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HomeMy WebLinkAboutPermit M18-0041 - VADATA INC - INTAKE AND RELIEF HOODSVADATA INC 3311 S 120 PL 160 MI 8-0041 Parcel No: Address: City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Inspection Request Line: 206-438-9350 Web site: htto://www.TukwilaWA.gov MECHANICAL PERMIT 1023049078 Permit Number: M18-0041 3311 S 120TH PL 160 Project Name: VADATA INC Issue Date: 4/24/2018 Permit Expires On: 10/21/2018 Owner: Name: Address: Contact Person: Name: Address: Contractor: Name: Address: License No: Lender: Name: Address: SABEY CORPORATION 12201 TUKWILA INTL BLVD 4TH FL , SEATTLE, WA, 98168 MASON CHAUSSEE 1420 MAPLE AVE SW , RENTON, WA, 98057 VITAL MECHANICAL SERVICE INC (CONST) 1420 MAPLE AVE SW , RENTON, WA, 98057 VITALMS964MM //1 Phone: (206) 445-9416 Phone: (253) 630-6933 Expiration Date: 10/7/2018 DESCRIPTION OF WORK: INSTALL (1) INTAKE HOOD AND (1) RELIEF HOOD FOR FUTURE PROJECT. Valuation of Work: $10,300.00 Type of Work: NEW Fuel type: Fees Collected: $354.40 Electrical Service Provided by: SEATTLE CITY LIGHT Water District: 125,TUKWILA Sewer District: VALLEY VIEW 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 Permit Center Authorized Signature:L0..;_il' Date: e 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. Signatur 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: 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. 2: 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. 3: 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. 4: 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. 5: 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. 6: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. 7: 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. 8: All plumbing and gas piping work shall be inspected and approved under a separate permit issued by the City of Tukwila Building Department (206-431-3670). 9: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center. 10: VALIDITY OF PERMIT: The issuance or granting of a permit shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of the building code or of any other ordinances of the City of Tukwila. Permits presuming to give authority to violate or cancel the provisions of the code or other ordinances of the City of Tukwila shall not be valid. The issuance of a permit based on construction documents and other data shall not prevent the Building Official from requiring the correction of errors in the construction documents and other data. 11: ***MECHANICAL PERMIT CONDITIONS*** 12: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (206/431-3670). 13: Manufacturers installation instructions shall be available on the job site at the time of inspection. PERMIT INSPECTIONS REQUIRED Permit Inspection Line: (206) 438-9350 1800 MECHANICAL FINAL ! 0701 ROUGH -IN MECHANICAL / \ CITY OF TUKWI Community Development Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http://www.TukwilaWA.gov / 1 Mechanical Permit No. M (0— 0011 Project No. Date Application Accepted: r?' -( S Date Application Expires: 49,-)-01-1 (For office use only) MECHANICAL 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 7 `' King Co Assessor's Tax No.: 10 Z 30 i q On 73 Site Address: J31\�tA 5 air% V'L , K ui1 i tk/ iji bg Suite Number: 1 60 Floor: `•O Tenant Name: v o4t 44 Th New Tenant: ❑ Yes sg.No PROPERTY OWNER Name: Sat7Pi(/1 Crib©ra-i'ion Address: I Z zo 1 TU1K wile' Tr) +11 B 1 Val/ . City: 5'&dtl t State: WA Zip: (1 g)68, CONTACT PERSON — person receiving all project communication Name: MasovN C/6to SS 40,e) ni„i Address: Iq .ZO (MAIN., kt/1 S W City:VtintA. v. State: tAf /\ Zip: Was) Phone: 2 .0 6 _c 4 ;i,Fax: Zs3-f,3o4934- Email: ri /M4o�,C/,_hada1Arikn�/,el/j4 Coln MECHANICAL CONTRACTOR INFORMATION Company Name: u1 I MQCiw`c cart, art fa)int. Address:fik.-0 M,hp\N A Vo. S �J State: w A Zip: Q.(Yoc1 City: EA Yr d Y> J - Fax: Z S 3, 6?d _G Q 3 y- Phone:% fo ^ (' Zc S4J v Contr Reg No.: Exp Date: Tukwila Business License No.: 'Bus` 019 A7 p 7 Valuation of project (contractor's bid price): $ It ?Q© Describe the scope of work in detail: ThS-G I I 0) i14a11 hid arYt (Ort! hood JOr -Pak r6 ttr6 Q L -,L, Use: Residential: New ❑ Replacement 0 Commercial: New Replacement 0 Fuel Type: Electric ❑ Gas 0 Other: H:Wpplications\Forms-Applications On Line \2016 Applcations\Mechanical Permit Application Revised 1-4-16.docx Revised: January 2016 bh Page 1 of 2 Indicate type of mechanical work being installed and the quantity below: Unit Type Qty Furnace <100k btu Residential, Nighttime Furnace >100k btu Industrial Floor furnace 55 dB(A) Suspended/wall/floor mounted heater 57 dB(A) Appliance vent Commercial Repair or addition to heat/refrig/cooling system 1 Air handling unit 65 dB(A) <10,000 cfin 60 dB(A) Unit Type Qty Air handling unit Residential, Nighttime >10,000 cfin Industrial Evaporator cooler 55 dB(A) Ventilation fan connected to single duct 57 dB(A) Ventilation system Commercial Hood and duct 1 Incinerator — domestic 65 dB(A) Incinerator — comm/industrial 60 dB(A) 7 Unit Type Qty Fire damper Residential, Nighttime Diffuser Industrial Thermostat 55 dB(A) Wood/gas stove 57 dB(A) Emergency generator Commercial Other mechanical equipment 47 dB(A) 60 dB(A) 65 dB(A) Boiler/Compressor Qty 0-3 hp/100,000 btu 3-15 hp/500,000 btu 15-30 hp/1,000,000 btu 30-50 hp/1,750,000 btu 50+ hp/1,750,000 btu Noise: Mechanical units need to be in compliance with the Tukwila Noise Code. Maximum permissible sound levels are based on from where the sound is created and where the sound is heard. Additionally, if sound can be heard from within a house at night in a residential zone it may not be allowed. For more details, see TMC 8.22 *Daytim District of Sound Producing Source District of Receiving Property Residential, Daytime* Residential, Nighttime Commercial Industrial Residential 55 dB(A) 45 dB(A) 57 dB(A) 60 dB(A) Commercial 57 dB(A) 47 dB(A) 60 dB(A) 65 dB(A) Industrial 60 dB(A) 50 dB(A) 65 dB(A) 70 dB(A) A few sounds are exempt from the noise code, including: • Warning devices; • Construction and property maintenance during the daytime hours (7am-lOpm); • Testing of backup generators during the day. 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 extension of time for additional periods not to exceed 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/ V�TE� '/OR AU HO GENT: Signature: Print Name: / V bsor) Civimcs Du Mailing Address: 62.0 Nia,k Avg ,CVV H:Wpplications\Forms-Applications On Line\2016 Applications\Mechanical Permit Application Revised 1-4.16.docx Revised: January 2016 bh Date: ?/0 Day Telephone: 2enfan W4 4 to City State Zip Page 2 of 2 DESCRIPTIONS I PermitTRAK ACCOUNT QUANTITY ` PAID $354.40 M18-0041 Address: 3311 5 120TH PL 160 Apn: 1023049078 $354.40 Credit Card Fee $10.32 Credit Card Fee R000.369.908.00.00 0.00 $10.32 MECHANICAL $330.85 PERMIT ISSUANCE BASE FEE R000.322.100.00.00 0.00 $33.15 PERMIT FEE R000.322.100.00.00 0.00 $231.53 PLAN CHECK FEE R000.322.102.00.00 0.00 $66.17 TECHNOLOGY FEE $13.23 TECHNOLOGY FEE TOTAL FEES PAID BY RECEIPT: R14108 R000.322.900.04.00 0.00 $13.23 $354.40 Date Paid: Thursday, March 29, 2018 Paid By: MASON CHAUSSEE Pay Method: CREDIT CARD 084522 Printed: Thursday, March 29, 2018 2:11 PM 1 of 1 trvmm!SYSTEMS INSPECTION NO. INSPECTION RECORD Retain a copy with permit M 18 -00LII PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: U,� .T. --A/C.., Type of Inspection: Type te- c CG F, Address:ll pp�� !nstructtion Date Called: Special : Date Wanted: 7- Z - 2-0 p.m. Requester: Phone No: ]',I Approved per applicable codes. LiCorrections required prior to approval. COMMENTS: S L , ,,--f-- 0,_1-6 rLa Inspector: .c.ic Date REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project:� / Gid VQjf_a_ Type of InspectiorW Mte'Vw.NLIClri---#i rl.Q- A resp S /2071,7 iv Date Called: Special Instructions: Date Wanted:// a.m 7-/Z-20/ p.m. Requester: ,,pp (VrAl Phone No: 2-3-(5-6/ --2775 Approved per applicable codes. a corrections required prior to approval. Aid laitfri_s oyn iteA,�; ons ye. nspector: Date: 7 /! 00/23./ REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. V INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project; �o,a.+� Type of Inspection: Sz-McLilc- eewrieerit Address:1,5. 