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HomeMy WebLinkAboutPermit D18-0315 - COSTCO - PLATFORM EXTENSION AND LADDER TO FOOD COURTCOSTCO- PLATFORM 400 COSTCO DR 018-0315 Parcel No: Address: City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Inspection Request Line: 206-438-9350 Web site: http://www.TukwilaWA.gov DEVELOPMENT PERMIT 3523049089 Permit Number: D18-0315 400 COSTCO DR Project Name: COSTCO Issue Date: 11/20/2018 Permit Expires On: 5/19/2019 Owner: Name: Address: Contact Person: Name: Address: Contractor: Name: Address: License No: Lender: Name: Address: COSTCO WHOLESALE CORPORATIO 999 LAKE DR PROPERTY TAX DEPT 006, ISSAQUAH, WA, 98027 DOUG SCHANEMAN 5102 20TH ST E , FIFE, WA, 98424 REFRIGERATION UNLIMITED LLC (CONST) 5102 20TH ST E #102 , FIFE, WA, 98424 REFRIUL826NH COSTCO WHOLESALE CORP 999 LAKE DR PROPERTY TAX DEPT 190, ISSAQUAH, WA, 98027 Phone: (253) 448-6111 Phone: (253) 474-3100 Expiration Date: 8/22/2020 DESCRIPTION OF WORK: INSTALL NEW PLATFORM EXTENTION AND LADDER TO FOOD COURT. Project Valuation: $10,000.00 Type of Fire Protection: Sprinklers: YES Fire Alarm: YES Type of Construction: VB Electrical Service Provided by: TUKWILA Fees Collected: $537.06 Occupancy per IBC: M Water District: TUKWILA Sewer District: TUKWILA Current Codes adopted by the City of Tukwila: International Building Code Edition: International Residential Code Edition: International Mechanical Code Edition: Uniform Plumbing Code Edition: International Fuel Gas Code: 2015 2015 2015 2015 2015 National Electrical Code: WA Cities Electrical Code: WAC 296-46B: WA State Energy Code: 2017 2017 2017 2015 Public Works Activities: Channelization/Striping: Curb Cut/Access/Sidewalk: Fire Loop Hydrant: Flood Control Zone: Hauling/Oversize Load: Land Altering: Landscape Irrigation: Sanitary Side Sewer: Sewer Main Extension: Storm Drainage: Street Use: Water Main Extension: Water Meter: Volumes: Cut: 0 Fill: 0 Number: 0 No Permit Center Authorized Signature: Date: 11-7-0- I hearby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating construction or the performance of work. I am authorized to sign and obtain this development permit a d ree + the conditions attached to this permit. Signature: Print Name: Date: This permit shall become null and void if the work is not commenced within 180 days for the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. PERMIT CONDITIONS: 1: ***BUILDING PERMIT CONDITIONS*** 2: Work shall be installed in accordance with the approved construction documents, and any changes made during construction that are not in accordance with the approved construction documents shall be resubmitted for approval. 3: All permits, inspection record card and approved construction documents shall be kept at the site of work and shall be open to inspection by the Building Inspector until final inspection approval is granted. 4: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. 5: Remove all demolition rubble and loose miscellaneous material from lot or parcel of ground, properly cap the sanitary sewer connections, and properly fill or otherwise protect all basements, cellars, septic tanks, wells, and other excavations. Final inspection approval will be determined by the building inspector based on satisfactory completion of this requirement. 6: All plumbing and gas piping work shall be inspected and approved under a separate permit issued by the City of Tukwila Building Department (206-431-3670). 7: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center. 8: VALIDITY OF PERMIT: The issuance or granting of a permit shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of the building code or of any other ordinances of the City of Tukwila. Permits presuming to give authority to violate or cancel the provisions of the code or other ordinances of the City of Tukwila shall not be valid. The issuance of a permit based on construction documents and other data shall not prevent the Building Official from requiring the correction of errors in the construction documents and other data. 11: Fire protection systems shall be maintained in accordance with the original installation standards for that system. Required systems shall be extended, altered or augmented as necessary to maintain and continue protection whenever the building is altered, remodeled or added to. Alterations to fire protection systems shall be done in accordance with applicable standards. (IFC 901.4) 9: All new sprinkler systems and all modifications to existing sprinkler systems shall have fire department review and approval of drawings prior to installation or modification. New sprinkler systems and all modifications to sprinkler systems involving more than SO heads shall have the written approval of Factory Mutual or any fire protection engineer licensed by the State of Washington and approved by the Fire Marshal prior to submittal to the Tukwila Fire Prevention Bureau. No sprinkler work shall commence without approved drawings. (City Ordinance No. 2436). 10: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2436 and #2437) 12: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 13: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575-4407. PERMIT INSPECTIONS REQUIRED Permit Inspection Line: (206) 438-9350 1700 BUILDING FINAL** 1400 FIRE FINAL CITY OF TUKYY Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http://www.TukwilaWA.gov Building Permit No. Dl8 , 0 3 ( S' Project No. Date Application Accepted: Date Application Expires: I D--�i-r (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 Site Address: wa 6py/,�% Tenant Name: (1 k -e' King Co Assessor's Tax No.: Suite Number: Floor: 1' PROPERTY�OWNER Company Name:j%C ?/A. 4/ /1,2/,10 7 --'/, Name: /�i-a2 City: X.6— f� State:l _ / Address: 9W 44 /2i JSe� Phone: 2/,g „ y. >'/) Fax: � Com' City: Z/4 State: WA Zip:9- CONTACT PERSON — person receiving all project communication Company Name:j%C ?/A. 4/ /1,2/,10 7 --'/, Name: �� m City: X.6— f� State:l _ / Address: t%"9"."-h5?"-- /�j2 *5,2 f adv Phone: 2/,g „ y. >'/) Fax: � Com' City:State: l _ //'"/ Zip•91...? City: /� /� !'l/ Contr Reg No.: Exp Date: Phone 3 I/9 7 J f Fax: 7715 /! Tukwila Business License No.: Email: J`J r/z - 11ri.7 y � /j,9 e. GENERAL CONTRACTOR INFORMATION Company Name:j%C ?/A. 4/ /1,2/,10 7 --'/, Address b 0 Li�/e City: X.6— f� State:l _ / Zip•W,� Phone: 2/,g „ y. >'/) Fax: � Com' Architect Name: Contr Reg No.: Exp Date: Address: 1W 5e/02 /1 < Tukwila Business License No.: Address: / l©' �� H:Wpplications\Forms-Applications On Line\2012 Applications\Permit Application Revised - 2-7-12.docx Revised: February 2012 bh New Tenant: ❑ Yes. No ARCHITECT OF RECORD Name: Company Name: /47/ Company Name: /J/J62 /Q Engineer Name: Architect Name: 44/7C�z Address: 1W 5e/02 /1 < i'`�ve, Address: / l©' �� � /j,9 e. State: J_ j� vt/ Zip���7 City: /�/�� � States: t _ /# Zip/' 7 / Phone: Fax: Email: ENGINEER OF RECORD Name: Company Name: /47/ City: State: Zip: Engineer Name: A7°< Address: 1W 5e/02 /1 < i'`�ve, City: J�% ///� State: J_ j� vt/ Zip���7 Phone: Fax: Email: LENDER/BOND ISSUED (required for projects $5,000 or greater per RCW 19.27.095) Name: Address: City: State: Zip: Page 1 off 4 BUILDING PERMIT INFORMATI�206-431-3670 1 Valuation of Project (contractor's bid price): $4 tV, Existing Building Valuation: $ Describe the scope of work (please provide detailed information): 7/77 47- / fit/44/ '4( /fX‘A;97 .1 0e4 Will there be new rack storage? ❑ ....Yes K.No If yes, a separate permit and plan submittal will be required. Provide All Building Areas in Square Footage Below PLANNING DIVISION: Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: Lot Area (sq ft): Floor area of principal dwelling: 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? 0 Yes 0 No If "yes", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: ❑ Sprinklers 0 Automatic Fire Alarm 0 None 0 Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? 0 Yes 0 No If `yes', attach list of materials and storage locations on a separate 8-1/2"x 11 " paper including quantities and Material Safety Data Sheets. SEPTIC SYSTEM ❑ On-site Septic System — For on-site septic system, provide 2 copies of a current septic design approved by King County Health Department. H:Wpplications\Forms-Applications On Line\2012 Appllications\Permit Application Revised - 2-7-12.docx Revised: February 2012 bh Page 2 of 4 Existing Interior Remodel Addition to Existing Structure New Type of Construction per IBC Type of Occupancy per IBC 1St Floor 2nd Floor 3rd Floor Floors thru Basement Accessory Structure* Attached Garage Detached Garage Attached Carport Detached Carport Covered Deck Uncovered Deck PLANNING DIVISION: Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: Lot Area (sq ft): Floor area of principal dwelling: Floor area of accessory dwelling: *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: Compact: Handicap: Will there be a change in use? 0 Yes 0 No If "yes", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: ❑ Sprinklers 0 Automatic Fire Alarm 0 None 0 Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? 