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Permit D18-0341 - SOUND MENTAL HEALTH - GLU-LAM BEAM FOR CANOPY
SOUND MENTAL HEALTH 6400 SOUTHCENTER BLVD D18-0341 City of Tukwila Department of Community Development 4° 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Inspection Request Line: 206-438-9350 Web site: http://www.TukwilaWA.gov Parcel No: Address: DEVELOPMENT PERMIT 0003200003 6400 SOUTHCENTER BLVD Project Name: SOUND MENTAL HEALTH Permit Number: Issue Date: Permit Expires On: D18-0341 10/30/2018 4/28/2019 Owner: Name: Address: Contact Person: Name: Address: Contractor: Name: Address: License No: Lender: Name: Address: SOUND MENTAL HEALTH 1600 E OLIVE ST, SEATTLE, WA, 98122 JULIAN LANDGRAF 126 SW 148 ST - STE C100 - BOX 360 , BURIEN, WA, 98166 SOUND CONTRACTING GROUP LLC 126 SW 148 ST - SUITE C100 - BOX 360 , SEATTLE, WA, 98166 SOUNDCG831KE LANCE SURETY BOND 4387 SWAMP RD , DOYLESTOWN, PA, 18902 Phone: (206) 290-0925 Phone: Expiration Date: 5/5/2019 DESCRIPTION OF WORK: REPLACE GLU-LAM BEAM AT CANOPY 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: B 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: (Th 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: Volumes: Cut: 0 Fill: 0 Number: 0 Water Meter: No Permit Center Authorized Signature: '✓► IN I1.( iThir o,,.loMis 1 hearby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating construction or the performance of work. I am authorized to sign and obtain this development permit and agree to the conditions attached to this permit. Signature: Print Name: 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 electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center. 7: 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** 0409 FRAMING CITY OF TUK A Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http://www.TukwilaWA.gov 'i Building Permit No. tji 8- 0 3 Project No. Date Application Accepted: ( d ?-3-1 II Date Application Expires: 1 (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: (Otio0 Y)L.VO Tenant Name: CAW \AG.)1.-Tti PROPERTY OWNER Name: ° I/c..P.t...) 1.orni e t2 Name: �J Na Wskrvf V Phone: . SoyO ©MC Fax:( Address: ( H °C, -i C �D Cj � City: -�v ,s/ti f. State: vvpir Zip: 001 CONTACT PERSON — person receiving all project communication Name: ° I/c..P.t...) 1.orni e t2 Address: VI,lo (71/Q \ tkt'i A cS SUs (AQ') V/141) City:\ -2749.4,c_ State: w)-- Zip: pt to to Phone: . SoyO ©MC Fax:( Email: �,` -2(,( S it Q , C1`'��YL GENERAL CONTRACTOR INFORMATION Company Name: �v NO CosrgA1 ursiici Cif -a-.) Ut Address: '11b Sw \‘,0-c.\\ CO" NA) City: �J174. State: vJ� Zip: al\ Phone: 100 ' IA0 / Fax: Architect Name: Contr Reg No.: swovu►IAA Exp Date: \ Tukwila Business License No.: H:'Applications\Forms-Applications On Line\2012 Applications\Permit Application Revised - 2-7-12.docx Revised: February 2012 bh King Co Assessor's Tax No.: Suite Number: Floor: New Tenant: ❑ Yes ❑ .. No ARCHITECT OF RECORD Company Name: -.LS"0 ,� fid , ,, i���C ,r-1 Engineer Name: Pad -Pk V\NZ-S. V), Prt.- Y__.\\ Company Name: City: N - State: Wo' Zip: Ott))67)Z of �to�Fax: Phone:c.1.0._40 Architect Name: utt) or \ Address: City: g City: State: Zip: Phone: Fax: Email: ENGINEER OF RECORD �A a •) Company Name: -.LS"0 ,� fid , ,, i���C ,r-1 Engineer Name: Pad -Pk V\NZ-S. V), Prt.- Y__.\\ Address: n 4 (2n 2.)..)4,67.A..„, c?...._?� !N City: N - State: Wo' Zip: Ott))67)Z of �to�Fax: Phone:c.1.0._40 f Email: �pric.mo w_ca,coows ...061.toct R-(. G J LENDER/BOND ISSUED (required for projects $5,000 or greater per RCW 19.27.095) Name: L R- Cs c\.)vivo_•/t szy9N0 n,, ip t Address: utt) or \ City: g �` a!6\13 State: ly, pc Zip: t (8 01 dci Page 1 of 4 BUILDING PERMIT INFORMATI- 206- 31-3670 Valuation of Project (contractor's bid price): $ Describe the scope of work (please provide detailed information): N6 Existing Building Valuation: $ ovut,C-�Lv l} O. Will there be new rack storage? ❑ ....Yes 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? ❑ Yes 11. No If "yes", explain: FIRE PROTEC,;,TION/HAZARDOUS MATERIALS: L-1d,�/Sprinklers 0 Automatic Fire Alarm one 0 Other (specify) Will there be storage or use of flammable, combustible or hazardous materi. in the building? ❑ Yes ❑ No If `yes', attach list of materials and storage locations on a separate 8-1/2" x I1 " 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\Forms-Applications On Line \2012 Applications'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 rd Floor 3rd Floor Floors thru Basement Accessory Structure* Attached Garage Detached Garage Attached Carport Detached Carport Covered Deck ';c0W 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? ❑ Yes 11. No If "yes", explain: FIRE PROTEC,;,TION/HAZARDOUS MATERIALS: L-1d,�/Sprinklers 0 Automatic Fire Alarm one 0 Other (specify) Will there be storage or use of flammable, combustible or hazardous materi. in the building? ❑ Yes ❑ No If `yes', attach list of materials and storage locations on a separate 8-1/2" x I1 " 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\Forms-Applications On Line \2012 Applications'Permit Application Revised - 2-7-12.docx Revised: February 2012 bh Page 2 of 4 PUBLIC WORKS PERMIT INF TION — 206-433-0179 Scope of Work (please provide detailed information): Call before yo Dig: 811 Please refer to Public Works B etin #1 for fees and estimate sheet. Water District ❑ .. Tukwila ❑ ...Water Distric 125 0 .. Water Availability Provided Sewer District ❑ .. Tukwila 0 ...Valley View ❑ .. Sewer Use Certificate 0 ...Sewer Availability Provided Septic System: 0 On-site Septic System — For on-site septic system, rovide 2 copies of a current septic design approved by King County Health Department. .. Highline ...Renton ❑... Renton ❑... Seattle Submitted with A s lication mark boxes which a to 1 ❑ .. Civil Plans (Maximum Paper Size — 22" x 3 ') ❑ .. Technical Information Report (Storm Drainage) ❑ .. Bond 0...Insurance 0... Easement(s) Proposed Activities (mark boxes that apply): 0 .. Right-of-way Use - Nonprofit for less than 72 hours 0 .. Right-of-way Use - No Disturbance ❑ .. Construction/Excavation/Fill - Right- way 0 Non Right- ay 0 ❑ .. Total Cut ❑ .. Total Fill cubic yards cubic yards 0 .. Sanitary Side Sewer ❑ .. Cap or Remove Utilities ❑ .. Frontage Improvements ❑ .. Traffic Control ❑ .. Backflow Prevention - Fire Protection Irrigation Domestic Water ❑ .. Permanent Water Me Size (1) ❑ .. Temporary Water `eter Si = I) ❑ .. Water Only Meter Size ❑ .. Sewer Main Extension Public ❑ .. Water Main Extension Public 0 0... Geotechnical Report ❑ ... Maintenance Agreement(s) ❑ .. Traffic Impact Analysis ❑ .. Hold Harmless — (SAO) ❑ .. Hold Harmless — (ROW) ...Right-of-way Use - Profit for less than 72 hours 0...Right-of-way Use — Potential Disturbance ❑... Work in Flood Zone 0... Storm Drainage ❑... Abanr on Septic Tank 0... Cur Cut 0...Pa ement Cut ❑...Looped Fire Line 77 31 57 77 WO # WO # WO # Private Private ❑ ... Grease Interceptor ❑... Channelization ❑ ... Trench Excavation 0... Utility Undergrounding (2) " WO # (3) " WO # (2) " WO # (3) " WO # ❑ .. Deduct Water Meter Size 13 FINANCE INFORMATION Fire Line Size at Property Line Nu ber o ° . r lic Fire Hydrant(s) ❑ .. Water 0 .. Sewer ■ .. Sewage Treatment Monthly Service Billing to: Name: Mailing Address: Day Telephone: Water Meter Refund/Billing: Name: Mailing Address: City State Zip Day Telephone: City State Zip H:Wpplications\Forms-Applications On Line\2012 Applications\Permit Application Revised - 2-7-12.docx Revised: February 2012 bh Page 3 of 4 PERMIT APPLICATION NOTES —u Value of Construction — In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the Permit Center to comply with current fee schedules. Expiration of Plan Review — Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. The Building Official may grant one or more extensions of time for additional periods not exceeding 90 days each. The extension shall be requested in writing and justifiable cause demonstrated. Section 105.3.2 International Building Code (current edition). I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. BUILDING OWNER OR AUTHORIZED ENT: Signature: Print Name: Mailing Address: Day Telephone: Date: VW, Sw \UIQ -C t �� C\O'Alto0 \??vcM223 City H:Vtpplications\Forms-Applications On Line\2012 Applications\Permit Application Revised - 2-7-12.docx Revised: February 2012 bh Cl°v\2b S to Zip Page 4 of 4 Cash Register Receipt City of Tukwila DESCRIPTIONS PermitTRAK ACCOUNT QUANTITY PAID $69.87 D18-0341 Address: 6400 SOUTHCENTER BLVD Apn: 0003200003 $69.87 Credit Card Fee $2.04 Credit Card Fee R000.369.908.00.00 0.00 $2.04 DEVELOPMENT $67.83 ADDITIONAL PLAN REVIEW TOTAL FEES PAID BY RECEIPT: R16090 R000.345.830.00.00 1.00 $67.83 $69.87 Date Paid: Monday, December 17, 2018 Paid By: JULIAN LANDGRAF Pay Method: CREDIT CARD 797616 Printed: Monday, December 17, 2018 7:38 AM 1 of 1 CRWSYSTEMS CO TUKWILA ETRAKIT 6200 SOUTHCENTER BLVD TUKWILA, WA 98188 206-433-1870 CITY OF TUKWILA 0017340000802374464500 Date: 12/17/2018 07:37:47 AM CREDIT CARD SALE MASTERCARD CARD NUMBER: **********6857 K TRAN AMOUNT: $69.87 APPROVAL CD: 797616 RECORD #: 000 CLERK ID: Bill X {CARDHOLDER'S SIGNATURE} I AGREE TO PAY THE ABOVE TOTAL AMOUNT ACCORDING TO THE CARD ISSUER AGREEMENT (MERCHANT AGREEMENT IF CREDIT VOUCHER) Thank you! Merchant Copy ?age 1 of 2 https: //classic. convergepay. com/V irtualMerchant/transaction. do?dispatchMethod=printTr... 