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HomeMy WebLinkAboutPermit D15-0275 - COTTAGE CREEK CONDO - REPAIR DAMAGED CARPORTCOTTAGE CREEK CONDO � W-A I Ilk i i Eel 15344 62 AVE S BLDGA D15-0275 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 Parcel No: 1770500000 Permit Number: D15-0275 Address: 15344 62ND AVE S BLDG A Issue Date: 1/7/2016 Permit Expires On: 7/5/2016 Project Name: COTTAGE CREEK CONDO - CARPORT Owner: Name: Address: , , WA, Contact Person: Name: STEPHEN TAPP Phone: (206) 459-5151 Address: 2330 E MADISON ST, SEATTLE, WA, 98112 Contractor: Name: D & J CUSTOM METAL FAB INC Phone: (206) 242-3238 Address: 11615 12TH AVE S , SEATTLE, WA, 98168 License No: DJCUSMF011MH Expiration Date: 5/1/2016 Lender: Name: COTTAGE CREEK CONDOMINIUM ASSOCIATION Address: PO BOX 88344, TUKWILA, WA, 98138 DESCRIPTION OF WORK: REPLACE DAMAGED ROOF AND STRUCTURE ON EXISTING CARPORT Project Valuation: $11,671.20 Fees Collected: $557.86 Type of Fire Protection: Sprinklers: NO Fire Alarm: NO Type of Construction: IIB Occupancy per IBC: U Electrical Service Provided by: TUKWILA FIRE SERVICE Water District: TUKWILA Sewer District: TUKWILA SEWER SERVICE Current Codes adopted by the City of Tukwila: International Building Code Edition: 2012 National Electrical Code: 2014 International Residential Code Edition: 2012 WA Cities Electrical Code: 2014 International Mechanical Code Edition: 2012 WAC 296-46B: 2014 Uniform Plumbing Code Edition: 2012 WA State Energy Code: 2012 International Fuel Gas Code: 2012 Public Works Activities: Channelization/Striping: Curb Cut/Access/Sidewalk: Fire Loop Hydrant: Flood Control Zone: Hauling/Oversize Load: Land Altering: Volumes: Cut: 0 Fill: 0 Landscape Irrigation: Sanitary Side Sewer: Number: 0 Sewer Main Extension: Storm Drainage: Street Use: Water Main Extension: Water Meter: No- 11*�2v , ) A Permit Center Authorized Signature: I W Date: L I hearby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating construction or the performance of work. I am authorized to sign and obtain this development permit and agree to the conditions attached to this permit. Sign Prirr Date: ^I 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: The special inspections for steel elements of buildings and structures shall be required. All welding shall be done by a Washington Association of Building Official Certified welder. 5: The special inspection of bolts to be installed in concrete prior to and during placement of concrete. 6: When special inspection is required, either the owner or the registered design professional in responsible charge, shall employ a special inspection agency and notify the Building Official of the appointment prior to the first building inspection. The special inspector shall furnish inspection reports to the Building Official in a timely manner. 7: A final report documenting required special inspections and correction of any discrepancies noted in the inspections shall be submitted to the Building Official. The final inspection report shall be prepared by the approved special inspection agency and shall be submitted to the Building Official prior to and as a condition of final inspection approval. 8: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. 9: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 10: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 11: 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. 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 be removed from spaces to be occupied by concrete. 14: VALIDITY OF PERMIT: The issuance or granting of a permit shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of the building code or of any other ordinances of the City of Tukwila. Permits presuming to give authority to violate or cancel the provisions of the code or other ordinances of the City of Tukwila shall not be valid. The issuance of a permit based on construction documents and other data shall not prevent the Building Official from requiring the correction of errors in the construction documents and other data. PERMIT INSPECTIONS REQUIRED Permit Inspection Line: (206) 438-9350 1700 BUILDING FINAL" 0201 FOOTING 0409 FRAMING 4000 SI-CONCRETE CONST 4034 SI-METAL PLATE CONN 4028 SI-REINF STEEL -WELD 4025 SI-STEEL CONST 4026 SI-STRUCT STEEL 4004 SI-WELDING CITY OF TUKWILA Community Development Department Public Works Department • Permit Center 6300 Southcenter Blvd, Suite 100 ' Tukwila, WA 98188 ft://www.TukwilaWA.go Building Permit No. TA • �� Project No. _ Date Application Accepted: ' o Date Application Expires: 4161 use 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 Carport for 6259, 6261, 6265 South 153rd Street, Tukwila, Wa. 98188 VJA4 1770500000 t '�(y[ CARPORT F UNITS 6259,6261,6265 King Co Assessor's Tax No.: Site Address: SOUTH 153r REET Suite Number: Floor: Tenant Name: Cottage Creek Condo Association New Tenant: ❑ ..... Yes ©.. No PROPERTY OWNER Name: Board President - Shana Kirby Address: City: State: Zip: CONTACT PERSON — person receiving all project communication Name: Stephen Tapp Address: 2330 East Madison Street City: Seattle State: Wa. Zip: 98112 Phone: 206-459-5151 Fax: Email: archeng2330@gmail.com GENERAL CONTRACTOR INFORMATION Company Name: D&J Custom Metal Fabricators Address: 11615 - 12th Avenue South City: Seattle State: Wa. Zip: 98168 Phone: 206-242-3238 Fax: Contr Reg No.: DJCUSMF11 MF Exp Date: 4/16/16 Tukwila Business License No.: ARCHITECT OF RECORD Company Name: Stephen Tapp Architect/P.E. Architect Name: Stephen Tapp Address: 2330 East Madison Street City: Seattle State: Wa. Zip: 98112 Phone: 206-459-5151 Fax: Email: archeng2330@gmaii.com ENGINEER OF RECORD Company Name: Stephen Tapp Architect/P.E. Engineer Name: Stephen Tapp Address: 2330 East Madison Street City: Seattle State: Wa. ZIP: 98112 Phone: 206-459-5151 Fax: Email: archeng2330@gmail.com LENDER/BOND ISSUED (required for projects $5,000 or greater per RCW 19.27.095) Name: Gnl Address: CityT Stat&,,)q Zip•10 H:\Applications\Forms-Applications On Line\2012 ApplicationsTermit Application Revised - 2-7-12.docx Revised: February 2012 Page 1 of 4 BUILDING PERMIT INFORMATI — 206-431-3670 Valuation of Project (contractor's bid price): $ 15,000 Existing Building Valuation: $ 250 Describe the scope of work (please provide detailed information): EXISTING CARPORT REPLACE DAMAGED ROOF AND STRUCTURE ON Will there be new rack storage? ❑ ....Yes EN..No If yes, a separate permit and plan submittal will be required. Provide All Building Areas in Square Footage Below Existing Interior Remodel Addition to Existing Structure New Type of Construction per IBC Type of Occupancy per IBC I51 Floor 2 nd Floor 3 rd Floor Floors thru Basement Accessory Structure* Attached Garage Detached Garage 720 SQ.FT. to be 720 SQ.FT. I16 U Attached Carport demolished 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: N/A 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: 2 Compact: Handicap: Will there be a change in use? ❑ ....... Yes ® ....... No If "yes", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: ❑ ....... Sprinklers ❑ .......Automatic Fire Alarm ®....... None ❑....... Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ .......Yes ❑ ...... No If `yes', attach list of materials and storage locations on a separate 8-112" x I " 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:\Applications\Form,-Applications On Line\2012 ApplicationsWermit Application Revised - 2-7-12.docx Revised: Fcbmary 2012 Page 2 of 4 - I PUBLIC WORKS PERMIT INFk,.,. IATION — 206-433-0179 Scope of Work (please provide detailed N/A Call before you Dig: 811 Please refer to Public Works Bulletin #1 for fees and estimate sheet. Water District ® .. Tukwila ❑ ... Water District # 125 ❑... Highline El ... Renton ❑ .. Water Availability Provided Sewer District ® .. Tukwila ❑ ...Valley View El ... Renton El ... Seattle ❑ .. Sewer Use Certificate ❑ ...Sewer Availability Provided N/A 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. N/A Submitted with Application (mark boxes which apply): ❑ .. Civil Plans (Maximum Paper Size — 22" x 34") ❑ .. Technical Information Report (Storm Drainage) El ... Geotechnical Report El.. Traffic Impact Analysis ❑ .. Bond ❑... Insurance ❑... Easement(s) ❑... Maintenance Agreement(s) El.. Hold Harmless — (SAO) ❑ .. Hold Harmless — (ROW) N/A Prolosed Activities (mark boxes that apply): ❑ .. Right-of-way Use - Nonprofit for less than 72 hours El ... Right-of-way Use - Profit for less than 72 hours ❑ .. Right-of-way Use - No Disturbance ❑... Right-of-way Use — Potential Disturbance ❑ .. Construction/Excavation/Fill - Right-of-way ❑ Non Right-of-way ❑ N/A ❑ .. Total Cut cubic yards .. Total Fill cubic yards ❑ .. Sanitary Side Sewer ❑ .. Cap or Remove Utilities ❑ .. Frontage Improvements ❑ .. Traffic Control ❑ .. Backflow Prevention - Fire Protection Irrigation Domestic Water El ... Work in Flood Zone [I ... Storm Drainage ... Abandon Abandon Septic Tank ... Curb Curb Cut ... Pavement Pavement Cut El ... Looped Fire Line ❑ .. Permanent Water Meter Size (1) WO #_ ❑ .. Temporary Water Meter Size (1) WO # ❑ .. Water Only Meter Size........... WO # ❑ .. Sewer Main Extension............ Public ❑ Private ❑ ❑ .. Water Main Extension............ Public ❑ Private ❑ FINANCE INFORMATION Fire Line Size at Property Line _ ❑ .. Water El.. Sewer Monthly Service Billing to: Mailing Water Meter RefundBillina: Name: ❑ ... Grease Interceptor El ... Channelization ❑... Trench Excavation El ... Utility Undergrounding (2) " WO # (3) WO # (2) " WO # (3) WO # ❑ .. Deduct Water Meter Size " Number of Public Fire Hydrant(s) ❑ .. Sewage Treatment Day Telephone: City Day Telephone: State Zip Mailing City State Zip H:Wpplications\Forms-Applications On Line\2012 ApplicationsTermit Application Revised - 2.7-12.docz RevicM-Fe.hn rv7m7. PapeI nf4 PERMIT APPLICATION NOTES — Value of Construction — In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the Permit Center to comply with current fee schedules. Expiration of Plan Review — Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. The Building Official may grant one or more extensions of time for additional periods not exceeding 90 days each. The extension shall be requested in writing and justifiable cause demonstrated. Section 105.3.2 International Building Code (current edition). I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. BUILDING OWNER OR AUTII AG Signature: Stephen Tapp Print Name: Mailing Address: 2330 East Madison Street Day Telephone: Seattle, City Date: 10/16/15 206-459-5151 Wa. 98122 State Zip H:\Applications\Forms-Applications On Linet2012 ApplicationsTermit Application Revised - 2-7-12.docx Revised: February 2012 Page 4 of 4 , DESCRIPTIONS PermitTRAK ACCOUNTQUANTITY PAID $716.08 D15-0216 Address: 15344 62ND AVE S Apn: 1770500000 $408.02 DEVELOPMENT $388.80 PERMIT FEE R000.322.100.00.00 0.00 $384.30 WASHINGTON STATE SURCHARGE B640.237.114 0.00 $4.50 TECHNOLOGY FEE $19.22 TECHNOLOGY FEE R000.322.900.04.00 0.00 $19.22 D15-0275 Address: 15344 62ND AVE S BLDG A Apn: 1770500000 $308.06 DEVELOPMENT $308.06 PERMIT FEE TOTAL FEES PAID BY RECEIPT:. R000.322.100.00.00 0.00 $308.06 i' Date Paid: Thursday, January 07, 2016 Paid By: D & J CUSTOM METAL FABRICATION Pay Method: CHECK 1834 amm Printed: Thursday, January 07, 2016 1:43 PM 1 of 1 - : ,vsreMs DESCRIPTIONS• PermitTRAK QUANTITY PAID $249.80 D15-0275 Address: 15344 62ND AVE S BLDG A Apn: 1770500000 $249.80 DEVELOPMENT $233.52 PERMIT FEE R000.322.100.00.00 0.00 $17.44 PLAN CHECK FEE R000.345.830.00.00 0.00 $211.58 WASHINGTON STATE SURCHARGE 13640.237.114 0.00 $4.50 TECHNOLOGY FEE $16.28 TECHNOLOGY FEE TOTAL FEES PAID BY RECEIPT: R6461 R000.322.900.04.00 0.00 $16.28 $249.80 Date Paid: Monday, October 19, 2015 Paid By: COTTAGE CREEK HOA Pay Method: CHECK 2984 Printed: Monday, October 19, 2015 12:21 PM 1 of 1 II'jj'"" LJSY57EM5 INSPECTION RECORD _ 7' Retain a copy with permit P �� PECTION N0. PERMIT N0. CITY OI` TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project:- Typ f In pecti / r Add rgss:lle to , Date Call Special I structions: Date Wanted: a.m. p.m. lReque;ter. Phone No: Approved per applicable codes. LJ Corrections required prior to approval. OM MENTS: o �( -ezc fAk� Inspector: Date: L/_ REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. t INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY O TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Prgjec : C��� Type of lnsp cttpn: Address: l S-3 � D�� lled- edalInstructions: �/�i c�((� `r`+�( T4 Date anted: a.m. — P.M. Re ester: Phone No: zor--7(3 - 3T qo Inspector: Dat 9 / ❑ REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. Stephen Tapp Architect / P.E. 2330 East Madison Street Seattle, Washington 98112 (206)320-0534 Cell (206) 459-5151 April 22, 2016 Bill Rambo Department of Community Development 6300 Southcenter BLVD, Suite #100 Tukwila, Washington 98188 Project: Cottage Creek Condos Carport Replacement 6259,6261,6263,6265 South 153d Avenue Tukwila, Washington 98188 Building Permit Number: D15-0275 ' Final Review of Installation: 4/22/16 Bill, My office has reviewed the final installation of the replacement structure for the above mentioned damaged carport rebuild. The installation of new materials, connections, and workmanship is in conformance with my structural design intent and the parameters 2012 IBC and is therefore approved as installed. Sincerely, Stephen Tapp I 1 Stephen Tapp Architect/P.E. 2330 East Madison Street Seattle, Washington 98112 Office (206) 320-0534 Cell (206) 459-5151 rIL =�m Engineering Calculations Steel Beam and Column Calculations Lateral Engineering Analysis for Seismic Loading for Damaged Carport Replacement Cottage Creek Condominiums 6259, 6261, 6263, 6265 South 153rd Street Tukwila, Washington 98188 REVIEWED FOR COMPLIANCE WITH REQUIREMENTS OF THE 2012 CODE Job Number: T15J5 August 2015 Code: 2012 IBC REVIEWED FOR CODE COMPLIANCE APPROVED NOV 0 5 2015 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKVVILA OCT 19 2015 PERMIT CENTER 8/21/2015 1:52 PM DI- • 0 Loading Requirements ASCE 7-10 Codes 2012 IBC AISC/ASD Ninth Edition ACI 11 NDS 2007 SEAW Rapid Solutions Methodology for Wind Design Wind Design Wind Speed = 90 mph Wind Exposure = `B' Soil Loads (assumed) No soils report available Assumed Soil Density =120 pcf Assumed Soil Bearing Pressure =1500 psf Building Loads Snow Load (SN) = 25 psf Roof (DL) =15 psf, Earthquake Design Data 1) Occupancy Category = I ASCE 7-05 Table 1- Occupancy Importance Factor Ie =1 ASCE 7-05 Table 11.5-1 Seismic Use Group = I 2) Mapped Spectral Response Accelerations ASCE 7-05 Fig 22-1, 22- 2 Latitude = 47.47 deg North Longitude =-122.26 deg West Location = Tukwila, Washington, 98188 Maximum Ground Motions, 5% Dampin& from USGS Mans Ss = 1.342 g, 0.2 sec response S1= .462 g,1.0 sec response 3) Site Classification ASCE 7-05 Table 20-3.1 Assumed D C 4) Site Coefficients Fa = 1.00 FV = 1.54 (D ASCE