0 Yes 0 No If `yes', attach list of materials and storage locations on a separate 8-1/2"x 11 " paper including quantities and Material Safety Data Sheets. SEPTIC SYSTEM ❑ On-site Septic System — For on-site septic system, provide 2 copies of a current septic design approved by King County Health Department. H:Wpplications\Forms-Applications On Line\2012 Appllications\Permit Application Revised - 2-7-12.docx Revised: February 2012 bh Page 2 of 4 PUBLIC WORKS PERMIT INFCC)IATION — 206-433-0179 Scope of Work (please provide detailed information): Call before you Dig: 811 Please refer to Public Works Bulletin #1 for fees and estimate sheet. Water District ❑ .. Tukwila 0 ...Water District # 125 ❑ .. Water Availability Provided Sewer District ❑ .. Tukwila ❑ .. Sewer Use Certificate ❑... Highline ❑ ...Valley View ❑... Renton ❑ ...Sewer Availability Provided 0... Renton 0... 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): ❑ .. Civil Plans (Maximum Paper Size — 22" x 34") ❑ .. Technical Information Report (Storm Drainage) ❑ .. Bond 0... Insurance 0... Easement(s) Proposed Activities (mark boxes that apply): ❑ .. Right-of-way Use - Nonprofit for less than 72 hours ❑ .. Right-of-way Use - No Disturbance ❑ .. Construction/Excavation/Fill - Right-of-way 0 Non Right-of-way 0 ❑ .. Total Cut ❑ .. Total Fill cubic yards cubic yards ❑ .. Sanitary Side Sewer ❑ .. Cap or Remove Utilities 0 .. Frontage Improvements ❑ .. Traffic Control ❑ .. Backflow Prevention - Fire Protection Irrigation Domestic Water ❑ .. Permanent Water Meter Size (1) ❑ .. Temporary Water Meter Size (1) ❑ .. Water Only Meter Size 0... Geotechnical Report ❑ ... Maintenance Agreement(s) ❑ .. Traffic Impact Analysis ❑ .. Hold Harmless — (SAO) ❑ .. Hold Harmless — (ROW) 0...Right-of-way Use - Profit for less than 72 hours 0...Right-of-way Use — Potential Disturbance 0... Work in Flood Zone 0... Storm Drainage 0...Abandon Septic Tank ❑... Curb Cut 0... Pavement Cut 0... Looped Fire Line 11 fl ❑ .. Sewer Main Extension Public ❑ .. Water Main Extension Public 11 0 0 0... Grease Interceptor 0... Channelization ❑ ... Trench Excavation 0... Utility Undergrounding WO # (2) " WO # (3) " WO # WO # (2) " WO # (3) " WO # WO # 0 .. Deduct Water Meter Size " Private 0 Private 0 FINANCE INFORMATION Fire Line Size at Property Line 0 .. Water ❑ .. Sewer ❑ .. Sewage Treatment Monthly Service Billing to: Name: Number of Public Fire Hydrant(s) Day Telephone: Mailing Address: City State Zip Water Meter Refund/Billing: Name: Mailing Address: Day Telephone: City State Zip H:\Applications'Fotms-Applications On Line\2012 Applications\Pennit Application Revised - 2-7-12.docx Revised: February 2012 bh Page 3 of 4 f1 '\4) PERMIT APPLICATION NOTES -moi Value of Construction — In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the Permit Center to comply with current fee schedules. Expiration of Plan Review — Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. The Building Official may grant one or more extensions of time for additional periods not exceeding 90 days each. The extension shall be requested in writing and justifiable cause demonstrated. Section 105.3.2 International Building Code (current edition). I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. BUILDING OWNER 0 ORIZED 'NT: Signature: Print Name: Mailing Address:4,2e9 �� 171/- 4i;hiaio? H:Wpplications\Forms-Applications On Line\2012 Applications\Fermit Application Revised - 2-7-12.docx Revised: February 2012 bh Date: Day Telephone.,55 / /// Pd4 City State Zip Page 4 of 4 Cash Register Receipt City of Tukwila Receipt Number R15572 DESCRIPTIONS ACCOUNT PermitTRAK QUANTITY PAID $537.06 D18-0315 Address: 400 COSTCO DR Apn: 3523049089 $537.06 Credit Card Fee $15.64 Credit Card Fee R000.369.908.00.00 0.00 $15.64 DEVELOPMENT $506.82 PERMIT FEE R000.322.100.00.00 0.00 $292.01 PLAN CHECK FEE R000.345.830.00.00 0.00 $189.81 WASHINGTON STATE SURCHARGE B640.237.114 0.00 $25.00 TECHNOLOGY FEE $14.60 TECHNOLOGY FEE TOTAL FEES PAID BY RECEIPT: R15572 R000.322.900.04.00 0.00 $14.60 $537.06 Date Paid: Tuesday, October 09, 2018 Paid By: DOUG SCHENEMAN Pay Method: CREDIT CARD 04915D Printed: Tuesday, October 09, 2018 8:59 AM 1 of 1 CArliWSYSTEMS Page 2 of 2 CO TUKWILA ETRAKIT 6200 SOUTHCENTER BLVD TUKWILA, WA 98188 206-433-1870 CITY OF TUKWILA Date: 10/09/2018 08:58:30 AM CREDIT CARD SALE VISA CARD NUMBER: **********4399 K TRAN AMOUNT: $537.06 APPROVAL CD: 04915D RECORD #: 000 CLERK ID: Bill Thank you! Customer Copy http s : //clas sic. convergepay . c om/V irtualMerchant/transaction. do?di spatchMethod=printTra... 10/9/2018 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: Laifi° o ' e‘A.M.CIffetiA Type of Inspection: 6J1 Li> At0444._ Address: 4 r Date Called: Special Instructions: p OOA.p!.I Date Wanted: HP" 11 am; equester: io F) RhanN�T P 2 7.5-- 7007 Approved per applicable codes. Q Corrections required prior to approval. OMMENTS: n , (Lb,ab moo_ Inspector: II_." LVD Date: /—IO` 3017 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 X18 -03,6- Pr ,j,,ct: E.,25 -1C -Co - piczi-Goi Type f Inspection: J Y V' 1,-6 A re_ ss: ,b Date Called: Special Instructions: Date Wanted: 2-- 6 - 2-0 p.m. Requester: Phone No: 04 Approved per applicable codes. LJ Corrections required prior to approval. COMMENTS: rrpqmofts fli32142-Th Inspector_6: Date: /2 6 - oir REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. d INSPECTION RECORD Retain a copy with permit p/51931,5 - INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 (206) 431-3670 Project: �,���Type /2-7 - ��� tom' of lnspactjon: n � ,34 Address: - Date Called:e-a//��j • . Alt. -4 tions:Date to 1 acIV At N_ frof geot4i. Want d: .m: Request - -2 Phone No: Approved per app Correcti COMMENTS: / (497L /4 � ,34 f) 1adhr is 6o7L insieLd j (vv I` t4i Mt is oc/l ked 6tei- oA) (4t. sa - -2 D_c_t.t..e_ is ass < < 7\--0-- Td C9.,,,4;h,,e - rdcatL , 0 Fri -144//-5 /-; t I f r n ex71- 10-swrd i d ') Inspector:T;(1Q `r Date: zis-bogr REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be aid at 63 0 Southcente Blvd , Su' e 10LCall to� ed�uiv. i sp tions N'AENGINEERSSTRUCTURAL Engineers Northwest Inc., P.S. 7E._ COSTCO WHOLESALE Tukwila, WA STRUCTURAL CALCULATIONS FOR PLATFORM ADDITION 2015 International Building Code October 1, 2018 ENW #87022033-3 REVIEWED FOR CODE COMPLIANCE APPROVED OCT 23 2018 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA OCT 0 9 2018 PERMIT CENTER ;p19 -o31s • 9725 Third Avenue NE, Suite 207 Seattle, WA 98115 • 206.525.7560 . fax 206.522.6698 www.engineersnw.com /N \ Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 • Wood Beam Project Title: Engineer: Project ID: Project Descr: Description : 2x12 Joists (1) CODE REFERENCES Printed: 13 SEP 2018. 6:15PM File = C:\PROGRA-2\ENERCA-1 ENERCALC_6 . Software copyright ENERCALC, INC. 1983-2018, Build:10.18.8.25 Licensee : ENGINEERS NORTHWEST Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : ASCE 7-10 Material Properties Analysis Method : Allowable Stress Design Load Combination ASCE 7-10 Wood Species Wood Grade : Douglas Fir- Larch Fb + Fb- Fc - Pr!! Fc - Perp : No.2 Fv Ft Beam Bracing : Beam is Fully Braced against lateral -torsional buckling 900 psi 900 psi 1350 psi 625 psi 180 psi 575 psi E : Modulus of Elasticity Ebend- xx 1600 ksi Eminbend - xx 580ksi Density 31.2 pcf Applied Loads Beam self weight calculated and added to loads Uniform Load : D = 0.020, L = 0.120 , Tributary Width = 1.0 ft DESIGN SUMMARY :Maximum Bending Stress Ratio Section used for this span fb : Actual FB : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Service loads entered. Load Factors will be applied for calculations. 