOLID BLOCKING FOR WOOD COLUMNS SHALL BE PROVIDED THROUGH FLOORS TO SUPPORT BELOW. PROVIDE CONTINUOUS SOLID BLOCKING AT MID -HEIGHT OF ALL STUD WALLS OVER 8' IN HEIGHT. ALL STUD WALLS SHOWN ON STRUCTURAL DRAWINGS SHALL HAVE THEIR LOWER PLATES ATTACHED TO WOOD FRAMING BELOW WITH 16d NAILS AT 12"oc STAGGERED OR BOLTED TO CONCRETE WITH 5/8" DIAMETER ANCHOR BOLTS AT 4'-O"oc, EMBEDED 7", LINO REFER TO THE STRUCTURAL PLANS AND SHEAR WALL SCHEDULE FOR REQUIRED SHEATHING AND NAILING, FLOOR AND ROOF FRAMING: PROVIDE DOUBLE JOISTS UNDER ALL PARALLEL PARTITIONS AND AROUND ALL OPENINGS IN FLOORS OR ROOFS UNLESS OTHERWISE NOTED. PROVIDE BRIDGING @ V-0"oc AND SOLID BLOCKING AT ALL BEARING POINTS. COORDINATE THE SIZE AND LOCATION OF ALL OPENINGS WITH ARCHITECTURAL AND MECHANICAL DRAWINGS. TOENAIL JOISTS TO BEARING SUPPORTS WITH 16d NAILS. UNLESS NOTED OTHERWISE, ATTACH JOISTS TO FLUSH HEADERS OR BEAMS WITH SIMPSON "U" SERIES METAL JOIST HANGERS TO SUIT JOIST SIZE. ALL DOUBLE JOISTS, BEAMS, AND SLOPED AND/OR SKEWED JOISTS SHALL BE CONNECTED TO FLUSH MEMBERS WITH HU-SERIES JOIST HANGERS UNLESS NOTED OTHERWISE. SKEW AND SLOPE ALL CONNECTORS AS REQUIRED. FACE -NAIL ALL MULTI -JOIST BEAMS TOGETHER WITH 16d SPIKES @ 24"oc STAGGERED. NAILS SHALL BE MANUFACTURED IN CANADA OR THE UNITED STATES IN SIZES AND TYPES AS FOLLOWS, UNLESS NOTED OTHERWISE: PNEUMATIC NAILING - PLAIN SHANK, COATED OR GALVANIZED -8d.131 DIAMETER x 2-1/2" MINIMUM LENGTH -10d .131 DIAMETER x 3" MINIMUM LENGTH -16d .131 DIAMETER x 3-1/2" MINIMUM LENGTH HAND NAILING - SINKERS, COATED -8d 11-1/2 GAGE x 2-3/8" -10d 11 GAGE x 2-7/8" -16d 9 GAGE x 3-1/4" F. SPECIAL CONDITIONS CONTRACTOR TO COORDINATE ALL TRADES AND VERIFY DIMENSIONS IN THE FIELD. OBTAIN OWNERS APPROVAL PRIOR TO ALL FIELD CHANGES. SEE ARCHITECTURAL DRAWINGS FOR ALL FLOOR AND WALL OPENING DIMENSIONS AND LOCATIONS, FLOOR AND WALL FINISHES, ETC. STL STEEL STRUCT STRUCTURAL SYM SYMMETRICAL T TOP T&B TOP AND BOTTOM T&G TONGUE AND GROOVE TEMP TEMPERATURE THK THICKNESS THRU THROUGH TOB TOP OF BEAM TOC TOP OF CONCRETE; TOP OF CURB TOP TOP OF FOOTING TOL TOP OF LEDGER TOM TOP OF MASONRY TOS TOP OF STEEL, TOP OF STRUCTURE TOW TOP OF WALL TS TUBING, STRUCTURAL TYP TYPICAL UBC UNIFORM BUILDING CODE UL UNDERWRITER'S LABORATORY, INC UNO UNLESS NOTED OTHERWISE URM UNREINFORCED MASONRY UT ULTRA -SONIC TEST VERT VERTICAL W WIDE FLANGE WP WORK POINT WWF WELDED WIRE FABRIC & AND @ AT BEAM CAMBER CENTERLINE 0 DIAMETER; ROUND # NUMBER; POUND m SQUARE L STRUCTURALANGLE JL DOUBLE ANGLE PLATE REVIEWED FOR CODE COMPLIANCE APPROVED MAY 03 2019 City of Tukwila BUILDING DIVISION nEcFlVEt9 CITY OF TUKWILA MAR 012019 PERMIT CENTER W 0 m 0 N A z 0 W yz J O Q U W W H m W O a m U 0 () x O r O O C F H F W y Q W O z CS 8 0 R A $y `�f t m o N `m ■ s