12/17/2018 Cash Register Receipt City of Tukwila DESCRIPTIONS PermitTRAK ACCOUNT QUANTITY PAID $537.06 D18-0341 Address: 6400 SOUTHCENTER BLVD Apn: 0003200003 $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: R15696 R000.322.900.04.00 0.00 $14.60 $537.06 Date Paid: Tuesday, October 23, 2018 Paid By: JULIAN LANDGRAF Pay Method: CREDIT CARD 642565 Printed: Tuesday, October 23, 2018 2:59 PM 1 of 1 SYSTEMS 0 0 CO TUKWILA ETRAKIT 6200 SOUTHCENTER BLVD TUKWILA, WA 98188 206-433-1870 CITY OF TUKWILA Date: 10/23/2018 02:59:03 PM CREDIT CARD SALE MASTERCARD CARD NUMBER: **********9201 K TRAN AMOUNT: $537.06 APPROVAL CD: 642565 RECORD #: 000 CLERK ID: Bill Thank you! Customer Copy Page 2 of 2 https://classic. convergepay.com/VirtualMerchant/transaction.do?dispatchMethod=printTr... 10/23/2018 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 ]'e a3i/ Project: 2.00vb i limo/ Type of Inspection: Ouic..o,A/t /'4 - Address: ���� ,. 4I� ood- ea," rcpt h i.e/D Date Called: Special Instructions: Date Wanted:„!,;c /2- P9-'8 P. Requester: Phone No: proved per applicable codes. Corrections required prior to approval. OMMENTS: ►r��� 7' 1df ,— .444 (4 Inspector: Datei7.. (1./e0 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 SPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter 8Ivd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 06 ®,31/ Project: SQJi t /J L /ET--"ZiArAit41. Type of Inspection: Address: *O Alffilis rrn. Cgi..v.O Date Called: pecial Instructions: Date Wanted: r2._/1 'Si �rt—i. p.m. Requester: Phone No: ICI)MMENTS: Approved per applicable codes. Corrections required prior to approval. L2 Inspector: Date:17- - C� ph)7, REINS CTION FEE REQUIRED. Prior to next inspection, fee must he 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 034/ Project: cJ, ✓1c Type of Inspection: / T �'�'1/N4. Address: b400 iOJ 146 414% Date Called: Special Instructions: Date Wanted: /z -to -/g3 a.m. m: Requester: Phone No: Approved per applicable codes. 'f1Corrections required prior to approval. COMMENTS: Feovt n)4 "r -c7 karNJ 1, 4 0,84fe Inspector: Date:/z,6 _ t 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 INSPE ON 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: Sa sr✓D /// J' f Type of Inspection: • ��/6 qI�� G -e4'1, LA /(e_ ¢oma L; i or Address:''// (PTO 2/-rfiib Rut Date Called: Special Instructions:/' `` e_ 113 4 Lrxc& '2 *C _ _op» , �y�+'l f 41. ienV(,o lh' _so i -;'1-- Icor it%a,l C.(‘ elk Date Wanted: /2-4-4 (Em. p.m. Requester: o -i. ir, l�9id�4 il� Phone No: 206 MO 0984 p ip ip cable codes. isms required prior to approval. COMMENTS: %Gt,C.t° _ Gt.>!L al.CA' 2XkiA/PleA qI�� G -e4'1, LA /(e_ ¢oma L; i or 1-fetue_____ p v12ov- S ' t rc6 knit it) , ftvr--i_ l n - 41. ienV(,o lh' _so i -;'1-- Icor it%a,l C.(‘ elk cald 1wip d- dA) fW77O5 / R (1-F/&s04`*1L 0r a 114.c,e 5 ci)C, Date: /2„,..q 2„,..q 15( REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. • W ti IIr1.1 a t511wn d 11144 faneuOnt rto 1,C 206-979-3819 hazim@wilsonhajengineers.com Project PROJECT; XEROX FOOTBRIDGE CANOPY Job Ref. Section RAFTER CONNECTION DESIGN Sheet no./rev. 1 Calc. by HAJ Date 12/5/2018 Chk'd by Date App'd by Date Table of Contents SCOPE OF WORK 2 FLE REFERENCES 2 LOADS PER IRC 2015 Table r301.5 & ASCE (7-10) TABLE 4-1 . 2 Deflection LIMITS PER IBC 2015 TABLE 1604.3 & IRC 2015 Table r301.7 2 Wood connection (NDS) 3 Wood Screw Timber to timber connection design (NDS 2015) 3 REVISION NO:: Die-o3�i REVIEWED FOR CODE COMPLIANCE APPROVED DEC 14 2018 City of Tukwila BUILDING DIVISION 8101 0 0 330 fiEC; TED CITY OF TUKWILA DEC 05 2018 PERMIT CENTER WILSON & HAJ CONSULTANT CN6INECNS,LLC W8 IIr1.1 W11666IIMe "tiu"ir,c Project PROJECT; XEROX FOOTBRIDGE CANOPY Job Ref. Section RAFTER CONNECTION DESIGN Sheet no./rev. 2 206-979-3819 hazim@wilsonhajengineers.com Cale. by HAJ Date 12/5/2018 Chk'd by Date App'd by Date SCOPE OF WORK lap splice design REFERENCES • International Building Code (IBC 2015) • International Residential Code (IRC 2015) • Special Design Provisions for Wind and Seismic with Commentary (SDPWS-2015). • National Design Specification for Wood Construction (NDS)2015. • Wood Frame Construction Manual (WFCM-2015). • Timber Construction Manual, 6th edition, 2012 (TCM -2012) LOADS PER IRC 2015 TABLE R301.5 & ASCE (7-10) TABLE 4-1 . • LLr=20psf, roof live load(construction). • DLr=l5psf, roof deal load DEFLECTION LIMITS PER IBC 2015 TABLE 1604.3 & IRC 2015 TABLE R301.7 • Roof rafter with flexible ceiling attached L/D=240 • Roof rafter with no ceiling attached L/D=180 • Raised ceiling joists with flexible finishes L/D=240 • Floor joists L/D=360 • All other structural members L/D=240 Note comparable deflection limits in IBC 2015 2308. WOOD CONNECTION (NDS) WOOD SCREW TIMBER TO TIMBER CONNECTION DESIGN (NDS 2015) 1 tm Main member 0 0 P Main timber member details Species of main member Douglas Fir -Larch (North) Size of main member (Table 1 B) 2 x 6 Number of main member Nm = 1 Thickness of main member tm = 1.500 in Angle of load to grain of main member 8m = 0° Connected timber member details Species of connected member Douglas Fir -Larch (North) Size of connected member (Table 1 B) 2 x 6 Number of connected member Ns = 1 Thickness of connected member is = 1.500 in Number of interfaces N;nt = (Nm + Ns) —1 = 1 Wood screw details Wood screw number (Table L3) #8 Wood screw diameter (Table L3) D = 0.164 in Wood screw root diameter of threaded portion Dr = 0.131 in Length of wood screw L = 2.500 in Number of rows of wood screw R = 2 Number of columns of wood screw C = 5 Total number of wood screw Ntotal = R x C = 10 Applied Toad Applied Toad to the connection Dowel bearing length (main) (12.3.5) Actual penetration in main member Size of tapered tip Dowel bearing length in main member P= 8501b Pact = L - ts = 1.000 in E=2xD=0.328in Im=0.836in Connected member Tedds calculation version 1.2.00 - is H Project PROJECT; XEROX FOOTBRIDGE CANOPY Job Ref. Wt1II,4I wusnnfincu fansuianitsginec,tr, dG 206-979-3819 hazim@wilsonhajengineers.com Section RAFTER CONNECTION DESIGN Sheet noirev. 3 Calc. by HAJ Date 12/5/2018 Chk'd by Date App'd by Date WOOD CONNECTION (NDS) WOOD SCREW TIMBER TO TIMBER CONNECTION DESIGN (NDS 2015) 1 tm Main member 0 0 P Main timber member details Species of main member Douglas Fir -Larch (North) Size of main member (Table 1 B) 2 x 6 Number of main member Nm = 1 Thickness of main member tm = 1.500 in Angle of load to grain of main member 8m = 0° Connected timber member details Species of connected member Douglas Fir -Larch (North) Size of connected member (Table 1 B) 2 x 6 Number of connected member Ns = 1 Thickness of connected member is = 1.500 in Number of interfaces N;nt = (Nm + Ns) —1 = 1 Wood screw details Wood screw number (Table L3) #8 Wood screw diameter (Table L3) D = 0.164 in Wood screw root diameter of threaded portion Dr = 0.131 in Length of wood screw L = 2.500 in Number of rows of wood screw R = 2 Number of columns of wood screw C = 5 Total number of wood screw Ntotal = R x C = 10 Applied Toad Applied Toad to the connection Dowel bearing length (main) (12.3.5) Actual penetration in main member Size of tapered tip Dowel bearing length in main member P= 8501b Pact = L - ts = 1.000 in E=2xD=0.328in Im=0.836in Connected member Tedds calculation version 1.2.00 - is H Dowel bearing length (connected) (12.3.5) Dowel bearing length in connected member Is = is = 1.500 in Bending yield strength (wood screw) (Table 12L to 12M footnote no. 2) Bending yield strength of wood screw Fyb = 90000 psi Dowel bearing strength (main member) (Table 12.3.3 footnote no. 2) Dowel bearing strength of main member Fem = 16600 x Gm' 84 x 1 psi = 4468 psi Dowel bearing strength (connected timber member) (Table 12.3.3 footnote no. 2) Dowel bearing strength of connected member Fes = 16600 x Gs' 84 x 1 psi = 4468 psi Preliminary yield limit equation coefficients (Table 12.3.1A notes) Dowel bearing strength ratio Re = Fem / Fes = 1.000 Dowel bearing length ratio Rt = Im / Is = 0.557 Preliminary yield limit equation coefficient ki k1 = ((11(Re+(2xR 2x(1+Rt+Rt2))+(Rt2xRe3)))-(Rex(1+Rt)))/(1+Re) ki=0.345 Preliminary yield limit equation coefficient k2 Preliminary yield limit equation coefficient k3 Angle of load to grain coefficient ke; Reduction term (Table 12.3.1 B) Yield limit equations (single shear) Mode Im (eq. 12.3-1) Mode Is (eq. 12.3-2) Mode 11 (eq. 12.3-3) Mode Illm (eq. 12.3-4) Mode His (eq. 12.3-5) Mode IV (eq. 12.3-6) Nominal capacity of single fastener k2 =-1+4((2x(1+Re))+((2xFybx(1+(2xRe))xDr2))/(3xFemxlm2)) k2= 1.234 k3 =-1+11(((2x(1+Re))/Re)+((2xFybx(2+Re)xDr2))/(3xFemxls2)) k3= 1.075 Ice = 1 + (0.25 x max (Om, Os) / 90) = 1.000 KD = 2.20 Zim = (Dr x Im x Fem) / KD= 222 Ib Zls = (Dr x Is x Fes) / Ko = 399 Ib Zii=(kt xDrxIsxFes) /Ko=1371b Ziiim = (k2 x Dr x Im x Fem) / ((1 + (2 x Re)) x Ko) = 91 Ib Zms = (k3 x Dr x Is x Fem) / ((2 + Re) x Ko) = 143 Ib Ziv = Dr2 x (11((2 x Fem x Fyb) / (3 x (1 + Re)))) / KD = 90 Ib Z = min (Zim, Zis,Zn, Znim, Znis, Ziv) = 90 Ib Z = 90 Ib Spacing requirements:wood connected member (Table C12.1.5.7) (not prebored holes) Edge distance Edge distance End distance Members in tension Member in compression Center to center spacing Center to center spacing (parallel to grain) Center to center spacing (perpendicular to grain) Row spacing Row spacing (in line) e =2.5 x D= 0.410 in atension = 15 x D = 2.460 in acme = 10 x D = 1.640 in sp = 15 x D = 2.460 in sq= 10 x D = 1.640 in arow_in line = 5 x D = 0.820 in r W IIA.1 WRs nB ua COOSIIIIM rn4lnee's,tiC 206-979-3819 hazim@wilsonhajengineers.com Project PROJECT; XEROX FOOTBRIDGE CANOPY Job Ref. Section RAFTER CONNECTION DESIGN Sheet no.lrev. 4 Calc. by HAJ Date 12/5/2018 Chk'd by Date App'd by Date Dowel bearing length (connected) (12.3.5) Dowel bearing length in connected member Is = is = 1.500 in Bending yield strength (wood screw) (Table 12L to 12M footnote no. 2) Bending yield strength of wood screw Fyb = 