120 LPZ160 333. Date Called: Special instructions: ZO Date Wanted: 7'{Z" Y a.m. p.m. Requester: 6eAelns rver ) h� l -2775 ❑ Approved per applicable codes. Corrections required prior to approval. COMME "leymi-elt/cm4 ced fermif CAWniteSi/e, rec )(led eelitav Date7/ ,, REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. WELDING OBSERVATION REPORT Report Service Date: Report Date: M8181149.0001 07/25/18 07/25/18 MAYES TESTING ENGINEERS 'Werra con a;.,4.m. 10029 S. Tacoma Way Ste E2 Tacoma, WA 98499-4686 253-573-9939 Client Vital Mechanical Service, Inc Attn: Kelsey Kingsolver 1420 Maple Ave SW Renton, WA 98057 Project Sabey Sea79 Convoy 3311 S 120th PI Tukwila, WA Project M8181149 Permit #: M18-0041 Samples: None Weather: Indoors On site at 3311 S. 120th PI. in Tukwila WA for inspection of roof mechanical frames. Inspected steel framing, high strength bolting, and welding per details on S1.2 for the channel splices. High strength bolting and steel framing is per plan and RCSC specifications for snug tightened bolts. Verified through bolts on the channel. Inspected welding of the four splice connections per details 1A & 1 B/S1.2. The 1/4" X 6" web connection plate at grid G.3 is covered and could not be accessed for visual inspection. All other welding is in conformance with the plans and AWS D1.1 visual acceptance criteria. Preliminary Inspection: Could not access web plate at grid G.3 for visual inspection. Services: Special Inspection/Materials Testing Mayes Testing Engineers Rep.: Carl Tacker Reported To: Contractor: Report Distribution: (1) Vital Mechanical Service, Inc, Kelsey Kinosolver (1) City of Tukwila, Building Official Reviewed By: No PM Assigned The tests were performed in general accordance with applicable ASTM, AASHTO, or DOT test methods. This report is exclusively for the use of the client indicated above and shall not be reproduced except in full without the written consent of our company. Test results transmitted herein are only applicable to the actual samples tested at the location(s) referenced and are not necessarily indicative of the properties of other apparently similar or identical materials. CT0001, 10-16-13, Rev.10 Page 1 of 1 r '. ;\ .1` J 1 f :1 ENG NEERaS Engineers Northwest Inc., P.S. r,. FINN INTERGATE EAST - BLDG. 2 Tukwila, WA STRUCTURAL CALCULATIONS FOR NEW HOOD AT ROOF 141 S-potii 2015 International Building Code March 22, 2018 ENW Project No. 99149023 RECEIVED CITY OF TUKWILA MAR 2 9 2018 PERMIT CEN e CR REVIEWED FOR CODE COMPLIANCE APPROVED APR 17 2018 City of Tukwila BUILDING DIVISION • 0 • 9725 Third Avenue NE . Seattle, WA 98115 . 206.525.7560 . fax 206.522.6698 www.engineersnw.com ENWENGINEERS NORTHWEST, INC., P.S. STRUCTURAL ENGINEERS 9725 THIRD AVE NE, SUITE 207, SEATTLE, WA 98115 (206) 525-7560 FAX (206) 5226698 PROJECT r# Hi, 1 0 Z.3 P``RUJi,C C�N`i G4 �i� _ li.�; F . 3/1 ti l FFCT. ._ ._. <J 1' k2S 2 '1i- 14pVi" SHF FT - ._OF -. — B� � H. GOD E L.oAsQ - 20 i c 113G r— ioSU,.."-r,,, rJ 1/44 PLi» a i X `t Co 2 `i -SfAN= i°CAA 24 6" 8arc • LL f = 64 ?If- im 6 ;,,z1 x 3& �uE � .�, e� SY�� _ ,J 1 6004 - , V ILL 'Y;5(1 6a 0 6 —v,, Title Block Line 1 You can change this area using the 'Settings' menu item and then using the 'Printing & Title Block' selection. Title Block Line 6 Description : M1 4x14 CO1 EAEFta:Er.CE.S Project Title: Engineer: Project Descr: Project ID: Poin 1: 19 "AR 2018.10:27M.' Fi:a = CAlkarsls.mhLD.4bp1BEAt"t ec6 ENERCALC, INC 1933-2017, Bu:A:10.171210, Ver 10.17.12.10 4 • Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : ASCE 7-10 LIEteriai Prop3rtica Analysis Method : Allowable Stress Design Load Combination ASCE 7-10 Wood Species Wood Grade Douglas Fir - Larch Fb + Fb - Fc - Pril Fc - Perp : No.1 Fv Ft Beam Bracing Beam is Fully Braced against lateral -torsional buckling C4>2 6; D(00 '()SL02) 2050 psi E : Modulus of Elasticity 2050 psi Ebend-xx 1,700.0ksi 1,500.0 psi Erninbend - xx 620.0 ksi 625.0 psi 180.0 psi 675.0 psi Density 31.20pcf Locdo Uniform Load : D = 0.0640, S = 0.20 , Tributary Width =1.0 ft Point Load . D = 0.60 k @ 12.250 ft DESIGN sUr iARY Maximum Bending Stress Ratio Section used for this span fb : Actual FB : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 4x14 Span = 24.50 ft 2, .. . psi 2,357.50 psi +D+S+H 12.250ft Span # 1 Service loads entered. Load Factors will be applied for calculations. POT eLvei? fZIrm)t. Th Maximum Shear Stress Ratio Section used for this span fv : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs 1.414 in Ratio = 0.000 in Ratio 2.143 in Ratio = 0.000 in Ratio = LT.rginliarin i or a= 4:for LCCC; Coo t Zid Lctio t.> Load Combination Max Stress Ratios Segment Length Span # M v Cd C FN C I C r +C+}i Length = 24.50 ft 1 0.538 0.203 0.90 1.000 1.00 +041-+H 1.000 1.00 Length = 24.50 ft 1 0.485 0.182 1.00 1.000 1.00 4D4Lr+H 1.000 1.00 Length = 24.50 ft 1 0.388 0.146 1.25 1.000 1.00 *D+S+H 1.000 1.00 Length = 24.50 ft 1 1.167 0.508 1.15 1.000 1.00 207 <360 0 <360 137 <180 0 <180 as =.'cku c.:c. = su' . 1 4x14 = 105.14 psi = 207.00 psi +D+S+H 23.427 ft = Span # 1 Moment Values Cm C t CL M tb 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 8.48 8.48 8.48 23.48 Shear Values Fb V fv Fv 993.29 993.29 993.29 2,751.64 0.00 1845.00 0.00 2050.00 0.00 2562.50 0.00 2357.50 0.00 0.00 1.02 32.84 0.00 0.00 1.02 32.84 0.00 0.00 1.02 32.84 0.00 0.00 3.25 105.14 0.00 162.00 0.00 180.00 0.00 225.00 0.00 207.00 Title Block Line 1 You can change this area using the "Settings' menu item and then using the "Printing & Title Block" selection. Title Block line 6 Description : M1 4x14 Project Title: Engineer: Project Descr. Project ID: Pr;.'.0:19VAR 2018.10:27AM Fb CtiUserst - n:10c p\BEAP.1.ec6 � ENERCALC, IN( 1M-2017, Btr'd'10.17,12.10, Vcr.10.17.12.10 i Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FN C 1 C r C m C t C1 M fb Fb V fv Fv 4040.750Lr+0.750L+4-1 1.000 1.00 1.00 1.00 1.00 1,00 0.00 0.00 0.00 0.00 Length = 24.50 ft 1 0.388 0.146 1.25 1.000 1.00 1.00 1.00 1.00 1.00 8.48 993.29 2562.50 1.02 32.84 225.00 +0+0.750L+0.750S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 24.50 ft 1 0.981 0.421 1.15 1.000 1.00 1.00 1.00 1.00 1.00 19.73 2,312.05 2357.50 2.69 87.07 207.00 4040.60W41 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 24.50 ft 1 0.303 0.114 1.60 1.000 1.00 1.00 1.00 1.00 1.00 8.48 993.29 3280.00 1.02 32.84 288.00 40+0.70E441 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 24.50 ft 1 0.303 0.114 1.60 1.000 1.00 1.00 1.00 1.00 1.00 8.48 993.29 3280.00 1.02 32.84 288.00 +0+0.750Lr40.750L40.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 24.50 ft 1 0.303 0.114 1.60 1.000 1.00 1.00 1.00 1.00 1.00 8.48 993.29 3280.00 1.02 32.84 288.00 +0+0.750L40.750S+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 24,50 ft 1 0.705 0.302 1.60 1.000 1.00 1.00 1.00 1.00 1.00 19.73 2,312.05 3280.00 2.69 87.07 288.00 +0+0.750L+0.750S40.5250E41 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 24.50 ft 1 0.705 0.302 1.60 1.000 1.00 1.00 1.00 1.00 1.00 19.73 2,312.05 3280.00 2.69 87.07 288.00 40.60D+0.60W40.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 24.50 ft 1 0.182 0.068 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.09 595.97 3280.00 0.61 19.70 288.00 +0.60D+0.70E40.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 24.50 ft 1 0.182 0.068 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.09 595.97 3280.00 0.61 19.70 288.00 Ovcr tI i_^.1radmuiTo D3 iections Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span +O+S+H 1 2.1433 12.339 0.0000 0.000 bcr2icdl Rt chops Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXImum 3.534 -3.534 Overall MINimum 2.450 2.450 +D+H 1.084 1.084 +D+L+H 1.084 1.084 +O+L,r+H 1.084 1.084 40 S+H 3.534 3.534 4040.750Lr+0.750L441 1.084 1.084 4040.750L+0.750S+H 2.922 2.922 4040.60W+H 1.084 1.084 4040.70E+H 1.084 1.084 4040.750Lr40.750L40.450W4H 1.084 1.084 4040.750L+0.750S+0.450W4+1 2.922 2.922 4040.750140.750S+0.5250E4+1 2.922 2.922 40.60040.60W40.60H 0.650 0.650 +0.60D40.70E40.60H 0.650 0.650 D Only 1.084 1.084 Lr Only L Only S Only 2.450 2.450 W Only E Only H Only Titlalock Lane 1 You can change this area using the 'Settings' menu item and then using the 'Printing & Title Block' selection. Title Block Line 6 Description : Relnf Beam CODE REFERENCES Project Title: Engineer Project Descc Calculations per AISC 360-10, IBC 2015, ASCE 7-10 Load Combination Set : ASCE 7-10 ;r1ori ( Proporlie3 Analysis Method : Allowable Strength Design Beam Bracing : Beam is Fully Braced aganst lateTa!