0.121: 1 2x1 2 108.97 psi 900.00psi +D+L+H 2.000ft 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 0.002 in Ratio = 0.000 in Ratio = 0.003 in Ratio = 0.000 in Ratio = Maximum Forces & Stresses for Load Combinations 19660 >=360 0 <360 16423 >=180 0 <180 Desi :n OK, 0.076 : 1 2x1 2 13.61 psi 180.00 psi +D+L+H 3.066 ft Span # 1 Load Combination Max Stress Ratios Segment Length Span # M V Cd CFN C1 Cr Moment Values Shear Values Cm C t CL M fb F'b V fv F'v +D+H Length = 4.0 ft 1 0.022 0.014 +D+L+H Length = 4.0 ft 1 0.121 0.076 +D+Lr+H Length = 4.0 ft 1 0.016 0.010 +D+S+H Length = 4.0 ft 1 0.017 0.011 +D+0.750Lr+0.750L+H Length = 4,0 ft 1 0.077 0.048 +D+0.750L+0.750S+H 0.90 1.00 1.25 1.15 1.25 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 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 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 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.05 17.94 0.29 108.97 0.05 17.94 0.05 17.94 0.23 86.21 0.00 810.00 0.00 900.00 0.00 1125.00 0.00 1035.00 0.00 1125.00 0.00 0.00 0.03 0.00 0.15 0.00 0.03 0.00 0.03 0.00 0.12 0.00 0.00 2.24 0.00 13.61 0.00 2.24 0.00 2.24 0.00 10.77 0.00 0.00 162.00 0.00 180.00 0.00 225.00 0.00 207.00 0.00 225.00 0.00 Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Wood Beam Project Title: Engineer: Project ID: Project Descr: Printed: 13 SEP 2018, 6:15PM File = C 1PROGRA-2\ENERCA-1 ENERCALC_6 . Software copyright ENERCALC,INC. 1983-2018, Build:10.18.8.25 . Lic. #: KW -06006898 :. Licensee::: ENGINEERS NORTI Description : Load Combination 2x12 Joists (1) Max Stress Ratios Segment Length Span # M V Cd C FN C i Cr Cm C CL Moment Values Shear Values M fb F'b V fv F'v Length = 4.0 ft 1 0.083 0.052 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.23 86.21 1035.00 0.12 10.77 207.00 +D+0.60W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.012 0.008 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.05 17.94 1440.00 0.03 2.24 288.00 +D+0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.012 0.008 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.05 17.94 1440.00 0.03 2.24 288.00 +1J+0.750Lr+0.750L+0.450W+4-I 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.060 0.037 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.23 86.21 1440.00 0.12 10.77 288.00 +D+0.750L+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 = 4.0 ft 1 0.060 0.037 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.23 86.21 1440.00 0.12 10.77 288.00 +D+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 = 4.0 ft 1 0.060 0.037 1.60 1.000 1.00 1.00 1.00 .1.00 1.00 0.23 86.21 1440.00 0.12 10.77 288.00 +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 = 4.0 ft 1 0.007 0.005 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.03 10.77 1440.00 0.02 1.34 288.00 +0.60D+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 = 4.0 ft 1 0.007 0.005 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.03 10.77 1440.00 0.02 1.34 288.00 Overall Maximum Deflections Load Combination Span Max. "2 Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+L+H 1 0.0029 2.015 0.0000 Vertical Reactions Support notation : Far left is #1 Values in KIPS 0.000 Load Combination Support 1 Support 2 Overall MAXimum 0.287 0.287 Overall MINimum 0.240 0.240 +D+H 0.047 0.047 +D+L+H 0.287 0.287 +D+Lr+H 0.047 0.047 +D+S+H 0.047 0.047 +D+0.750Lr+0.750L+H 0.227 0.227 +D+0.750L+0.750S+H 0.227 0.227 +D+0.60W+H 0.047 0.047 +D+0.70E+H 0.047 0.047 +D+0.750Lr+0.750L+0.450W+H 0.227 0.227 +D+0.750L+0.750S+0.450W+H 0.227 0.227 +D+0.750L+0.750S+0.5250E+H 0.227 0.227 +0.60D+0.60W+0.60H 0.028 0.028 +0.60D+0.70E+0.60H 0.028 0.028 D Only 0.047 0.047 Lr Only L Only 0.240 0.240 S Only W Only E Only H Only Simpson Strong -Tie® Wood Construction Connectors Face -Mount Hangers - Solid Sawn Lumber (DF/SP) up, These products are avarIable with addItional corrosion - protection. ;For more ink-mat/on; sec/ p,13, • R R • ID 7. 6 VThese products ae. appreNed fa-instalIation with The Strong -Drive, 13D Connector screw. See pp. 39-40 for more :info/Trot:ion, SIMPSON ; Joist Size Model No.Ga i•'•• Dimensions (in.) ltAil 14 B • Fasteners Max- Header Joist DF/SP Allowable Loads I Installed Uplift T ROOT Snow 1-! Root 1Costindex 15) I/ (125) OC9 (1-6()); ; (100) (1 Code Ref. Sawn lumber Sizes r133528-3 18g 4%, 1 61/2 :, 2 - 1 , (6) 16d ! (4) 168 .,165 1 1.315 1 1,500 17, . • • IT 11 • • ; 1.2.7 FL, /..„5, L17 17,1.1.,1_17 . u'6.316. ''. HS6 -3 I H UC,203 i ..o., WA° 1 HU20-4 714LIC28-4 2X2 • 1 4% 1 41/4 i 2 14 4,14 I 4%21/2 141 4,14 i 4 1 21/2 14-,,,,:,,,, 2,,,, -4 ' ' ' i '' " ' 141 fi',. 1 7 ! 21.1:. -7---. ! Min. 6ax.1 Mii, 1 ° - ! Max,! -- i - i - i - i (8)16d 1 (4)10d (i..', •16d 1 14) 108...4_ (12) 16d I (6) 10d (10) 168, r ,). I6d ..- (14) 16d 1 18)-16d (6) 10d I (4) 108 (8(16.4 I (6) 10d x 11/2" ---4 (8) 10d 1 (4) I011 (10) 16d, (6) -10d x 11.4-,* 740 : 0150 i 1.305 1,410 ! : 1. 1 1.445 1 0345 1 2015, ', 2165 1.6801',1.806 --.1-.' ' H 2,350,:..t,:2,5,`30 1 1 1.255 1 )3613 I 1 1,270 1,335 1 A * ,. ,..... Lowest .413% 415% 4-28'.R,. 763 1 1,1'90 .1135 1 1,785 900 I' .. 149'T, - ', : .1•-• 4345i2085./ 1.165 g 1.100 850 i 1110 I TrEJS28 r.- L39910 11)210 15 114,6 1 6% i' 13/4 23 (9I ES.; 1 1112 ; --t- , 131 13e, 1114G ; R8( 201 tlic, 1 71/* i 11/2. 1.165 1 1,340 1 1,525 ! 1 ,65(1 1 850 ! 1,390 1 1 585 ! ;315 !, u,,p 1 n11112107 16', 6161 714'18 g 2 161 16,s 1 73/4 i 13/4 - 1 - 1 110) 16d 1 (6) 10d x 1,„.e (10) 1611 1 (6) 3)05 11/2' 1,110 1 1440 1;100 : 1,.410 1 1.635 ! '85 +76% 1 1605 1 1,136 I 416 0% , ' i 1..345 g 1.445 1 , -4 1 4,445 1 4,575 1 +450% 1,500 .1,..1.,621 1 17,,e3...t.„ .., 2;0901 -2/26517 +34% . 2,2851 .2465 -4.88% 2420 1 : 2,6151 +217% r 1.1LP10 11 r14L16210 I ; 111828.2 1 ,, r LUS210-2 14. 1 .,••is 1 71•A 1 21/4 101¼ 1 9 i 3 - ! - I ---. i - i ---- 1 - 11 Min. I (8) 16d I 141108 ic 11,1' ,., , (30) 16d 1 ((01166 - -1- 610 1.190 . .i. • 1000 1 4,255 18. 31/4 i 7 ; 2 18i 31. 1 9 2 1':2½ 1 81/21 2 (6) 1616 I (4) 1611 (8) 166 ! (6) 164 (14)16d 1 I 108 P (8)166 1 (8)168 (14)16d 1 16 )10d 1,166 li. .1 ,345 ,..1:746.....! 1830 11110 1. 2015 3,295 i 2,125 J. 7 '1' ,7 R 1 [17 ". ` 61 [17 • 1 17,11,117 i 17, FL ,L17 17, FL, L17 R.. ir I i 1.1210.2 ir ( ... I DK r 1-11.15210-2 2)(10 ' 1 1-1112103. /140021112 1 i 14650210-2-558 141 31/2 19Y -el 9 141 31/2. I 8,Vm 1 21/2. 1,135 085 350 .530 1 2, 1 2, 4 2, I +441% 141 31/2 i 811i9 I 21/2 14 31(0 9 1 a Max.1 (18)16d i (0)10d - 102) wx21,6" sosi(e) vr x2112' FOS 1,895' ; 26801 2,510 .1.4680 . 3,020 / 13:250 1 4,955..114955 I +467% 1' • 1-11-1116210-2 1.11S28-3 141 31/261 914.; 1 3 (3 4% 1 6',4 1 2 - 1 - 1. (30)164 ! (10)168 (6) 166i (4) (6,r1 3735 . k. 19417. 1:165 i 1,315 6..38E, i- :f-..i...M I. 1 1,500 1 1,695 1 , •,,,. . / 17R , , 111 11f , 17. FL. 617 17, R fr 1115210-3 .11216-3 (61 ' I 18.1210-3 /11002103 I 2X10 I 1 I 1-11-100210-3 *-- ,-, 1-11.1109210-3 - 181 ; 1 41 4% 1 81/26 1 I 2 161 4% 1 73/4 i 2 . 141,1,1'1E! 1:!11i, 21'2 1 411/24.1111/21d 1 211( 1 14, 48(161 8/1/2 i 3 - i -- 1 Min. Max 1 - -- ! - 1 (3116d I (6) 168 (14)16d 1161) 10d ((4) I 60 ! .16)104 (15) 16d ( (101108 co) 16c 1 (lo) 168 ((76) 16c (16) 168 4- . 1 ,; 2,990 1 2265 1 745 1830 1,110 1 2,015 1 2,285 ! 2,465 ......„ 1,135 I 2,085 1 2,330 ] 2,533 ',',055 1 2,680 ,, 3,420 1 3,259 .',;'7?.-.: i 5.640 '',, 6"2.135 I 5J33.0 -I. , 4,095 I 9,100 1 9,100 1 9,100 I A ( 12: 4111151 91/2 ( 4 1 ; 6000210.-3.-305 'r 141 411/2 1 9 1 3 ;;;;;;; !;11,111/4"/(211/2'16.481(6) 1/2" x 244" SDS 2,51.0 1 4,680 i 4,955 1 4,955 1 FL 1 1 111.1210-4111L(C2'10-4 ,1JAD; u 14 ':: 61/2 1 83921i.1 14/ 61/2 1 81/2 I 21/2 Mill. ,, Max 1 (14)1.6d ' (8) 16d (13)16d (3116d 1,345 ( 2,085 1,795, 1-- 2/680 2,360 .52/630 ; 3,020 I '12250 I 4 4- • 1 1_ I 2x10 r Hi4upio-4 1 rH311154210 4 -1,,,3 61/2 1 8,1/2 1 3 • ; ; 1 12 6114e 1 91 1 4 - 1 1--,- ; (30)1611 46)16,i (10)16d (5)166 (4)10d (6)10d x. Ile (6110d x 11/21 1 (6)10d x 114,-," , , I (6) 108 x 11/211 3,735 -4. 5635 4,095 I - 9,100 1.165 ! 1,340 1 6,380 ..i6;88'0 1 1 9,100: ::.--.9100 1 I 1.525 1 1,650 1 1,585 1 17 /5 ; * Lowest +11% 11911. 1, ' 1 17 112 11.15,111 • 17, 11.117 1.1,127, FL , 15, 1.1 7 17 61,117 17,127,FL, LE, L17 1 r-mr L69210 18:1118.16 I 713461 13/4 ----- 1 • • 1 11• (9)106 (10)16d 1 (10) II6d (10).16d .1. (10)16d ESIIIIIIIIIIIIII 201 14531713/4s; I 1/2 1 1 0210 161 1.6117141e 1 2 ai2 LUC210Z 13.', 161 I (41 I 13/4 = , DiU212 14i (.4i6 1 9 1 21/4 fl - 1 ....... - ; ....... : 850 1,390 1410 1 1,440 --,:-- .--. 1,100 ,1 1,410 1,135/ 1 1,490 11 1 1,635 1 1,685 1 +53% 1605 1, 1,736 ',, '.., : .-i. 1,680 I I 805 1 -=.180% ./.341% 1 1-1US2io i 1.1182-10-2 161 11/2 i 9 1 3 ; ' 1 181 31/2 1 9 i 2 - 1 --- ! (30)16d 1 (10068 (9) 16d 161186 3.000 1 4,255 f, 4,445 1 457.5 I .... 1,745 1 .1,830 1 2.090 1 9,2.65 11 +379% Lowest kr , 1.11110-2 i (-- •r1.1.16214-2. 161. 31/2 1 81/2 I 2 1 3% 1101.is1 2 - 1 - (14)16d (6).108 (10) 16d (6) 168 1.'2,015 2,285 1 32A65 1,110„;. .„..,,, 1,745' 1:- . 2,110- 1 2,410 4-2,610 I - -. 1 . '3,29E11.2125 I 4/480.412615 11 • 11'. - 's ttt _3,63:FL•••.2..,6.60 I 3025 i:•!3,265 1;135 .1 2,380 i 2,58-5. , 2,8.9.9 1 +40% +5656 - • , _ _ 11, Ft_ Lir 1 1181 r 6- HUS210-2 2x12 HUS2.12-2. t 11U21221143C21221 11000210-2-904 141 31/2 1 9-1/2r; 2 141 ali. 1 103/4 , 2 11 31/2 i1911,i, 21/2 , -4- i 14( 31/2 1101111/21 21/2 141 ss1 9 1 3 - - Min, . -Max 1 ; ... - '12' (8)168 00) 168 (16)1611 -I, (22) 168 )4'7,2½ 5.0131(6114'x21/2" (6116d :,..__ (10) 168 (6) 108 1 (10)108 SDS ----/- 1,-845 ) 3275 1 3,695 1 3,9701r-1-411% 1 401515 i -4;-7-1-H ; 2,5101. 