90000 psi Dowel bearing strength (main member) (Table 12.3.3 footnote no. 2) Dowel bearing strength of main member Fem = 16600 x Gm' 84 x 1 psi = 4468 psi Dowel bearing strength (connected timber member) (Table 12.3.3 footnote no. 2) Dowel bearing strength of connected member Fes = 16600 x Gs' 84 x 1 psi = 4468 psi Preliminary yield limit equation coefficients (Table 12.3.1A notes) Dowel bearing strength ratio Re = Fem / Fes = 1.000 Dowel bearing length ratio Rt = Im / Is = 0.557 Preliminary yield limit equation coefficient ki k1 = ((11(Re+(2xR 2x(1+Rt+Rt2))+(Rt2xRe3)))-(Rex(1+Rt)))/(1+Re) ki=0.345 Preliminary yield limit equation coefficient k2 Preliminary yield limit equation coefficient k3 Angle of load to grain coefficient ke; Reduction term (Table 12.3.1 B) Yield limit equations (single shear) Mode Im (eq. 12.3-1) Mode Is (eq. 12.3-2) Mode 11 (eq. 12.3-3) Mode Illm (eq. 12.3-4) Mode His (eq. 12.3-5) Mode IV (eq. 12.3-6) Nominal capacity of single fastener k2 =-1+4((2x(1+Re))+((2xFybx(1+(2xRe))xDr2))/(3xFemxlm2)) k2= 1.234 k3 =-1+11(((2x(1+Re))/Re)+((2xFybx(2+Re)xDr2))/(3xFemxls2)) k3= 1.075 Ice = 1 + (0.25 x max (Om, Os) / 90) = 1.000 KD = 2.20 Zim = (Dr x Im x Fem) / KD= 222 Ib Zls = (Dr x Is x Fes) / Ko = 399 Ib Zii=(kt xDrxIsxFes) /Ko=1371b Ziiim = (k2 x Dr x Im x Fem) / ((1 + (2 x Re)) x Ko) = 91 Ib Zms = (k3 x Dr x Is x Fem) / ((2 + Re) x Ko) = 143 Ib Ziv = Dr2 x (11((2 x Fem x Fyb) / (3 x (1 + Re)))) / KD = 90 Ib Z = min (Zim, Zis,Zn, Znim, Znis, Ziv) = 90 Ib Z = 90 Ib Spacing requirements:wood connected member (Table C12.1.5.7) (not prebored holes) Edge distance Edge distance End distance Members in tension Member in compression Center to center spacing Center to center spacing (parallel to grain) Center to center spacing (perpendicular to grain) Row spacing Row spacing (in line) e =2.5 x D= 0.410 in atension = 15 x D = 2.460 in acme = 10 x D = 1.640 in sp = 15 x D = 2.460 in sq= 10 x D = 1.640 in arow_in line = 5 x D = 0.820 in • W 8, UM • ,m,u,,, UMConsuusMnfetleen.f,c 206-979-3819 hazim@wilsonhajengineers.com Project PROJECT; XEROX FOOTBRIDGE CANOPY Job Ref. Section RAFTER CONNECTION DESIGN Sheet no.lrev. 5 Calc. by HAJ Date 12/5/2018 Chk'd by Date App'd by Date Row spacing (staggered) Geometry factor CA (12.5.1) Geometry factor (for D < % in) Adjustment factor Load duration factor (Table 2.3.2) Wet service factor (Table 11.3.3) Temperature factor (Table 11.3.4) Group action factor (eq. 11.3-1) Geometry factor (12.5.1) End grain factor (12.5.2) Diaphragm factor (12.5.3) Toe nail factor (12.5.4) Total capacity of connection Capacity of connection Design result srow_staggered = 2.5 x D = 0.410 in CA=1.00 Co = 1.25 CM = 1.0 Ct = 1.0 Cg = 1.0 CA = 1.00 Ceg = 1.0 Cdi = 1.0 Ctn = 1.0 Z'=ZxNtotaixNjntxCDxCMxCA= 1129Ib PASS - Connection capacity exceeds applied load ',,,......' i_ ---„..te,-e-1 G...,1-:_vhe,..c.s.'” r`JY":4\ V g\--1.-_ _ _ _.t_ _.__ .1,---3__ -I— 1 1 - i',.704, . —71,a --, L 1. lbs ..s sr r IIII t /y , IMII I ...�_ �, , _ 11111r rrMI ► . `2.. 1 I . vs 2..ST- r ill .a-; T.. _ rr 1 . rrr EMI i .1 F ND 3 L 0,j, MI MEM. ■r t vvkc.,._ - ,:_. I _ 7 7 } 1111 •r # ), ,-,0„), , ?:› 4 .12--- ..... .i _A a .... -. rrr rrr a all 1 1111 f r 111 ■ 11111F � } r f r rill PROJECT INFORMATION PROJECT; XEROX FOOTBRIDGE CANOPY ADDRESS; 6400 Southcenter Blvd., Tukwila 98188 SERVICE; STRUCTURAL DESIGN SCOPE OF WORK; RAFTER SPLICE CONNECTION DETAIL REFERENCE; PERMIT B93-0359 SCOPE OF WORK lap splice design SCOPE OF WORK lap splice design REFERENCES • International Building Code (IBC 2015) • International Residential Code (IRC 2015) • Special Design Provisions for Wind and Seismic with Commentary (SDPWS-2015). • National Design Specification for Wood Construction (NDS)2015. • Wood Frame Construction Manual (WFCM-2015). • Timber Construction Manual, 6th edition, 2012 (TCM -2012) LOADS PER IRC 2015 Table r301.5 & ASCE (7-10) TABLE 4-1 . • LLr-20psf, roof live load(construction). • DLr=l5psf, roof deal load Deflection LIMITS PER IBC 2015 TABLE 1604.3 & IRC 2015 Table r301.7 • Roof rafter with flexible ceiling attached L/D=240 • Roof rafter with no ceiling attached UD=180 • Raised ceiling joists with flexible finishes L/D=240 • Floor joists UD=360 • All other structural members L/D=240 • Note; comparable deflection limits in IBC 2015 2308. "°cRS,t,iC r.nwsOLTA$T UN6INRRRS,IIe NEW 2X6 SPLICE (10)-#8(0.1681x2.5" WOOD SCREW 2X6 RAFTER Q 3" O/G �V FILE HANGER 29" CONNECTION DETAIL SCALE; 1"=1' REVIEWED FOR CODE COMPLIANCE APPROVED DEC 14 2018 City of Tukwila BUILDING DIVISION BFVISIONN�IL blo3I RECEIVED CITY OF TUKWILA DEC 0 5 2018 DEC 0 5 2018 PERMIT CENTER SHEET NUMBER REVISION #: CONNECTION w uJ 0 m 1- 0 LL O>_ O 0 w Q XU L2!! W& HAJ $COST$ EFFECTIVE CIVIL/STRUCTURAL ENGINEERING SOLUTIONS Wilson & HAJ Consultant Engineers, LLC mai Structural Calculation Report XEROX FOOTBRIDGE CANOPY REPLACE TWO ROTTEN GLULAM BEAM FOR THE FOOTBRIDGE CANOPY FOR; SOUND CONTRACTING GROUP, LLC 6400 Southcenter Blvd., Tukwila 98188 Prepared by: Hazim Al Khalaf, P.E., M.ASCE Registered Professional Engineer in Washington State # (53164), expiration date 04/29/2020 Washington Firm # 3733 REVIEWED FOR CODE COMPLIANCE ,.. APPROVED • * OCT 2 9 2018 City of Tukwila BUILDING DIVISION DATE 10/23/2018 15 pages; REVISION DESCRIBTION RECEIVED CITY OF TUKWILA OCT 2 3 201 PERMIT CENTER 10/23/2018 FOR APPROVAL R00 Mr 04( 'A�LS&N6I ,A T€NEERS,LLC 603 W GOWE ST., Kent WA 98032..206-979-3819..hazim@wilsonhajengineers.com DOOOOOOOOCOOOOOOOOCOOOOOOOOOOOOOOOOOOOOOOOOC Wilson & HAJ Consultant Engineers, LLC 206-979-3819 hazim@wilsonhajengineers.com Project XEROX FOOTBRIDGE CANOPY/6400 Southcenter Blvd., Tukwila 98188 Job Ref. Section BEAM DESIGN Sheet no./rev. 1 Calc. by HAJ Date 10/22/2018 Chk'd by Date App'd by Date Contents SCOPE OF WORK 2 REFERENCES 2 LOADS PER IRC 2015 Table r301.5 & ASCE (7-10) TABLE 4-1 2 Deflection LIMITS PER IBC 2015 TABLE 1604.3 & IRC 2015 Table r301.7 2 Seismic forces (ASCE7) 3 Seismic Forces (ASCE 7-10) 3 Snow loading (ASCE7) 6 Snow loading (ASCE7-10) 6 Wind loading (ASCE7-10) 8 wind loading (ASCE7-10) 8 Wood beam analysis & design (NDS) 11 Structural glued laminated timber (Glulam) Beam analysis & Design (NDS) 11 "II.SON & NAJ "�IFERS.LIC L) 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Wilson & HAJ Consultant Engineers, LLC 206-979-3819 hazim@wilsonhajengineers.com Project XEROX FOOTBRIDGE CANOPY/6400 Southcenter Blvd., Tukwila 98188 Job Ref. Section BEAM DESIGN Sheet no./rev. 2 Calc. by HAJ Date 10/22/2018 Chk'd by Date App'd by Date SCOPE OF WORK Structural design for REPLACE TWO ROTTEN GLULAM BEAM FOR THE FOOTBRIDGE CANOPY. REFERENCES • International Building Code (IBC 2015). • International Residential Code (IRC 2015). • Special Design Provisions for Wind and Seismic with Commentary (SDPWS-2015). • National Design Specification for Wood Construction (NDS)2015. • Wood Frame Construction Manual (WFCM-2015). • Timber Construction Manual, 6th edition, 2012 (TCM -2012) • ACI 318-14: Building Code Requirements for Structural Concrete and Commentary • ACI 301-16: Specifications for Structural Concrete. • ACI (332-14): Residential Code Requirements for Structural Concrete and Commentary. • Prescriptive Design of Exterior Concrete Walls (PCA100-2017) LOADS PER IRC 2015 TABLE R301.5 & ASCE (7-10) TABLE 4-1 • LL=40psf, live load, first floor. • LL=30psf, live load, second floor. • LLr=20psf, roof live Ioad(construction). • DL=15psf, floor dead load. • DL=10psf, partitions dead load.. • DLr=20psf, roof assembly. • DLr=lOpsf, roof ceiling. • DL exterior walls=l5psf, or 121 plf • Wind Speed=110 mph, 3 -sec. Wind Exposure=B, Kn=, Analysis Methods=Envelope.. • Seismic Site Information, Ss=1.464, S1=0.498, Seismic Design, SSD=0.976, Sol=0.499, Site Class=D, Importance Factor -1.0, Risk Category =11 ASCE(7-10) /Table 1.5-1, Seismic Design Category=D, Analysis Procedure= Equivalent Lateral Force(ELF), Basic SFRS ASCE(7-10) /Table 12.2-1. DEFLECTION LIMITS PER IBC 2015 TABLE 1604.3 & IRC 2015 TABLE R301.7 • Roof rafter with flexible ceiling attached UA=240 • Roof rafter with no ceiling attached Ud=180 • Raised ceiling joists with flexible finishes UA=240 • Floor joists UA=360 • All other structural members Ud=240 • Note; comparable deflection limits in IBC 2015 2308. VIILSAN & NA1 €a8INEERS sic 0 0 0 a 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Wilson & HAJ Consultant Engineers, LLC 206-979-3819 hazim@wilsonhajengineers.com Project XEROX FOOTBRIDGE CANOPY/6400 Southcenter Blvd., Tukwila 98188 Job Ref. Section BEAM DESIGN Sheet no./rev. 3 Calc. by HAJ Date 10/22/2018 Chk'd by Date App'd by Date SEISMIC FORCES (ASCE7) U.S. Schrnc Owgn Nope U.S. Geological Survey - Earthquake Hazards Program Due to insufficient resources and the recent development of similar web tools by third parties, this spring the USGS will be streamlining the two U.S. Seismic Design Maps web applications, including the one below. whereas the current applications each interact with users through a graphical user Interface (GUI), the new web services will receive the inputs (e.g. latitude and longitude) in the form of a web address and return the outputs (e.g. Sos and SDI) in text form, without supplementary graphics. Though designed primarily to be read by the aforernentioned third -party web GUIs, the text outputs are a Iso human -readable. To preview the new web services, please click here. Step-by-step instructions for using one of these web services, namely that for the recently published 2016 ASCE 7 Standard,irgposted here. 6400 Southcenter Blvd., Tukwila 98188 tadtude = 47.462'N, Longitude = 122.254'W location s_ 5g = 1.464 g 0.498 g SNS = SMI= 1.464 g 0.897 