Table 7-0511-4.1. Table 114.2 5) Maximum Considered Earthquake Acceleration ASCE 7-0511.4.3 SMS = Fa * SS =1.34 SM1=Fv*SI= .711 6) Design Spectral Acceleration SDs = SMs * 2/3 = .894 SDI = SM! * 2/3 = .474 7) Seismic Design Category D 8) Basic Seismic Force Resisting System Force Resisting System Ordinary steel moment frames Response Modification Factor (R) =3.5 System Over Streneth Factor `Wo" = 3.00 Deflection Amplification factor `Cd" = 3.00 9) Analysis Procedure The Equivalent Lateral Force Procedure ASCE 7-0511.4.4 ASCE 7-05 Tablel 1-6.1, Table 11-6.2 ASCE 7-05 Table 12-2.1 ASCE 7-0512.6 ASCE 7-0512.8 10) Building Period ASCE 7-0512.8.2 Structure Tvve for Building Period Calculation r All Other Structural Systems "Ct" value = .028 ASCE 7-05 Table 12.8-2 "x" value = .80 `ha' = 7.5' "Ta" = Ct*(hnAx) Approx. Fundamental Period ASCE 7-05 Eq. 12.8-7 .133 "Cu" =1.4 ASCE 7-05 Table 12.8-1 Per ASCE 7-0512.8.2 True Fundamental Period < (1.4)*(.224) = .313 11) "Cs" Response Coefficient ASCE 7-0512.8.1.1 SDs = .894 SDI = .474 SI = .462 g `R' = 3.5 MA "I" =1.00 `TL" = 6 ASCE 7-05 Figure 22-15 (Eq.12.8.2) C. = SDs/(R/1) = .255 Preliminary C, (Eq.12.8-3) C. = SDi/Ta(R/1) = .99 Need Not Exceed (Eq.12.8-5) C, = .04 Shall no be less than (Eq.12.8-6) C, = .5 SAR/1) = .066 Shall not be less than Therefore C, = .26 12) Building Weight "W" = 26.6 K 13) Base Shear ASCE 7-0512.8-1 V=Cs*W (.26) * 26.6 = 6.92 K 14) Vertical Distribution of Seismic Forces See Spread Sheet WITH REQUIREMENTS�101FHE rl 2012 CO E Carport Replacement Title: Job # Cottage Creek Condominiums Dsgnr: Date: 4:33PM, 27 SEP 12 Description Tukwila, Washington 98188 Scope: (� Earthquake Load Calculations Page 1 eMeae a9a condos.eewCakuleUons Description Lateral forces Occupancy Catenory ASCE 7-02 Table 1-1, 2003 IBC Table 1604.5 "1" : Buildings and other structures that represent a low hazard to human life in the event of failu Occupancy Importance Factor = 1.00 ASCE 7-02 9.1.4 Seismic Use Group = I ASCE 7-02 Table 9.1.3 Ground Motion ASCE 7-02 9.4.1.1, 2003 IBC 1615.1 Latitude = 47,443 deg North Longitude = 122.270 deg West Location: SEATTLE, KING County, WA 98188 Max. Ground Motions, 5% Damping, from USGS 1996 maps: S S = 1.342 g, 0.2 sec response S, = 0.462 g,1.0 sec response Site Classification ASCE 7-02 Table 9.4.1.2, 2003 IBC Table 16.15.1.1 "D" : Shear Wave Velocity 600 to 1,200 ft/sec - D Site Coefficients Fa & Fv ASCE 7-02 9.4.1.2.4, 2003 IBC 1615.1.2 (using straight-line interpolation from table values) Fa 1.00 Fv = 1.64 Maximum Considered Eartauake Acceleration ASCE 7-02 Equation 9.4.1.2.4-1 & 2, 2003 IBC Equations 16-38 & 16-39 S MS = Fa * Ss _ 1.342 SM1 =Fv*S1 = 0.711 Design Spectral Acceleration ASCE 7-02 9.4.1.2.5, 2-3 IBC 1615.1.3 S DS = S MS * 2/3 = 0.894 SDI = S MI * 2/3 = 0.474 Seismic Desian Category Basic Seismic Force Resisting System Moment Resisting Frame Systems Ordinary steel moment frames Response Modification Coefficient " R System Overstrength Factor " Wo Deflection Amplification Factor " Cd O ASCE 7-02 9.4.2.1, 2003 IBC 1616.3 (SDS is most severe) ASCE 7-02 Table 9.5.2.2, 2003 IBC Table1617.6.2 NOTE! See ASCE 7-02 for all applicable footnotes. 3.50 Building height Limits: 3.00 Category "A & B" Limit: No Limit 3.00 Category "C" Limit: No Limit Category "D" Limit: Not PermittedP-hi Category "E" Limit: Not PermittedP-hi Category "F" Limit: Not PermittedP-hi WITH REQUIREMENTS OF THE 2012 CODE Carport Replacement Title : Job # Cottage Creek Condominiums Dsgnr. Date: 4:33PM, 27 SEP 12 Description Tukwila, Washington 98188 Scope : O Earthquake Load Calculations Page 2 conne awk cor4n.ftwCalculatiom Description Lateral forces Average Floor Area per Level = 702 fit User defined Shear Carrying % Ratio = 1.000 Reliability Factor " p " = 1.245 Equivalent Lateral Force Procedure ASCE 7-02 9.5.2.5, 2003 IBC 1617.4 The "Equivalent Lateral Force Procedure" is being used according to the provisions of ASCE? 02 9 5 5 Determine Building Period Use ASCE 9.5.5.3.2 -1 Structure Type for Building Period Calculation: STEEL 100% Moment Resisting Frame " Ct " value = 0.028 " hn " : Height from base to highest level = 7.00 " x "value = 0.80 " Ta " Approximate fundemental period using Eq. 9.5.5.3.2 -1 : Ta = Ct * (hn ^ x) = 0.133 " Cu " factor from Table 9.5.5.3.1 = 1.40 Per ASCE 9.5.5.3.1 the true fundamental Building Period shall not exceed: = 0.186 sec Building Period " Ta " Calculated from Approximate Method selected = 0.133 sec " Cs " Response Coefficient ASCE 7-02 9.5.5.2.1 SDS : Short Period Design Spectral Response per 9.4.1.2 = 0.894 " R " : Response Modification Factor from 9.5.2.2 = 3.50 " I " : Occupancy Importance Factor from 9.1.4 = 1.00 From Eq. 9.5.5.2.1-1 : Preliminary Cs = 0.26 From Eq. 9.5.5.2.1-2 Cs need not exceed = 0.00 From Eq. 9.5.5.2.1-3 & 4 Cs shall not be less than = 0.04 9.5.5.2.1 : Seismic Response Coefficient 0.26 Seismic Base Shear ASCE 7-02 9.5.5.2 Cs = 0.2555 from 9.5.5.2.1 W ( see Sum Wi below) = 26.60 k Seismic