W Q rrW� vi o �CD 00 U) a) F- Z -� [� <L d Q O r WZ Q W o � Q C _ U v, W LO cuf)E IEWED COMPLAPPROVEZ ]FORODE z MAY 03 20 w Uj N ° City of Tukwila UILDING DIVISION JOB NO: ENGINEER: KWC DRAWN: DATE: 01-15-2019 SHEET NO: sa.1 05 12R, Al � oY (E) 6x6 COL. AND FOOTING TO REMAIN (E) WFOUNDATION WALL FIELD VFY. UP (E) CONT. FOOTING r(E) COMPACTED SOIL F2.0 TO REAMING, NO WORK ATJ CRAWL SPACE t�� ri & NOTE: F2.0 CONTR. TO VFY. ALL EXISIT. COL. AND FOOTING AT CRAWL SPACE, NOTIFY E.O.R. FOR DISCREPANCY THAT WILL CAUSE CONTRACTIBILITY ISSUES FOUNDATION PLAN 1/4" = 11.01, 1. DO NOT SCALE DRAWINGS. 2. VERIFY ALL DIMENSIONS INFIELD. REFER TO ARCHITECTURAL PLAN FOR WALL LAYOUT. 3. FOOTINGS SHALL BE PLACED ON UNDISTURBED NATIVE SOIL OR STRUCTURAL FILL COMPACTED TO 95% MAXIMUM WET DENSITY PLACED IN MAX. 12" LIFTS. FOOTING SCHEDULE MARK SIZE REINFORCEMENT F1.5 V-6" x 1'-6'x 10" 3- #4 EA. WAY BOT. F2.0 2-0'x Z-O" x 10" 3- #4 EA. WAY BOT. F2.5 2'-6'x 2-6" x I V 4- #4 EA. WAY BOT. F3.0 T-Wx 3'4' x 11 5- #5 EA. WAY BOT. F3.5 T-6' x T-6" x 11 6- #5 EA. WAY BOT. F4.0 4'-0` x 4'-0" x 12" 1 7- 95 EA. WAY BOT. NOTE: 1. ASSUMED MINIMUM 2000 PSF BEARING CAPACITY 2. CENTER ALL FOOTING ON COLUMN OR WALL, TYP. U.N.O. 3. AT LOCATIONS WHERE FOOTINGS ARE SHOWN SHARING A COMMON BEARING AREA, CAST MONOLITHICALLY WITH INDIVIDUAL REINFORCING PER SCHEDULE AND OVERLAP AS REQUIRED. 4. FOOTING SCHEDULE IS PROVIDED FOR GENERAL INFORMATION. NOT ALL OF THE FOOTING SIZE IS REQUIRED, SEE FOUNDATION PLAN FOR FOOTING SIZE CALL -OUT a (E) 6x8 BEAM MAIN FLOOR FRAMING PLAN 1. DO NOT SCALE DRAWINGS 2. VERIFY ALL DIMENSIONS INFIELD. REFER TO ARCHITECTURAL PLAN FOR WALL LAYOUT. 1 ALL POSTS AT THIS FRAMING LEVEL SHALL BE 4x4 U.N.0- FIELD VFY. (E) WFOUNDATION WALL INTERIOR NON -BEARING STUD WALL BELOW; EXTERIOR BEARING STUD WALL BELOW REVIEWED FOR STUD WALL ABOVE CODE COMPLIANCE APPROVED COLUMN CONTINUOUS MAY 03 2019 COLUMN BELOW FRAM of Tukwila [140ANG DIVISION 0 N A U) z 0 U) W z 0 0 D (n z 0 x 0 0 m 0 z m m m Fz_ CL z 5 WCL 0 U) LIJ 0 LIJ 00 LL = co W 0 Lij Wd) 0 j z <LL 0 < X Z LU 0 z < UJ X W z 0 Q (o a z Uj U') LL IEWED FOR 'ODE COMPLIANCE APPROVED Ii2 z MAY 03 2019 z .01 1 City of Tukwila LtUILDING DIVISION JOB NO: ENGINEER: KWC DRAWN: DATE: 01-15-2019 SHEET NO: S1.1 SA - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - r- - - - - r--------- -- --- - - - - - - - - - - - - - - - - - - - - II II II DOWN 0H cysts00, (NI 5 1/2 x 9 1/2 GLB (LOW) L 1j II II r3 S2.1 0 ON 3 11/4 BEAM (HIGH) .jN --------------- ---- (N) HANGING GLB BEAM o GOB TO SUPPORT ON TOP OF PERPENDICULAR ID GLB BEAM wl UPPER FLOOR FRAMING PLAN 0 IMP= 11,01, 1. DO NOT SCALE DRAWINGS 2. VERIFY ALL DIMENSIONS INFIELD. REFER TO ARCHITECTURAL PLAN FOR WALL LAYOUT. 