gl Reference Document 2015 NEHRP Provisions Site Class D (determined): Stiff Soil Risk Category IorllorIII Sos= 0.976g Slat= 0598g1 COWSULtANT&EHGjliFcp. t, - 1 Since the Site Class Is D and Sit 02 g.slte-specific ground motions might be required. See Section 11.4,7 of the 2015 NEHRP Provisions nrtosnbreauare,uge,000tMameoaDeaava+ ins SEISMIC FORCES (ASCE 7-10) Site parameters Site class Mapped acceleration parameters (Section 11.4.1) at short period D Ss = 1.464 Tedds calculation version 3.0.10 DOOOOOOOOOOOOOOOOOOOOO00000000000000000000OC Wilson & HAJ Consultant Engineers, LLC 206-979-3819 hazim@wilsonhajengineers.com Project XEROX FOOTBRIDGE CANOPY/6400 Southcenter Blvd., Tukwila 98188 Job Ref. Section BEAM DESIGN Sheet no./rev. 4 Calc. by HAJ Date 10/22/2018 Chk'd by Date App'd by Date at 1 sec period Site coefficientat short period (Table 11.4-1) at 1 sec period (Table 11.4-2) Spectral response acceleration parameters at short period (Eq. 11.4-1) at 1 sec period (Eq. 11.4-2) Si = 0.498 Fa = 1.000 F„ = 1.502 SMs=FaxSs=1.464 SM1=FvxSt=0.748 Design spectral acceleration parameters (Sect 11.4.4) at short period (Eq. 11.4-3) Sos = 2 /3 x Snits = 0.976 at 1 sec period (Eq. 11.4-4) Sol = 2 / 3 x SM1 = 0.499 Seismic design category Risk category (Table 1.5-1) II Seismic design category based on short period response acceleration (Table 11.6-1) D Seismic design category based on 1 sec period response acceleration (Table 11.6-2) D Seismic design category D Approximate fundamental period Height above base to highest level of building h„ = 10 ft From Table 12.8-2: Structure type Building period parameter Ct Building period parameter x Approximate fundamental period (Eq 12.8-7) Building fundamental period (Sect 12.8.2) Long -period transition period Seismic response coefficient Seismic force -resisting system (Table 12.2-1) Response modification factor (Table 12.2-1) Seismic importance factor (Table 1.5-2) Seismic response coefficient (Sect 12.8.1.1) Calculated (Eq 12.8-2) Maximum (Eq 12.8-3) Minimum (Eq 12.8-5) Seismic response coefficient Seismic base shear (Sect 12.8.1) Effective seismic weight of the structure Seismic response coefficient Seismic base shear (Eq 12.8-1) All other systems Ct = 0.02 x = 0.75 Ta = Ct x (hn)X x 1sec / (1ft)x= 0.112 sec T = Ta = 0.112 sec Tt = 8 sec A. Bearing_Wall_Systems 15. Light -frame (wood) walls sheathed with wood structural panels R = 6.5 le = 1.000 Cs_caic = SDs / (R / le) = 0.1502 Cs_max = SDi / (T x (R / le)) = 0.6821 Cs_min = max(0.044 x Sos x Ie,0.01) = 0.0429 Cs = 0.1502 W = 5.5 kips Cs = 0.1502 V= CsxW=0.8kips WILSON & Hal CONSULTANT ENNINEI_(te '' " D000000000000000000000000000000000000000000c Wilson & HAJ Consultant Engineers, LLC 206-979-3819 hazim@wilsonhajengineers.com Project XEROX FOOTBRIDGE CANOPY/6400 Southcenter Blvd., Tukwila 98188 Job Ref. Section BEAM DESIGN Sheet no./rev. 5 Calc. by HAJ Date 10/22/2018 Chk'd by Date App'd by Date Vertical distribution of seismic forces (Sect 12.8.3) Vertical distribution factor (Eq 12.8-12) Cvx = WxX hxk/E(W; X hk) Lateral force induced at level i (Eq 12.8-11) Fx = Cvx x V Minimum diaphragm forces (Section 12.10.1.1) Calculated min. diaphragm force (Eq 12.10-1) Vertical force distribution table Fpx = EF; x wpx / Ewi,(i=x to n) Fpxmin = 0.2 X SDS X le X Wpx Fpxmax = 0.4 X SDS X le X Wpx Level Height from base to Level i (ft), hx Portion of effective seismic weight assigned to Level i (kips), wx Distribution exponent related to building period, k Vertical distribution factor, Cvx Lateral force induced at Level i (kips), Fx Weight tributary to the diaphragm at Level i (kips), wpx Minimum diaphragm force at Level i (kips), Fpx 1 10.0 5.5 1.00 1.000 0.8 5.5 1.1 WILSON & Hid rnPSU! TANT ¢yGINFFRe I t r DOOOOCOOOOOOOOOOOOOOOOOOOOOOOQOOOOOOOOOOOOOC Wilson & I-IAJ Consultant Engineers, LLC 206-979-3819 hazim@wilsonhajengineers.com Project XEROX FOOTBRIDGE CANOPY/6400 Southcenter Blvd., Tukwila 98188 Job Ref. Section BEAM DESIGN Sheet no./rev. 6 Calc. by HAJ Date 10/22/2018 Chk'd by Date App'd by Date SNOW LOADING (ASCE7) SNOW LOADING (ASCE7-10) Building details Roof type Width of roof (left on elevation) Width of roof (right on elevation) Slope of roof (left on elevation) Slope of roof (right on elevation) Ground snow load Ground snow load Density of snow Terrain type Exposure condition (Table 7-2) Exposure factor (Table 7-2) Thermal condition (Table 7-3) Thermal factor (Table 7-3) Importance category (Table 1-1) Importance factor (Table 7-4) Flat roof snow load (Sect 7.3) Cold roof slope factor (Ct > 1.0) Roof surface type Ventilation Thermal resistance (R -value) Roof slope factor - left Fig 7-2b (dashed line) Roof slope factor - right Fig 7-2b (dashed line) Hip and gable roof loads Balanced sloped snow load - left (CI.7.4) Balanced sloped snow load - right (CI.7.4) Slope of left roof Slope of right roof Unbalanced load - left roof windward Unbalanced load - right roof leeward Length eaves to ridge for drift height Drift height Rectangular surcharge to part leeward side Length of rectangular surcharge Unbalanced load - left roof leeward Unbalanced load - right roof windward Length eaves to ridge for drift height Tedds calculation version 1.0.06 Hip and gable bt = 5.25 ft b2 = 5.25 ft at = 26.00 deg az = 26.00 deg pg = 20.00 Ib/ft2 y= min(0.13 x pg / 1ft + 141b/ft3, 301b/ft3) = 16.60 Ib/ft3 B Fully exposed Ce = 0.90 Structures kept just above freezing Ct = 1.10 I I Is = 1.00 pr = 0.7xCeXCtx Is x pg = 13.86 Ib/ft2 Slippery Ventilated R = 30.00°F h ft2 / Btu Csi = 0.73 Cs_r = 0.73 = Csi x pf = 10.16 Ib/ft2 ps_r = Cs_r X pf = 10.16 Ib/ft2 S� = 1 / tan(at) = 2.05 Sr = 1 / tan(a2) = 2.05 ps_iw = 0.3 x psi = 3 Ib/ft2 ps_ri = ps_r = 10.16 Ib/ft2 lu_ww_� = bt = 5.25 ft hdr_r = 0.43 x (max(lu_wwi, 20ft) x 1ft2)1/3 x (pg / 1 Ib/ft2 + 10)114 - 1.5 x lft = 1.23 ft ps_d_sur = hdr_r x'y/ 'I(Sr) = 14.28 Ib/ft2 lu_d_sur = min(8 / 3 x hdr r X 4(Sr), b2) = 4.70 ft = psi = 10.16 Ib/ft2 ps_rw = 0.3 x ps_r = 3 Ib/ft2 lu_ww_r = bz = 5.25 ft COMPANT HAJ D000000000000000000000000000000000000000000C Wilson & HAJ Consultant Engineers, LLC 206-979-3819 hazim@wilsonhajengineers.com Project XEROX FOOTBRIDGE CANOPY/6400 Southcenter Blvd., Tukwila 98188 Job Ref. Section BEAM DESIGN Sheet no./rev. 7 Calc. by HAJ Date 10/22/2018 Chk'd by Date App'd by Date Drift height Rectangular surcharge to part leeward side Length of rectangular surcharge Balanced load Unbalanced load Unbalanced load hdr_I = 0.43 x (max(lu_ww r, 20ft) x 1ft2)1/3 x (p9 / 1 Ib/ft2 + 10)1/4 - 1.5 x 1ft = 1.23 ft ps_ i_sur = hdu x Y / -4(Si) = 14.28 Ib/ft2 lu_l_sur = min(8 / 3 x hdrl x bi) = 4.70 ft 10.2 psf 10.2 psf 3.0 psf 14 4' 8.4" 4' 8.4" ---►i 114.3 psf 2 psf 10.2 ps 14.3tr sf r 3.0 psf 6.0 0 26.0 5' 3"►f Roof elevation kb - WILSON RAJ CQNSUL N �� G��rrrn D000000000000000000000000000000000000000000C Wilson & HAJ Consultant Engineers, LLC 206-979-3819 hazim@wilsonhajengineers.com Project XEROX FOOTBRIDGE CANOPY/6400 Southcenter Blvd., Tukwila 98188 Job Ref. Section BEAM DESIGN Sheet no./rev. 8 Calc. by HAJ Date 10/22/2018 Chk'd by Date App'd by Date WIND LOADING (ASCE7-10) WIND LOADING (ASCE7-10) In accordance with ASCE7-10 incorporating Errata No. 1 and Errata No. 2 Using the directional design method Building data Type of roof Length of building Width of building Height to eaves Pitch of roof Mean height Wind flow General wind Toad requirements Basic wind speed Risk category Velocity pressure exponent coeff (Table 26.6-1) Exposure category (c1.26.7.3) Enclosure classification (c1.26.10) Internal pressure coef +ve (Table 26.11-1) Internal pressure coef –ve (Table 26.11-1) Gust effect factor 35 ft Plan Gable free b = 35.00 ft d=5.50ft H = 10.00 ft ao=26.0deg h = 10.67 ft Clear V = 110.0 mph I I Kd = 0.85 B Open buildings GCPi_p = 0.00 GCPi_n = 0.00 Gr = 0.85 Topography Topography factor not significant Kzt = 1.0 Velocity pressure Velocity pressure coefficient (T.27.3-1) Velocity pressure Peak velocity pressure for internal pressure Peak velocity pressure – internal (as roof press.) qi = 15.01 psf Pressures and forces Net pressure p = qh x G x CN Tedds calculation version 2.0.20 M �-5.5 ft—► Elevation CONSfi U!§AON&€NPiuccn- , • - Kz = 0.57 qh = 0.00256 x Kz x Kzt x Kd x V2 x 1psf/mph2 = 15.0 psf D000000000000000000000000000000000000000000c Wilson & HAJ Consultant Engineers, LLC 206-979-3819 hazim@wilsonhajengineers.com Project XEROX FOOTBRIDGE CANOPY/6400 Southcenter Blvd., Tukwila 98188 Job Ref. Section BEAM DESIGN Sheet no./rev. 9 Calc. by HAJ Date 10/22/2018 Chk'd by Date App'd by Date Net Minimum Roof Total Total Minimum Projected Minimum Roof Total Total Minimum Projected Minimum Roof Total Total Minimum Projected Minimum Roof force Fw = p x Aref design wind loading (c1.27.4.7) pmin_r = 16 Ib/ft2 load case 1 - Wind 0 -Loadcase A I I r Zone Ref. height (ft) Ext pressure coefficient CN Peak velocity pressure qn (psf) Net pressure p (psf) Area Aref (ft2) Net force Fw (kips) 1 (+ve) 10.67 1.19 15.01 15.22 107.09 1.63 2 (+ve) 10.67 0.19 15.01 2.47 107.09 0.26 vertical net force Fw,v = 1.70 kips horizontal net force Fw,h = 0.60 kips loading vertical area of roof Avert_r_o = b x d/2 x tan(ao) = 46.94 ft2 overall horizontal loading Fw,totai_min = Pmin_r X Avert_r_o = 0.75 kips Toad case 2 - Wind 0 - Loadcase B Zone Ref. height (ft) Ext pressure coefficient CN Peak velocity pressure qn (psf) Net pressure p (psf) Area Aref (ft2) Net force Fw (kips) 1 (+ve) 10.67 -0.10 15.01 -1.28 107.09 -0.14 2 (+ve) 10.67 -0.85 15.01 -10.80 107.09 -1.16 vertical net force Fw,v = -1.16 kips horizontal net force Fw,h = 0.45 kips loading vertical area of roof Avert_r_o = b x d/2 x tan(ao) = 46.94 ft2 overall horizontal