-torsicnal buckling Bending Axis : Major Axis Bending I1(0� 4) GIG 0 <1, t (0 Protect ID: Pr,.id. 20 P."AR 2018.1011A`1 Fina = C1Usersl rhltBEAM.ec6 ENERCALC, INC 13332017, Bu 4:101712.1C, Ver10.17.12.10 fi ycartom-VLe71k1;14.11 i`. I):1 ifj Fy : Steel Yield : E: Modulus : 50.0 ksi 29,000.0 ksi C12x20.7 Span = 24.50 ft Appliod Locdo Beam self weight calculated and added to loading Uniform Load : D = 0.0640, L = 0.20 k/ft, Tributary Width = 1.0 ft Point Load. D=0.60ki 12.0 ft DESIGN SUZ ARY Maximum Bending Stress Ratio = Section used for this span Ma : Applied Mn / Omega : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection ( 0.392 12x20.7 k -ft 63.872 k -ft +D+L+H 12.040ft Span # 1 Maxi 0.435 in Ratio = 0.435 in Ratio = 0.705 in Ratio = 0.000 in Ratio = Z;r : �+ forblr1�.1<;ona r.,t.l.ilrtur�t : i!�%3:, �: J411r�J�+�v Loa? Cort Service Toads entered. Load Factors will be applied for calculations, ✓oK mum Shear Stress Ratio = Section used for this span Va : Applied Vn/Omega : Allowable Load Combination Location of maximum on span Span # where maximum occurs 6 /5>=360 675 >=360 17 >=180 0 <180 0 032 r� k 60.790 k +D+L+H 0.000 ft Span # 1 Load Combination Max Stress Ratios Segment Length Span # M V Mmax + Summary of Moment Values Mmax - Ma Max Mnx Mnx/Omega Cb +D+H Dsgn. L= 24.50ft 4D+L+H Dsgn. L = 24.50 ft +0+Lr+H Dsgn. L = 24.50 ft +D+S+H Dsgn. L = 24.50 ft +D+0.750Lr+0.750L+H Dsgn. L = 24.5011 +0+0.750L+0.750S+H Dsgn. L = 24.50 ft 4040.60W+14 Dsgn. L = 24.50 ft +0+0.70E+H Dsgn. L = 24.50 ft +D+0.750Lr-'0.750L+0.450W+1-1 Dsgn. L = 24.50 ft +D+0.7501+0.750S+0.450W+H Dsgn. L = 24.50 ft 40+0,750L+0.750S+0.5250E+H Summary of Shear Values Rm Va Max Vnx Vnx/Omega 1 0.157 0.022 10.02 10.02 106.67 63.87 1.00 1.00 1 0.392 0.062 25.02 25.02 106.67 63.87 1.00 100 1 0.157 0.022 10.02 10.02 106.67 63.87 1.00 1.00 1 0.157 0.022 10.02 10.02 106.67 63.87 1.00 1.00 1 0.333 0.052 21.27 21.27 106.67 63.87 1.00 1.00 1 0.333 0.052 21.27 21.27 106.67 63.87 1.00 1.00 1 0.157 0.022 10.02 10.02 106.67 63.87 1.00 1.00 1 0.157 0.022 10.02 10.02 106.67 63.87 1.00 1.00 1 0.333 0.052 21.27 21.27 106.67 63.87 1.00 1.00 1 0.333 0.052 21.27 21.27 106.67 63.87 1.00 1.00 1.34 3.79 1.34 1.34 3.18 3.18 1.34 1.34 3.18 3.18 101.52 101.52 101.52 101.52 101.52 101.52 101.52 101.52 101.52 101.52 60.79 60.79 60.79 60.79 60.79 60.79 60,79 60.79 60.79 60.79 Title'Block Line 1 You can change this area using the "Settings" menu item and then using the 'Printing & Title Block" selection. Title Block Line 6 Description : Reinf Beam Project Title: Engineer. Project Descr. Project ID: Pw.,-.4: 20"1AR 2018. 10 31A F1:3 = C'U cerslssreCesktap1BEAM.ec6 ENERCALC, iNC 1983-2017, Build -10.17.1210, Ver: 10.17 12.10 ; �1�7C�Xa�lx:1? 7,.1.-40=1 Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma Max Mnx MnxlOmega Cb Rm Va Max Vnx Vnx/Omega Dsgn. L = 24.50 ft 1 0.333 0.052 21.27 21.27 106.67 63.87 1.00 1.00 3.18 101.52 60.79 +0.60D+0,60W+0.60H Dsgn. L = 24.50 ft 1 0.094 0.013 6.01 6.01 106.67 63.87 1.00 1.00 0.81 101.52 60.79 +0,60040.70E+0.60H Dsgn. L = 24.50 ft 1 0.094 0.013 6.01 6.01 106.67 63.87 1.00 1.00 0.81 101.52 60.79 Overcii ;.'07:72:marrn Doti',zot.tortu Load Combination Span Max. '-' Defl Location in Span Load Combination Max. '+' Defl Location in Span +0+L+1-1 1 0.7050 12.250 0.0000 0.000 VerTh ii Ronction3 Support notation : Far left is #1 values In KIPS Load Combination Support 1 Support 2 Overall MAXimum 3.794 3.781 Overall MINimrm 0.806 0.799 +041 1.344 1.331 +0+L41 3.794 3.781 +D+U+H 1.344 1.331 +0+S411 1.344 1.331 4O+0.750Lr40.750L+H 3.181 3.169 +D+0,750L+0.750S+H 3.181 3.169 +O40.60W4H 1.344 1.331 +0+0.70E+H 1.344 1.331 +040.750Lr40.750L40.450W4H 3.181 3.169 +O+0.750L40.750S+0.450W+H 3.181 3.169 40+0.750L+0.750540.5250E+H 3.181 3.169 40.600+0.60W+0.60H 0.806 0.799 +0.60D+0.70E40.60H 0.806 0.799 D Only 1.344 1.331 Lr Only L Only 2.450 2.450 S Only W Only E Only H Only Title•Block Line 1 You can change this area using the 'Settings' menu item and then using the 'Printing & Title Block' selection. Title Block Line 6 t Lam` i • ALLbig_IKI Description : Gluelam Beam CODE REFEREP!CCS Project Title: Engineer: Project Descr: Project ID: P.. '-d 20 ..LAR 2018 1:25PM C:IU..erst- rehDee.>ktop'1BEAM.ec6 ENERCALC, INC 1933-2017, Bled 10.17.1a10. Ver10.17.12.10 Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : ASCE 7-10 ztor tial Prnncrties Analysis Method : Allowable Stress Design Load Combination ASCE 7-10 Wood Species : SP/SP Wood Grade : 24F - V8 Fb + Fb - Fc - Prll Fc - Perp Fv Ft Beam Bracing Beam is Fully Braced against lateral -torsional buckling D(2 94) (9.167) (0.054) 140 26). D(Q 6) 3 D(9 6) Dj0 C341 L(0.2) C31) 2,400.0 psi 2,400.0 psi 1,650.0 psi 740.0 psi 300.0 psi 1,150.0 psi f E : Modulus of Elasticity Ebend-xx 1,800.0ksi Eminbend - xx 950.0ksi Ebend- yy 1,600.0 ksi Eminbend - yy 850.0ksi Density 34.320pcf D(1.715) L(5.359) D(0 054) LL 2) 6 75x36 A Span 8.80 fti AipC Ices L orde Load for Span Number 1 Point Load D = 2.940, L= 9.187 k © 0.0 ft Uniform Load D = 0.0640, L - 0.20 , Tributary Width 1.0 ft Load for Span Number 2 Uniform Load : D = 0.0640, L -- 0.20 , Tributary Width 1.0 ft Point Load: D= 0.60 k@12.0ft Point Load: D-0.60k@36.0ft Load for Span Number 3 Uniform Load : D - 0.0840, L = 0.20 , Tributary Width 1.0 ft Point Load : D - 1.715, L = 5.359 k @ 6.0 ft 6.75x36 Span = 60.0 ft 75x36 S an=6.Cft Service loads entered. Load Factors will be applied for calculations. Title Block Line 1 You can change this area using the 'Settings' menu item and then using the 'Printing & Title Block' selection. Title Block Line 6 ir!cce. 733Eril Description : Glue!am Beam DESIGN SUL ARY Maximum Bending Stress Ratio Section used for this span fb : Actual FB : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection i1.7,5x3t; 962.47 psi 1,883.41 psi +D4L+H 0.000ft Span # 2 Project Title: Engineer: Project Descr: Project ID: Prr.:7) 2J PAR 2016. 1:25P&' Fa=C1U"e+s>u^M ktop3EArlec6 }1 ENERCALC, INC 1983-2017, Build:10.1712.10, Ver10,17.12.10 I' "L 1gviltr- '`� [ `Al z:7 pr,l1 vir Maximum Shear Stress Ratio Section used for this span fv : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.188 in Ratio = 0.000 in Ratio = 0.176 in Ratio = -0.083 in Ratio = ;:r.tr,imurn St.33cez for Locc; CRi%7.I'!irtr.i!Ort3 Load Combination Max Stress Ratios Segment Length Span # M V Cd C FN C i C r 1120 >=360 0 X360 11 Sa >=180 1 732 >=180 = L 0.281: 1 ,•� 84.38 psi = 300.00 psi +D+L+H 5.842 ft Span#1 Cm c Moment Values CL M ib +D41 Length = 8.80 ft 1 0.114 0.076 Length = 60.0 ft 2 0.138 0.076 Length = 6.0 ft 3 0.044 0.076 +D+L+H Length = 8.80 ft 1 0.422 0.281 Length = 60.0 ft 2 0.511 0.281 Length =6.0ft 3 0.164 0.281 40+Lr+H Length = 8.80 ft 1 0.082 0.055 Length = 60.0 ft 2 0.099 0.055 Length = 6.0 ft 3 0.032 0.055 404S4H Length = 8.80 ft 1 0.089 0.059 Length = 60.0 ft 2 0.108 0.059 Length = 6.0 ft 3 0.035 0.059 +D+0.750Lr+0.750L+H Length = 8.80 ft 1 0.274 0.182 Length = 60.0 ft 2 0.331 0.182 Length =6.0ft 3 0.106 0.182 40+0.750L+0.750S+H Length = 8.80 ft 1 0.297 0.198 Length = 60.0 ft 2 0.360 0.198 Length = 6.0 ft 3 0.115 0.198 4040.60W+11 Length = 8.80 ft 1 0.064 0.043 Length = 60.0 ft 2 0.077 0.043 Length = 6.0 ft 3 0.025 0.043 4040.70E+H Length = 8.80 ft 1 0.064 0.043 Length = 60.0 ft 2 0.077 0.043 Length = 6.0 ft 3 0.025 0.043 +0+0.750Lr+0.750L+0.450W+H Length = 8.80 ft 1 0.214 0.142 Length = 60.0 ft 2 0.259 0.142 Length = 6.0 ft 3 0.083 0.142 +0+0.7501.