3, ALL POSTS AT THIS FRAMING LEVEL SHALL BE 4x4 U.N.O. OUTLINE OF (E) ROOF INTERIOR NON -BEARING STUD WALL BELOW; EXTERIOR BEARING STUD WALL BELOW E -_3 STUD WALL ABOVE m COLUMN BELOW FRAMING LEVEL REVIEWED FOR CODE COMPLIANCE APPROVED t41AY 03 2019 City of Tukwila BUILDING nECFIVED CITY OF WKWILA MAR 0 12019 PERMIT CENTER LU N U) z 0 uJ z 0 zi m W z 0 0 0 0 0 z m D m D m D W W m O Uj U) Lij 0 Uj 00 r 00 z (3) —j a < 0 0 z :5 1.- < W Uj 0 -I LL w a U) 0 0 u_ U) W LLI W L0 RE D FOR COD MPLIANCE APPROVED MAY 03 2019 W z m La3y[LDING I City of Tukwila U) I DIVISION, JOB NO: ENGINEER: KWC DRAWN: DATE: 01-15-2019 SHEET NO: S1.2 ro POST PER PLAN SIMPSON PB POST BASE — COL. PER PLAN, REINF. PER SCHEDULE TYPICAL POST FOOTING ON GRADE &SECTION ADD 2x STUD TC MATCH BEAM BEAM WIDTH PER PLAN r— (3)16d ,-22xx KING STUD PERPENDICULAR TO WALL (3)16d 2x KING STUD — (E) ROOF RAFTER (E) STUD WALL TO I REMAIN BEAM (2)STUD MIN., ADD STUD TO MATCH w/ BEAM WIDTH U.N.O. - ON PLAN PARALLEL TO WALL TYPICAL BEAM TO WALL CONNECTION 5 SECTION 314" = 1'-0" 2 SECTION ADD STUD AS SHOWN, SEE PLAN FOR POST CALL-OL CROSS WALL CROSS WALL PLAN 2x6 CEILING JOIST @ EA. RAFTER, ATTACH TO (E) MIN. RAFTER w/ (8) 16d EDGE NAILING PER SHEAR WALL SCHEDULE, TYP. THRU WALL (2)STUD MIN. AT WALL CORNER OR AT EACH SHEAR WALL HOLDDOWN, SEE PLAN FOR POST CALL -OUT AT WALL END AND AT BEAM CORNER WALL PLAN TYPICAL STUD WALL INTERSECTION 6 SECTION PER ARCH. Y (E) ROOF RAFTER TO REMAIN CUT (E) 2x4 STUD AND ADD 2x BOT. PL, PROVIDE 5/8"0 x 4" LAG SCREW @ 40"oc (N) GLB PER PLAN (2) SIMPSON TS12 TWIST STRAP AT EA. (E) 2x8 JOIST UPPER FLO.......OR h (E) 2x8 JOIST 3 SECTION NOTE: SIMILAR CONDITION @ SAWN 2x JOIST, CONNECT BLKG, TO SAWN JOIST w/ A35 ANGLE 2x PARALLEL TO JOIST JI JOIST, TYP ER PLAN — K4 BLKG @ 4'-0"oo AIL TOGETHER / (4)10d NAILS 23 ANGLE (LLV) @ -Woc, TYP. EA SIDE, _ O NOT NAIL ANGLE TO 2x TOP PLATE 7 sECTiON EACH SIDE A23 ANGLE LLV, TYP. EA SIDE, DO NOT NAIL ANGLE TO 2x TOP PLATE 2x STUD PERPENDICULAR TO JOIST CONT. 2x BLKG. w/ (2) 16d TOENAIL TO BEAM 2x CONT. SHIM 4 SECTION (E) FLOOR SHEATHING UPPER FLOOR (E) 2x8 JOIST PER PLAN (N) GLB PER PLAN (N) POST PER PLAN w/ (2) SIMPSON LCE4 POST CAP BEAM PER PLAN. PERPENDICULAR /SPLICE BEAM AT FRAMING NOT SHOWN POST AS REQUIRED FOR CLARITY—� SIMPSON POST CAP POST PER PLAN TYPICAL BEAM TO WOOD POST CONNECTION $ SECTION REVIEWED FOR CODE COMPLIANCE APPROVED MAY 03 2019 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA MAR Ol 2019 PERMIT CENTER d" Zl ts'fs W � m 0 N 0 o z O W IX U) z J O Q U co w O (9 a m 0 (7 m 0 K O W O z F F Z) N O (N z z W U w z O O W op W = W �co U)0-3 z 0 `� _QLL W Q L� z Q CD 0 o Lo Z O C IEVvr�D FOR COMPLIANCE u- APPROVED MAY 03 2019 z z iL Wz City of Tukwila UILDING DIVISION JOB NO: ENGINEER: KWC DRAWN: DATE: 01-15-2019 SHEET NO: S2.1