Base Shear V = Cs * W = 6.80 k Vertical Distribution of Seismic Forces ASCE 7-02 9.5.5.4 " k " : hx exponent based on Ta = 1.00 Table of building Weiahts by Floor Level___ Level # Wi: Weight Hi : Height Wi * Hi"k Cvx Fx=Cvx * V Sum Story Shear Sum Story Moment 1 26.60 7.50 199.50 1.00 6.80 6.80 0.00 Sum Wi = 26.60 k Total Base Shear = 6.80 k Sum (Wi * HIAk) = 199.5 k-ft Base Moment = 51.0 k-ft Dfaphraam Forces : Seismic Desi-qn Category " D ", " E " & " F " ASCE 7-02 9.5.2.6.4.4 Level # Wi Fi Sum Fi Sum Wi Fpx 1 26.60 6.80 6.80 26.60 6.80 WITH REQUIREMENTS OF THE 2012 CODE t Carport Replacement Tit1e = Cottage Creek Condominiums Dsgnr: Description . Tukwila, Washington 98188 Scope : Description Lateral forces Job # Data: 4:33PM, 27 SEP 12 a Earthquake Load Calculations Page 3 Wpx .................... Weight at level of diaphragm and other structure elements attached to it. Fi ...................... Design Lateral Force applied at the level. Sum Fi .................. Sum of "Lat. Force" of current level plus all levels above MIN Req'd Force @ Level ... 0.20 * S DS* 1 * Wpx MAX Req'd Force @ Level .. 0.40 * S DS * I * Wpx Fpx : Design Force @ Level. Wpx * SUM(x->n) Fi / SUM(x->n) wi, x = Current level, n = Top Level Combination of Load Effects ASCE 7-02 9.5.2.7, 2003 !BC 1617.1.1 D Qe H & V Load Effect E Load Description Dead Load Seismic Load 0.000 0.000 E = p * Cie + 0.20 * SDS * D = 0.000 0.000 0.000 E = p * Qe + 0.20' SDS * D = 0.000 0.000 0.000 t = p - cue + u.zu ' sus - u = 0.000 0.000 0.000 E = p * Qe + 0.20 ' SDS * D = 0.000 0.000 0.000 E = p ' Qe + 0.20 * SDS * D = 0.000 0.000 0.000 E = pQe + 0.20 * SDS * D = 0.000 0.000 0.000 E = P * Qe + 0.20' SDS " D = 0.000 0.000 0.000 E=p*Qe +0.20*SDS *D = 0.000 4 IT � �I 1 l/ ___...__..__.___..�_..__,_._..�._�,..-----_-____1 _._-�._-----....__,--- f STEPHEN TAPP JOB- ARCHITECT/P.E. 2330 East Madison Street SEATTLE, WA 98112 (206) 320-0534 SHEET NO. OF CALCULATED BY " / DATE _ 8/21 /1 5 CHECKED BY DATE SCALE M A7 PL/ I'L,-- fir,, 1 �o /�rfLt &C PROD= 207 • vvl 1 n r%r-wuIRCIvICItl �Vr�� 2012 C D • Carport Replacement Title: Cottage Creek Condominiums Dsgnr: Description: Tukwila, Washington 98188 Description RB-100 Scope: Multi -Span Steel Beam General Information Fy - Yield Stress 50.00 ksi Load Duration Factor 1.15 Spans Considered Continuous Over Supports Span Information Job # Date: 1:47PM, 29 SEP 12 �Q Page 1 cOUP creek condos.ecw.Cak;uWwr Description span t span 2 span 3 Span ft 9.00 18.00 9.00 Steel Section NS39X3x3/16 NSS9X3X3/16 HSS9x3X3/16 End Fixity Free -Pin Pin -Pin Pin -Free Unbraced Length ft 9.00 18.00 9.00 Loads Live Load Used This Span ? Yes Yes Yes Dead Load Wit 0.050 0.050 0.050 Live Load k/ft 0.250 0.250 0.260 Results Mmax L untr K-n U.UU U.UU U.UU @ X = ft 0.00 9.00 0.00 Max @ Left End k-ft 0.00 -12.15 -12.15 Max @ Right End k-ft -12.15 -12.15 0.00 ib : Actual psi 17,449.5 17,449.5 17,449.5 Fb : Allowable psi 34,500.0 34,500.0 34,500.0 sencong OK Sending OK Bending OK fv : Actual psi 862.1 862.1 862.1 Fv : Allowable psi 20,000.0 20,000.0 20,000.0 Reactions & Deflections Shear @ Left k 0.00 2.70 2.70 Shear @ Right k 2.70 2.70 0.00 Reactions... DL @ Left k 0.00 0.90 0.90 LL @ Left k 0.00 4,50 4.50 Total @ Left k 0.00 5.40 5.40 DL @ Right k 0.90 0.90 0.00 LL @ Right k 4.50 4.50 0.00 Total @ Right k 5.40 5.40 0.00 Max. Deflection in -0.910 6.130 -0.910 . @ X = ft 0.00 9.00 9.00 Span/Defiection Ratio 237.4 1,661.4 237.4 Query Values Location ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Shear k 0.00 2.70 2.70 0.00 0.00 0.00 0.00 0.00 Moment k-ft 0.00 -12.15 -12.15 0.00 0.00 0.00 0.00 0.00 Max. Deflection in -0.9098 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 2012 CODE Carport Replacement Title Cottage Creek Condominiums Dsgnr. Description Tukwila, Washington 98188 Scope: Multi -Span Steel Beam Description Steel Roofing Job # Date: 2:42PM, 29 SEP 12 9 Page 1 creek condos.ecwCaWatim General Information Fy - Yield Stress 50.00 ksi Load Duration Factor 1.00 Spans Considered Continuous Over Supports Span information Description I span I span 2 span 3 Span ft 4.00 12.00 4.00 Steel Section T52X2X3/16 T52X2X3/16 T52X2X3/16 End Fb* Free -Pin Pin -Pin Pin -Free Unbraced Length ft 4.00 12.00 4.00 Loads Live Load Used This Span ? Yes Yes Yes Dead Load Wit 0.010 0.010 0.010 Live Load kt t 0.025 0.025 0.025 Results Mmax @ Cntr k-ft 0.00 0.35 0.00 @ X = ft 0.00 6.00 4.00 Max @ Left End k-ft 0.00 -0.28 -0.28 Max @ Right End k-ft -0.28 -0.28 0.00 fb : Actual psi 5,029.9 6,287.4 5,029.9 Fb : Allowable psi 30,000.0 33,000.0 30,000.0 Sending OK Sending OK sending OK tv : Actual psi I 186.7 280.0 186.7 Fv : Allowable psi 20,000.0 20,000.0 20,000.0 Reactions & Deflections Shear @ Left k 0.00 0.21 0.14 Shear @ Right k 0.14 0.21 0.00 Reactions... DL @ Left k 0.00 0.10 0.10 LL @ Left k 0.00 0.25 0.25 Total @ Left k 0.00 0.35 0.35 DL @ Right k 0.10 0.10 0.00 LL @ Right k 0.25 0.25 0.00 Total @ Right k 0.35 0.35 0.00 Max. Deflection in 0.200 -0.393 0.200 @ X = it 0.00 6.00 4.00 Span/Deflection Ratio 1 480.4 366.1 480.4 Query Values Location ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Shear k 0.00 0.21 0.14 0.00 0.00 0.00 0.00 0.00 Moment k-ft 0.00 -0.28 -0.28 0.00 0.00 0.00 0.00 0.00 Max. Deflection in 0.19% 0.0000 0.0000 0.00W 0.0000 0.0000 0.0000 0.0000 Cottage Creek Carports Title : .lob # 12 South 153rd Street/62nd Avenue Sout Dsgnr: Date: 2:48PM, 16 OCT 15 Tukwila, Washington Description: Scope: Steel Column Page 1 cottage creek 6259-6265.ecw:Calculations Description Carport Column General Information Steel Section HSS4X4X318 Fy 45.00 ksi X-X Sidesway : Sway Allowed Duration Factor 1.330 Y-Y Sidesway : Sway Allowed Column Height 7.000 ft Elastic Modulus 29,000.00 ksi End Fixity Fix -Free X-X Unbraced 7.000 ft Kxx 2.000 Live & Short Term Loads Combined Y-Y Unbraced 7.000 ft Kyy 2.000 Loads Axial Load... Dead Load 1.98 k Ecc. for X-X Axis Moments 0.000 in Live Load 4.50 k Ecc. for Y-Y Axis Moments 0.000 in Short Term Load k Point lateral Loads... DL LL ST Height Along Y-Y (strong axis moments) 6.000 k 2.000 ft Along X-X (y moments ) k ft Section : HSS4X4X3/8, Height = 7.00ft, Axial Loads: DL = Unbraced Lengths: X-X = 7.00ft, Y-Y = 7.00ft Combined Stress Ratios Dead AISC Formula H1 - 1 AISC Formula H1 -2 AISC Formula H1 - 3 XX Axis : Fa calc'd per Eq. E2-2, K*L/r > Cc Stresses Allowable & Actual Stresses Fa: Allowable fa: Actual Fb:xx : Allow [F3.1 ] fb : xx Actual Fb:yy : Allow [F3.1 ] 0.0363 Dead 11.40 ksi 0.41 ksi 27.00 ksi 0.00 ksi 27.00 ksi Column Design OK 1.98, LL = 4.50, ST = 0.00k, Ecc. = 0.000in Live 0.0826 Live 11.40 ksi 0.94 ksi 27.00 ksi 0.00 ksi 27.00 ksi DL + LL DL + ST + (LL if Chosen) 0.1189 0.8711 DL + LL DL + Short 11.40 ksi 15.16 ksi 1.36 ksi 1.36 ksi 27.00 ksi 35.91 ksi 0.00 ksi 28.07 ksi 27.00 ksi 35.91 ksi fb : yy Actual 0.00 ksi 0.00 ksi 0.00 ksi 0.00 ksi Analysis Values F'ex: DL+LL 11,401 psi Cm:x DL+LL 0.85 Cb:x DL+LL 1.75 F'ey: DL+LL 11,401 psi Cm:y DL+LL 0.85 Cb:y DL+LL 1.75 F'ex: DL+LL+ST 15,163 psi Cm:x DL+LL+ST 0.85 Cb:x DL+LL+ST 1.00 F'ey : DL+LL+ST 15,163 psi Cm:y DL+LL+ST 0.85 Cb:y DL+LL+ST 1.75 Max X-X Axis Deflection -0.440 in at 7.000 ft Max Y-Y Axis Deflection 0.000 in at 0.000 ft 13 Cottage Creek Carports South 153rd Street/62nd Avenue Sout Tukwila, Washington Title : Dsgnr: Description Scope : Job # Date: 2:48PM, 16 OCT 15 L Steel Column Page 2 1 cottage creek 6259-6265.ecw:Calculations Description Carport Column Section Properties HSS4X4X3/8 Depth 4.000 in Weight 16.24 #/ft Values for LRFD Design.... Web Thick 0.349 in Ixx 10.300 in4 J 17.500 in4 Width 4.000 in lyy 10.300 in4 Cw 9.14 in6 Flange Thick 0.349 in Sxx 5.130 in3 Zx 6.390 in3 Area 4.78 in2 Syy 5.130 in3 Zy 6.390 in3 Rt 0.000 in Rxx 1.470 in 0.000 Ryy 1.470 in Section Type = HSS-Square 14 Axial DL = 1.98k Axial LL = 4.50k Axial ST = 0.00k O—� 7.00 ft OX-X Axis Point Load: DL=0.0, LL=0.0, ST=6.0 k @ 2.00ft 15 Cottage Creek Carports Title: South 153rd Street/62nd Avenue Sout Dsgnr: Tukwila, Washington Description Scope: Description Carport Columns Job # Date: 2:43PM, 16 OCT 15 Pole Embedment in Soil Page 1 cottage creek 6259-6265.ecw:Calculations General Information Allow Passive 300.00 pcf Applied Loads... Max Passive 1,500.00 psf Point Load 6,000.00 Ibs Load duration factor 1.330 distance from base 1.750 ft Pole is Circular Diameter 20.000 in Distributed Load 20.00 #/ft Restrained @ Surface distance to top 7.000 ft distance to bottom 0.000 ft Moments @ Surface... Point load 10,500.00 ft-# Total Moment 10,990.00 ft-# Distributed load 490.00 Total Lateral 6,140.00 Ibs With Surface Restraint... Req'd Depth 4.250 ft Pressure @ Base... Actual 1,646.25 psf Allowable 1,646.25 psf Surface Restraint Force 9,935.69 Ibs STEPHEN TAPP JOB 4- v ARCHITECT/P.E. SHEET NO. 16 OF 2330 East Madison Street SEATTLE, WA 98112 CALCULATED BY DATE_ 8/21/15 (206) 320-0534 CHECKED BY. DATE 10/16/15 SCALE G-c.- w � HSS 4x4x3/8" 60004 o Gjf�l �-- " /M a :Z12 D MDUCT207 STEPHEN TAPP JOB G,() T &; 6 & ARCHITECT/P.E. —� 17 �^ 2330 East Madison Street SHEET NO. OF SEATTLE, WA 98112 CALCULATED BY 1 (206) 320-0534 DATE_ CHECKED BY DATE SCALE (/' 1+1'� t-, tl t� ft V4 v"�' = C�r)(Iz)y T`l V W H t- "�?72 6 ;?-z 6,1A) , 101 10 A qNFL/7 2� ,4 �I 1-2x = l-f(12> IN D PRDDUCi207 r Weig 18 Section Properties O per ft (m) of width Galv Painted I + S - S Profile psf psf in.4 in.3 in.3 Type (dimensions in inches) Gage N/m2 mm4 mm3 mm' �M �22 1.9 _N/m2 1.8 0.175 0.187 0.198 m1,�" 3, �2h•� ` 2.3 86.2 _ 2.2 238,978 0.216 10.054 0.235 10.645 0.248 CO) f}•2y{ I) 20 = 110.1 105.3 294,967 12,634 13.333 M 1'a" 2.9 2.8 0.302 0.322 0.335 36" 18 136.9 134.1 412,408 17.312 18.011 a6 3.5 3.4 0.377 0,411 0,417 167.6 162.8 514,827 22.097 22.419 2.2 2.1 0.655 0.394 0.454 22 N 105.3 100.5 894,460 21,183 24.408 53/a" 25/s" 8" �-----►� 20 2.6 2.5 0.837 0.508 0.562 N 3. 