+0.7505+0.450W4l Length = 8.80 ft 1 0.214 0.142 Length = 60.0 ft 2 0.259 0.142 Length = 6.0 ft 3 0.083 0.142 4040.750L40.750S+0.5250E+H Length = 8.80 ft 1 0.214 0,142 0.90 0.951 0.90 0.785 0.90 0.988 0.988 1.00 0.951 1.00 0.785 1.00 0.988 0.988 1.25 0.951 1.25 0.785 1.25 0.988 0.988 1.15 0.951 1.15 0.785 1.15 0.988 0.988 1.25 0.951 1.25 0.785 1.25 0.988 0.988 1.15 0.951 1.15 0.785 1.15 0.988 0.988 1.60 0.951 1.60 0.785 1.60 0.988 0.988 1.60 0.951 1.60 0.785 1.60 0.988 0.988 1.60 0.951 1.60 0.785 1.60 0.988 0.988 1.60 0.951 1.60 0.785 1.60 0.988 0.988 1.60 0.951 Shear Values F'b V fv Fv 0.00 1.00 1.00 1.00 1.00 1.00 28.35 233.33 2053.78 1.00 1.00 1.00 1.00 1.00 28.35 233.33 1695.07 1.00 1.00 1.00 1.00 1.00 11.44 94.17 2133.97 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 116.94 962.47 2281.98 1.00 1.00 1.00 1.00 1.00 116.94 962.47 1883.41 1.00 1.00 1.00 1.00 1.00 47,20 388.44 2371.07 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 28.35 233.33 2852.47 1.00 1.00 1.00 1.00 1.00 28.35 233,33 2354.26 1.00 1.00 1.00 1.00 1.00 11.44 94.17 2963.84 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 28.35 233.33 2624.28 1.00 1.00 1.00 1.00 1.00 28.35 233.33 2165.92 1.00 1.00 1.00 1.00 1.00 11.44 94.17 2726.73 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1,00 94.79 780.18 2852.47 1.00 1.00 1.00 1.00 1.00 94.79 780.18 2354.26 1.00 1.00 1.00 1.00 1.00 38.26 314.88 2963.84 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 94.79 780.18 2624.28 1.00 1.00 1.00 1,00 1.00 94.79 780.18 2165.92 1.00 1.00 1.00 1.00 1.00 38.26 314.88 2726.73 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 28.35 233.33 3651.17 1.00 1.00 1.00 1.00 1.00 28.35 233.33 3013.46 1.00 1.00 1.00 1.00 1.00 11.44 94.17 3 T93.72 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 28.35 233.33 3651.17 1.00 1.00 1.00 1.00 1.00 28.35 233.33 3013.46 1.00 1.00 1.00 1.00 1.00 11.44 94.17 3793.72 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 94.79 780.18 3651.17 1.00 1.00 1.00 1.00 1.00 94.79 780.18 3013.46 1.00 1.00 1.00 1.00 1.00 38.26 314.88 3793.72 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 94.79 780.18 3651.17 1.00 1.00 1.00 1.00 1.00 94.79 780.18 3013.46 1.00 1.00 1.00 1,00 1.00 38.26 314.88 3793.72 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 94.79 780.18 3631.17 0.00 3.31 2.76 1.91 0.00 13.67 9.14 7.87 0.00 3.31 2.76 1.91 0.00 3.31 2.76 1.91 0.00 11.08 7.54 6.38 0.00 11.08 7.54 6.38 0.00 3.31 2.76 1.91 0.00 3.31 2.76 1.91 0.00 11.08 7.54 6.38 0.00 11.08 7.54 6.38 0.00 11.08 0.00 20.46 20.46 20.46 0.00 84.38 84.38 84.38 0.00 20.46 20.46 20.46 0.00 20.46 20.46 20.46 0.00 68.40 68.40 68.40 0.00 68.40 68.40 68.40 0.00 20.46 20.46 20.46 0.00 20.46 20.46 20.46 0.00 68.40 68.40 68.40 0.00 68.40 68.40 68.40 0.00 68.40 0.00 270.00 270.00 270.00 0.00 300.00 300.00 300.00 0.00 375.00 375.00 375.00 0.00 345.00 345.00 345.00 0.00 375.00 375.00 375,00 0.00 345.00 345.00 345.00 0.00 480.00 480.00 480.00 0.00 480.00 480.00 480.00 0.00 480.00 480.00 480.00 0.00 480.00 480.00 480.00 0.00 480.00 TitlelMbck Line 1 You can change this area using the 'Settings' menu item and then using the'Printing & Title Block' selection. Title Block Line 6 Wood Beam ic. # : KW -06006898 Description ; Gluelam Beam DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span fb : Actual FB : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Project Title: Engineer: Project Descr: Project ID: Granted' 2D MAR 201 tl. 125Pt/ Foe= C:tuserslsamn4DeskropkBEAM ec6 ENERCALC, INC. 1983-2017, Bulld:10.17 12.10, Ver.10,17.12.10 Licensee : ENGINEERS NORTHWEST 962.47 psi 1,883.41 psi +D4t+H 0.000ft Span #2 Maximum Shear Stress Ratio Section used for this span fv : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum oawrs 0.188 in Ratio = 0.000 In Ratio = 0.176 in Ratio "1 -0.083 in Ratio = Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V Cd C FN C i C r +0+H Length = 8.80 ft 1 0.114 0.076 Length = 60.0 ft 2 0.138 0.076 Length = 6.0 ft 3 0.044 0.076 +04L4H Length = 8.80 ft 1 0.422 0.281 Length = 60.0 ft 2 0.511 0.281 Length = 6.0 ft 3 0.164 0.281 4p4Lr+H Length = 8.80 ft 1 0.082 0.055 Length = 60.0 ft 2 0.099 0.055 Length = 6.0 ft 3 0.032 0.055 4fl4S+H Length = 8.80 ft 1 0.089 0.059 Length = 60.0 ft 2 0.108 0.059 Length = 6.0 ft 3 0.035 0.059 4040.7501140.750L4H Length = 8.80 ft 1 0.274 0.182 Length = 60.0 ft 2 0.331 0.182 Length = 6.0 ft 3 0.106 0.182 4Df0.750L40.750S4H Length = 8.80 ft 1 0.297 0.198 Length = 60.0 ft 2 0.360 0.198 Length = 6.0 ft 3 0.115 0.198 4D40.60W+H Length = 8.80 ft 1 0.064 0.043 Length = 60.0 ft 2 0.077 0.043 Length = 6.0 ft 3 0.025 0.043 40+0.70E4H Length = 8.80 ft 1 0.084 0.043 Length = 60.0 ft 2 0.077 0.043 Length = 6.0 ft 3 0.025 0.043 4040.7501.r+0.7501.40.450W+H Length = 8.80 ft 1 0.214 0.142 Length = 60.0 ft 2 0.259 0.142 Length = 6.0 ft 3 0.083 0.142 4040.750L40.750540.450W4I Leath = 8.80 ft 1 0.214 0.142 Length = 60.0 ft 2 0.259 0.142 Length = 6.0 ft 3 0.083 0.142 4040.750L40.750540.5250E41 Length = 8.80 ft 1 0.214 0.142 1120 >=360 0 <360 1196>=180 1732 >=180 ................ 0.2 81 : h, 7.6-35 84.38 psi 300.00 psi +fl+L+H 5.842ft Span # 1 Moment Values Cm C t CL M fb F'b Shear Values V hi F'v 0.90 0.951 1.00 1.00 1.00 1.00 1.00 28.35 233.33 2053.8 3.31 20,46 270.00 0.90 0.785 1.00 1.00 1.00 1.00 1.00 28.35 233.33 1695.07 2.76 20.46 270.00 0.90 0.988 1.00 1.00 1.00 1.00 1.00 11.44 94.17 2133.97 1.91 20.46 270.00 0.988 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 0.951 1.00 1.00 1.00 1.00 1.00 116.94 962.47 2281.98 13.67 84.38 300.00 1.00 0.785 1.00 1.00 1.00 1.00 1.00 116.94 962.47 1883.41 9.14 84.38 300.00 1.00 0.988 1.00 1.00 1.00 1.00 1.00 47.20 388.44 2371.07 7.87 84.38 300.00 0.988 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.25 0.951 1.00 1.00 1.00 1.00 1.00 28.35 233.33 2852.47 3.31 20.46 375.00 1.25 0.785 1.00 1.00 1.00 1.00 1.00 28.35 233.33 2354.26 2.78 20.46 375.00 1.25 0.988 1.00 1.00 1.00 1.00 1.00 11.44 94.17 2963.84 1.91 20.46 375.00 0.988 1.00 1.00 1.00 1,00 1.00 0.00 0.00 0.00 0.00 1.15 0.951 1.00 1.00 1.00 1.00 1.00 28.35 233.33 2624.28 3.31 20.46 345.00 1.15 0.785 1.00 1.00 1.00 1.00 1.00 28.35 233.33 2165.92 2.76 20.46 345.00 1.15 0.988 1.00 1.00 1.00 1.00 1.00 11.44 94.17 2726.73 1.91 20.46 345.00 0.988 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.25 0.951 1.00 1.00 1.00 1.00 1.00 94.79 780.18 2852.47 11.08 68.40 375.00 1.25 0.785 1.00 1.00 1.00 1.00 1.00 94.79 780.18 2354.26 7.54 68.40 375.00 1.25 0.988 1.00 1.00 1.00 1.00 1.00 38.26 314.88 2963.84 6.38 68.40 375.00 0.988 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.15 0.951 1.00 1.00 1.00 1.00 1.00 94.79 780.18 2624.28 11.08 68.40 345.00 1.15 0.785 1.00 1.00 1.00 1,00 1.00 94.79 780.18 2165.92 7.54 68.40 345.00 1.15 0.988 1.00 1.00 1.00 1.00 1.00 38.26 314.88 2726.73 6.38 68.40 345.00 0.988 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 0.951 1.00 1.00 1.00 1.00 1.00 28.35 233.33 3651.17 3.31 20.46 480.00 1.60 0.785 1.00 1.00 1.00 1.00 1.00 28.35 233.33 3013.46 2.76 20.46 480.00 1.60 0.988 1.00 1.00 1.00 1.00 1.00 11.44 94.17 3793.72 1.91 20.46 480.00 0.988 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 0.951 1.00 1.00 1.00 1.00 1.00 28.35 233.33 3651.17 3.31 20.46 480.00 1.60 0.785 1.00 1.00 1.00 1.00 1.00 28.35 233.33 3013.46 2.76 20.46 480.00 1.60 0.988 1.00 1.00 1.00 1.00 1.00 11.44 94.17 3793.72 1.91 20.46 480.00 0.988 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 0.951 1.00 1.00 1.00 1.00 1.00 94.79 780.18 3651.17 11.08 68.40 480.00 1.60 0.785 1.00 1.00 1.00 1.00 1.00 94.79 780.18 3013.46 7.54 68.40 480.00 1.60 0.988 1.00 1.00 1.00 1.00 1.00 38.26 314.88 3793.72 6.38 68.40 480.00 0.988 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 0.951 1.00 1.00 1.00 1.00 1.00 94.79 780.18 3651.17 11.08 88.40 480.00 1.60 0.785 1.00 1.00 1.00 1.00 1.00 94.79 780.18 3013.46 7.54 68.40 480.00 1.60 0.988 1.00 1.00 1.00 1.00 1.00 38.26 314.88 3793.72 6.38 68.40 480.00 0.988 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 0.951 1.00 1.00 1.00 1.00 1.00 94.79 780.18 3651.17 11.08 68.40 480.00 Title.Block Line 1 You can change this area using the "Settings' menu item and then using the 'Printing & Title Block' selection. Title Block Line 6 Description : Gluelam Beam Load Combination Max Stress Ratios Project Title: Engineer. Project Descr: Project ID: 17?AAR20',5. 