loading Fw,totai_min = Pmin_r X Avert_r_0 = 0.75 kips Toad case 3 - Wind 90 - Loadcase A Zone Ref. height (ft) Ext pressure coefficient CN Peak velocity pressure qn (psf) Net pressure p (psf) Area - Aref (ft2) Net force Fw (kips) 1 (4-ve) 10.67 -0.80 15.01 -10.21 65.30 -0.67 2 (+ve) 10.67 -0.60 15.01 -7.65 65.30 -0.50 3 (+ve) 10.67 -0.30 15.01 -3.83 83.58 -0.32 vertical net force Fw,v = -1.34 kips horizontal net force Fw,h = 0.00 kips loading vertical area of roof Avert_r_go = 0.00 ft2 overall horizontal loading Fw,totai_min = Pmin_r X Avert_r_go = 0.00 kips Toad case 4 - Wind 90 - Loadcase B HAJ CONSULTANT & E"cIWFFRc 0000000000000000000000000000000000000000000c Wilson & HAJ Consultant Engineers, LLC 206-979-3819 hazim@wilsonhajengineers.com Project XEROX FOOTBRIDGE CANOPY/6400 Southcenter Blvd., Tukwila 98188 Job Ref. Section BEAM DESIGN Sheet no./rev. 10 Calc. by HAJ Date 10/22/2018 Chk'd by Date App'd by Date Zone Ref. height (ft) Ext pressure coefficient CN Peak velocity pressure qn (psf) Net pressure p (psf) Area Aref (ft2) Net force FW (kips) 1 (+ve) 10.67 0.80 15.01 10.21 65.30 0.67 2 (+ve) 10.67 0.50 15.01 6.38 65.30 0.42 3 (+ve) 10.67 0.30 15.01 3.83 83.58 0.32 Total vertical net force Fw,v = 1.26 kips Total horizontal net force Fw,h = 0.00 kips Minimum loading Projected vertical area of roof Avert r so = 0.00 ft2 Minimum overall horizontal loading Fw,totai_min = Pmin_r X Avert_r_90 = 0.00 kips V 35ft 03 Trsi 2 co 3 1 vi .• 13I Plan viev'Gable roof 35 ft— Win0° 1 2 3 uvi tri i 10.7 ft .4 ►V PtaWvv —Gaoie-roof -4 13.7 ft . CONSUI TANT&ENGINEERS,LLC L) 0 c 0 0 0 0 0 0 0 0 0 0 0 a O 0 a a 0 0 0 0 0 0 0 0 0 0 0 0 O O C 0 0 0 0 0 n Wilson & HAJ Consultant Engineers, LLC 206-979-3819 hazim@wilsonhajengineers.com Project XEROX FOOTBRIDGE CANOPY/6400 Southcenter Blvd., Tukwila 98188 Job Ref. Section BEAM DESIGN Sheet no./rev. 11 Calc. by HAJ Date 10/22/2018 Chk'd by Date App'd by Date WOOD BEAM ANALYSIS & DESIGN (NDS) STRUCTURAL GLUED LAMINATED TIMBER (GLULAM) BEAM ANALYSIS & DESIGN (NDS) In accordance with the ANSI/AF&PA NDS -2015 using the ASD method 0.205 0.0 — f A kip_ft TEDDS calculation version 1.7.03 Load Envelope - Combination 1 30 5 21.788 — 0.0- 1 Bending Moment Envelope 21.8 8 2 C 30 A kips 3.0 2.988 — 0.0- .0- -3.159— -3.159— Applied Applied loading Beam loads Load combinations Load combination 1 Shear Force Envelope -2.6 I 5 B 2 C 1.0 -3.2 30 A Dead self weight of beam x 1 Dead full UDL 75 Ib/ft Roof Live full UDL 100 Ib/ft Support A Span 1 5 1 2 C WILSON & NAJ CORSO,TAOT Fo6INEERS.IIC Dead x 1.00 Roof Live x 1.00 Snow x 1.00 Dead x 1.00 Roof Live x 1.00 v 0 0 0 0 0 0 0 �0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 n Wilson & HAJ Consultant Engineers, LLC 206-979-3819 hazim@wilsonhajengineers.com Project XEROX FOOTBRIDGE CANOPY/6400 Southcenter Blvd., Tukwila 98188 Job Ref. Section BEAM DESIGN Sheet no./rev. 12 Calc. by HAJ Date 10/22/2018 Chk'd by Date App'd by Date Analysis results Maximum moment Design moment Maximum shear Design shear Total load on member Reaction at support A Unfactored dead load reaction at Unfactored roof live load reaction Reaction at support B Unfactored dead Toad reaction at Unfactored roof live load reaction Reaction at support C Unfactored dead Toad reaction at Unfactored roof live load reaction Glulam section details Net finished breadth of sections Net finished depth of sections Number of sections in member Overall breadth of member Alignment of laminations Stress class Tension parallel to grain Compression parallel to grain Bending about X -X axis properties (loaded perpendicular to wide faces of laminations): Positive bending Fbx1,os = 2400 Ib/int support A at support A support B at support B support C at support C Support B Span 2 Support. C Snow x 1.00 Dead x 1.00 Roof Live x 1.00 Snow x 1.00 Dead x 1.00 Roof Live x 1.00 Snow x 1.00 Dead x 1.00 Roof Live x 1.00 Snow x 1.00 Mmax = 21788 Ib ft Mmin = -2561 Ib ft M = max(abs(Mmax),abs(Mmin)) = 21788 Ib_ft Fmax = 2988 Ib Fmin = -3159 Ib F = max(abs(Finax),abs(Fmin)) = 3159 Ib Wtot = 7171 Ib RA_ RA_ RA_ RB_ RB_ RB_ Re_ Re_ Re_ max = 2988 Ib Dead = 1530 Ib Roof Live = 1458 Ib max = 4183 Ib Dead = 2142 Ib Roof Live = 2042 Ib max = 0 Ib Dead = 0 Ib Roof Live = 0 lb b = 5.125 in d = 24 in N=1 bb=Nxb=5.125 in Horizontal 24F -V8 DF/DF Ft = 1100 Ib/int Fc = 1650 Ib/int RA_min = 2988 Ib RB_min = 4183 Ib Rc_min = 0 Ib rn"N"LT T&EH6INEFRS 11.r. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 O 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 n Wilson & HAJ Consultant Engineers, LLC 206-979-3819 hazim@wilsonhajengineers.com Project XEROX FOOTBRIDGE CANOPY/6400 Southcenter Blvd., Tukwila 98188 Job Ref. Section BEAM DESIGN Sheet no./rev. 13 Calc. by HAJ Date 10/22/2018 Chk'd by Date App'd by Date Negative bending Compression perpendicular to grain Shear parallel to grain Modulus of elasticity Modulus of elasticity, stability calculations Mean shear modulus Bending about Y -Y axis properties (loaded parallel Bending Modulus of elasticity stability calculations Member details Service condition Length of span 1 Length of span 2 Length of bearing Load duration Section properties Cross sectional area of member Section modulus Second moment of area Adjustment factors Load duration factor - Table 2.3.2 Temperature factor - Table 2.3.3 Flat use factor - Table 5A Bearing area factor - c1.3.10.4 Length of beam between points of zero moment For species other than Southern Pine Volume factor - eq.5.3-1 Depth -to -breadth ratio - Beam is fully restrained Beam stability factor - c1.3.3.3 Bearing perpendicular to grain - c1.3.10.2 Design compression perpendicular to grain Applied compression stress perpendicular to grain fc_perp = RB_max / (N x b x Lb) = 204 Ib/int fc_perp / Fc_perp = 0.287 PASS - Design compressive stress exceeds applied compressive stress at bearing Fbx_neg = 2400 Ib/int Fc_perp = 650 Ib/inz Fv = 265 Ib/int E = 1800000 Ib/int Emin = 950000 Ib/int Gdef = E / 16 = 112500 Ib/int to wide faces of laminations): Fby = 1550 Ib/inz Eymin = 850000 Ib/inz Dry Lst = 30 ft Ls2=5ft Lb = 4 in Seven days A=Nxbxd=123.00in2 Sx=Nxbxd2/6=492.00in3 Sy = d x (N x b)2 / 6 = 105.06 in3 Ix=Nxbxd3/12= 5904.00 in4 ly=dx(Nxb)3/12=269.221n4 CD = 1.25 Ct = 1.00 Cfu = 1.10 Cb = (Lb + 0.375 in) /Lb=1.09 Lo = 8.75 ft x = 10 Cv = min((21 ft / Lo)ux x (12 in / drx x (5.125 in / biux, 1) = 1.00 d / (N x b) = 4.68 CL = 1.00 Fc.perp'=Fc_perpXCtXCb=711 Ib/inz PfH§UITANT&EHP6IN FAQ II r. Strength in bending - c1.3.3.1 Design bending stress Actual bending stress Fb = Fbx_pos x CD x Ct x min(CL, Cv) x Cc = 3000 Ib/inz fb = Mmax / Sx = 531 Ib/int fb / Fi; = 0.177 PASS - Design bending stress exceeds actual bending stress 0 0 0 0 0 s. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Q 0 0 Wilson & HAJ Consultant Engineers, LLC 206-979-3819 hazirn@wilsonhajengineers.com Project XEROX FOOTBRIDGE CANOPY/6400 Southcenter Blvd., Tukwila 98188 Job Ref. Section BEAM DESIGN Sheet no./rev. 14 Calc. by HAJ Date 10/22/2018 Chk'd by Date App'd by Date Strength in shear parallel to grain - cI.3.4.1 Design shear stress Actual shear stress - eq.3.4-2 Deflection - c1.3.5.1 Modulus of elasticity for deflection Design deflection Total deflection Fv' = Fv x CD x Ct = 331 Ib/inz fv=3xF/(2xA)=391b/int fv/Fv'=0.116 PASS - Design shear stress exceeds actual shear stress E' = EX x CME x Ct = 1800000 Ib/inz Sadm = 0.003 x 2 x Ls2 = 0.360 in 6b_s2 = -0.164 in Sb_s2 / Sadm = -0.455 PASS - Total deflection is less than design deflection NAJ CONSUI TAN & TENGINEERS,IIC ;NIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D18-0341 DATE: 12/05/18 PROJECT NAME: SOUND MENTAL HEALTH SITE ADDRESS: 6400 SOUTHCENTER BLVD Original Plan Submittal Revision # before Permit Issued Response to Correction Letter # X Revision # 1 after Permit Issued DEPARTMENTS: Building Division Public Works 1-4 n Fire Prevention Structural n Planning Division Permit Coordinator U PRELIMINARY REVIEW: Not Applicable n (no approval/review required) DATE: 12/06/18 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved Corrections Required Approved with Conditions Denied (corrections entered in Reviews) (ie: Zoning Issues) DUE DATE: 01/03/19 n Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg 0 Fire 0 Ping ❑ PW ❑ Staff initials: 12/18/2013 c� a PLAN REVIEW/ROUTING SLIT: PERMIT NUMBER: D18-0341 DATE: PROJECT NAME: SOUND MENTAL HEALTH SITE ADDRESS: 6400 SOUTHCENTER BLVD X Original Plan Submittal Revision # Response to Correction Letter # Revision # 10/23/18 before Permit .ssued after Permit ssued DEPARTMENTS: A -w . l -r Building Division .)s 1g Public Works • /40-11 AO- to -As -is 1,‘,,B Fire Prevention IS Planning Divts. )n Structural ❑ Permit Coordi' ,tor 41 'RELIMINARY REVIEW: Not Applicable (•lo approval/review required) REVIEWER'S INITIALS: r: DATE: 10/2Y/18 Structural Review Required DATE: APPROVALS OR CORRECTIONS: Approved Corrections Required ❑ Approved with Conditions Denied (corrections entered in Reviews) (ie: Zoning Issues) DUE DATE: 11/2: ' 18 Notation: •:EVIEWER'S INITIALS: J DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: st 12/18/2013 PROJECT NAME: SOurcit PERMIT NO: t 141 SITE ADDRESS: (t 400 S ()ink? -v.. 144 ORIGINAL ISSUE DATE: (Q -30-10 REVISION LOG REVISION NO. DATE RECEIVED STAFF INITI S ISSUED DATE STAFF INITIALS I 1)--S--I 0 i' -- t -c tiff Summary of Revision: Received by: r,, ;, -eA; 1 4 ,S? 1 4 01:4-t - vv. ,v, - Received by: c \,), ) 1, PS OD P-, 2 REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) Date: 12 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.TukwilaWA.gov REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Plan Check/Permit Number: ❑ Response to Incomplete Letter # ❑ Response to Correction Letter # ta— Revision # C after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner ❑ Deferred Submittal # Project Name: Project Address: 0(--1 o) 5�� v\ c JS i Q, Contact Person: BOG q-/a'g Phone Number: ( L2") 7/1N O Summary of Revision: RECEIVED CITY OF TUKWILA DFC 0 5 2018 PERMIT CENTER Sheet Number(s): "Cloud" or highlight all areas of revision including date visio Received at the City of Tukwila Permit Center by: ®- Entered in TRAKiT on 10)---;S--- t W:\Permit Center \Templates\Forms\Revision Submittal Formdoc Revised. August 2015 Hoene Espanol Contact. Safety & Health Claims & Insurance CoWashington State Department of Labor & industries Search L&I A -'Z. Index Help My TM: Workplace Rights Trades & Licensing SOUND CONTRACTING GROUP LLC Owner or tradesperson Principals LANDGRAF, JULIAN, PARTNER/MEMBER Doing business as SOUND CONTRACTING GROUP LLC WA UBI No. 604 113 456 126 SW 148TH ST STE C100 BOX 360 SEATTLE, WA 98166 206-290-0985 KING County Business type Limited Liability Company 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. SOUNDCG831KE Effective — expiration 05/0512017— 05/05/2019 Bond Western Surety Co Bond account no. 71903592 Received by L&I 05/03/2018 Hudson Insurance Company Bond account no. 10057110 Received by L&I 05/05/2017 Insurance HISCOX INSURANCE COMPANY INC Policy no. UDC1962490CGL18 Received by L&I 05/03/2018 $12,000.00 Effective date 05/01/2018 Expiration date Until Canceled $12,000.00 Effective date 05/01/2017 Expiration date Until Canceled $1,000,000.00 Effective date 05/01/2018 Expiration date 05/01/2019 Insurance history Help us improve Savings No savings accounts during the previous 6 year period. Lawsuits against the bond or savings No lawsuits against the bond or savings accounts during the previous 6 year period. L&I Tax debts No L&I tax debts are recorded for this contractor license during the previous 6 year period, but some debts may be recorded by other agencies. License Violations No license violations during the previous 6 year period. Workers' comp Do you know if the business has employees? If so, verify the business is up-to-date on workers' comp premiums. L&I Account ID Call L&I account representative for account 645,554-00 status. Doing business as SOUND CONTRACTING GROUP LLC Estimated workers reported Incomplete premium report received. L&I account contact TO 1 WEN SHEN (206)835-1019 - Email: SHWE235@Ini.wa.gov Public Works Strikes and Debarments Verify the contractor is eligible to perform work on public works projects. Contractor Strikes No strikes have been issued against this contractor. Contractors not allowed to bid No debarments have been issued against this contractor. Workplace safety and health No inspections during the previous 6 year period. © Washington State Dept. of Labor & Industries. Use of this site is subject to the laws of the state of Washington. Help us improve NOTES AND SPECIFICATIONS SHALL APPLY UNLESS MOTES OTHERWISE ON THE DRAWINGS L$' 306-1" PROJECT INFORMATION ^r 1 Layout Page Table P,L P,L �« �,� P!L P,L P,L PIL— 306 3/4 ft ,o Label Title Description Comments PROJECT; XEROX FOOTBRIDGE CANOPY �. S.10� Protect overview AND NOTES : y ADDRESS; 6400 Southcenter Blvd., Tukwila 98188 5-103 , :, 'ilidscut,�e�,t�r S-103 ORIGINAL PERMIT DRAWINGS ���� i ".'�,�a;, ; < .:.. , i , , , Ei F- a SERVICE; STRUCTURAL DESIGN cc Revision TableSEPARATE { PE , N TABLE SCOPE OF WORK; ' u.•- Number Date Revised ByDescription ~ Utrl'�iD FOR: Lu ' a /lSED BY _ �. �1 � %a ,,�- mxw4 ,ID k ,.. ,, sa,cF:. d�1•;.x,. .,..... - 111/Elcancid - REFERENCE; PERMIT B93-0359 Giumb=ng (1 as Piping City of Tukwila Q cn tY BUILDING DIVISION REV GENERAL NOTES GENERAL NOTES AND SPECIFICATIONS w THIS PLAN SET, COMBINED WITH THE BUILDING CONTRACT, PROVIDES BUILDING DETAILS THE GENERAL CONTRACTOR SHALL FULLY COMPLY WITH THE 2015 IBC AND ALL , , , ,. ,,,, , ‘: ,,,,,t FOR THE RESIDENTIAL PROJECT THE CONTRACTOR SHALL VERIFY THAT SITE CONDITIONS ADDITIONAL STATE AND LOCAL CODE REQUIREMENTS. tX m ARE CONSISTENT WITH THESE PLANS BEFORE STARTING WORK. WORK NOT SPECIFICALLY 2015 IEC AND 2015 IMC SHALL BE USED. ANY --•------ 2 DETAILED SHALL BE CONSTRUCTED TO THE SAME QUALITY AS SIMILAR WORK THAT IS THE CONTRACTOR SHALL ASSUME FULL RESPONSIBILITY FOR WORK KNOWINGLY TO OR shallz DETAILED. ALL WORK SHALL BE DONE IN ACCORDANCE WITH INTERNATIONAL BUILDING PERFORMED CONTRARY SUCH LAWS, ORDINANCES, el 4k vr117= sem: approval of CODES AND LOCAL CODES, CONTRACTOR SHALL BE RESPONSIBLE AND BEAR ANY FINES REGULATIONS. THE CONTRACTOR SHALL ALSO PERFORM COORDINATION WITH ALL £ «ml,.._.:§3 Building Division. UTILITIES AND STATE SERVICE AUTHORITIES. "' =: l require a newplan t STRUCTURAL NOTES AND SPECIFICATIONS OR PENALTIES FOR CODE,ORDINANCE,REGULATION OR BUILDING PROCESS VIOLATIONS. ,s5 �:..—mz- and may include additional plan MAWS f INSURANCES SHALL BE IN FORCE THROUGHOUT THE DURATION OF THE BUILDING VI C 1 N I TY FLAN PROJECT. WRITTEN DIMENSIONS ON THESE DRAWINGS SHALL HAVE PRECEDENCE OVER SCALED DIMENSIONS. THE GENERAL CONTRACTOR SHALL VERIFY AND IS N.T.S. SPECIFIC NOTES TAKE PRECEDENCE OVER SCALED RESPONSIBLE FOR ALL DIMENSIONS (INCLUDING ROUGH OPENINGS) AND WRITTEN DIMENSIONS AND SHALL CARPENTRY: DIMENSIONS AND GENERAL NOTES. THE ENGINEER/DESIGNER SHALL BE CONSULTED FOR CONDITIONS ON THE JOB AND MUST NOTIFY THIS OFFICE OF ANY VARIATIONS FROM CLARIFICATION IF SITE CONDITIONS ARE ENCOUNTERED THAT ARE DIFFERENT THAN THESE DRAWINGS.L� COPY SAWN LUMBER DESIGN IS BASED ON THE NATIONAL DESIGN SPECIFICATION, LATEST SHOWN, IF DISCREPANCIES ARE FOUND IN THE PLANS OR NOTES, OR IF A QUESTION EDITION. SAWN LUMBER SHALL CONFORM TO WEST COAST LUMBER INSPECTIONt, Permit b1,0-01.11 ARISES OVER THE INTENT OF THE PLANS OR NOTES. CONTRACTOR SHALL VERIFY AND IS THE GENERAL CONTRACTOR IS RESPONSIBLE FOR THE DESIGN AND PROPER t?. FUNCTION AND ELECTRICAL THE GENERAL BUREAU OR WESTERN WOOD PRODUCTS ASSOCIATION GRADING RULES. ALL LUMBER RESPONSIBLE FOR ALL DIMENSIONS INCLUDING ROUGH OPENINGS). ALL TRADES SHALL OF PLUMBING, HVAC SYSTEMS. ( ) NOT SPECIFICALLY NOTED TO BE D.F. #2 OR BETTER. ALL WOOD IN PERMANENT CONTACT Plan review approval is subject to END DAY. PLEASE SEE ADDITIONAL CONTRACTOR SHALL NOTIFY THIS OFFICE WITH ANY PLAN CHANGES REQUIRED FOR pp 1 errors and omissions. MAINTAIN A CLEAN WORK SITE AT THE OF EACH WORK WITH CONCRETE OR CMU SHALL BE PRESSURE DESIGN AND FUNCTION OF PLUMBING, HVAC AND ELECTRICAL SYSTEMSconstruction documents does not authorize NOTES CALLED OUT ON OTHER SHEETS. TREATED UNLESS AN APPROVED Approval of co BARRIER IS PROVIDED. FRAMING ACCESSORIES AND STRUCTURAL FASTENERS SHALL BE the violation of any adopted coda or ordinance. Receipt MANUFACTURED BY SIMPSON STRONG -TIE COMPANY OR ENGINEER APPROVED EQUAL) THIS OFFICE SHALL NOT BE RESPONSIBLE FOR CONSTRUCTION MEANS AND ( ) of approved Fiold METHODS ACTS OR OMISSIONS OF THE CONTRACTOR OR SUBCONTRACTOR OR AND OF THE SIZE AND TYPE SHOWN ON THE DRAWINGS. HANGERS NOT SHOWN SHALL Copy and conditions is acknowledged: SCOPE OF WORK BE SIMPSON HU OF SIZE RECOMMENDED FOR MEMBER. ALL HANGERS AND NAILS IN FAILURE OF ANY OF THEM TO CARRY OUT WORK IN ACCORDANCE. WITH THE By: CONSTRUCTION DOCUMENTS. AND DEFECT DISCOVERED IN THE CONSTRUCTION CONTACT WITH PRESSURE TREATED LUMBER SHALL BE SIMPSON Z -MAX HANGERS OR ' REFERENCES STAINLESS STEEL. ALL SHEAR WALL SHEATHING NAILS SHALL BE COMMON NAILS ALL Date: I o I S °/ f DOCUMENTS SHALL BE BROUGHT TO THE ATTENTION OF THIS OFFICE BY WRITTEN ® International Building Code (IBC 2015). NOTICE BEFORE PROCEEDING WITH WORK. REASONABLE TIME NOT ALLOWED THIS FRAMING NAILS SHALL BE COMMON NAILS. OR HOT DIPPED GALVANIZED BOX NAILS. City Tukwila ® International Residentioal Code (IRC 2015).FRAMING NAILS SHALL BE PER IBC TABLE 2304.10.1 OR IRC TABLE R602.3(1). of OFFICE TO CORRECT THE DEFECT SHALL PLACE THE BURDEN OF COST AND Special Design Provisions for Wind and Seismic with Commentary (SDPWS-2015). LIABILITY FROM SUCH DEFECT UPON THE CONTRACTOR. • National Design Specification for Wood Construction (NDS)2015: PLYWOOD PANELS SHALL CONFORM TO THE REQUIREMENTS OF "U.S. PRODUCT *Wood Frame Construction Manual - -- STANDARD PS 1 FOR CONSTRUCTION AND INDUSTRIAL PLYWOOD" OR APA PRP BUILDING DIVISION EROX FOOTBRIDGE CANOPY "RUCTURAL DESIGN (WFCM-2015). DESIGN CRITERIA: 2015 IRC AND IBC -108 ® Timber Construction Manual, 6th edition, 2012 (TCM -2012) ROOF: 20 PSF SNOW LOAD PERFORMANCE STANDARDS. UNLESS NOTED, PANELS SHALL BE APA RATED SHEATHING, ®ACI 318-14: Building Code Requirements for Structural Concrete and Commentary*8 EXPOSURE 1, OF THE THICKNESS AND SPAN RATINGSHOWN ON THE DRAWINGS. v PSF TOP CHORD DL. 0 • ACI 301-16: Specifications for Structural Concrete.. - PLYWOOD INSTALLATION SHALL BE IN CONFORMANCE WITH APA RECOMMENDATIONS. p *7 PSF BOTTOM CHORD DL. to ® ACI (332-14): Residential Code Requirements for Structural Concrete and Commentary. *5 PSF NET WIND UPLIFT. ALLOW 1/8"SPACING AT PANELS ENDS AND EDGES, UNLESS OTHERWISE RECOMMENDED X ® Prescriptive Design Exterior Concrete Walls BY THE PANEL MANUFACTURER. of (PCA100-2017) FLOOR: 40 PSF LL. *10 PSF TOP CHORD DL. co ALL ROOF SHEATHING AND SUB -FLOORING SHALL BE INSTALLED WITH FACE GRAIN •*5 PSF BOTTOM CHORD AL. PERPENDICULAR TO SUPPORTS,EXCEPT AS INDICATED ON THE DRAWINGS. � 411 1 ROOF � ` ' � '` = � = ' '' *1,500 OF EXCAVATION SOIL: PSF ALLOWABLE (ASSUMED). TO BE AT TIME ® LL=40psf, live load, first floor. FROST DEPTH: *1'-6" SHEATHING SHALL EITHER BE BLOCKED, TONGUE -AND -GROOVE, OR HAVE EDGES SUPPORTED BY PLYCLIPS. SHEAR WALL SHEATHING SHALL BE BLOCKED • LL=30psf, live load, second floor. SEISMIC ZONE: D, WITH 