4650 See footnotes on p.'130-. UPDATED 02/12/18 Codes: See P, 14 for Code Re erence Key Chart 131 Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Wood Beam Project Title: Engineer: Project ID: Project Descr: Printed: 13 SEP 2018, 6:16PM File =C:IPROGRA-21ENERCA-1 ENERCALC 6 . are copyright ENERCALC, INC. 1983.2018, Build:10.18.8.25 . Lic. # : KW -06006898 Description : 4x12 Beam (2) CODE REFERENCES Soli Licensee • INEERS NORTHWEST Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : ASCE 7-10 Material Properties Analysis Method : Allowable Stress Design Load Combination ASCE 7-10 Fb + Fb Fc 900 psi 900 psi - Prll 1350 psi 625 psi 180 psi 575 psi Wood Species : Douglas Fir - Larch Fc - Perp Wood Grade : No.2 Fv Ft Beam Bracing : Beam is Fully Braced against lateral -torsional buckling D(1.02) 140.12) • E : Modulus of Elasticity Ebend-xx 1600ksi Eminbend - xx 580ksi Density 31.2 pcf Applied Loads Beam self weight calculated and added to loads Uniform Load : D = 0.020, L = 0.120 , Tributary Width 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 4x12 Span = 14.50 ft Service loads entered. Load Factors wit be applied for calculations. =1.Oft 0.641: 1 4x12 634.49psi 990.00psi +D+L+H 7.250ft 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 0.181 in Ratio = 0.000 in Ratio = 0.224 in Ratio = 0.000 in Ratio = Maximum Forces & Stresses for Load Combinations 963 >=360 0 <360 778 >=180 0 <180 Design OK 0.200 : 1 4x12 35.93 psi 180.00 psi +D+L+H 0.000 ft Span # 1 Load Combination Max Stress Rados Segment Length Span # M V Cd C FN C i Cr Moment Values Cm C CL M tb F'b Shear Values V fv F'v +D+H Length = 14.50 ft +D+L+H Length = 14.50 ft +D+Lr+H Length = 14.50 ft +D+S+H Length = 14.50 ft +0+0.750Lr+0.750L+H Length =14.50 ft +1D+0.750L+0.750S41 1 0.137 1 0.641 1 0.098 1 0.107 1 0.409 0.043- 0.200 0.031 0.033 0.127 0.90 1.100 1.00 1.00 1.100 1.00 1.00 1.00 1.100 1.00 1.00 1.100 1.00 1.00 1.25 1.100 1.00 1.00 1.100 1.00 1.00 1.15 1.100 1.00 1.00 1.100 1.00 1.00 1.25 1.100 1.00 1.00 1.100 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 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.75 121.88 3.90 634.49 0.75 121.88 0.75 121.88 3.12 506.34 0.00 891.00 0.00 990.00 0.00 1237.50 0.00 1138.50 0.00 1237.50 0.00 0.00 0.18 0.00 0.94 0.00 0.18 0.00 0.18 0.00 0.75 0.00 0.00 6.90 0.00 35.93 0.00 6.90 0.00 6.90 0.00 28.67 0.00 0.00 162.00 0.00 180.00 0.00 225.00 0.00 207.00 0.00 225.00 0.00 Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Wood Beam Project Title: Engineer: Project ID: Project Descr: Printed: 13 SEP 2018. 6:16PM File =C;APROGRA-21ENERCA-1ENERCALC 6 Software copyright ENERCALC, INC 1983-2018, Build:10.18.8.25 Lic. # : KW -06006898 Licensee : ENGINEERS NORT WI ST Description : Load Combination 4x12 Beam (2) Max Stress Ratios Segment Length Span # M V Cd CFN Ci Cr Moment Values Shear Values Cm C t C L M fb F'b V fv F'v Length =14.50 ft 1 0.445 0.139 1.15 1.100 1.00 1.00 1.00 1.00 1.00 3.12 506.34 1138.50 0.75 28.67 207.00 +D+0.60W+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =14.50 ft 1 0.077 0.024 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.75 121.88 1584.00 0.18 6.90 288.00 +D+0.70E+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =14.50 ft 1 0.077 0.024 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.75 121.88 1584.00 0.18 6,90 288.00 +D+0.750Lr+0.750L+0.450W+11 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 14.50 ft 1 0.320 0.100 1.60 1.100 1.00 1.00 1.00 1.00 1.00 3.12 506.34 1584.00 0.75 28.67 288.00 +D+0.750L+0.750S+0.450W+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =14.50 ft 1 0.320 0.100 1.60 1.100 1.00 1.00 1.00 1.00 1.00 3.12 506.34 1584.00 0.75 28.67 288.00 +13+0.750L+0.750S+0.5250E+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =14.50 ft 1 0.320 0.100 1.60 1.100 1.00 1.00 1.00 1.00 1.00 3.12 506.34 1584.00 0.75 28.67 288.00 +0.60D+0.60W+O.60H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =14.50 ft 1 0.046 0.014 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.45 73.13 1584.00 0.11 4.14 288.00 +0.60D+0.70E+0.60H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =14.50 ft 1 0.046 0.014 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.45 73.13 1584.00 0.11 4.14 288.00 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+L+H Vertical Reactions Load Combination 1 0.2236 7.303 0.0000 0.000 Support notation : Far left is #1 Values in KIPS Support 1 Support 2 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+0.70E+H +D+0.750Lr+0.750L+0.450W+H +D+0.750L+0.750S+0.450W+H +D+0.750L+0.750S+0.5250E+H +0.60D+0.60W+0.60H +0.60D+0.70E+0.60H D Only Lr Only L Only S Only W Only E Only H Only 1.077 0.870 0.207 1.077 0.207 0.207 0.859 0.859 0.207 0.207 0.859 0.859 0.859 0.124 0.124 0.207 1.077 0.870 0.207 1.077 0.207 0.207 0.859 0.859 0.207 0.207 0.859 0.859 0.859 0.124 0.124 0.207 0.870 0.870 r) Simpson Strong -13e Wood Construction Connectors Face -Mount Hangers - Solid Sawn Lumber (DF/SP) Ti {�rcd+ ct.> .mi avaiiabl1 with addit ona1 corrosion protection, For more information, .e? p1.18, 1 Joist Size drrriensrons (in.): H. 9 gr These products r e approved for ista1k. ion y ith ti tion 4 i. - Connector screw Seo pp 31i)for mor(' infant -dies, OF/SP.; tllawable L SIMPSON'' Sawn Lumber Sizes 16314 4 2S 4 2� 17 FL s Ill 15 2@e ' til a 2A 141! 44 .18 1 4x4 .1244 - 1) 441 141=)44 4 4X6 rapl ( 46/1.112)45 613646 3 317 3V1. 4414 2 (4611 6,4 (20) 16d — ':' 14)164 12) 164 ug 2:.:: 4) €fid 104 2i — 64)16d 2)104 (4) 1.642 1 (4) 464 126 1,030 1;1$1 1,2F0 asst 16 31 =51 }) 1'0li 7.0 1,150 1,305 1,4.0 4-372) 4p'r1d ;4) 1641,2 5 1,065 210 1,165 +152 / 4 3 is 21`) 1^n (4)104 700 1,160 1:346 1.446 +153% 4 .1'11 512 21 Max 1 (42) 264 (6) 104 ;,135 1:785 2,615 ?,155 +185 8 r 134F — 1 3 W : 47ta r 1.11648 13 . 4x8 • H0848 48; HLUC48 4 4 [1.13548 118 Li15410 118 3 .113 _ ..,...._. 1c: s:1 4x10'H1:1S417 214 351. ( • 01410!4416410 1 14 3=4s 312 '!61-=!/). ,:.6W.4:... 2 r 3410-202 4 39;n, 21 (4)'64 , )4) 164 •11 4(151 ?4) 1134 7' (6) (54 14) 15d 6)461 1616d _ 1 (10) 164• •(4)14 7( .a•ey (14).4 (6)101 111 1,6) ,164 1411)34': (8)164 (11)164 1,1 (14)ii,4 8) 161 14) 164 281 164 (6)100 1 164 6: 104 (10 10d. 17, FL, L•17 1,110 2,015 3,295 2425 1435 2, 1,695 2, — i°121 xerr 5131 510 4 .50112 1,2,25 Lowest 2.090 2:236 19% 2,285 2.465 +74% 2,420 2,615 +154% 2:530 4232% +253% 17, 61,117 4.952 4,955 — (10)164 16(164 (14) 16d..... (63,101 -'i-4:1-67- 4 )--•+3) 1 6d 18) 464 • 1x12 t 41 412 4 3sts , 1 1,^z 2 { (101164 (281 `(68 4 31 -41 21 tf� 138)174 th)104 H 14127 6130412 — —_ 4 ia1 10 +. 2Vs) Max)((22)168 (1 108 Ht3 .3410-3 a 4 3� ° . 9 3 1 s)f d7§ 3 i; 2) f1! 1400 412 SGS )14 3 � % 11 '3 — ;14121 x2Tla S0S (51 l"x2 1/2* Si}; 1 34'161 2 (8)168 15116 6 8 3121 102) 2 — i 1260)161 61184 16 t n� rr 10 2,..:-' (16) 169 •3' 108 ..._.� 3.,6 1€"t, x r 1 — (10) 164 1100 d 31 -is 12% 21/ t 1. (18) 161 I 1.811138 tis 1211 21/2) € Max. . (24)161 6121108 4 3 2 1'1 3 - 141 » x.L,r 3 4.14 142.13412 1114414 1 1100414 614, 1341.2 SLS See footnotes on p.130. '14 '14 30 2.090 2,410 _11.4 2.615 02;51..:. 745 1.110 3,635 265 ,610 8220 Lowest 4-93% 1,515 2:59 2,015 3,570 3,020 3 ++33% 2160S .4510 5,46 560. Codes: See r'.14 for Code Refer)once Key Chart - 133 Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Wood Beam Project Title: Engineer: Project ID: Project Descr: Description : 4x12 Beam (3) CODE REFERENCES Printed: 13 SEP 2018. 6:16PM File =C:IPROGRA-2\ENERCA-1ENERCALC 6 . Software copyright ENERCALC; INC. 1983-2018, Bulld:10.18.825 . Licensee ENGINEERS NORTHWEST Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : ASCE 7-10 Material Properties Analysis Method : Allowable Stress Design Load Combination ASCE 7-10 Wood Species : Douglas Fir - Larch Wood Grade : No.1 Beam Bracing : Completely Unbraced Fb + Fb - Fc - PrIl Fc - Perp Fv Ft 1000 psi 1000 psi 1500 psi 625 psi 180 psi 675 psi E : Modulus of Elasticity Ebend-xx 1700ksi Emiinbend -xx 620ksi Density 31.2 pcf Applied Loads Beam self weight calculated and added to loads Point Load D = 0.210, L = 0.870k@4.0ft 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 Service loads entered. Load Factors will be applied for calculations. 