124.5 119.7 1,14Z,997 27,312 30.215 Z 3.5 3.4 1.223 0,731 0,776 24" 167.6 162.8 1,67 ,114 39,301 41.720 a 4.2 4.1 1.647 0.950 1.005 16 201.1 196.3 2,249,123 51,075 54.032 26 1.1 0.073 0.099 0.103 15/,s" 1" 3 I.4%z" ^' „, _ 52.7 99,688 5,323 5.538 0. I I"00 24 1.4 0.098 0.138 0.140 67.0 133,828 7,419 7.527 W U G X 1 36" 22 1.7 0.123 0.175 0.174 Ui (� 81.4 167,967 9,409 9.355 20 2.1 0.143 0.207 0.206 100.5 195,279 11,129 11.075 1. Section properties have been computed in accordance with the "Specification for the Design of Cold -Formed Steel Structural Members" published by AISI. The section properties are based on the following steel strengths: Profile Minimum Yield Strength (Fy) Bending Strength (Fb) PLBTM'-36/HSB®-36 38 ksi (262,000 kPa) 22.8 ksi (157,200 kPa) PLNTm-24/N-24 33 ksi (227,527 kPa) j 20.0 ksi (137, 895 kPa) ff Deep VERCORTII 80 ksi (551,581 kPa) 36.0 ksi (248,211 kPa) 2. Section properties and values shown apply to all available widths. 3. Material thickness is subject to AISI tolerances. See ICBO ES Report ER-2078P for decimal thickness of material. 4. Weights shown are approximations for design purposes. 5. All dimensions are nominal and are subject to manufacturing tolerances. _ .. _.. _. Metric Conversions p in. mm in. mm t in. mm in. mm in. mm 1 25 ~ 13/4 44 15/6 33 48- 1 %2 38 2 %2 64 2% 67 -�- 4%2 . _. . - 3 76 5% 3%2 89 6 114 8 203 137 24 610 152 36 914 PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D15-0275 DATE: 10/20/15 PROJECT NAME: COTTAGE CREEK CONDO - CARPORT SITE ADDRESS: 15344 62ND AVE S X Original Plan Submittal Response to Correction Letter # DEPARTMENTS: AT Awc., Building Division Public tks Revision # before Permit Issued Revision # after Permit Issued km a- 11I Fire Prevention Structural ❑ GU k?f 1*0 Planning Division Permit Coordinator 09 PRELIMINARY REVIEW: DATE: 10/20/15 Not Applicable ❑ Structural Review Required ❑ (no approvallreview required) REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 11/17/15 Approved ❑ Approved with Conditions ❑ Corrections Required ❑ Denied ❑ (corrections entered in Reviews) (ie: Zoning Issues) Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: 12/18/2013 D & J CUSTOM METAL FAB INC Page 1 of 2 Home Inicio en 1::4panol Contact. Safety CWashington State Department of 44) Labor & Industries D & J CUSTOM METAL FAB INC Search L&I � ��l A-7.Index Help My secure L&I Claims & Insurance Workplace Rig7ts Trades & Licensing Owner or tradesperson 11615 12TH AVE S Principals SEATTLE, WA98168 p 206-242-3238 WILCOX, DAVID J KING County WILCOX, JUDY L Doing business as D & J CUSTOM METAL FAB INC WA UBI No. Business type 601 944 022 Corporation Governing persons DAVID JOHN WILCOX JUDY LYN WILCOX; License Verify the contractor's active registration / license / certification (depending on trade) and any past violations. Construction Contractor. Active. .................................................................. _...... Meets current requirements. License specialties GENERAL License no. DJCUSMF011 MH Effective — expiration 07/08/1999— 05101 /2016 Bond ..._............ Lexon Ins Co $12,000.00 Bond account no. 9805210 Received by L&i Effective date 03/31/2011 05/01/2011 Expiration date Until Canceled Bond history Insurance Charter Oak Fire Ins Co $1,000,000.00 Policy no. 6803021M726 Received by L&I Effective date 04/29/2015 04/29/2011 Expiration date 04/29/2016 Insurance history Savings No savings accounts during the previous 6 year period. https:Hsecure.Ini.wa.gov/verify/Detail.aspx?UBI=601944022&LIC=DJCUSMFOIIMH&SAW= 1/7/2016 MM -N, 3'. 'P R"l I vgmg� �R k, T71 mw IM 'g 'N! R��, ............ 00M, 1-�, In, ged Carport '"R R. M EMDEN" . . . . . . . . . . �M �wm W, _0 "I 2 R5, -A- N A- -A- A-AA AAA A A A A gl, SPECIAL INSPECTIONS SUBMITTALS V SHOP DRAWINGS SHALL BE SUBMITTED TO THE ENGINEER OF RECORD PRIOR TO ANY FABRICATION OR CONSTRUCTION FOR ALL STRUCTURAL ITEMS. V "M '0 ­R, § INSPECTIONS g P SPECIAL INSPECTION FORALL AREAS OF THE STRUCTURE AND SUPPORTING FOUNDATION PER CHAPTER 17,2012 IBC SHALL BE PERFORMED BY AN APPROVED TESTING AGENCY. General Conditions > Contractor will call for inspection prior to placing any footing and foundation wall concrete. > Provide rigid insulation around the perimeter of all slabs within heated spaces. > Permanent cut and fill slopes should not exceed 2:1 (H:V). > All reinforcing shall be detailed in accordance with ACI detailers manual. > All excavations shall be adequately barricaded and marked. All work area and surfaces shall be cleaned upon completion of the project. All debris and waste materials shall, be removed off the site to an approved disposal area by- the contractor. -Use air -entrained (3%-6%) in all flat work exposed to weather. - Master flow 928 or equal. > Provide minimum of 1/211 air space between non-pressurlD treated wood and concrete, or provide waterproofing membrane between concrete and non -pressure treated wood. > Top of concrete to be field verified by contractor. > Contractor to field verify existing grade cut and soil conditions with before proceeding with concrete retaining wall