2X ® LLr=20psf, roof live load(construction). WIND: 110 MPH (110 MPH 3 SEC GUST), EXPOSURE B. FRAMING AT ALL PANEL EDGES. NAILING NOT SPECIFICALLY IDENTIFIED ON THE • DL=15psf, floor dead load. DRAWINGS TO CONFORM WITH IRC TABLE R602.3(1). DL=10ps1, partitions dead load.. THIS STRUCTURE SHALL BE ADEQUATELY BRACED FOR WIND LOADS UNTIL THE LAMINATED MEMBERS SHALL BE FABRICATED o DLr-20 sf, roof assembley.GLUED IN CONFORMANCE WITH U.S. p y ROOF, FLOOR AND WALLS HAVE BEEN PERMANENTLY FRAMED -TOGETHER AND ®DLr-10psf, roof ceiling. SHEATHED. PRODUCT STANDARD PS 56, "STRUCTURAL GLUED LAMINATED TIMBER" AND AMERICAN P/1- $0° 22' 40"w ,. " P ,. DL exterior walls=15psf, or 121 INSTITUTE OF TIMBER CONSTRUCTION, AITC 117, EACH MEMBER SHALL BEAR AN AITC OR 1►- P /L.: `` "P / P 1 L P / P / L plf P L ® Wind Speed=110 mph, 3 -sec. Wind Exposure=B, Kzt=1, Analysis Methods=. PROVIDE SOLID BLOCKING UNDER ALL BEARING WALLS PERPENDICULAR TO JOISTS APA-EWS IDENTIFICATION MARK AND BE ACCOMPANIED BY A CERTIFICATE OF 443 15/16 ft SD1-0.332, Site CONFORMANCE. ONE COAT OF END SEALER SHALL APPLIED IMMEDIATELY ® Seismic Site Information, SS=1.464, S1=0.498, Seismic Design, SSD=0.976, AND. OTHER BEARING POINTS NOT OTHERWISE PROVIDED WITH SUPPORT. BE AFTER REVIEWED FOR - •r:,.: � Class=D, Importance Factor=1.0, Seismic Design Category=D, Analysis Procedure= Equivalent Lateral TRIMMING IN EITHER SHOP OR FIELD. GLULAM HANGERS NOT SHOWN SHALL BE SIMPSON 444_4 Force(ELF), Basic SFRS ASCE(7-10) Table 12.2-1 =N15 EG. BEAMS SHALL BE VISUALLY GRADED WESTERN SPECIES INDUSTRIAL GRADE, AND OF CODE COMPLIANCE >CO THE STRENGTH APPROVED INDICATED BELOW: kellaction.LIMILIEERIK.201LIABLEIBIL41.R RC 2015 Table x301.7 ®Roof rafter with flexible ceiling attached UD=240 ► - ► ► • • c ; = = ; , 0 COMBINATION OCT 2 9 2018 ® Roof rafter with no ceiling attached UD=180 DEPTH SYMBOL SPECIES USE A__I-- tvitt 1 • Raised ceilingjoists with flexible finishes UD=240 JOIST TO SILL OR GIRDER TOE NAIL (3)-8d ALL 24F - V4 DF/DF (SIMPLE SPAN) SITE FLA o Floor joists UD -360 BRIDGING TO JOIST TOE NAIL EA, END (2)-8d ALL 24F - V8 DF/DF (CONT. OR CANTILEVER) City of Tukwila BUILDING DIVISION a .,, 8 *All other structural members UD=240 SOLE PLATE TO JOIST OR BLK'G FACE NAIL 16d @ 16"OC 1/20 ,1 = 1 ft ® Note; comparable deflection limits in IBC 2015 2308. STUD TO SOLE PLATE TOE NAIL (4)-8d, END NAIL (2) 16d PREMANUFACTURED WOOD JOISTS: PREMANUFACTURED WOOD JOISTS SHALL BE OF THE SITE PLAN NOTES, '144 N2 � ?�Oj18 DRAWINGS PROVIDED BY: Wilson & HAJ Consultant Engineer! 206-979-3819 hazim@wilsonhajengineers.' TOP PLATE TO STUD END NAIL (2)-16d SIZE AND TYPE SHOWN ON THE DRAWINGS, MANUFACTURED BY THE TRUS JOIST " t E 6 I H C E R S . l L C COMPANY, OR AN ENGINEER APPROVED EQUAL. PROVIDE BRIDGING IN CONFORMANCE 1 -PROPERTY LINES MARKED AS P/L LINES. DOUBLE STUDS FACE NAIL'16d @ 24" OC WITH THE MANUFACTURERS RECOMMENDATIONS, JOISTS AND BRIDGING SHALL BE 2 -PROPERTY LINES AND DIMENSIONS ARE BASED ON EXISTING DOUBLE TOP PLATES FACE NAIL 16d @ 16" OC CAPABLE OF RESISTING THE WIND UPLIFT NOTED ON THE'DRAWINGS. THE JOIST CONDITION: CONTINUOUS HEADER, TWO PIECES 16d @ 16" OC ALONG EA. EDGE MANUFACTURER SHALL VISIT JOB SITE AS REQUIRED AND VERIFY THE PROPER 3 -RESIDENCE LOCATION AND SET BACKS ARE APPROXIMATE AND BUILT-UP HEADER, TWO PIECES INSTALLATION OF JOISTS IN WRITING TO THE ARCHITECT/ENGINEER. BASED ON EXISTING CONDITIONS. W/ 1/2" SPACER 16d @ 16" OC ALONG EA. EDGE PREMANUFACTURED WOOD JOIST ALTERNATES V/ILL BE CONSIDERED, PROVIDED THE 4-S1TE PLAN FOR ILLUSTRATION ONLY, FOR MORE SETBACK AND TOP PLATES, LAPS AND INTERSECTIONS FACE NAIL (2)-16d ALTERNATE IS COMPATIBLE WITH THE LOAD CAPACITY, STIFFNESS, DIMENSIONAL, AND LOCATION INFORMATION SEE THE DETAILED SITE PLANS PREPARED FIRE RATING REQUIREMENTS OF THE PROJECT, AND IS ICBG APPROVED. BY CIVIL ENGINEER AND LAND SURVEYOR; WE ASSUME NO LIABILITY CEILING JOISTS TO PLATE TOE NAIL (3)-8d FOR THE PLAN GIVEN. RECEIVED CONTINUOUS HEADER TO STUD TOE NAIL (4)-8d LUMBER SPECIES: CITY OF TUKWILA CEILING JOISTS, LAPS OVER PARTITIONS FACE NAIL (3)-10d A POSTS, BEAMS, HEADERS, JOISTS, AND RAFTERS TO BE DF -#2 5 -DO NOT USE FOR SURVEY PURPOSES. CEILING JOISTS TO PARALLEL RAFTERS FACE NAIL (3)-10d OCT 2 3 2018 RAFTER TO PLATE TOE NAIL (2)-16d B EXPOSED ARCH BEAMS TO BE DF -#1 OR BETTER b 1 8 1" BRACE TO EACH STUD AND PLATE FACE NAIL (2)-8d PERMIT CENTER .0341 DATE : BUILT-UP CORNER STUDS 10d @ 24" OC C SILLS, PLATES BLOCKING, AND BRIDGING TO BE DF -#2. 10/23/2018 2" PLANKS (2)-16d @ EA.BRG. NOTES: • D ALL STUDS TO BE DF#2 OR BETTER. 1 -THESE DRAWINGS ARE THE PROPRIETARY WORK PRODUCT AND PROPERTY OF(WILSON & HAJ CONSULTANT 1/2" PLYWOOD ROOF AND WALL EDGES 8d @ 6" OC SHEATHING INTERMEDIATE 8d @ 12" OC E PLYWOOD SHEATHING SHALL BE AS FOLLOWS: ROOF SHEATHING 1/2" CDX INT ENGINEERS, LLC), DEVELOPED FOR THE EXCLUSIVE USE OF (WILSON & HAJ CONSULTANT ENGINEERS, LLC). USE OF THESE DRAWINGS AND CONCEPTS CONTAINED THEREIN WITHOUT THE WRITTEN PERMISSION OF SCALE: @ SHALL BE -APA RATED 32/16. (WILSON & HAJ CONSULTANT ENGINEERS, LLC) IS PROHIBITED. 3/4" PLYWOOD SUBFLOOR EDGES 8d @ 6" OC WALL SHEATHING SHALL BE 1/2" INT -APA RATED 32/16 OR 7/16" OSB. INTERMEDIATE 8d @ 12" OC FLOOR SHEATHING SHALL BE 3/4" T & G INT -APA RATED OSB. 2 -To the best of my knowledge these plans are drawn to comply with owner's and/ or builder's specifications and any changes made on them after prints are made will be done at the owner's and I or builder's expense and responsibility. The 24„ x36 „ contractor shall verify all dimensions and enclosed drawing. WILSON & HAJ CONSULTANT ENGINEERS,LLC is not liable 2x MULTIPLE JOISTS - STAGGER @ 15” OC F. ' I' JOISTS SHALL BE MANUFACTURED BY TRUS JOIST OR W/O @ EA. END OR SPLICE ENGINEER APPROVED EQUAL. for errors once construction has begun. While every effort has been made in the preparation of this plan to avoid mistakes, the maker can not guarantee against human error. The contractor of the job must check all dimensions and other details prior to be SHEET: (3) OR FEWER 16d NAILS construction and solely responsible thereafter. (4) OR MORE 1/2" DIA M.B. W/ STANDARD NUT AND WASHERS G. ALL WOOD IN CONTACT WITH CONCRETE SHALL BE PRESSURE TREATED. 3 -CONTRACTOR SHALL VERIFY ALL CONDITIONS AND DIMENSIONS AT THE JOB SITE AND NOTIFY THE DESIGNER OF ANY DIMENSIONAL ERRORS, OMISSIONS OR DISCREPANCIES BEFORE BEGINNING OR FABRICATING ANY WORK. 5-101 .:.f..:.Hn+auto ,.v.r«v..-Krw.u. n..a.✓_..r..:.. n..w w. r n. ... r .1r •...,& A " ..•..i.,t..,,,.t.. e�,rna,.w.,.•....••,. .v...... •a...n... .11: .aM,,,..•. FRONT ELEVATION -00 Ln+�' 16Wr..d SEPARATE PERMIT REQUIRED FOR: C7 F CHANICAL ELECTRICAL C7 PLUMBING 0 GAS PIPING CIN OF TUKWILA BUILDING DIVISION 1800 - Bell 206/74 • . GE'NERALMOTE- .ALL t(bTo:AL8, .MORKNANSHIP, DESIGN AND CON(TRWCTItN7 SHALL CONFORM TO THE .DRM/ZMGE,• SPECIFICATIONS, AND TIB APPLICABLE UNIFORM • BUILDING CODI{'(ltcs EpZTICE). 2. STRUCTURAL DRAWINGS GRAIL 135 0880 IN CONJUNCTION WITH ARCHITECTURAL DRAWINGS FOR THE BIDDIW AND .CONSFIUCTION • CONTRACTOR MALL VERIFY OIMSNBION6 AND MEDIUM FOR COMPATIBILITY AND SHALL NOTIFY ARCHITECT OF AMY DZICREPAI(CZES PRIOR TO CONSTRUCTION. • 3.CONTRACTOS SHALL PROVIDE TEWPORARY Buena FOR THB STRUCTURE AND trIMIWRAL CONPO$ENTB UNTIL ALL FINAL CONNECTIONS NAVE BEEN COMPLETED IN ACCORDANCE WITH THE PLANS. 4. CONTRACTOR SBALL 88 RESPONSIBLE FOR ALL REQUIRED SAFETY PRECAUTIONS AMD THE METHODS, TECHNIQUES, SEQUENCES OR PF.00BOUR88 REQUIRED TO PERFO W HIS MAUI. - .n1•tnt. Itoore.L. 4•t i6P.ttbr.It. •^nJ"tIL .pr „. dnJb la C Ito /�r _.-__ .1.: •.r,. U.' I .:p,.r •1.IP r 0Mr. /• !11•••. GOIJ1. Mtt •. t. v,.{f r.0 k i I II 1� i • � ! _1111 _...._....... .._.......... I 1111 CIT. BUULG, PROJECT 5. CONTRACTOR-INITIA'ZBD CHANGES SHALL 88 SJBNITTE0 I8 85551NO TO THE ARCHITECT AND !STRUCTURAL ENGINEER RHE APPROVAL PRIOR TO FABRICATION OR CONSTRUCTION. CHANGES SHOO ON SHOP DRAWINGS ONLY WILL NOT 8ATZSFY.T858 REQUIREMENT. • 6. DRAWINOS INDICATE GENERAL AND TYPICAL DIT'AILS OF CONSTRUCTION, 'WHERE CONDITIONS ARE NOT SPECIFICALLY INDICATED OUT ARE OF SIMILAR CHARACTER TD DETAILS SHOWN, •SUMO DETAIL/ OF CONSTRUCTION SHALL B5 USED, SUBJECT TO •REVIEW"AND APPROVAL BY TNS ARCHITECT AND THE STRUCTURAL ENGZ$EXR. 7. SHOP DRAWINGS FOR REINFORCING STEEL, STRECTURAL STEEL, AND GLUE0 LAMIWATED MEMBERS, SHALL BB SUBMITTED TO THE ARCHITECT AHD BTRUCTUBAL ENGINEER FOR REVIEW PRIOR TO FABRICATION OF THESE ITEM8. 0.50018655 OF RECORD SHALL, REVIEW SHOP DRA920105 FOR DESIGN INTENT ONLY. 0588851088 AND QUANTITIES ARE NOT GUARANTEED 8Y THE ENGINEER 0? .RECORD, THEREFORE, MUST BE VERIFIED BY THE GENERAL CONTRACTOR. SHOP DRAWINGS MUST BE REVIEWED AND STAMPED RY CONTRACTOR PRIOR TO REVIEW BY ENGINEER. =at UNIFORM BUILDING CODE, 1991 P•�' ^y'•f{�rr�pFFrt ROOF PLAN .q�•�_ r 1.4. W'GL•1.L GF•a•6*w1 Lx •i.,Jp + "r . nv6 111 Cil-•t6.I ,i .hJLJrr FILE' COPY 1 undaMend that the'Plan Chx_;:. n o "Meet to otroro and 90 *sten C'.:. •; . cl plana doss not authorize the violation CJ cy adopted oods or WRUNG. Reoept of'contraotuy PM1W.7ftp4dadyatl tt.• .•(oJto •-• '-'-'1111 '-f0.Lt. -cure. 1'F!+er1L f•t?.AAA ▪ 1JCJromoe1L G. tt.S,ICt.F w 1Gd UL'•J �L1'9 8'r'! ,eft -G 04J 1Gtl1t.t)Il4C✓ 1165.1 coo -1..4-1 To 4',rc.1 4*ri(t G OF 6.0161'0 M.A. Lu:,JJ 1 J'I CITY OF TUIfWIIA APPROVED DRAWS$ ---1111 k,1W1Ye+014 60940 Ct.,. •. 1.111' t4t74/(e. 0.0441:111 0tie,•1464.14/ OJ GOMMOJ .8Va') 4.Jn!t.'•. e 0096I2"4t- I1.15e .lLt lr..t6. •nt.t,at:. eu. tscoul,, ti+IJI.4J J •�NeeT t4it'tt1 :,4rth.t.to.4 - E f Pt to oJA00l4t,..rs yius D 11ot& •I.1'.1h.. LJ?t. N -TIS .y4, J 1*ti, LXV_R LAOS: ROOP....25.PSP WIND...80 KPH, EXPOSURE E SEISMIC EONS 3 TUBS COI,UMNB SHALL CONFORM TO ASTM 7.500, GRJD8 8 (fy - 46,000 pat). ROLLED STEEL SHAPES SHALL CONFORM TO ASTM A-36 (fy - 36, 000 psi) . WELDS 0105 SPECIFIED SHALL 8B 1/4" CONTINUOUS PILLET 8IHIMOM. ALL WELDS TO BB BY W.A.B.O.