1:25P1.1 Fra C turas -3911Da_kbp18EAM.ec6 h ENERCALC, INC 19332017 Bu l:r1D 17 1210, Ver1017.1210 Moment Values Shear Values Segment Length Span # M V Cd C FN C i C r Cm C t CL M tb Pb V fv F'v Length = 60.0 ft 2 0.259 0.142 1.60 0.785 1.00 1.00 1.00 1.00 1.00 94.79 780.18 3013.46 7.54 68.40 480.00 Length = 6.0 ft 3 0.083 0.142 1.60 0.988 1.00 1.00 1.00 1.00 1.00 38.26 314.88 3793.72 6.38 68.40 480.00 40.60D40.60W40.60H 0.988 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.80 ft 1 0.038 0.026 1.60 0.951 1.00 1.00 1.00 1.00 1.00 17.01 140.00 3651.17 1.99 12.27 480.00 Length = 60.0 ft 2 0.046 0.026 1.60 0.785 1.00 1.00 1.00 1.00 1.00 17.01 140.00 3013.48 1.66 12.27 480.00 Length = 6.0 ft 3 0.015 0.026 1.60 0.988 1.00 1.00 1.00 1.00 1.00 6.87 56.50 3793.72 1.15 12.27 480.00 40.60040.70E+0.60H 0.988 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.80 ft 1 0.038 0.026 1.60 0.951 1.00 1.00 1.00 1.00 1.00 17.01 140.00 3651.17 1.99 12.27 480.00 Length = 60.0 ft 2 0.046 0.026 1.60 0.785 1.00 1.00 1.00 1.00 1.00 17.01 140.00 3013.46 1.66 12.27 480.00 Length = 6.0 ft 3 0.015 0.026 1.60 0.988 1.00 1.00 1.00 1.00 1.00 6,87 56.50 3793.72 1.15 12.27 480.00 Ovardi ;¢idn'tttmn D©f octionu Load Combination Span Max. ' ' Defl Location in Span Load Combination Max. "+" Defl Location in Span L Only 1 0.1883 0.000 0.0000 0.000 +0+L4H 2 0.4373 33.782 L Only -0.0282 4.538 3 0.0000 33.782 4D444 -0.0831 6.000 Vagi aceel Rccctiona Support notation : Far left Is #1 Values in KIPS Load Combination Support 1 Support2 Support3 Support4 Overall MAXimum 24.253 15.896 Overall MINimum 17.828 11.678 4D4H 6.425 4.217 +O+L+H 24.253 15.896 40+Lr411 6.425 4.217 404S+H 6.425 4.217 40+0.750Lr40.750L4H 19.796 12.976 +D40.750L40.750S+H 19.796 12.976 #D40.60W+H 6.425 4.217 4040.70E+11 6.425 4.217 +040.750Lr40.750L40.450W+H 19.796 12.976 +040.750L40.750S+0.450W4H 19.796 12.976 +0+0.750L40.750S40.5250E4H 19.796 12.976 40.600+0.60W40.60H 3.855 2,530 40.60040.70E40.60H 3.855 2.530 D Only 6.425 4.217 Lr Only L Only 17.828 11.678 S Only WOny E Only H Only a O 1 It, V) I 0 co DYGREENHECK Building Value in Air. Printed Date: 1/8/2018 Job: Amazon SEA 79 Mark: FGR Model: FGR A Model: FGR e ----- i Standard Construction Features: Curb Cap Width Dimensions ID# Tag I Qty Construction Installation' Insect I Base ;Birdscreenj Unit Type Screen IiHeight(in.)I Material I Material Non -Ducted No J 5 ,, Galvanized Galvanized) -Precision formed locked rib construction. -Available in aluminum or galvanized steel construction. -0.5 in, galvanized steel mesh birdscreens. -Heavy gauge galvanized steel support members. -Hood can be removed completely from the base or hinged open. -Units with a throat size exceeding 60 in. x 120 in. will have 12 in. galvanized bases as standard. -Recommended roof opening dimension is at least 2.5 in. larger than the damper size. Throat Throat Hood I Hood Hood jCurb CapICurb Cap' Width i Length Width (Length Height: Width ( Length ;Weight. Ship Model TW (in.) TL (In.) A (in.)113 (In.) ! C (in.) J (In.) (in.) I (Ib) ? 1 Assembled 11 FGR -72x120 72 120 111 56 j 29.5 78 I 126 b 691 No ID# 2-1 Accessories ID# 2-1 r Texas Departmerr of Florida Insurance High Wind Product lams -Dad Product Rated Approval # NOA# Evaluation No N/A N/A N/A Hood Insulation Tie Down Curb Seal (in.) Points No 1 — Yes 0 . E•• 0.: Z ` t7O `4atn W Epp ao pq 0<n 2 w E-+ yHO �x� 3 1.4 I -4 0(--l 1-I ti ► -t x I ua U U W Cri GC-4 CD At 44 ofc (r-,1-4 C6 cd o•dxi A•0oor 1-4 •I-1 t]M-4 z, •.1 W Hdw►.a ..i. q al v) tii < 0. d !s W x A i -f (� 6 0 H N l��j. C P H W O 6.4 13 _yc :c C 1 41 C W H p: lL'.-....-... 7; .-1 Z 6 6 0 FG Z cn PD cn Z .s. 1•-1 1-1 4-1 ti 1-4 4-1 w 4-+ H ,-1 d U C0.0 !_4 Cf) 43 A �cnv.cn�cn HH ` CI 0< H 1.4o4r r44 .,lo. e>rR �cWnA04vld 0 �s1 W c!? A4-1 I-4Wq� �+ 00tCr%0 : 0 0 01-4 �►OI 33 3 O C �1 in N u1 t� t�4 ►-t W W- 0 0 1 E-+ A f-+ 56 L' 11 11 11 11 11 11 p4 q W A gZ 43 tz. t�.4 43 • in H '" a z N .......� .... � tt) U= X 0 CPL � C1f-4 a H a2 2 C.) dz 0 cp�a�w' xw C. 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Co 3/16/2018 Design Maps Summary Report Design Maps Summary Report User -Specified Input Building Code Reference Document 2012/2015 International Building Code (which utilizes USGS hazard data available +n 2008) Site Coordinates 47.54857°N, 122.33302°W Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/II/III USGS-Provided Output S5 = 1.516 g Si = 0.584 g 1t SMs = 1.516 g SMI = 0.876 g SDS = SDI eFirk, ntan 1.010 g 0.584 g For information on how the SS and S1 values above have been calculated from probabilistic (risk -targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the "2009 NEHRP" building code reference document. ut•:5^.� RL•'.:�yD'1":v 54...^Lctrumn Although this information is a product of the U.S. Geological Survey, we provide no warranty, expressed or implied, as to the accuracy of the data contained therein. This tool is not a substitute for technical subject -matter knowledge. https://earthquake.usgs.gov/cn1 /designmaps/us/summary.php?template=minimal&latitude=47.548568&longitude=-122.33.3024&siteclass=3&riskcategory=0&edition 3/16/2018 Search Results Query Date: Fri Mar 16 2018 Latitude: 47.5486 Longitude: -122.3330 ASCE 7-10 Windspeeds (3 -sec peak gust in mph*): Risk Category 1: 100 Risk Category II: 110 E --- Risk Category III-IV: 115 MRI** 10 -Year: 72 MRI** 25 -Year: 79 MRI** 50 -Year: 85 MRI** 100 -Year. 91 ASCE 7-05 Windspeed: 85 (3 -sec peak gust in mph) ASCE 7-93 Windspeed: 70 (fastest mile in mph) 'Mlles per hour **Mean Recurrence Interval Users should consult with local building officials to determine if there are community -specific wind speed requirements that govem. Print yir ressllts Go r1� Search Results for Map • C>v^ad Map data 02018 Gaagle, INEGI WINDSPEED WEBSITE DISCLAIMER While the information presented on this website is believed to be correct, ATC and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in the windspeed report should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. ATC does not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the windspeed report provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this website does not imply approval by the goveming building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the windspeed load report. AI,, Sponsored by the ATC Endowment Fund • App .d Ta chrdgpy C v • 201 Redwood Shores Parkway. Suite 240 • Redwood City. California 94065 • (650) 595-1542 http://windspeed.atcouncil.orgfindex.php?option=com_content&view=article&id=10&dec=1&latitude=47.548568&Iongitude=122.333024&risk category _i=100&risk ASCE 7-10 Seismic Loads per ASCE 7-10- Chapter 13 Seismic Design Requirements for Nonstructural Components Input Cells =I - �f Protect Number: Project Name: Location: I Design By: i ASCE 7-10 Section 13.3 Seismic Demands on Nonstructural Components (Mechanical & Electrical Components) All references below are to ASCE 7-10 (U.N.O.) Input Mechanical and Electrical Component=1aralde Hvnc, ram, air handlers, av conditioning units, cabinet heaters, air die bution boxes, and other mechanical Table 13.6-1 Category=(Mechanical and Electrical Components �. ENGINEERS NORTHWEST, INC., P.S. 8725 THIRD AVENUE NE (SUITE 207) SEATTLE, WA 98115 Property of Engineers Northwest, Inc., P.S.- Use by others unlawful * • ' * SHEET OF S, = 1.516 1 S, = 0.584 Site Class (soil) = �D Risk Category= li ITable 1.5-1 Average roof height of structure, h =# 23.5-1ft Height in structure of point of attachment of component with respect to base, z =i 23.5 ft Component importance factor, 1p =1 1.0 Sect 13.1.3 Operating weight of mechanical unit, W, =' 1200 11b. Output Site Coefficient, F, = 1 Table 11-4.1 Skis = 1.516 Eqn 11.4-1 SDs = 1.011 Eqn 11.4-3 z/h = 1 Component amplification factor, ap = 2.5 Component response modification factor, R, = 6 Component overstrength factor, 00 = 2.5 Fp = 0.506 • Wp, Eqn 13.3-1 Fp m0 = 1.618 *W„, Eqn 13.3-2 Fp min = 0.303 • W0, Eqn 13.3-3 Fpi,ork, = 0.506 • Wp Fp-hot, = 607.2 Ib (ULT) Fpwit = +1- 0.202 ` Wp, Sect. 13.3.1 (apply concurrently with horizontal force) Fp = +1- 242.4 Ib (ULT), Sect 13.3.1 (apply concurrently with horizontal force) NOTES: 1. Anchors in concrete shall be designed in accordance with Appendbc D of ACI 318. 2. Anchors in masonry shall be designed in accordance with TMS 402/ACI 530/ASCE 5. Anchors shall be designed to be governed by the tensile or shear strength of a ductile steel element. See Sect 13.4.2.2 for exception. 3. Post -installed anchors in concrete shall be prequalified for seismic applications in accordance with ACI 355.2 or other approved qualification procedures. Post -installed anchors in masonry shall be prequalified for seismic applications in accordance with approved qualification procedures. 