0.568 1 Maximum Shear Stress Ratio 4x12 Section used for this span 591.81 psi fv : Actual 1,041.32psi Fv : Allowable +D+L+H Load Combination 4.020ft Location of maximum on span Span # 1 Span # where maximum occurs 0.179 in Ratio = 0.000 in Ratio = 0.255 in Ratio = 0.000 in Ratio = Maximum Forces & Stresses for Load Combinations' 1253 >=360 0 <360 879 >=180 0 <180 Design OK 0.195 : 1 4x12 35.07 psi 180.00 psi +D+L+H 0.000 ft Span # 1 Load Combination Max Stress Ratios Segment Length Span # M V Cd CFN C1 Cr Moment Values Cm C CL M fb F'b Shear Values V fv F'v +D+H Length =18.670 ft 1 0.156 0.056 0.90 +D+L+H Length =18.670 ft 1 0.568 0.195 1.00 +D+Lr+H Length =18.670 ft 1 0.117 0.040 1.25 +D+S+H Length =18.670 ft 1 0.126 0.044 1.15 +D+0.750Lr+0.750L+H Length =18.670 ft 1 0.381 0.127 1.25 +D+0.750L+0.750S+H 1.100 1.100 1.100 1.100 1.100 1.100 1.100 1.100 1.100 1.100 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 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 0.96 0.96 0.95 0.95 0.92 0.92 0.93 0.93 0.92 0.92 0.91 147.97 3.64 591.81 0.91 147.97 0.91 147.97 2.96 480.85 0.00 946.09 0.00 1041.32 0.00 1261.82 0.00 1177.10 0.00 1261.82 0.00 0.00 0.24 0.00 0.92 0.00 0.24 0.00 0.24 0.00 0.75 0.00 0.00 9.03 0.00 35.07 0.00 9.03 0.00 9.03 0.00 28.56 0.00 0.00 162.00 0.00 180.00 0.00 225.00 0.00 207.00 0.00 225.00 0.00 Title Block Line 1 You can changes this area using the "Settings" menu item and then using the Printing & Title Block" selection. Title Block Line 6 Wood Beam Project Title: Engineer: Project ID: Project Descr: Description : 4x12 Beam (3) Load Combination Max Stress Ratios Printed: 13 SEP 2018, 6:16PM File = C.\PROGRA-2IENERCA-1 ENERCALC_8 Software cm/tight ENERCALC, INC 1983.2018, Bulld:10.18.8 25 . Licensre : ENGINEERS NORTHWEST Moment Values Shear Values Segment Length Span # M V Cd C FN Ci Cr Cm C t C L M fb F'b V fv F'v Length =18.670 ft 1 0.409 0.138 1.15 1.100 1.00 1.00 1.00 1.00 0.93 2.96 480.85 1177.10 0.75 28.56 207.00 +D+0.60W+H 1.100 1.00 1.00 1.00 1.00 0.93 0.00 0.00 0.00 0.00 Length =18.670 ft 1 0.098 0.031 1.60 1.100 1.00 1.00 1.00 1.00 0.86 0.91 147.97 1509.77 0.24 9.03 288.00 +D+0.70E+H 1.100 1.00 1.00 1.00 1.00 0.86 0.00 0.00 0.00 0.00 Length =18.670 ft 1 0.098 0.031 1.60 1.100 1.00 1.00 1.00 1.00 0.86 0.91 147.97 1509.77 0.24 9.03 288.00 +D+0.750Lr+0.750L+0.450W+H 1.100 1.00 1.00 1.00 1.00 0.86 0.00 0.00 0.00 0.00 Length =18.670 ft 1 0.318 0.099 1.60 1.100 1.00 1.00 1.00 1.00 0.86 2.96 480.85 1509.77 0.75 28.56 288.00 +D+0.750L+0.750S+0.450W+H 1.100 1.00 1.00 1.00 1.00 0.86 0.00 0.00 0.00 0.00 Length =18.670 ft 1 0.318 0.099 1.60 1.100 1.00 1.00 1.00 1.00 0.86 2.96 480.85 1509.77 0.75 28.56 288.00 +D+0.750L+0.750S+0.5250E+H 1.100 1.00 1.00 1.00 1.00 0.86 0.00 0.00 0.00 0.00 Length =18.670 ft 1 0.318 0.099 1.60 1.100 1.00 1.00 1.00 1.00 0.86 2.96 480.85 1509.77 0.75 28.56 288.00 +0.60D+0.60W+0.60H 1.100 1.00 1.00 1.00 1.00 0.86 0.00 0.00 0.00 0.00 Length =18.670 ft 1 0.059 0.019 1.60 1.100 1.00 1.00 1.00 1.00 0.86 0.55 88.78 1509.77 0.14 5.42 288.00 +0.60D+0.70E+0.60H 1.100 1.00 1.00 1.00 1.00 0.86 0.00 0.00 0.00 0.00 Length =18.670 ft 1 0.059 0.019 1.60 1.100 1.00 1.00 1.00 1.00 0.86 0.55 88.78 1509.77 0.14 5.42 288.00 Overall Maximum Deflections Load Combination Span Max, " " Defl Location in Span Load Combination Max. "+' Defl Location in Span +D+L+H 1 0.2546 8.313 0.0000 Vertical Reactions Support notation : Far left is #1 Values in KIPS 0.000 Load Combination Support 1 Support 2 Overall MAXimum 0.928 0.311 Overall MINimum 0.684 0.186 +D+H 0.245 0.125 +D+L+H 0.928 0.311 +D+Lr+H 0.245 0.125 +D+S+H 0.245 0.125 +D+0.750Lr+0.750L+H 0.757 0.264 +D+0.750L+0.750S+H 0.757 0.264 +D+0.60W+H 0.245 0.125 +D+0.70E+H 0.245 0.125 +D+0.750Lr+0.750L+0.450W+H 0.757 0.264 +D+0.750L+0.750S+0.450W+H 0.757 0.264 +D+0.750L+0.750S+0.5250E+H 0.757 0.264 +0.60D+0.60W+0.60H 0.147 0.075 +0.60D+0.70E+0.60H 0.147 0.075 D Only 0.245 0.125 Lr Only L Only 0.684 0.186 S Only W Only E Only H Only Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Wood Column Description : 4x4 Post (4) Code References Project Title: Engineer: Project ID: Project Descr: Printed: 13 SEP 2018. 6:19PM File= C:IPROGRA-21ENERCA-1ENERCALC_6 Software copyright ENERCALC, INC. 1983-2018, Build: 10.18.825 . Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used : ASCE 7-10 General Information Analysis Method : Allowable Stress Design End Fixities Top & Bottom Pinned Overall Column Height Used for nor ;lender calculations ) Wood Species Douglas Fir - Larch Wood Grade No.1 Fb + 1000 psi Fv Fb - 1000 psi Ft Fc - Prll 1500 psi Density Fc - Perp 625 psi E : Modulus of Elasticity ... x -x Bending Basic 1700 Minimum 620 Applied Loads 2ft 180 psi 675 psi 31.2 pcf y -y Bending Axial 1700 620 Wood Section Name Wood Grading/Manuf. Wood Member Type Exact Width Exact Depth Area Ix ly 4x4 Graded Lumber Sawn 3.50 in Allow Stress Modification Factors Cf or Cv for Bending Cf or Cv for Compression Cf or Cv for Tension Cm :Wet Use Factor CtT t F t 3.50 in 12.250 inA2 12.505 inn4 12.505 inA4 : empera ure ac or Cfu : Flat Use Factor Kf : Built-up columns 1700 ksi Use Cr : Repetitive ? Brace condition for deflection (buckling) along columns : X -X (width) axis : Fully braced against buckling about X -X Axis Y -Y (depth) axis : Fully braced against buckling about Y -Y Axis 1.50 1.150 1.50 1.0 1.0 1.0 1.0 NDS 152 No Service loads entered. Load Factors will be applied for calculations. Column self weight included : 5.308 lbs * Dead Load Factor AXIAL LOADS .. . Axial Load at 2.0 ft, D = 0.210, Lr = 0.870 k DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = Load Combination Goveming NDS Fonimla Location of max.above base At maximum location values are ... Applied Axial Applied Mx Applied My Fc : Allowable PASS Maximum Shear Stress Ratio = Load Combination Location of max.above base Applied Design Shear Allowable Shear Load Combination Results 0.04109 : 1 +D+Lr+H Comp Only, fc/Fc' 0.0 ft 1.085 k 0.0 k -ft 0.0 k -ft 2,156.25 psi 0.0:.1 +0.60D+0.70E+0.60H 2.0 ft 0.0 psi 288.0 psi Maximum SERVICE Lateral Load Reactions.. Top along Y -Y 0.0 k Bottom along Y -Y Top along X -X 0.0 k Bottom along X -X Maximum SERVICE Load Lateral Deflections ... Along Y -Y 0.0 in at for load combination : n(a Along X -X • 0.0 in at for load combination : n/a Other Factors used to calculate allowable stresses.... Bending Compression 0.0 ft above base 0.0 ft above base 0.0 k 0.0 k Tension Load Combination +0+4-1 +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+0.70E+H +D+0.750Lr+0.750L+0.450W+H +D+0.750L+0.750S+0.450W+H +D+0.750L+0.750S+0.5250E+H +0.60D+0.60W+0.60H CD Cp Maximum Axial + Bending Stress Ratios Stress Ratio Status Location 0.900 1.000 1.250 1.150 1.250 1.150 1.600 1.600 1.600 1.600 1.600 1.600 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 0.01132 0.01019 0.04109 0.008860 0.03285 0.008860 0.006368 0.006368 0.02567 0.006368 0.006368 0.003821 PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS 0.0 ft 0.0 ft 0.0 ft 0.0 ft 0.0 ft 0.0 ft 0.0 ft 0.0 ft 0.0 ft 0.0 ft 0.0 ft 0.0 ft Maximum Shear Ratios Stress Ratio Status Location 0.0 PASS 2.0 ft 0.0 PASS 2.0 ft 0.0 PASS 2.0 ft 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 PASS PASS PASS PASS PASS PASS PASS PASS PASS 2.0 ft 2.0 ft 2.Oft 2.0 ft 2.0 ft 2.0 ft 2.0 ft 2.0 ft 2.0 ft Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Wood Column Project Title: Engineer: Project ID: Project Descr: Printed: 13 SEP 2018. 6:19PM File= C:IPROGRA-21ENERCA-1ENERCALC_S Software copyright ENERCALC, INC. 1983-2018, Build:10.18.8.25 . Lic.1y : KW=06006898 Licensee : ENGINEERS NORTHWEST Description : 4x4 Post (4) Load Combination Results Load Combination +0.60D+0.70E+0.60H Maximum Reactions Load Combination CD Cp 1.600 1.000 Maximum Axial + Bending Stress Ratios Stress Ratio Status Location 0.003821 PASS 0.Oft Maximum Shear Ratios Stress Ratio Status Location 0.0 PASS 2.0 ft Note: Only non -zero reactions are listed. X -X Axis Reaction k Y -Y Axis Reaction Axial Reaction @ Base @ Top @ Base @ Top @ Base My - End Moments k -ft Mx - End Moments @ Base @ Top @ Base @ Top +0+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+0.70E+H +D+0.750Lr+0.750L+0.450W+H +D+0.750L+0.750S+0.450W+H +D+0.750L+0.750S+0.5250E+H +0.60D+0.60W+0.60H +0.60D+0.70E+0.60H D Only Lr Only L Only S Only W Only E Only H Only Maximum Deflections for Load Combinations 0.215 0.215 1.085 0.215 0.868 0.215 0.215 0.215 0.868 0.215 0.215 0.129 0.129 0.215 0.870 Load Combination Max. X -X Deflection Distance Max. Y -Y Deflection Distance +041 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+L+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+Lr+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+S+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750Lr+0.750L+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750L+0.750S+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.60W+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.70E+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750Lr+0.750L+0.450W+H 0.0000 in 0.000 ft 0.000 in 0,000 ft +D+0.750L+0.750S+0.450W+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750L+0.750S+0.5250E+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +0.60D+0.60W+0.60H 0.0000 in 0.000 ft 0.000 in 0.000 ft +0.60D+0.70E+0.60H 0.0000 in 0.000 ft 0.000 in 0.000 ft