- CERTIFIED EMBERS. U85 meal 570 ELECTRODES, SUBMIT SHOP DRAWINGS TO' 180001T5CP LIED STRUCTURAL ENGINEER POR RBVIBW PRIOR TO FABRICATION O) STRUCTURAL STEEL. HACHZNE BOLTS TO 88 A-307. ALL BOLTS AND LAGS TO 8E GALVANIZED. GALVANIZE STEEL WHERE NOTED ON PLAN. REPAIR GALVANIZING AT. WELDS WITH OALVISTICR. FABRICATION AND ERECTION SHALL BE IN ACCORDANCE WITH 7.55 : • . , :+:: w ., • : . e..: « . g2ELIDA50, mous? EDITION., EXPANSION EOM 2O NAVE CORR5NT 1080 EVALUATION REPORT AND TO 8E 8TAINL885 5589.. a1. Unan_gg1 2 X 4 STUDS H.P. 8500 2% BROOP JOISTS H.P. 12 fb - lobo pat LUMBER NOT MOO TO BE D.P. /2 OR BETTER. ALL GRADES 81ALL ,CONFORM TO 8MPA READS 110 !A ('0(0 WIST5RX .tsmBWOO--; H08T 550885 80555014 A.LL 80LT6 REAM AND N1T8 817.55140 AGA158T WOOD SHALL BE PROVIDED WITH STAIDARp CUT WHEW. ALL WOOD 3N CONTACT WITH CONCRETE OR MASONRY SNAIL BE PRESUME TREATED. FLAXIHUM MOISTURE CONTENT 193 AT; INSTALLATIONFOR AL, LI1M855. STEEL HANGERS TO 55'S/MPBtNt OR APPROVED EQUAL. FASTEN ILL HANGERS AS SPECIFIED SY MANUFACTURER UNLESS SHOWN. Quumin&TED t1COD WSMBESa: GLU-LAMINATED WOOD 88AM8. KILN DRIED, INDUSTRIAL APPEARANCE. ST1E80.05A05 CONHINATION 24 -F -V4 (Ib -2400 psi; fv-165 psi) GLU-LAMS MUST 88 OBTAINED FROM AN A110 eR APA -g08 APPROVED FABRICATOR. SUDMIT 800P DRAWINGS TO AZCHITECT AH STRUCTURAL ENGINEER PRIOR TO FABRICATION. • _ !ids Y,Cfi'Itir. IMP Gl.5' ph. Fws,( 5. I.1•v L. h' O It•' toI•IrnnJ'v .4/ 04 I, 4•• 11 11 • ",84 113rtt+t, V. •.,Ilse. •• 1800 - 136th Place N.B., Suite 100 Bellevue, Washington 98005 206/747-3177 • FAX 206/747-7149 11. r. ' •.J..,tn.r.rs. r 61Jr.. (.t40.4 t>tfr WtURr+✓) _ -- -• •• .- tryI+ 4,tAJf7J+•f-D t�16e4 td1.1a41J y� • -- 1' Foor cua,t4 Wil; G(IDt l h C Gau1.11.1d /2.4,.0'1 PROIECTNAME . GsMrtt, &Le, -1 'Pvt. t,VA+,1.F7 ROOF' 81111ATH1N0 5/8 CD N/ EXTERIOR OLUE...INDBX GAP 50058 1/8 INCH MINIMUM OR A8 AECOMIUSI4DED BY APA. ALL PLYWOOD BEALL CONFORM TO U.B. PRODUCT ET'ANDARD P.S. EDITION. NAILING SHALL RE A8 INDICATE0 ON PLAN. 40/20 1, CURRENT 41.14• ItyqqM. 1p_ 8'lt'PANSXONN 20SJr8 - PROVIDE TORQUE TESTING 855 MANUFACTURER ' SPECIPZCA'PIOIS FOR ALL -EXPANSION BOUTS. VERIFY SPECIFIED LENGTH AND DIAMETER OP 80LT3. WELDING+CHECK QUALIFICATIONS OF NEL05R8 7.5. THE START OF WORK AND ''MAKE VISUAL INSPECTION OF ALL FIELD WSLDIIG. 5F.(Illy1AL e:DatDIT'I0W. CONTRACTOR TO COORDINATE ALL TRADES AHO VEIIFY DIMENSIONS IN FIELD. WAIN ' ARCHITECT'S •APPROVAL PRIOR TO AIL PIELD CHANGES.. SEE ARCHITECTURAL DRAWINGS FOR ALL FLOOR AND WALL OPENING DIMENSIONS AND L07.510NS, FLOOR AND WALL FINISHES, EPC. GoLtJ1-11-Vt- 1 .M GotJ►..IE-e,ri ki Lhr1 VIE -i4 G COL1JI4J a- .GwtJn-1EL'flOKI Cfo1 •*'4'.t..•+• (Qt..? o 4Jer,•r MRS 1L raJ CITY Or mot rxlt.-rie x>. . • APPROVED 'SEt' ,�' 19 3 ONT.09..'1.1 rte - DRAWING TITLE . 1111 r•••101- ir L+L fv014,,t. >,rE $ FIA4.12T.°,-:6. Tu K'G1.Ir�J JJL.1....•It.9.I� •' SCOPE OP won, CONSTRUCITON OFTWO NEW CANOPIES TO PROV1t1E WEATHER PRO1BCRON FOR THE EXISTING WALK BRIDGES CONNECTING THE NORTHPARRINO AREA TO' H8 BUILDING ENTRANCE. SITE ADDRESS: XEROX 1301L131N0 6400 SOU'PHCDNTER 8LVD. TUKWIL.A, WASHINGTON ARCHITECTI MERRICK 1ENTZ ARCHITECT 1800- 136TH PLACES. E. SUITE 100 BELLEVUE, WA 91005 (206) 747-3177 CONTACT: STEVE DONA ernucrUAAL ENGINEER: RICHARD HUDSON & ASSOCIATES CONSULTING ENGINEERS 1603. 12T4 AVENUE, SUITS IS SEATTLE, WA 98122 (206) 324.6160 CONTACT: RICK HUDSON DATE '9 DRAWN I CHBCK1I4 RHV15)00 DRAWN BY awns) BY REVIs10Ns 6115 0 TUKWIA SEP 2.0 1993 NUM OEM O1.1JMIJ I ° OE 'e2-11ot.J r]Y•u•4rzet.`C/liW.11XX'SA'rS!./6.4 K•Mw )ent,..b+Mrt'at cemoli•.NyVn •,.>y,iro...+..•.. wl. •J:vr"••:f^rl•s .:t:rn. §LY .:.L J. 1111-.�.. .tgrct.•. .y J.."1.a+: "r'K k t. . t.... n `. x. ° 1111 ����7^^LE•'+/, rttr. 1-J5JTT',tDE- ct''r.IC'".r1 Jlk.E.) OGOLLJH1.,1 - e 0000 01'100J 1W4' I r «a.•, 1111 , . •1111 .: {: r. 1111. _ _. _• t:::••'O 'SJ.it't:•:.,c:,as..=,_ 3rx'_xss:m:c_z+4........•.::.rat.•:�.iLSti<:Nf"»n+'Yd!sa OE 6L 01 tz 91 90 90 to as relit IlOn6ml1111411dn i 0111111 Mil lnnf m� ,..y /J rJ'..17 4 56 Ru5Bi " Tribe iioVaiiisu Aocu•oat Sa lass am. than tats notice. it 1e duct* the quality of the Original doctusat. tL oz 60 04 a •1101 00 411111 • et 5t • N OL e utillwu 1J ulna%• mlulr l iull(I llu�l�nnnl ul s t .',0',''';''''... sff%�w;% 10 1t •-11"ttww, 12• I t 0 9 r e z t.Mp 6 �inllim6n Y liiulunluuluiiluulnuh911al•• • •• • 6.1 tf°�`v`1,.1 •:SRr•'h•SH TG 0 wmNa 1 7 ('_3 45 �._ .... 8 4Y. _ IID98i`��iheiiiero>`ilQed docusent is loss ciasr ehaa this notice. it is due to the quality of tea Ori0loal document. 1111 1111 1111 ... _1111. 1111. _. 1111.. 1111 _, 1111 . ........ ( to . oe et et 'a 01 m, rt tt at • it OI, .....e. 0 / I Oe 65 e1 CL 95 9Z 05 !ee as I(Inhiulm'IIII Inlduuloiillii hIn III I9 iII'1111111 , i nu�i 1111II lHIM i hulaIyHt�aflu 11111.1 IIIl V4:••ati��Ki� v�Ja arc v,'"''1' .t o. ti'4s•S ' rl'^' I �'¢'•� 1111 Jf-L•v.S: �1.: �r..t ,. 4b�rIS"t -`•!7 . sI'p 11,11 •,fi,N,1. ,r•:.a .b..,r.. 0.i I 10 it Mie 12• CPl 1 I 1 i�J �nn�nid9iilltJl�I11lnyhll�ii111,1111 uT1lrillirfilrltll .4: Ih 9 EiY{A� 11.11 b89.,• kr City of Tukwila BUILDING DIVISION CONSULTANT T ENSINcr"" CITY OF TUKWILA OCT 23 2111.8 PERMIT CENTER NOTES; 1 -THESE DRAWINGS ARE THE PROPRIETARY WORK PRODUCT AND PROPERTY OF(WILSON & HAJ CONSULTANT ENGINEERS, LLC), DEVELOPED FOR THE EXCLUSIVE USE OF (WILSON & HAJ CONSULTANT ENGINEERS, LLC). USE OF THESE DRAWINGS AND CONCEPTS CONTAINED THEREIN WITHOUT THE WRITTEN PERMISSION OF - (WILSON & HAJ CONSULTANT ENGINEERS, LLC) IS PROHIBITED. 2 -To the best of my knowledge these plans are drawn to comply with owner's and/ or builder's specifications and any changes made on them after prints are made will be done at the owner's and / or builder's expense and responsibility. The contractor shall verify all dimensions and enclosed drawing. WILSON & HAJ CONSULTANT ENGINEERS,LLC is not liable for errors once construction has begun. While every effort has been made in the preparation of this plan to avoid mistakes, the maker can not guarantee against human error. The contractor of the job must check all dimensions and other details prior to construction and be solely responsible thereafter. 3 -CONTRACTOR SHALL VERIFY ALL CONDITIONS AND DIMENSIONS AT THE JOB SITE AND NOTIFY THE DESIGNER OF ANY DIMENSIONAL ERRORS, OMISSIONS OR DISCREPANCIES BEFORE BEGINNING OR FABRICATING ANY WORK. EQ. EQ. EQ. r EQ. 5'—O" 6/S1 [REVISED BY CANTILEVER 5)X24 GLU—LAM REV Cn NUMBER 2X6 RIDGE 2X6 J 24" 0/C , f 2X6 RAFTERS 24" 0/C TY� r crn m I i t 6/S1 BEAM DESIGN NOTES; 5)X24 NEW GLU LAM E/S1 F/S1 BASE ROOF FRAMING PLAN 4 1- DEAD LOAD(DL)=15psf; CONSTRUCTION LIVE LOAD(LL)=20psf 2-CD=1.25 CONSTRUCTION LOAD, DEFLECTION LIMIT=SPAN/180; FOR TOTAL LOAD. 3 -BEAM STRESS COMBINATION SHALL BE 24F -V8, DF No.2, Fb=2400ps1, Ft=240psi, E=1.8 millions psi NOTES; 1-REFERE TO THE ORIGINAL PERMIT DRAWINGS FOR Al AND S1 SHEETS. 2 -BEAM CONNECTION TO THE EXISTING COLUMN SHALL COMPLY WITH DETAILS E/S1, AND BEAM CONNECTION TO THE EXISTING BUILDING SHALL COMPLY WITH DETAIL GIS1. 3 -ALL BOLTS SHALL BE BRAND NEW. TOP OF RIDGE TO MEET TOP OF EXIST'G, BUILDING FASCIA METAL ROOFING ON ??? ROOFING PAPER Y2" ??? HEATHING 2X6 RAFTERS ® 24" O/C ??? %" WATER ??? ??? ???? CONT. LIGHT TRACK CONT. METAL GUTTER 2'-0" 2'-0" RADIUS FIELD 1VERIFY 10'-9" L-1 ?? 4"0 PVC ROOF DRAIN EXISTING FOOTBRIDGE & HANDRAIL TO REMAIN UNCHANGED T N EXISTING GrLB/FASCIA BEYOND NEW BEAM STEEL TUBE FRAME PER A/S1 3 LOCATIONS EA BRIDGE TYPICAL SECTION 3/4"=1'-0" MATCH NEW GLB TO BTM. OF EXIST'G, GLB ON BUILDING EXIST'G. BLDG. BEYOND 2X10 FASCIA 1X6 DRIP OPEN FRONT ELEVATION CRICKET TYP Y"=1'-0" DOWNSPOUTS (2—LOC) 5'—O" CANTILEVER Cr) i O 34'-7Y2" ON EAST BRIDGE (E1 -1Y2" ON WEST BRIDGE) 18"0 TYP. 5'-0" ROOF PLAN Y"=1'—o" 4 METAL ROOFING EXTERIOR NEW GRADE GLU—LAM BEAM k8' -6"f AFF. EXISTING FOOTBRIDGE TO REMAIN UNCHANGED 28'-6" (©-0" ON W BRIDGE) SIDE ELEVATION SCALE Y4"=1'-0" OCT RE I WED FOR CODE COMPLIANCE APPROVED OCT 29 2018 City of Tukwila BUILDING DIVISION CONSUI WILSON &ENSIREER^ bk?1,0451illi enc CITY OF TUKWILA OCT 23 2018 PERMIT CENTER NOTES: 1 -THESE DRAWINGS ARE THE PROPRIETARY WORK PRODUCT AND PROPERTY OF(WILSON & HAJ CONSULTANT ENGINEERS, LLC), DEVELOPED FOR THE EXCLUSIVE USE OF (WILSON & HAJ CONSULTANT ENGINEERS, LLC). USE OF THESE DRAWINGS AND CONCEPTS CONTAINED THEREIN WITHOUT THE WRITTEN PERMISSION OF (WILSON & HAJ CONSULTANT ENGINEERS, LLC) IS PROHIBITED. 2 -To the best of my knowledge these plans are drawn to comply with owner's and/ or builder's specifications and any changes made on them after prints are made will be done at the owner's and / or builder's expense and responsibility. The contractor shall verify all dimensions and enclosed drawing. WILSON & HAJ CONSULTANT ENGINEERS,LLC is not liable for errors once construction has begun. While every effort has been made in the preparation of this plan to avoid mistakes, the maker can not guarantee against human error. The contractor of the job must check all dimensions and other details prior to construction and be solely responsible thereafter. 3 -CONTRACTOR SHALL VERIFY ALL CONDITIONS AND DIMENSIONS AT THE JOB SITE AND NOTIFY THE DESIGNER OF ANY DIMENSIONAL ERRORS, OMISSIONS OR DISCREPANCIES BEFORE BEGINNING OR ,FABRICATING ANY WORK. ISION TABLE El DESCRtPTI [REVISED BY REV Cn NUMBER >- 0 0 00 E W J co 0 g u_ O � 0 0 LLI r"\C/) DRAWINGS PROVIDED BY: O -4 04 e cAs g ti so iii a) iis a) a) c) sii▪ i bA 3 2 fg a Siw M.-- h � � ,§ cot I N .0 DATE: 10/23/2018 SCALE: @ 24"x36" SHEET: 5-102