4. Power actuated fasteners in concrete or steel shall not be used for sustained tension loads or for brace applications in Seismic Design Categories D, E, or F unless approved for seismic loading. Power actuated fasteners in masonry are not permitted unless approved for seismic loading. See Section 13.4.5 for exceptions. 5. Friction clips in Seismic Design Categories D, E, or F shall not be used for supporting sustained loads in addition to resisting seismic forces. ASCE7-10 Seismic Loads Elec Much Components ASCE 7-10 Wind Loads per ASCE 7-10- Chapter 29 Other Structures and Building Appurtenances- Rooftop Equipment Input Cells Project Number: Project Name: j -__ Location: '— Design --Design By: - - _i Program Limitations: 1. Mean roof height h less than or equal to 60 ft. BUILDING, SITE, AND MECHANICAL UNIT INFORMATION INPUT Building width, B = , 415 _ ft (perpendicular to wind) Building length, L =j 304 _ _ 'Ift (parallel to wind) Building eave height, he =1 23.5 �+1ft Building ridge height, hr =1 29.5 1ft Roof slope, s 0.25 in./ft. = 1.19 degrees Risk Category = I II 1 Wind velocity, V = 1 10 ;mi/hr = 85 mi/hr Exposure = `." .__.. C - -� Topographic factor, Kn =i-- 1 I' Wind directionality factor, Kd =I 0.85 j M/U width = 11 ft (perpendicular to wind) M/U depth =1 _ 6 jft (parallel to wind) M/U height =1 3 ift ENGINEERS NORTHWEST, INC., P.S. SHEET OF 9725 THIRD AVE. N.E. (SUITE 207) SEATTLE, WA 98115 Property of Engineers Northwest, Inc., P.S.- Use by others unlawful 4 11 ft 14 101 M/U 23.5 ft 415 ft Ground level OUTPUT Mean roof height, h = 23.5 ft Pressure exposure coeff, Kh = 0.93 Velocity pressure, qh = 24.49 psf (GCr)lateral = Horizontal wind pressure, ph = Horizontal wind force, Fh = 1.9 46.5 psf (LRFD) 1535.5 Ib (LRFD) (GCr) = 1.5 Vertical uplift wind pressure, p„ = 36.7 psf (LRFD) Vertical uplift wind force, F„ = 2424.5 Ib (LRFD) NOTE: To convert to ASD multiply by 0.6 ASCE7-10 Wind Loads Low Rise Mech Unit ENGINEERS NORTHWEST, INC., P.S. SHEET OF 9725 THIRD AVE. N.E. (SUITE 207) SEATTLE, WA 98115 Property of Engineers Northwest, Inc., P.S.- Use by others unlawful Lateral Loading on Mechanical Units Input Cells =t Project Number. j Project Name: 1 Location: Design By: L Input Mechanical and Electrical Component = Air side HVAC, fans, sir handlers, air mndieoning units, cabinet heaters, air distribution boxes, and othereneehei Table 13.6-1 Category = Mechanical and Electrical components I Risk Category = it Building Width =L 406 ft 1 _ 12 ft Roof height above ground level = Mechanical unit operating weight = Mechanical unit length = 12 ft 3 ft Mechanical unit depth = _ .. • Mechanical unit height = 3 ft Holdown clearance, cHD = Seismic Parameters SDS = 1.01 Force inputted in = —'G6PD Horizontal seismic force, Fo h = 607.2 jib Vertical seismic force, Fp we = 242.4 lb Vertical center of mass of mech. unit, h = 1.5 _1ft See seismic loads spreadsheet ll,r additional data Wind Parameters Force Inputted in = LRFD'i Horizontal wind force, Pi,= 1535.5 Ib Vertical uplift wind force, F„ = 2424.5 Ib See wind loads spreadsheet for additional data LATERAL LOADS AND REACTIONS Seismic overturning moment = Seismic uplift `r each end of unit = Seismic shear t each side of unit = Wind overturning moment = Wind uplift (§2 each end of unit = Wind shear @ each side of unit = Output Ultimate (LRFD) Working; (ASD) 911 ft -lb 638 ft -lb 0 Ib O lb 304 Ib 213 Ib 2303 ft -lb 1382 ft -lb 1133 Ib 768 Ib i 2 Note. Wind direction is into the page sit1200 (MAX) M.U. .............„,r-- 23.5 ft 400 ft CHD v // Mor 1 -?Ff Tv TPA PD/2I rmo r !".nr ••••• d,: Lateral Baste April 04, 2018 City of Tukwila Department of Community Development MASON CHAUSSEE 1420 MAPLE AVE SW RENTON, WA 98057 RE: Correction Letter # 1 MECHANICAL Permit Application Number M18-0041 VADATA INC - 3311 S 120 PL - SUITE 160 Dear MASON CHAUSSEE, Allan Ekberg, Mayor Jack Pace, Director This letter is to inform you of corrections that must be addressed before your development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the following departments: BUILDING - M DEPARTMENT: Allen Johannessen at 206-433-7163 if you have questions regarding these comments. • (GENERAL INFORMATION NOTE) PLAN SUBMITTALS: (Min. size 11x17 to maximum size of 24x36; all sheets shall be the same size. "New revised" plan sheets shall be the same size sheets as those previously submitted.) "STAMP AND SIGNATURES" (If applicable) For Engineers: "Every page of a plan set must contain the seal/stamp, signature of the licensee(s) who prepared or who had direct supervision over the preparation of the work, and date of signature. Specifications that are prepared by or under the direct supervision of a licensee shall contain the seal/stamp, signature of the licensee and the date of signature. If the "specifications" prepared by a licensee are a portion of a bound specification document that contains specifications other than that of an engineering or land surveying nature, the licensee need only seal/stamp that portion or portions of the documents for which the licensee is responsible." It shall not be required to have each page of "specifications" (calculations) to be stamped and signed; Front page only will be sufficient (WAC 196-23-010 & 196-23-020). Architects: "date" only not required (WAC 308-12-081). (BUILDING REVIEW NOTES) 1. Please provide plan sheets that are to scale. Reduced sheets shall not be accepted. 2. For clarifications, specify what the ventilation hoods are to be used for. Specify smoke detection. Will there be ducting inside the building? 3. Engineer's stamp shall include Date with signature. See General Notes above. 4. Specify what special inspections may be required for steel welding or other items. Note: Contingent on response to these corrections, further plan review may request for additional corrections. Please address the comments above in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that two (2) sets of revised plan pages, specifications and/or other documentation be resubmitted with the appropriate revision block. 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 In order to better expedite your resubmittal, a'Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections/revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions, I can be reached at (206)433-7165. Sincerely, -6419 Rachelle Ripley Permit Technician File No. M18-0041 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: M18-0041 DATE: 04/10/18 PROJECT NAME: VADATA SITE ADDRESS: 3311 S 120 PL - SUITE 160 Original Plan Submittal Revision # before Permit Issued X Response to Correction Letter # 1 Revision # after Permit Issued DEPARTMENTS: AIAJc Building Division Public Works Fire Prevention Structural n Planning Division ❑ Permit Coordinator n w PRELIMINARY REVIEW: Not Applicable n (no approval/review required) DATE: 04/12/18 Structural Review Required REVIEWER'S INITIALS: DATE: n APPROVALS OR CORRECTIONS: Approved Corrections Required ❑ Approved with Conditions ❑ Denied (corrections entered in Reviews) (ie: Zoning Issues) DUE DATE: 05/10/18 n Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire 0 Ping ❑ PW ❑ Staff Initials: 12/18/200 COOUD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: M18-0041 DATE: 03/29/18 PROJECT NAME: VADATA INC SITE ADDRESS: 3311 S 120 PL - SUITE 160 X Original Plan Submittal Revision # before Permit Issued Response to Correction Letter # Revision # after Permit Issued DEPARTMENTS: �a M4 OiSS. Building Division Public Works n PIVI 14(L\iC6 Fire Prevention Structural Planning Division ❑ Permit Coordinator n PRELIMINARY REVIEW: Not Applicable n (no approval/review required) DATE: 04/03/18 Structural Review Required REVIEWER'S INITIALS: DATE: n APPROVALS OR CORRECTIONS: DUE DATE: 05/01/18 Approved n Approved with Conditions Corrections Required ❑ Denied (corrections entered in Reviews) (ie: Zoning Issues) n Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only ����r / CORRECTION LETTER MAILED: `'� Departments issued corrections: Bldg Fire ❑ Ping 0 PW ❑ Staff Initials: 12/18/2013 V 1r r City of Tukwila REVISION SUBMITTAL Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http:/iwww.TukwilaWA.gov Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: 04/10/2018 Plan