D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft Lr Only 0.0000 in 0.000 ft 0.000 in 0.000 ft L Only 0.0000 in 0.000 ft 0.000 in 0.000 ft S Only 0.0000 in 0.000 ft 0.000 in 0.000 ft W Only 0.0000 in 0.000 ft 0.000 in 0.000 ft E Only 0.0000 in 0.000 ft 0.000 in 0.000 ft H Only 0.0000 in 0.000 ft 0.000 in 0.000 ft Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Wood Column Description : 4x4 Post (4) Sketches Project Title: Engineer: Project ID: Project Descr: 3.50ri.._..... Printed: 13 SEP 2018, 6:19PM File = E \PROGRA-21ENERCA-1ENERCALCC6 Software copyright ENERCALC, INC, 1983-2018, BuiId:10.18.0 25 . Licensee : ENGINEERS NORTHWEST Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Wood Column Project Title: Engineer: Project ID: Project Descr: Description : 2x4 Stud Under 4x4 Post Code References Prnted: 13 SEP 2018, 6:20PM File= C:1PROGRA-21ENERCA-1ENERCALC_6 . Software copyright ENERCALC, INC. 19832018, Bulld,10.18,8.25 Licensee : ENGINEERS NORTHWEST; Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used : ASCE 7-10 General Information Analysis Method : Allowable Stress Design End Fixities Top & Bottom Pinned Overall Column Height user/ for non -slender calculations ) Wood Species Wood Grade Fb + Fb - Fc - PrII Fc - Perp Douglas Fir - Larch Standard 575 psi Fv 575 psi Ft 1400 psi Density 625 psi E : Modulus of Elasticity ... Basic Minimum Applied Loads x -x Bending 1400 510 12 ft 180 psi 375 psi 31.2 pcf y -y Bending 1400 510 Wood Section Name Wood Grading/Manuf. Wood Member Type Exact Width Exact Depth Area Ix ly 2x4 Graded Lumber Sawn 1.50 in Allow Stress Modification Factors 3.50 in Cf or Cv for Bending 5.250 in^2 5.359 in"4 0.9844 in^4 Cf or Cv for Compression Cf or Cv for Tension Cm : Wet Use Factor Ct : Temperature Factor Cfu : Flat Use Factor Axial Kf : Built-up columns 1400 ksi Use Cr : Repetitive ? Brace condition for deflection (buckling) along columns : X -X (width) axis : Fully braced against buckling about X -X Axis Y -Y (depth) axis : Fully braced against buckling about Y -Y Axis 1.0 1.0 1.0 1.0 1.0 1.0 1.0 NOS f...3.2 No Service loads entered. Load Factors will be applied for calculations. Column self weight included : 13.650 lbs * Dead Load Factor AXIAL LOADS ... Axial Load at 12.0 ft, D = 0.210, Lr = 0.870 k DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = Load Combination Governing NDS Forumia Location of max.above base At maximum location values are ... Applied Axial Applied Mx Applied My Fc : Allowable PASS Maximum Shear Stress Ratio = Load Combination Location of max.above base Applied Design Shear Allowable Shear Load Combination Results 0.1190 :1 +D+Lr+H Comp Only, fc/Fc' 0.0 ft 1.094 k 0.0 k -ft 0.0 k -ft 1,750.0 psi 0.0 : 1 +0.60D+0.70E+0.60H 12.0 ft 0.0 psi 288.0 psi Maximum SERVICE Lateral Load Reactions.. Top along Y -Y 0.0 k Bottom along Y -Y 0.0 k Top along X -X 0.0 k Bottom along X -X 0.0 k Maximum SERVICE Load Lateral Deflections... Along Y -Y 0.0 in at 0.0 ft above base for load combination : n/a Along X -X 0.0 in at 0.0 ft above base for load combination : n/a Other Factors used to calculate allowable stresses... Bending Compression Tension Load Combination +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+0.70E+H +D+0.750Lr+0.750L+0.450 W+H +D+0.750L+0.750S+0.450W+H +D+0.750L+0.750S+0.5250E+H +0.60D+0.60W+0.60H CD Cp Maximum Axial + Bending Stress Ratios Stress Ratio Status Location Maximum Shear Ratios Stress Ratio Status Location 0.900 1.000 1.250 1.150 1.250 1.150 1.600 1.600 1.600 1.600 1.600 1.600 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 0.03381 0.03043 0.1190 0.02646 0.09536 0.02646 0.01902 0.01902 0.07450 0.01902 0.01902 0.01141 PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS 0.0 ft 0.0 PASS 12.0 ft 0.0ft 0.0 PASS 12.0ft 0.0 ft 0.0 PASS 12.0 ft 0.0 ft 0.0 PASS 12.0 ft 0.0 ft 0.0 PASS 12.0 ft 0.0 ft 0.0 PASS 12.0 ft 0.0 ft 0.0 PASS 12.0 ft 0.0 ft 0.0 PASS 12.0 ft 0.0ft 0.0 PASS 12.0ft 0.0 ft 0.0 PASS 12.0 ft 0.0ft 0.0 PASS 12.0ft 0.0 ft 0.0 PASS 12.0 ft Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Wood Column Project Title: Engineer: Project ID: Project Descr: Printed: 13 SEP 2018, 6:20PM File = C:IPROGRA-21ENERCA-1ENERCALC_6 Software copyright ENERCALC, INC. 1983-2018, Build:10.18.8.25 . Lic. # : KW -06006898 Licensee : ENGINEERS NORTHWEST Description : 2x4 Stud Under 4x4 Post Load Combination Results Load Combination +0.60D+0.70E+0.60H Maximum Reactions Load Combination CD Cp 1.600 1.000 Maximum Axial + Bending Stress Ratios Stress Ratio Status Location 0.01141 PASS 0.0 ft Maximum Shear Ratios Stress Ratio Status Location 0.0 PASS 12.0 ft Note: Only non -zero reactions are listed. X -X Axis Reaction k Y -Y Axis Reaction Axial Reaction My - End Moments k -ft Mx - End Moments @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top +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+0.70E+H +D+0.750Lr+0.750L+0.450W+H +D+0.750L+0.750S+0.450W+H +D+0.750L+0.750S+0.5250E+H +0.60D+0.60W+0.60H +0.60D+0.70E+0.60H D Only Lr Only L Only S Only W Only E Only H Only Maximum Deflections for Load Combinations 0.224 0.224 1.094 0.224 0.876 0.224 0.224 0.224 0.876 0.224 0.224 0.134 0.134 0.224 0.870 Load Combination Max. X -X Deflection Distance Max. Y -Y Deflection Distance +D+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+L+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+Lr+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+S+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750Lr+0.750L+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750L+0.750S+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.60W41 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.70E+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750Lr+0.750L+0.450W+1-1 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750L+0.750S+0.450W+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750L+0.750S+0.5250E+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +0.60D+0.60W+0.60H 0.0000 in 0.000 ft 0.000 in 0.000 ft +O.60D+0.70E+0.60H 0.0000 in 0.000 ft 0.000 in 0.000 ft D Only 0.0000 in 0.000 0 0.000 in 0.000 ft Lr Only 0.0000 in 0.000 ft 0.000 in 0.000 ft L Only 0.0000 in 0.000 ft 0.000 in 0.000 ft S Only 0.0000 in 0.000 ft 0.000 in 0.000 ft W Only 0.0000 in 0.000 ft 0.000 in 0.000 ft E Only 0.0000 in 0.000 ft 0.000 in 0.000 ft H Only 0.0000 in 0.000 ft 0.000 in 0.000 ft Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Wood Column Description : Sketches Project Title: Engineer: Project ID: Project Descr: 2x4 Stud Under 4x4 Post Printed: 13 SEP 2018. G:2DPM1 Fite = C:IPROGRA-21ENERCA-1ENERCALC3 .' Software copyright ENERCALC, INC. 1983-2018, BuiId:10.18.8.25 Licensee: ENGINEERS NORTHWEST PERMIT COORD COPY PLAN REVIEW/ROUTING SLID" PERMIT NUMBER: D18-0315 PROJECT NAME: COSTCO SITE ADDRESS: 400 COSTCO DRIVE X Original Plan Submittal Response to Correction Letter # DATE: 10/09/18 Revision # Revision # before Permit Issued after Permit Issued DEPARTMENTS: C iD^140 uilding Division � W. 4'6 Public orks ° 106 Fire Prevention Structural n Planning Division Permit Coordin ttor M PRELIMINARY REVIEW: Not Applicable (no approval/review required) REVIEWER'S INITIALS: DATE: 10/1 {./18 Structural Review Required DATE: n APPROVALS OR CORRECTIONS: Approved Corrections Required n (corrections entered in Reviews) Notation: Nxt. Approved with Conditions Denied (ie: Zoning Issues) DUE DATE: 11/08/18 n n REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: 12/18/2013 REFRIGERATION UNLIMITED Home Espanol Contact Safety & Health Claims & Insurance Washington State Department of /Labor & Industries [Search L&I A -Z Index Help Page 1 of 2 My L.&I Workplace Rights Trades & Licensing REFRIGERATION UNLIMITED LLC Owner or tradesperson Principals KUNTZ, ADAM LEROY, PARTNER/MEMBER Doing business as REFRIGERATION UNLIMITED LLC WA UBI No. 601 920 980 5102 20TH ST E #102 FIFE, WA 98424 253-474-3100 PIERCE County Business type Limited Liability Company Governing persons KURT L KNUTZ RICK L PATRICK; SEAN PATRICK; License Verify the contractors active registration / license / certification (depending on trade) and any past violations. Construction Contractor Active. ............._....._..................._................_........ Meets current requirements. License specialties COMMERCIAL/INDUSTRIAUREFRIG License no. REFRIUL826NH Effective — expiration 08/22/2018— 08/22/2020 Bond Ohio Security Ins Co Bond account no. 023024241 $12,000.00 Received by L&I Effective date 08/22/2018 08/15/2018 Expiration date Until Canceled Insurance Phoenix Insurance Company, The $1,000,000.00 Policy no. CO8L40016618 Received by L&I Effective date 09/28/2018 10/01/2018 Expiration date 10/01/2019 Insurance history Savings No savings accounts during the previous 6 year period. Lawsuits against the bond or savings No lawsuits against the bond or savings accounts during the previous 6 year period. Help us improve https://secure.lni.wa.gov/verify/Detail.aspx?UBI=601920980&LIC=REFRIUL826NH&SAW= 11/20/2018 REFRIGERATION UNLIMITED LLC L&I Tax debts % - r No L&I tax debts are recorded for this contract. .cense during the previous 6 year period, but some deet may be recorded by other agencies. License Violations ........... _ ............................ No license violations during the previous 6 year period. Workers' comp Do you know if the business has employees? If so, verify the business is up-to-date on workers' comp premiums. L&I Account ID Account is current. 875,922-02 ................................. Doing business as REFRIGERATION UNLIMITED INC Estimated workers reported Quarter 3 of Year 2018 "51 to 75 Workers" L&I account contact T3 / KAYLENE MONIER (360)902-6627 - Email: BRKB235@Ini.wa.gov Public Works Strikes and Debarments Verify the contractor is eligible to perform work on public works projects. Contractor Strikes ........................................................ No strikes have been issued against this contractor. Contractors not allowed to bid No debarments have been issued against this contractor. Workplace safety and health Check for any past safety and health violations found on jobsites this business was responsible for. Inspection results date 09/17/2014 Inspection no. 317447480 Location 2420 N. Proctor St. Tacoma, WA 98406 No violations Page 2 of 2 0 Washington State Dept. of Labor & Industries. Use of this site is subject to the laws of the state of Washington. Help us improve https://secure.lni.wa.gov/verify/Detail.aspx?UBI=601920980&LIC=REFRIUL826NH&SAW= 11/20/2018 T E r-1 1 2 3, 4 \\ • IL \I -4 T r 1 EL r' 11 n1 --1-10 I `= Li Fri j 1- t _11 J r T i rn; —777 - Tit7 _ - - 1 i 17 1 ! 1 L } r' t J 1 1 I r ; }- I t 1- 9 r -I -L-- - { F" F X F .7- -.1- k -_. 4 a i -} L k • -- i — ---I--- i - , 177 1 :1_ — -1 ' L— i— — ---i 1—r --° -r- - I I ! I 17-1-7 T- - ---7-- L- l. - j 1 k_ -I 1I- L..J._.._ L> 1 L 1 , -1 r Ti L -� -1- _L___` - --1-- I 1 1 Ti r r-, t j 11- hr r i -c li LI 6' I ,I .00 .-— AREA OF WORK THIS PERMIT PLATFORM EXTENSION TI' . L I` J i I_ 1 1 1 I 1 1 1 J r— — — — ><— I L 4 � 9x19 9179 L 0i7.4; ci S' i b`jo 1 r r,1 ; V1 I T — I— L-- rT 9�— -� I � a— _. —� r- • /-1 mP i L L -' 71 1 \_, L I l 1 1 I r- -- -- i — L! •L 1 1}I r l 11 til il;1v� r- a J 4 1 -117 -I -1 n LJ HI SII 7/ I L 111 I _ LJ r --:_—= I --L- 0-- 1 1---1__ __a__:rS:--- __---==-c_ai 1 �.Y — 11 11 1, 111 7a - J 1 f--- 1,. r` II ft -i 11 t 111 I; 1 Li ii e ' 'L -L 1 / IL ------------ _--___._ ___ ----1 I 1 1 ! -----------=_,, -- �� / .1 -- ---+ 1 -ii - v___ / 11 1 11 1 1------Xr-----Y 1--- 1 -r- _,1._ _-- T L ( -r-T-r i r-1 1 I ! r 1 – tt • it 117 T PROJECT DATA SCOPE OF WORK CONTRACTOR NOTES ABBREVIATIONS CLIENT: PROJECT ADDRESS: SITE AREA: BOUNDARIES INFORMATION: COSTCO WHOLESALE 999 LAKE DRIVE ISSAQUAH, WA 98027 400 COSTCO DRIVE TUKWILA, WA 98188 14.02 ACRES (610,721 SF) THIS PLAN HAS BEEN PREPARED BY USING BARGHAUSEN CIVIL DWG DATED 6-24-99. BUILDING DATA: BUILDING AREA INSTALLATION BALER ROOM TOTAL BUILDING 206,910 SF 2,453 SF 2,903 SF 212,266 SF (REMAIN UNCHANGED) REGIONAL OPTICAL FACILITY 34,544 SF PARKING DATA: PARKING PROVIDED: 10' WIDE STALLS ,4 9' WIDE STALLS O'ADA ACCESSIBLE STALLS 670 STALLS 82 STALLS 15 STALLS TOTAL PARKING NO. OF STALLS PER 1000 SF OF BUILDING AREA: 767 STALLS (REMAIN UNCHANGED) 3.61 STALLS NOTES: EXISTING CONDITIONS TO BE FIELD VERIFIED. BUILDING: THE WORK CONSISTS OF EXTENSION OF MECHANICAL PLATFORM. CODE SUMMARY APPLICABLE BUILDING CODE: 2015 INTERNATIONAL BUILDING CODE 2015 INTERNATIONAL MECHANICAL CODE 2015 UNIFORM PLUMBING CODE 2015 NATIONAL ELECTRICAL CODE 2015 WASHINGTON STATE ENERGY CODE 2015 WASHINGTON STATE AMENDMENTS 2017 ICC A117.1 STANDARD FOR ACCESSIBLE AND USABLE BUILDINGS AND FACILITIES ZONING: C.D. OCCUPANCY GROUPS: CONSTRUCTION TYPE: TYPE III -B [FULLY SPRINKLERED] THE BUILDING WILL BE OCCUPIED AND IN FULL USE BY THE OWNER DURING CONSTRUCTION. 1. DO NOT INTERRUPT ANY SERVICES (WATER, PLUMBING, FIRE SPRINKLER, ETC.) WITHOUT PRIOR WRITTEN APPROVAL OF THE OWNER. 2. MAINTAIN FIRE SPRINKLER AND FIRE ALARM SYSTEM IN OPERATING CONDITION AT ALL TIMES. NOTIFY THE OWNER AND COORDINATE AT LEAST 48 -HOURS BEFORE PARTIALLY OR COMPLETELY DISABLING THE FIRE SPRINKLER OR FIRE ALARM SYSTEMS. PROVIDE FIRE -WATCH AS REQUIRED BY THE JURISDICTION. 3. THE CONTRACTOR SHALL LOCATE ALL EXISTING UNDERGROUND UTILITIES WITHIN PROXIMITY OF THE WORK AREA PRIOR TO EXCAVATION. AVOID CUTTING EXISTING CONDUIT OR PIPE EMBEDDED WITHIN FLOOR SLAB OR DIRECTLY BENEATH FLOOR SLAB, LASER SCAN OR SIMILAR METHOD SHALL BE CONDUCTED BY CONTRACTOR PRIOR TO CUTTING CONCRETE FLOOR. 4. THE CONTRACTOR IS RESPONSIBLE FOR REPAIRING OR REPLACING ITEMS DAMAGED DURING DEMOLITION AND CONSTRUCTION. 5. WHEN CUTTING AND PATCHING, THE CONTRACTOR SHALL USE METHODS LEAST LIKELY TO DAMAGE ELEMENTS RETAINED OR ADJOINING SURFACES. CUT HOLES AND SLOTS AS SMALL AS PRACTICAL/POSSIBLE, NEATLY TO SIZE REQUIRED AND WITH MINIMUM DISTURBANCES OF ADJACENT MATERIALS. 6. WHERE EXISTING CONSTRUCTION IS REMOVED, CUT OR OTHERWISE DISTURBED, PATCH TO MATCH THE EXISTING ADJACENT SURFACES. SEAMS TO BE AS INVISIBLE AS PRACTICAL. REPAIRED FINISHES SHALL BE EXTENDED TO THE NEAREST VISUAL BREAK LINES SUCH AS CORNERS, CEILING LINES, TOP OF BASE, ETC. 7. THE CONTRACTOR SHALL REMOVE ALL RUBBLE AND DEBRIS FROM THE JOBSITE DAILY AND LEAVE THE BUILDING AND GROUNDS BROOM CLEAN UPON COMPLETION OF THE WORK. OPERATION NOTES CONTRACTOR SHALL REVIEW CONSTRUCTION BARRIERS AND DUCT CONTROL WITH STORE MANAGER PRIOR TO CONSTRUCTION. AFF A. CLR CLG CMU CONC CONT ELEV EQ EQPMNT EVAC (E) EXIST EXP FRPP GFP HT MFR MIP OPN'G PF -A REFRIG SF SIM SSTC TYP UNO VIF ABOVE FINISHED FLOOR (SLAB) ARCHITECTURAL CLEAR CEILING CONCRETE MASONRY UNIT CONCRETE CONTINUOUS ELEVATION EQUAL EQUIPMENT VACUUM DRAINAGE SYSTEM EXISTING EXISTING EXPANSION FIBER REINFORCED PLASTIC PANEL GYPSUM FIBER PANEL HEIGHT MANUFACTURER METAL INSULATED PANELS OPENING POLYMER FLOORING REFRIGERATION SQUARE FEET SIMILAR STAINLESS STEEL COVED BASE TYPICAL UNLESS NOTED OTHERWISE VERIFY IN FIELD VICINITY MAP TUKWILA PKWY SOUTH CENtER PKWY ANDOVER PIWY WEST ANDOVER PKWY EAST COSTCO DRIVE S. 180TH WEST VALLEY HWY cir 7-7 11 0 .07OR PLAN EXISTING PLATFORM (HATCHED) EXTENDED PLATFORM (SHADED) ENLARGED PLAN OFFICE CEILING BELOW RAIL TO MATCH EXISTING TUKWILA, WASHINGTON LOCATION #006 400 COSTCO DRIVE TUKWILA, WA 98188 COSTCO WHOLESALE CORPORATION 999 LAKE DRIVE ISSAQUAH, WA 98027 T: 425.313.8100 206 962 6500 MG2.corn PERMIT DRAWING SHEET & SUBMITTAL ARCHITECTURAL BY MG2 (COVER SHEETS) A101 FLOOR PLANS, ELEVATIONS, SCHEDULE & NOTES STRUCTURAL S0.1 GENERAL NOTES, PARTIAL FRAMING PLAN, AND SECTIONS UPlumbing LEI/Ga4 Piping City of Tukwila BUILDING DIVISION HHS COLUMN PER FILE CO7Y STRUCTURAL Permit No. DE 10 ,,;ruVal is subject to errors and un:ssions. Approval of construct:on documents doos no; C.1.1::1:riZa the violation of any adopted cede cr ordincncc. REVISIONS No changes shall be made to the scope Of work witho! it prior approval of NOTE: Revisions will require a new plan submittEo and may include additional plan review fc,cs - "7 RECEIVED CITY OF TUKWILA 8" LADDER TYPICAL METAL STUD WALL WHERE OCCURS 1" DIA STEEL RUNGS WELD TO RAILS C3 X 5 STL RAILS SET 2'-0" APART GC NOTE: PAINT ENTIRE LADDER OC TYPICAL -1/2" THRU BOLT CENTER ON FLANGE 7—EXISTING FLOOR CHAIN OCT 0 9 2018 PER CENTER B Is. 1 TOP OF WD TRIM GUARD RAIL TO MATCH EXISTING BOT OF CART RAIL FRPP VIEW FROM CORRIDOR City of Tukwila BUILDING DIVISION RUSSELL H. HAZZARD, ARCHITECT MG2. All rights reserved. No part of this document may be reproduced in any form or by any means without permission in writing from MG2. A DATE DESCRIPTION 10/4/18 PERMIT SUBMITTAL REVIEWED FOR CODE COMPLIANCE APPROVED pt0_\fT 2 3 Oa_. 1 Ci‘y of Tukwila BUILDING DIVISION 93-0440-32 PM: KEN WONG DRAWN: DM FLOOR PLAN AND ELEVATIONS A101 LA_pre88\87022\87022033-3\Costco Tukwila -S1,1 -New Ptatform Extension-48-87022033-3,dwg, 10-01-18, 2134pm, prakashp, 48 GENERAL NOTE REMODEL THE FOLLOWING NOTES APPLY UNLESS NOTED OTHERWISE - ASTM'S NOTED ARE TO BE LATEST EDITION. 