forming and reinforcing steel placement. > Contractor shall be responsible for all safety precautions and the methods, techniques, sequences or procedures required to perform the woirk. >In the case of discrepancies between the drawings and the anticipated field conditions the contractor shall notify the architect /ENGINEER before proceeding with construction. >DO NOT SCALE the architects or engineer's drawings — noted dimensions take precedence over scaled dimensions. Structxiral SteeMeldin >Steel design, fabrication and erection shall conform to the requirements of chapter 22 of the 2012 IBC. Substitution of membersizes or steel grade will not be allowed without prior approval of the engineer of record. > The contractor shall be responsible for all erection aids and joint preparations that.include but are not limited to erection angles, lift holes and other aids, welding procedures. required root openings, root face dimensions, groove angles, backing bars, scopes, surface roughness values and unequal parts. > Expansion bolts shall be ICBO approved and installed per the manufacturer's recommendations, >Unless otherwise specified on drawings or details, size and embedment depths shall be approved by the engineer of record. Materials structural steel connection material, embedded items, channels, angles, base plates structural tubes structural bolts wood connection bolts anchor bolts threaded rods welding electrodes -ATM A 992Grade5O -ASTM A 36 X 500, grade B (HSS Sections Grade 42) -ASTM A 325-N -ASTM A 307 -ASTM A 307 -ASTM A 36 -70ksi, Low'Hydrogen >Beam camber noted on drawings is the upward, camber required in the beam as delivered to the job site. The Contractor shall consider camber loss due to shipping and handling. FILE CI'Z�'i PY > Structural steel and connections exposed to weather shall. be hot Per mit Mo. dipped galvanized after fabrication in compliance with ASTM A 123. All field welds on galvanized material, shall be coated with Plan revkwi is, subject to errors and om'ss' brush applied zinc-richpaint complying with ASTM A. 780 ons. (Galvacon or equivalent). documents does, not auiilonze Note: All welding to be performed by a WABO certified welder and special inspection to be performed by the structural engineer of record. ITEMS TO BE TESTED Area/Site Plan FOR WELDED COMPONENTS, WELDS MEET VISUAL INSPECTION CRITERIA. FOR WELDED COMPONENTS, VERIFY WELDING PROCEDURES (WPS) AND CONSUMABLE CERTIFICATES. NTS .0 FOR WELDED COMPONENTS, VERIFY WELDERS ARE APPROPRIATELY QUALIFIED. FOR BOLTED CONNECTIONS VERIFY FASTENERS HAVE BEEN MARKED IN ACCORDANCE WITH ASTM REQUIREMENTS. FOR BOLTED CONNECTIONS, VERIFY GRADE, TYPE, AND BOLT LENGTH IF THE THREADS ARE EXCLUDED FROM THE SHEAR PLANE. FOR STRUCTURAL STEEL, ALL FABRICATED STEEL SHALL BE INSPECTED TO VERIFY COMPLIANCE WITH THE DETAILS SHOWN IN THE CONSTRUCTION DOCUMENTS. FOR STEEL ROOF, CONFIRM THAT IDENTIFICATION MARKINGS ARE PROVIDED TO CONFORM TO ASTM STANDARDS SPECIFIED ON CONSTRUCTION DOCUMENTS. FOR CONCRETE, VERIFY PRIOR TO PLACING CONCRETE THAT REINFORCING IS OF SPECIFIED TYPE, GRADE, AND SIZE; THAT IT IS LOCATED AND SPACED PROPERLY; THAT HOOKS, BENDS, TIES, STIRRUPS AND SUPPLEMENTAL REINFROCEMENT ARE PLACED CORRECTLY Sheet Index the violat;on any adopted code or ordinance. Receipt of approved Field Copy and conditions is acknowiedged: ­T I )ate: 11 — '7/ 77�� IDV_� 1 c a I City of Tukwila )Fy, BUILDING DIVISION F1,:-, , � ,�, T�� " .___ " ... � .-: , 0 N S-1 STRUCTURAL NOTES, SITE PLAN, CODE REFERENCES S-2 FRAMING PLANS AND STRUCTURAL DETAILS ,Pr2ject Description REPLACE DAMAGED ROOF AND STRUCTURE ON EXISTING CARPORT %JL,L,U cl"Loxluzov Group U, carport tuildina Area 20'. x 36' = 720 sq.ft. i REVISIONS King County Tax I.D. p No changps shall ho made to the scope of 11--m1c �Athr­..:t prior approval of 1770500000 a 01),111ding Division. REVIEWED FOR CODE COMPLIANCE APPROVED NOV 0 5 2015 N CitY of Tukwila BUILDING DIVISlotq 0 Sheet Contents: r�. u. C E I V E D CITY OF TUKWILA OCT 19 2015 PERMIT CENTER hH�A%N6t�u C 9 4! 5 1 A e#,) �t� t WE fire tV Prdr L (dote: All eave and gable trim to be 26 ga.min. 1-2�AL" f_ewr�1 00 Steel Beam Schedule RB-100 HSS 9X3X3/16" Steel Tube C-100 HSS 4X4X3/8" Steel Tube Column EB-100 Existing C9X3X12 ga. Light Guage Steel Channel (dote: All welding to be performed by a WABO certified welder and special inspection to be performed by the structural engineer of record. ,*12, Y *lU Imo - I Fnj H debc1' 11 hl r5ZA I� 12 1� #r, 444 vertical / xl j ii N61 Ah f A L I INN ell co G� �� • I O Concrete Footings (20" d.) I REVIEWED FOR CODE COMPLIANC APPROVED NOV 0 5 2015 revisions 04 ., co z co CD Go a , lqrm L= � . �. �( r. i 4 M LID �u 0 • 0 r 1�= �r w n— 93 O L Cz CD C�� �w� L oM U) CO CV This work was prepared by me or under my supervision. Sheet Contents: RECEIV'D ;1*rY OF TUKWILA OCT 19 2015 Iy of TOW [a ING DIVISIOt PERMIT CENTER �1 1 �\ Scale: as noted Date: 10/16/15 Job no.: T15J5 Drawn by: STT Sheet no.: Sm2 of 2