Check/Permit Number: M18-0041 El Response to Incomplete Letter # gResponse to Correction Letter # 1 ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner ❑ Deferred Submittal # Project Name: VADATA INC RECEIVED CITY OF TUKWILL APR 10 2018 PERMIT CENTER Project Address: 3311 S 120th PL 160 Contact Person: Mason Chaussee Summary of Revision: Build Review Notes Response: Phone Number: 206-445-9416 #1 Correct sheet size for stru�drawings. Corrected from 30"x42" to 24"x36". Revision Labeled and #ifgi91ie l ed. #2 Hoods to be used for a future project called Pontoon. Unknown future project scope. Tentative Pontoon project date of Q3 2018. No smoke detection as this is not a return air system, smoke detection will be added in the future as required. No ducting inside as we are installing for future. #3 Corrected mechanical drawings by adding a date to the title block. #4 WABO Inspections Separate Revision: #1 Changed Mechanical drawings to further show blanking of Relief hood opening by 2 feet to guarantee 10 feet of separation between Intake and Relief hoods. Sheet Number(s): S 1.2, M0.1, M1.0 "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila PermitCenterby: Entered in TRAKiT on 'k * l 1" ( U W:\Permit Center \Templates\Forms\Revision Submittal Form.doc Revised: August 2015 VITAL MECHANICAL SERVICE, I?r, Horne Espanol Contact Safety & Health Claims & Insurance A Washington State Department of 16. Labor & Industries Page 1 of 2 Search L&I A -Z Index help My 1.&I Workplace Rights Trades & Licensing VITAL MECHANICAL SERVICE, INC. Owner or tradesperson Principals ALMON, KEVIN LEWIS, PRESIDENT Doing business as VITAL MECHANICAL SERVICE, INC. WA UBI No. 602 410 867 1420 Maple Ave SW RENTON, WA 98057 253-630-6933 KING County Business type Corporation License Verify the contractors active registration / license / certification (depending on trade) and any past violations. Construction Contractor Active. Meets current requirements. License specialties GENERAL License no. VITALMS964MM Effective — expiration 07/21/2004-10/07/2018 Bond CBIC Bond account no. SG8008 $12,000.00 Received by L&I Effective date 05/28/2010 05/28/2010 Expiration date Until Canceled Insurance American Fire & Casualty Co $1,000,000.00 Policy no. BKA53465203 Received by L&I Effective date 05/15/2017 06/06/2017 Expiration date 06/06/2018 Insurance history Savings No savings accounts during the previous 6 year period. Lawsuits against the bond or savings No lawsuits against the bond or savings accounts during the previous 6 year period. 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. Help us improve https://secure.lni.wa.gov/verify/Detail.aspx?UBI=602410867&LIC=VITALMS964MM&SAW= 4/24/2018 VITAL MECHANICAL SERVICE, INC. Page 2 of 2 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 068,367-00 ..................... Doing business as VITAL MECHANICAL SERVICE INC Estimated workers reported Quarter 4 of Year 2017 "31 to 50 Workers" L&I account contact T3 / STEPHANIE HENDERSON (360)902-5598 - Email: HSTE235@Ini.wa.gov Account is current. Public Works Strikes and Debarments Verify the contractor is eligible to perform work on public works projects. Contractor Strikes No strikes have 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 https://secure.lni.wa.gov/verify/Detail.aspx?UBI=602410867&LIC=VITALMS964MM&SAW= 4/24/2018 0) as O H U O J W PLOT DATE: REFERENCE DRAWINGS DRAWING NO TITLE VAdata HVAC UPGRADES GENERAL NOTES MECHANICAL DRAWINGS ARE DIAGRAMMATIC IN NATURE, AND DO NOT NECESSARILY REFLECT EVERY REQUIRED OFF -SET, FITTING OR ACCESSORY. COORDINATE INSTALLATION OF MECHANICAL SYSTEMS WITH BUILDING STRUCTURE AND ALL OTHER TRADES. VERIFY VOLTAGES AT THE SITE PRIOR TO ORDERING ANY EQUIPMENT. MAJOR APPLICABLE CODES: 2015 INTERNATIONAL BUILDING CODE WITH WASHINGTON STATE AMENDMENTS 2015 INTERNATIONAL MECHANICAL CODE WITH WASHINGTON STATE AMENDMENTS 2015 INTERNATIONAL FIRE CODE WITH WASHINGTON STATE AMENDMENTS 2015 WASHINGTON STATE ENERGY CODE 2015 WASHINGTON STATE ENERGY CODE NOTES C403.2.4.3 PROVIDE AUTOMATIC CLASS 1 SHUTOFF DAMPERS FOR ROOF HOODS. CONTROLS WILL BE CONNECTED AT A FUTURE DATE. DAMPERS TO REMAIN CLOSED. SCOPE OF WORK INSTALLATION OF ROOF HOODS FOR FUTURE VENTILATION. DRAWING INDEX SYMBOL LIST DESCRIPTION SYMBOL ABBV. DESCRIPTION SCHEDULES M1.0 FLOOR PLAN - HVAC SL VD MD BDD SFD FD T'STAT AFF ARCH. DWG EER EFF GC MC MECH. TYP. DUCT SECTION - SUPPLY DUCT SECTION - RETURN RECTANGULAR DUCT (INSIDE DIMENSION) ROUND DUCT SOUND LINED DUCT (INSIDE DIMENSION) FLEXIBLE DUCT ADJUSTABLE AIR EXTRACTOR VANE VOLUME DAMPER MOTORIZED DAMPER BACKDRAFT DAMPER COMBINATION SMOKE/FIRE DAMPER FIRE DAMPER THERMOSTAT ABOVE FINISHED FLOOR ARCHITECT/ARCHITECTURAL DRAWING ENERGY EFFICIENCY RATING EFFICIENCY/EFFICIENT GENERAL CONTRACTOR MECHANICAL CONTRACTOR MECHANICAL TYPICAL EQUIPMENT TAG FLAG NOTE SECTION INDICATOR = 20x12 Y 12"o a 20x12 SIVINORINAU SI* cl tTURNING L.... M —0 0 ® Mir IS DRAWN SHEET ON WHICH SECTION M1.0 REFERENCE DRAWINGS DRAWING NO TITLE VAdata HVAC UPGRADES GENERAL NOTES MECHANICAL DRAWINGS ARE DIAGRAMMATIC IN NATURE, AND DO NOT NECESSARILY REFLECT EVERY REQUIRED OFF -SET, FITTING OR ACCESSORY. COORDINATE INSTALLATION OF MECHANICAL SYSTEMS WITH BUILDING STRUCTURE AND ALL OTHER TRADES. VERIFY VOLTAGES AT THE SITE PRIOR TO ORDERING ANY EQUIPMENT. MAJOR APPLICABLE CODES: 2015 INTERNATIONAL BUILDING CODE WITH WASHINGTON STATE AMENDMENTS 2015 INTERNATIONAL MECHANICAL CODE WITH WASHINGTON STATE AMENDMENTS 2015 INTERNATIONAL FIRE CODE WITH WASHINGTON STATE AMENDMENTS 2015 WASHINGTON STATE ENERGY CODE 2015 WASHINGTON STATE ENERGY CODE NOTES C403.2.4.3 PROVIDE AUTOMATIC CLASS 1 SHUTOFF DAMPERS FOR ROOF HOODS. CONTROLS WILL BE CONNECTED AT A FUTURE DATE. DAMPERS TO REMAIN CLOSED. SCOPE OF WORK INSTALLATION OF ROOF HOODS FOR FUTURE VENTILATION. DRAWING INDEX SHEET DESCRIPTION M0.1 COVER SHEET M0.2 SCHEDULES M1.0 FLOOR PLAN - HVAC DESCRIPTION DATE ADD TO TITLE BLOCK REV DATE BY REVISIONS DESCRIPTION SITE MAP VICINITY MAP REVISIONS No changes shall be made to the scope of work without prior approval of Tukwila Building Division. NOTE: Revisions will require a new plan submittal and may include additional plan review fees. FILE COPY Permit No.—��titg0 0 Li I Plan review approval is subject to errors and omissions. Approval of construction documents does not authorize the violation of any adopted code or ordinance. Receipt of approved Field Copy and conditions is acknowledged: By: I Date: Citi of Tukwila BUILDING DIVISION M1 SCALE: AS NOTED DRAWN: JG ENGINEER: RH CHECKED: RH PROJ MGR: APPROVED: CORRECTION LTR# Harris Group Our difference is engineered. www.harrisgroup.com Lil SEPARATE PERMIT REQUIRED FOR: ❑ Mechanical electrical 9tumbing Ias Piping City of Tukwila BI, !! D!NG DIVISION REVIEWED FOR CODE COMPLIANCE APPROVED APR 17 2018 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA APR 10 2010 PERMIT CENTER MECHANICAL COVER SHEET VAdata PROJECT NO: 0070403 SHEET NO: MO.1 REV: 0) -q 0 0 O Lll CCS 0 0 CCS 0 REFERENCE DRAWINGS ROOF HOOD SCHEDULE EQUIP. TAG MFG' / MODEL NUMBER TYPE TYPE AIR FLOW CFM MIN. FREE AREA (SQ. FT.) THROAT DIMENSIONS VV" x L" WEIGHT LBS. REMARKS RH-1 GREENHECK / FGI ROOF INTAKE 64,000 60.0 120 x 72 900 1 THRU 3 RH-2 GREENHECK / FGR ROOF RELIEF 64,000 60.0 120 x 72 900 1 THRU 3 NOTES: 1. PROVIDE WITH GREENHECK GPI -G12 ROOF CURB 2. PAINT TO MATCH ROOF SURFACE. COORDINATE COLOR WITH ARCHITECT. 3. PROVIDE WITH MOTORIZED DAMPER. /RH\ 2 RH MOTORIZED DAMPER (TYP OF 2) BLANK OFF TO MAINTAIN 10' MIN. CLEARANCE ROOF SCALE: 1/8" = 1'-0" STRUCTURAL COORDINATION REVISIONS FLOOR REVISIONS EX. BREAK RM. EX. WOMEN'S EX. WAREHOUSE SUITE 120 ENTRY VEST. EX. VESTIBULE BLANK OFF ROOF HOOD TO MAINTAIN 10' MIN. DISTANCE BETWEEN RH-1 & RH-2 • •iiiiO�i�i�i�i��i�i�i�i�i�i�i�i� I���t�t►����t�t�t►�t���t�t���i4'i���t►�t►�1 1�`t�t►�t��4 tet• 0'-0" MIN Airt►�t���������ll SCALE: 1/8" = SCALE: AS NOTED PLAN NORTH DRAWING NO TITLE DESCRIPTION DESCRIPTION 04-09-18 STRUCTURAL COORDINATION 04-09-18 GLK DATE ADD TO TITLE BLOCK DRAWN: JG ENGINEER: RH REVIEWED FOR CODE COMPLIANCE APPROVED APR 17 2018 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA APR 10 2010 PERMIT CENTER MECHANICAL ROOF PLAN - HVAC CHECKED: RH Harris Group VAdata F- 0 1- 0 J a DATE: 03/28/18 Our difference is engineered. www.harrisgroup.com PROJECT NO: SHEET NO: 0070403 M1.0 C:\Users\prakashp\appdata\local\temp\AcPublish_6176\IGE-2-S1.2-Partial Roof Framing Plan-96-991490023.dwg, 04-09-18, 9:29am, prakashp, 96 GENERAL NOTE REMODEL THE FOLLOWING NOTES APPLY UNLESS NOTED OTHERWISE - ASTM'S NOTED ARE TO BE LATEST EDITION. 