1. DESCRIPTION Building Name & Site Location Costco Wholesale - Tukwila, WA 2. DESIGN CODE AND STANDARDS Applicable Code (Edition/Name) - 2015 International Building Code (IBC) Other documents referenced by these notes shall be the specific edition referenced by the building code specified above, or if not specified, shall be the latest edition. Code supplement & Date - see snow (rain factor) 3. DESIGN LOADS a. Platform Live Load b. Seismic c. Load Combinations 40 psf Risk Category II Ss =1.433, S, = 0.534, le = 1.0, Site Class "D" and Sos = 0.956, Sp, = 0.534. Seismic Design Category = "D" All Code required load combinations are to be used in the building design. OSHA STANDARDS THE GENERAL CONTRACTOR SHALL BE RESPONSIBLE FOR ALL PROVISIONS OF THE CURRENT OSHA STANDARDS. THE GENERAL CONTRACTOR SHALL REVIEW THESE STRUCTURAL DRAWINGS FOR ANY NONCOMPLIANCE WITH OSHA STANDARDS, TAKING INTO ACCOUNT THE GENERAL CONTRACTOR'S MEANS AND METHODS. THE GENERAL CONTRACTOR SHALL INFORM ENW OF ANY NONCOMPLIANCE SO THE DRAWINGS MAY BE MODIFIED FOR COMPLIANCE PRIOR TO CONSTRUCTION. THE GENERAL CONTRACTOR IS TOTALLY RESPONSIBLE FOR MEANS AND METHODS AS WELL AS JOBSITE SAFETY ON THIS PROJECT. SPECIAL INSPECTIONS INSPECTIONS ARE TO BE PER THE CODE INDICATED ABOVE AND ARE TO BE BY AN INDEPENDENT TESTING LAB APPROVED PRIOR TO STARTING CONSTRUCTION BY THE BUILDING DEPT. AND THE ARCHITECT. INSPECT ALL SHOP WELDING UNLESS THE SHOP IS CERTIFIED BY THE LOCAL BUILDING DEPARTMENT. FRAMING LUMBER (27) GRADES & STRESSES SHALL CONFORM WITH LATEST EDITION OF "WESTERN LUMBER GRADING RULES", WWPA OR "STANDARD NO. 17 GRADING RULES FOR WEST COAST LUMBER", WCLIB. ALL LUMBER S4S AND S -DRY UNLESS NOTED OTHERWISE. UNLESS NOTED OTHERWISE, USE THE FOLLOWING: VISUALLY GRADED DIMENSION LUMBER (2" TO 4" THICK BY 2" & WIDER) STUDS TYPICAL STUDS WHERE NOTED JOISTS & RAFTERS - TYPICAL JOISTS & RAFTERS - WHERE NOTED PLATES & LEDGERS BEAMS & HEADERS - TYPICAL VISUALLY GRADED TIMBERS (5"X5" & LARGER) BEAMS & STRINGERS (WIDTH MORE THAN 2" OF THICKNESS POSTS & TIMBERS (WIDTH 2" OR MORE OF THICKNESS) SPECIES GRADE BASE VALUE Fb DOUG FIR DOUG FIR DOUG FIR DOUG FIR DOUG FIR DOUG FIR STANDARD #2 #2 #1 #2 #2 550 PSI 900 PSI 900 PSI 1000 PSI 900 PSI 900 PSI DOUG FIR #1 1350 PSI DOUG FIR #1 1200 PSI EACH PIECE SHALL BEAR A VALID GRADE STAMP THAT IS NOT TO BE REMOVED. BOLT HEADS AND NUTS BEARING AGAINST WOOD SHALL BE PROVIDED WITH STANDARD CUT WASHERS. ALL BASE VALUE STRESSES TO BE ADJUSTED WITH APPROPRIATE SIZE FACTORS. ALL WOOD IN CONTACT WITH CONCRETE OR MASONRY SHALL BE PRESERVATIVE TREATED. • USE STANDARD LENGTH COMMON NAILS CONFORMING WITH FEDERAL SPECIFICATION FF -N -105B FOR ALL NAILING EXCEPT WHERE SHORTER NAILS PROVIDE THE REQUIRED PENETRATION IN DIAPHRAGMS. ALL FASTENERS, CONNECTORS, AND ANCHORS IN CONTACT WITH PRESSURE TREATED WOOD SHALL BE STAINLESS STEEL, ZMAX (G185 HDG PER ASTM A653), HOT -DIP GALVANIZED (HDG) PER ASTM A123 FOR CONNECTORS AND ASTM A153 FOR FASTENERS, OR MECHANICALLY GALVANIZED FASTENERS PER ASTM B695, CLASS 55 OR GREATER. PROVIDE MIN. NAILING PER IBC TABLE 2304.10.1 UNLESS NOTED OTHERWISE. ALL HANGERS, TIES AND CONNECTORS ARE SIMPSON. OTHER MANUFACTURERS WITH ICC -ES APPROVED LOAD CAPACITIES EQUAL TO OR GREATER THAN THAT SPECIFIED MAY BE USED. NAIL ALL HOLES WITH NAILS AS SPECIFIED BY MANUFACTURER. CUT NO HOLES IN ANY STRUCTURAL FRAMING WITHOUT ENGINEERS APPROVAL, EXCEPT THAT 1 -INCH DIAMETER HOLES MAY BE DRILLED IN 2X STUDS AND PLATES -NO MORE THAN ONE HOLE EVERY 6 -INCHES. SPECIAL CONDITIONS CONTRACTOR SHALL VERIFY ALL DIMENSIONS IN THE FIELD AND SHALL PROVIDE ADEQUATE SHORING AND BRACING OF ALL STRUCTURAL MEMBERS DURING CONSTRUCTION. CONTRACTOR SHALL NOTIFY ENGINEER OF ALL FIELD CHANGES PRIOR TO INSTALLATION. NOTE TO MECHANICAL AND ELECTRICAL TRADES CONTRACTOR SHALL SUBMIT PLANS SHOWING LOCATION, LOAD AND ANCHORAGE OF ALL HANGERS SUPPORTING ANY MECHANICAL ELECTRICAL, PLUMBING OR SPRINKLER LOADS IN EXCESS OF 50 POUNDS. ANY ROOF MOUNTED EQUIPMENT SHALL BE INCLUDED IN THESE PLANS AND SHALL SHOW LOADS AND LOCATIONS. THESE SHALL BE SUBMITTED TO ENGINEERS. NORTHWEST FOR REVIEW PRIOR TO INSTALLATION OF ANY OF THIS EQUIPMENT. SEE DETAILS ON DRAWING S5.1 FOR SUPPORTING LOADS FROM ROOF JOISTS. ALL DETAILS OF CONNECTIONS TO THE STRUCTURE FOR EQUIPMENT SHALL BE BY THE SUPPLIER OF THAT EQUIPMENT. THE BUILDING DEPARTMENT REQUIRES A SUBMITTAL FOR PLAN CHECK REGARDING THE DESIGN OF THESE DETAILS, IT IS THE RESPONSIBILITY OF THE EQUIPMENT SUPPLIER TO PROVIDE THIS SUBMITTAL. NEW GUARD RAIL CONT. BOT. PLATE PER "TYP. GUARD RAIL DETAIL" NEW 2x12 CONT. RIM BOARD w/ FINISH PER ARCH. FASTEN w/ 10d x 0'-2-8" SINKER NAILS @ 8" O.C. OR CONSTRUCTION ADHESIVE 3 SIDES [T.O.W. PER ARCH] EXIST. 1x RIM BOARD TO REMAIN EXIST. DBL. TOP PLATE (CONTR. TO VFY.) EXIST. 2x4 STUD WALL w/ GWB SHEATHING EA. SIDE NEW 2x BLKG. BTWN. JOISTS TO MATCH JOIST DEPTH ABBREVIATIONS ARCH. ARCHITECT BAL. BALANCE B. OR BOT. BOTTOM BTWN. BETWEEN BLDG. BUILDING BRG. BEARING C.I.P. CAST IN PLACE C.J. CONSTRUCTION JOINT CL CENTERLINE CLR. CLEAR CMU CONCRETE MASONRY UNIT COL. COLUMN CONC. CONCRETE C.S.J. CLOSURE STRIP JOINT EA. • EACH E.E. EACH END E.F. EACH FACE E.J. EXPANSION JOINT EL. OR ELEV. ELEVATION E.N.W. OR ENW ENGINEERS NORTHWEST EQ. EQUAL E.S. EACH SIDE E.W. EACH WAY F.O.C. FACE OF CONCRETE F.O.S. FACE OF STUD F.O.W. FACE OF WALL FTG. FOOTING GA. GAGE GALV. HOT DIP GALVANIZED G..B. GYPSUM WALL BOARD H. OR HORIZ. HORIZONTAL I.B.C. INTERNATIONAL BUILDING CODE I.C.C. INTERNATIONAL CODE COUNCIL LF INSIDE FACE INC. INCLUDING K KIP (1000 POUNDS) L.W. LONG WAY M.B.S. METAL BLDG SUPPLIER N.F. NEAR FACE N.T.S. NOT TO SCALE oc ON CENTER O.F. OUTSIDE FACE O.S. OUTSIDE O.T.O. OUT TO OUT PL PLATE REINF. REINFORCING REM. REMAINDER R.O. ROUGH OPENING SECT. SECTIONS SIM. SIMILAR S.J SHRINKAGE JOINT STL. STEEL SW SHEARWALL SYMM. SYMMETRICAL T. TOP T..B. TOP OF BEAM T..F. TOP OF FOOTING T..S. TOP OF STEEL TOP OF SLAB T..W. TOP OF WALL TYP. TYPICAL AT ALL SIMILAR PLACES U.N.O. UNLESS NOTED OTHERWISE V.E.F. VERTICAL EACH FACE VERT. VERTICAL V.F.F. VERTICAL FAR FACE VFY VERIFY V.I.F. VERTICAL INSIDE FACE V.N.F. VERTICAL NEAR FACE V.N.F. VERTICAL OUTSIDE FACE W.A.B.O. WASHINGTON ASSOC. OF BUILDING OFFICIALS w/ WITH w/o WITH OUT W.H.S. • WELD HEAD STUD AT EXIST. T -GRID CEILING TO REMAIN RE -ATTACH WIRES TO NEW JOISTS NEW PLYWOOD SHEATHING PER PLAN NEW 2x JOISTS PER PLAN EXIST. SPRINKLER TO REMAIN RE -ATTACH HANG ROD TO NEW JOISTS w/ 4x4 BLKG. JOIST TO JOIST AS SHOWN w/ SIMPSON LUS44 HANGER EA. END & THRU CONN. w/ DBL. NUT NEW PLYWOOD SHEATHING PER PLAN NEW 2x JOISTS PER PLAN SECTION 3/4" PLYWOOD SHEATHING THIS SIDE w/2X4 @ CENTER NEW SIMPSON EPC44 POST CAP INSTALL PER MNFR. RECOMMENDATIONS s ELEV. PER ARCH. NEW 4x4 DF -L #2 POST NEW SIMPSON A24 CLIP E.S. w/ 1/2"0x0'-3" LAG SCREW TO EXIST. TOP PLATE & 1 1/2"0 THU BOLT TO 4x POST REMOVE (E) GAURDRAIL ELEV. PER ARCH. NEW 4x BEAM PER PLAN 3/4" = 1'-0" NEW PLYWOOD SHEATHING PER PLAN NEW 4x BEAM PER PLAN NEW 2x4 BRACE EA SIDE w/6-16dx0'-3" NAILS EA. END ADD 2x4 STUD UNDER NEW 4x4 COLUMN SECTION EXISTING T -GRID CEILING TO REMAIN DTL. 1 SIM. PROVIDE 45° DEGREE MITER TYP. @ CORNERS w/ NAILING AS SHOWN d w Ci La 2-16d x 0'-3" NAILS crTOP PLATE TO POST CONT. 2x4 TOP PLATE NEW SIMPSON EPC44 POST CAP INSTALL PER MNFR. RECOMMENDATIONS s ELEV. PER ARCH. NEW 4x4 DF -L #2 POST NEW SIMPSON A24 CLIP E.S. w/ 1/2"0x0'-3" LAG SCREW TO EXIST. TOP PLATE & 1 1/2"0 THU BOLT TO 4x POST ADD 2x4 STUD UNDER NEW 4x4 COLUMN NEW PLYWOOD SHEATHING PER PLAN NEW 4x BEAM PER PLAN SECTION NEW 2x4 BRACE EA SIDE w/6-16dx0'-3" NAILS EA. END EXISTING T -GRID CEILING TO REMAIN NEW PLYWOOD SHEATHING PER PLAN 2x4 RAIL w/ 2-16d x 0'-3" NAILS @ EA. POST 11 SECTION 3/4" = 1'-0" NEW GUARD RAIL POST & CONT. BOT. PLATE PER "TYP. GUARD RAIL DETAIL" ELEV. PER ARCH. 0 NEW 4x FRAMING PER PLAN w/ SIMPSON LU/HU HGR. @ EA. END -.I 4x4 POSTS @ 4'-0"oc CONT. 2x4 BOT. PLATE �l 0 1 1 1 1 1111 DTL. 2 1 1/2" = 1'-0" ckl, 16d x 0'-3" NAILS @ 6" O.C. STAGGERED BOT. PLATE TO FRMG. 2-16d x 0'-3" NAILS BOT. PLATE TO POST PROVIDE 45° DEGREE MITER TYP. @ CORNERS w/ NAILING AS SHOWN TYPICAL GUARD RAIL DETAIL SECTION NOTES: 1.) VERIFY LOCATION WITH ARCH. DTL. 1 1 1/2" = 1'-0" 3/4" = 1'-0" ELEV. PER ARCH. 3/4" =1'-0" E2x1P DF -L#2 ADD STUD BELOW '`. NEW BEAM (E) 4x12 DF -L 1 I 1 2x12 DF -L #2 FRIG. @ 2'-0" O.C. w/ SIMPSON LU HANGER 76 4x BEAM & SEATED ONN. @ WALL w/BLKG..� l 4x12 DF -L #1 w/ SEATED CONN. @ WEST WALL & POST CONN. @ POST • \ \ 4x12 DF #2 w/ ON HU HANGE \ •\ •\ 3/4" T.&G. PLYWOOD GLUE & NAIL w/ 10dx1 1/2" NAILS @ 6"oc EDGES & 12"oc FIELD O PLATFORM FRAMING PLAN 1/4"EID AREA OF WORK n U REVIEWED FOR CODE COMPLIANCE APPROVED OCT 23 2018 City of Tukwila BUILDING DIVISION KEY PLAN w 0 10-02-2018 DRAWN: P. PATEL NEW PLATFORM EXTENSION 400 COSTCO DRIVE TUKWILA, WA. 98188 II DRAWING SUBMITTALS SUBMIT FOR PERMIT SUBMIT FOR BID SUBMIT FOR CONSTRUCTION ci z w Q 0 01 DRAWN: P. PATEL NEW PLATFORM EXTENSION 400 COSTCO DRIVE TUKWILA, WA. 98188 II DRAWING REVISIONS O z FF-177-1_GENERAL NOTES, PARTIAL FRAMING PLAN, AND SECTIONS ONTENTS: 01 DRAWN: P. PATEL NEW PLATFORM EXTENSION 400 COSTCO DRIVE TUKWILA, WA. 98188 II JOB NO: 87022033-3 ENGINEER: J. SAGDAHL DRAWN: P. PATEL DATE: 09-13-2018 SHEET NO: soul