1. DESCRIPTION Building Name & Site Location - Seattle Gourmet Foods - Segale Building 763 - Tukwila, WA 2. DESIGN CODE AND STANDARDS Applicable Code (Edition/Name) - 2012 International Building Code Other documents referenced by these notes shall be the specific edition referenced by the building code specified above, or if not specified, shall be the latest edition. Code supplement & Date - ASCE 7-10 3. DESIGN LOADS a. Roof Live Load b. Snow Load c. Seismic d. Wind Load e. Load Combinations See snow load Basic roof snow load - Pf = 25 psf Importance factor Is = 1.0, snow exposure factor Ce = 1.0 Ss = 1.430, S1 = 0.533, le = 1.0, Site Class "D" and SDS = 0.953, SD1 = 0.533. Risk Category II Seismic Design Category = "D" Basic wind speed (3 sec. gust) VULT= 110 mph , VASD= 85 mph Risk Category II Exposure B Kzt=1.0 IBC Load Cases per sec. 1605.2.1 or 1605.3.1 only Kd = 0.85 Importance factor 1.0. All Code required load combinations are to be used in the building design. OSHA STANDARDS THE GENERAL CONTRACTOR SHALL BE RESPONSIBLE FOR ALL PROVISIONS OF THE CURRENT OSHA STANDARDS. THE GENERAL CONTRACTOR SHALL REVIEW THESE STRUCTURAL DRAWINGS FOR ANY NONCOMPLIANCE WITH OSHA STANDARDS, TAKING INTO ACCOUNT THE GENERAL CONTRACTOR'S MEANS AND METHODS. THE GENERAL CONTRACTOR SHALL INFORM ENW OF ANY NONCOMPLIANCE SO THE DRAWINGS MAY BE MODIFIED FOR COMPLIANCE PRIOR TO CONSTRUCTION. THE GENERAL CONTRACTOR IS TOTALLY RESPONSIBLE FOR MEANS AND METHODS AS WELL AS JOBSITE SAFETY ON THIS PROJECT. FRAMING LUMBER GRADES & STRESSES SHALL CONFORM WITH LATEST EDITION OF "WESTERN LUMBER GRADING RULES", WWPA OR "STANDARD NO. 17 GRADING RULES FOR WEST COAST LUMBER", WCLIB. ALL LUMBER S4S AND S -DRY UNLESS NOTED OTHERWISE. UNLESS NOTED OTHERWISE, USE THE FOLLOWING: VISUALLY GRADED DIMENSION LUMBER (2" TO 4" THICK BY 2" & WIDER) STUDS - TYPICAL STUDS - WHERE NOTED JOISTS & RAFTERS - TYPICAL JOISTS & RAFTERS - WHERE NOTED PLATES & LEDGERS BEAMS & HEADERS - TYPICAL SPECIES GRADE BASE VALUE Fb DOUG FIR DOUG FIR DOUG FIR DOUG FIR DOUG FIR DOUG FIR STANDARD #2 #2 #1 #2 #2 550 PSI 900 PSI 900 PSI 1000 PSI 900 PSI 900 PSI EACH PIECE SHALL BEAR A VALID GRADE STAMP THAT IS NOT TO BE REMOVED. BOLT HEADS AND NUTS BEARING AGAINST WOOD SHALL BE PROVIDED WITH STANDARD CUT WASHERS. ALL BASE VALUE STRESSES TO BE ADJUSTED WITH APPROPRIATE SIZE FACTORS. ALL WOOD IN CONTACT WITH CONCRETE OR MASONRY SHALL BE PRESERVATIVE TREATED. USE STANDARD LENGTH COMMON NAILS CONFORMING WITH FEDERAL SPECIFICATION FF -N -105B FOR ALL NAILING EXCEPT WHERE SHORTER NAILS PROVIDE THE REQUIRED PENETRATION IN DIAPHRAGMS. STRUCTURAL STEEL ALL WORK IN ACCORDANCE WITH "AISC SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS (AISC 360-10), AND THE "CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES" AUGUST 25, 2010. STRUCTURAL STEEL SHALL CONFORM TO THE FOLLOWING STANDARDS: OTHER SHAPES & PLATES ASTM A 36 (Fy=36,000 PSI) HIGH STRENGTH BOLTS ASTM A 325N BOLTS: ALL STRUCTURAL STEEL BOLTED CONNECTIONS ARE ASTM A 325 TYPE N CONNECTIONS - BEARING TYPE WITH THREADS INCLUDED IN SHEAR PLANE. CONNECTIONS ARE NON -SLIP CRITICAL AND BOLTS NEED TO BE TIGHTENED "SNUG TIGHT" ONLY, UNLESS OTHERWISE NOTED. PROVIDE WASHERS AT OUTER PLYS WITH SLOTTED HOLES. INSTALL A 325 BOLTS IN ACCORDANCE WITH "SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A 325 OR A 490 BOLTS". (12/31/09) WELDS: ALL WELDING TO CONFORM WITH AWS D1.1 "STRUCTURAL WELDING CODE - STEEL". WELDS NOT SPECIFIED SHALL BE 1/4" CONTINUOUS FILLET MINIMUM. ALL WELDS BY WABO CERTIFIED WELDERS. USE LOW HYDROGEN FILLER METAL WITH A MINIMUM TENSILE STRENGTH OF 70 KSI. ALL WELDED JOINTS SHALL BE AWS PREQUALIFIED. WELDHEAD STUDS (WHS) ARE TO BE MACHINE WELDED WITH PROPER EQUIPMENT AS REQUIRED BY MANUFACTURER. COORDINATE WORK WITH JOIST MANUFACTURER. SEE SPECIFICATIONS FOR ITEMS TO BE GALVANIZED. ALL STEEL ERECTION, INCLUDING OPEN WEB JOISTS AND MEDAL DECK SHALL BE IN ACCORDANCE WITH THE CURRENT OSHA STEEL ERECTION STANDARD. DO NOT PLACE ANY CONSTRUCTION LOADS ON MEMBERS UNTIL THEIR CONNECTIONS ARE COMPLETE. ALL STEEL EXPOSED TO THE ELEMENTS SHALL BE HOT -DIPPED GALVANIZED. SPECIAL CONDITIONS CONTRACTOR SHALL VERIFY ALL DIMENSIONS IN THE FIELD AND SHALL PROVIDE ADEQUATE SHORING AND BRACING OF ALL STRUCTURAL MEMBERS DURING CONSTRUCTION. CONTRACTOR SHALL NOTIFY ENGINEER OF ALL FIELD CHANGES PRIOR TO INSTALLATION. NOTE TO MECHANICAL AND ELECTRICAL TRADES CONTRACTOR SHALL SUBMIT PLANS SHOWING LOCATION, LOAD AND ANCHORAGE OF ALL HANGERS SUPPORTING ANY MECHANICAL, ELECTRICAL, PLUMBING OR SPRINKLER LOADS IN EXCESS OF 50 POUNDS. ANY ROOF MOUNTED EQUIPMENT SHALL BE INCLUDED IN THESE PLANS AND SHALL SHOW LOADS AND LOCATIONS. THESE SHALL BE SUBMITTED TO ENGINEERS NORTHWEST FOR REVIEW PRIOR TO INSTALLATION OF ANY OF THIS EQUIPMENT. SEE DETAILS ON DRAWING S5.1 FOR SUPPORTING LOADS FROM ROOF JOISTS. ALL DETAILS OF CONNECTIONS TO THE STRUCTURE FOR EQUIPMENT SHALL BE BY THE SUPPLIER OF THAT EQUIPMENT. THE BUILDING DEPARTMENT REQUIRES A SUBMITTAL FOR PLAN CHECK REGARDING THE DESIGN OF THESE DETAILS, IT IS THE RESPONSIBILITY OF THE EQUIPMENT SUPPLIER TO PROVIDE THIS SUBMITTAL. ABBREVIATIONS ARCH. BAL. B. OR BOT. BTWN. BLDG. BRG. C.I.P. C.J. CL CLR. CMU COL. CONC. C.S.J. EA. E.E. E.F. E.J. EL. OR ELEV. E.N.W. OR ENW EQ. E.S. E.W. F.O.C. F.O.S. F.O.W. FTG. GA. GALV. G..B. H. OR HORIZ. I.B.C. I.C.C. I.F INC. K L.W. M.B.S. N.F. N.T.S. oc O.F. O.S. O.T.O. PL REINF. REM. R.O. SECT. SIM. S.J STL. SW SYMM. T. T.. B. T.. F. T.. S. T.. W. TYP. U.N.O. V.E.F. VERT. V.F.F. VFY V.I.F. V.N.F. V.N.F. W.A.B.O. w/ w/o W.H.S. ARCHITECT BALANCE BOTTOM BETWEEN BUILDING BEARING CAST IN PLACE CONSTRUCTION JOINT CENTERLINE CLEAR CONCRETE MASONRY UNIT COLUMN CONCRETE CLOSURE STRIP JOINT EACH EACH END EACH FACE EXPANSION JOINT ELEVATION ENGINEERS NORTHWEST EQUAL EACH SIDE EACH WAY FACE OF CONCRETE FACE OF STUD FACE OF WALL FOOTING GAGE HOT DIP GALVANIZED GYPSUM WALL BOARD HORIZONTAL INTERNATIONAL BUILDING CODE INTERNATIONAL CODE COUNCIL INSIDE FACE INCLUDING KIP (1000 POUNDS) LONG WAY METAL BLDG SUPPLIER NEAR FACE NOT TO SCALE ON CENTER OUTSIDE FACE OUTSIDE OUT TO OUT PLATE REINFORCING REMAINDER ROUGH OPENING SECTIONS SIMILAR SHRINKAGE JOINT STEEL SHEARWALL SYMMETRICAL TOP TOP OF BEAM TOP OF FOOTING TOP OF STEEL TOP OF SLAB TOP OF WALL TYPICAL AT ALL SIMILAR PLACES UNLESS NOTED OTHERWISE VERTICAL EACH FACE VERTICAL VERTICAL FAR FACE VERIFY VERTICAL INSIDE FACE VERTICAL NEAR FACE VERTICAL OUTSIDE FACE WASHINGTON ASSOC. OF BUILDING OFFICIALS WITH WITH OUT WELD HEAD STUD AT N (E) GLB 6 3/4"x36 (E) PLYWOOD & PURLINS 60'-0" EXIST. 6 3/4x36 EXIST. 6 3/4x36 EXIST. 6 3/4x36 EXIST. 6 3/4x36 16"oc DTL. 1A 1/4 6" 2" 3' 3' 11/2" 1- 3/4"0 BOLT L6x8x1/2x1'-9" w/5-3/4"0 BOLTS 1 1/2" 3" PLATE6 x 1/4 x 0'-6" w/2- A307 BDLTS THRU STEEL & WOOD PLATE 3" x 5/8" T.&B. w/ 3-7/8"0 A325SC USE BEVELED WASHERS & TORQUE BOLTS. BUTT ENDS OF CHANNEL LIGHTLY. co 11/2" N 11/2" SECTION DTL. 1B SPLICE AT MID -SPAN (N) 4x P.T. CUT TO LEVEL AS REQ'D ih 7 IH {_ 1/2"0 LAG SCREW @ 18"oc ALL AROUND. EMBED 4" INTO GLUELAM BEAM. TYP. #10 WOOD SCREW @ 8"oc NEW CHANNEL C12x20.7 w/ 3/4"0 BOLTS @ 16"oc STAGGER (E) PURLIN DETAIL 1A CSIDE & END 1/4V DETAIL 1B EXIST. 6 3/4x36 EXIST. 6 3/4x36 EXIST. 6 3/4x36 EXIST. 6 3/4x36 1/2"0 LAG SCREW @ 18"oc ALL AROUND. EMBED 4" INTO GLUELAM BEAM. TYP. #10 WOOD SCREW @ 8"oc (N) 4x10 DF#1 w/ SIMPSON HU48 HANGER, TYP. v M ('r N Ce0 REVIEWED FOR CODE COMPLIANCE APPROVED APR 17 2018 City of Tukwila BUILDING DIVISION NEW HOOD BY OTHERS NEW CURB BY OTHERS (N) 4x P.T. CUT TO LEVEL AS REQ'D (E) PLYWOOD @ PURLINS SECTION (E) 4x14 BEYOND RECEIVED CITY OF TUKWILA APR 10 2010 PERMIT CENTER 3/4" = 1'-0" w 1 0 04-06-2018 ENGINEER: S. HAN DRAWN: 04-06-2018 DATE: 03-20-2018 DRAWING REVISIONS REVISED SHEET SIZE DRAWING SUBMITTALS SUBMIT FOR PERMIT SUBMIT FOR BID SUBMIT FOR CONSTRUCTION o• < 1z NTERGATE EAST JOB NO: 991490023 ENGINEER: S. HAN DRAWN: P. PATEL DATE: 03-20-2018 SHEET NO: S1 .2